Full text of "Title 24, Part 2, Volume 2, 2007 California Building Code"

*&+++?£*

Code

■O V '" >^**«sa~\ v

California Code of Regulations
Title 24, Part 2, Volume 2 of 2

California Building
Standards Commission

Based on 2006 International Building Code

INTERNATIONAL
CODE COUNCIL*

"*^N"W*

*V™\

2007 California Historical Building Code
Title 24, Part 8

2007 California Existing Building Code

Title 24, Part 10 effective

JANUARY 1, 2008

(For Errata and Supplements, see History Note Appendix)

-J6

2007 California Building Code
Volume 2 of 2

First Printing

ISBN-13: 978-1-58001-518-9
ISBN-10: 1-58001-518-2

Publication Date: June 2007

ALL RIGHTS RESERVED. This 2007 California Building Code contains substantial copyrighted material from the 2006 Inters
tional Building Code, Second Printing, which is a copyrighted work owned by the International Code Council, Inc. With
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 example and not limitation,
photocopying, or recording by or in an information storage retrieval system). For information on permission to copy material
exceeding fair use, please contact: Publications, 4051 West Flossmoor Road, Country Club Hills, IL 60478. Phone
1-888-ICC-SAFE (422-7233).

Trademarks: "International Code Council," the "International Code Council" logo and the "International Building Code" are tre
marks of the International Code Council, Inc.

PRINTED IN THE U.S.A.

PREFACE

This document is Part 2 of the official triennial compilation and publication of the adoptions, amendments and repeal of administra-
tive regulations to California Code of Regulations, Title 24, also referred to as the California Building Standards Code. This Part is
known as the California Building Code and incorporates, by adoption, the 2006 edition of the International Building Code of the
International Code Council with the California amendments.

The California Building Standards Code is published in its entirety every three years by order of the California legislature, with sup-
plements published in intervening years. The California legislature delegated authority to various State agencies, boards, commis-
sions and departments to create building regulations to implement the State's statutes. These building regulations or standards have
the same force of law, and take effect 180 days after their publication unless otherwise stipulated. The California Building Stan-
dards Code applies to occupancies in the State of California as annotated.

A city, county or city and county may establish more restrictive building standards reasonably necessary because of local climatic,
geological or topographical conditions. Findings of the local condition(s) and the adopted local building standard(s) must be filed
with the California Building Standards Commission to become effective and may not be effective sooner than the effective date of
this edition of California Building Standards Code. Local building standards that were adopted and applicable to previous editions
of the California Building Standards Code do not apply to this edition without appropriate adoption and the required filing.

To familiarize themselves with the format of this code, it is suggested that users review the following contents:

• How To Distinguish Model Code Language From California Amendments

• Matrix Adoption Tables

Should users find publication (e.g., typographical) errors or inconsistencies in this code or wish to offer comments toward improv-
ing its format, please address these comments to:

California Building Standards Commission

2525 Natomas Park Drive, Suite 130

Sacramento, CA 95833-2936

Phone:(916)263-0916

FAX: (916) 263-0959

Web Page: www.bsc.ca.gov

Acknowledgement

The 2007 California Building Standards Code (Code) was developed through the outstanding collaborative efforts of the Depart-
ment of Housing and Community Development, the Division of State Architect, the Office of the State Fire Marshal, the Office of
Statewide Health Planning and Development, the California Energy Commission, and the Building Standards Commission (Com-
y mission).

This collaborative effort included the assistance of the Commission's Code Advisory Committees and many other volunteers that
worked tirelessly to assist the Commission in the production of this Code.

Members of the Building Standards Commission

Secretary Rosario Marin - Chair Christina Jamison

Isam Hasenin - Vice-Chair Stephen Jensen

James Barthman Robert Pernell

Kim Blackseth Richard Sawhill

Susan Dowty Steven Winkel

David Walls - Executive Director

Thomas Morrison - Deputy

Executive Director

For questions on California state agency amendments, please refer to the contact list on the following page.

2007 CALIFORNIA BUILDING CODE iii

iv 2007 CALIFORNIA BUILDING CODE

California Code of Regulations, Title 24

California Agency Information Contact List

California Energy Commission

Energy Hotline

Building Efficiency Standards
Appliance Efficiency Standards
Compliance Manual/Forms

California State Lands Commission

Marine Oil Terminals

(800) 772-3300

California State Library

Construction Standards . .

(562) 499-6317

(918) 445-9604

Corrections Standards Authority

Local Adult Jail Standards (916) 324-1914

Local Juvenile Facility Standards (916) 324-1914

Department of Consumer Affairs - Acupuncture Board

Office Standards (916) 445-3021

Department of Consumer Affairs - Board of Pharmacy

Pharmacy Standards (916) 574-7900

Department of Consumer Affairs - Bureau of Bartering
and Cosmetology

Barber and Beauty Shop and

College Standards (916) 952-5210

Department of Consumer Affairs - Bureau of
Home Furnishings and Thermal Insulation

Insulation Testing Standards (916) 574-2041

Department of Consumer Affairs - Structural
Pest Control Board

Structural Standards (800) 737-8188

Department of Consumer Affairs - Veterinary
Medical Board

Veterinary Hospital Standard (916) 263-2610

Department of Food and Agriculture

Meat and Poultry Packing Plant

Standards (916) 654-0509

Daiiy Standards (916) 654-0773

Department of Health Services

Organized Camps Standards (916) 449-5661

Public Swimming Pools Standards (916) 449-5661

Asbestos Standards (510) 620-2874

Department of Housing and Community Development

Residential - Hotels, Motels, Apartments,

Single-Family Dwellings (916) 445-9471

Permanent Structures in Mobilehome and

Special Occupancy Parks ' (916) 445-9471

Factory-Built Housing, Manufactured

Housing and Commercial Modular (916) 445-3338

Mobilehomes - Permits and Inspections

Northern Region (916) 255-2501

Southern Region (951) 782-4420

Employee Housing Standards (916) 445-9471

Department of Water Resources

Gray Water Installations Standards (916) 651-9687

Division of the State Architect - Access Compliance

Access Compliance Standards (916) 445-8100

Division of the State Architect - Structural Safety

Public Schools Standards (916) 445-8100

Essential Services Building Standards (916) 445-8100

Office of Statewide Health Planning and Development

Hospital Standards (916) 654-3139

Skilled Nursing Facility Standards (916) 654-3139

Clinic Standards (916) 654-3139

Permits (916) 654-3392

Office of the State Fire Marshal

Code Development and Analysis (916) 445-8200

Fire Safety Standards (916) 445-8200

Fireplace Standards (916) 445-8200

Day Care Centers Standards (916) 445-8200

Exit Standards (916) 445-8200

2007 CALIFORNIA BUILDING CODE

EFFECTIVE USE OF THE IBC/CBC

Distilling the code review process down to a methodical, sequential list of considerations is generally problematic. In many cases,
related provisions from various chapters of the code must be considered simultaneously, or reconsidered later in the process to
arrive at the correct classification or determination. Any number of acceptable alternatives may exist for construction of the building
and its specific features . Each choice provided by the code must be evaluated for its specific impact on other aspects of the building 's
analysis. With a basic understanding of the interrelationship of the various chapters, the practiced code user will make an initial
assessment of the building as a first step of the code review process. The following outline may be helpful as a guide for the effective
use of the IBC/CBC, with the understanding that final resolution of each step is often dependant on subsequent steps.

The following process is divided into two distinct areas of analysis, the nonstructural provisions of the IBC/CBC and the struc-
tural provisions.

Nonstructural Provisions

1. Identify the distinct and varied uses of the building. The uses that will occur within the building must be identified, evaluated
and classified into one or more of the distinct occupancy classifications established in the IBC/CBC. Some buildings will be classi-
fied as single occupancy, where there is only one applicable occupancy classification. Others will be considered as mixed occu-
pancy due to the presence of two or more uses that are classified into different occupancy groups.

{California) Chapter 1 — Application of California Building Standards: Determine whether the use or occupancy is regulated
by a state agency. Review California Chapter 1 to determine (1) which agencies regulate the use or occupancy, and (2) which
authority is responsible for enforcement of building standards.

Matrix Adoption Tables — Scope of California Building Standards: Review the matrix adoption tables to identify the chapters
and sections of model code that are adopted, amended or superseded by the California Building Standards. (See "How to Distin-
guish Model Code Language from California Amendments.")

Sec. 302.1 Classify the building into one or more occupancy groups. Although there are 10 general occupancy groups,
many of the groups are subdivided into subgroups to allow for a more exacting analysis of the building under consideration.

Sec. 303 Group A

Sec. 304 Group B

Sec. 305 Group E

Sec. 306 Group F

Sec. 307 Group H

Sec. 308 Group I

Sec. 309 Group M

Sec. 310 Group R

Sec. 311 GroupS

Sec. 312 Group U

2. Determine if the building is to be fully sprinklered. Many of the code provisions vary based upon the presence of an automatic
sprinkler system throughout the building.

Sec. 903.2 Determine if the building requires a fire sprinkler system. Many of the mandates for the installation of a sprin-
kler system are based upon the occupancy or occupancies that occur within the building. The provisions will often require some
degree of occupant load determination. Other conditions may also trigger a required sprinkler installation, such as building
height or the lack of exterior openings.

If a sprinkler system is not required, review for potential code modifications if a sprinkler system is installed. There are a
significant number of benefits provided by the code if a sprinkler system is installed. An initial analysis of the building will typi-
cally allow for an early determination of the value of such sprinkler benefits.

Sec. 504.2 Story and height increase

Sec. 506.3 Allowable area increase

Sec. 1017. 1 Elimination of corridor fire-resistance rating

Sec. 507 Unlimited area buildings

2007 CALIFORNIA BUILDING CODE vii

EFFECTIVE USE OF THE IBC/CBC

3. Determine the appropriate type of construction for the building. The permitted types of construction are primarily based
upon the occupancy classifications involved, the building's height and the building's floor area. Other conditions may also affect the
appropriate construction types, including the building's location on the lot and the intended materials of construction. In buildings
with mixed-occupancy conditions, the methods of addressing the relationship between the multiple occupancies indirectly affect
construction type.

Sec. 202 and 502 Calculate actual height of building in both "feet" and "stories above grade plane." The code specifically
describes the method for assigning a building height: measure both in the number of feet and the number of stories above grade plane.
The actual height must be compared with the allowable height to determine if the building's type of construction is acceptable.

Sec. 504 Determine allowable height permitted for both "feet" and "stories"

Sec. 505 Determine if mezzanine provisions are applicable

Sec. 504.3 Determine if any rooftop structures are in compliance

Sec. 502 Calculate actual floor area of each story of building. The building area is typically the entire floor area that occurs
within the surrounding exterior walls. The building area for each individual story must be calculated, as well as for the building as
a whole.

Sec. 507 Determine if building qualifies as an unlimited area building

Sec. 506 Determine allowable area permitted for building and each story if:

Sec. 506 Single-occupancy building

Sec. 508.3.1 Multi-occupancy w/accessory occupancies

Sec. 508.3.2 Multi-occupancy building w/nonseparated occupancies

Sec. 508.3.3 Multi-occupancy building w/separated occupancies

Sec. 705. 1 Use of fire walls

Sec. 509 Determine if special provisions are to be applied for height and/or area. The general requirements for allowable height
and area may be modified under limited conditions, typically where a parking garage is located in a building with other occupancies.

Sec. 602 Verify that the type of materials and degree of fire resistance for the building's major elements comply with
Table 601. Once the acceptable types of construction are determined based upon the building' s occupancy, height and floor area,
the major building elements must be evaluated for compliance with the required degree of fire resistance and the appropriate
materials of construction.

4. Locate the building on the site. The location of the building(s) on the lot is fundamental to the degree of fire exposure to and
from adjoining buildings and lots. In addition, the building's location influences the amount of fire department access that can be
provided from the exterior of the building.

Sec. 503.1.2 Determine the number of buildings on the site. Where two or more buildings are located on the same lot, they
can be evaluated as a single building or multiple buildings. The type of construction requirements may differ based upon which
of the two methods is utilized.

Sec. 602.1 Determine minimum required fire rating of exterior walls. The fire separation distance is the measurement used
in evaluating the necessary fire rating for exterior walls. It is measured from the building to the lot line, to the center line of a pub-
lic way or to an imaginary assumed line between two buildings on the same lot.

Sec. 704.8 Determine exterior opening protection requirements. Openings in exterior walls are regulated by the fire sepa-
ration distance and the rating of the exterior wall in which they are located.

Sec. 506.2 Determine frontage increase for allowable area purposes. Utilized primarily for fire department access, open
space adjacent to a building's perimeter provides for an increase in the allowable area.

5. Identify extent of any special detailed occupancy requirements. Special types of buildings, special uses that occur within
buildings and special elements of a building are further regulated through specific requirements found in Chapter 4. Since these pro-
visions are specific in nature, they apply in lieu of the general requirements found elsewhere in the code.

Chapter 4 Determine special detailed requirements based on occupancy. A number of the special provisions are applica-
ble to a specific occupancy or group of similar occupancies.

Sec. 402 Covered mall buildings

Sec. 403 High-rise buildings

Sec. 404 Atriums

Sec. 406 Motor-vehicle-related occupancies

Sec. 407, 408 Group 1-2 and 1-3 occupancies

Viii 2007 CALIFORNIA BUILDING CODE

EFFECTIVE USE OF THE IBC/CBC

Sec. 415 Group H occupancies

Table 508.2 Determine if building contains any incidental use areas. The uses identified in Table 508.2 are considered as a
portion of the occupancy in which they are located, but special conditions require that they be addressed in a more specific man-
ner.

Sec. 508.2 Provide fire separation and/or fire-extinguishing system

6. Calculate occupant load of building and individual spaces within building. Although the primary use of an occupant load is in
the design of the building's means of egress system, occupant load is also occasionally an important factor in occupancy classifica-
tion, sprinkler system and fire alarm system requirements and plumbing fixture counts.

Chapter 10 Verify compliance with means of egress provisions. The anticipated occupant load is the basis for the design of
the means of egress system. The egress elements must provide for a direct, continuous, obvious, undiminished and unobstructed
path of travel from any occupiable point in the building to the public way.

Sec. 1005.1 Egress width and distribution

Sec. 1006.3 Emergency lighting

Sec. 1007 Accessible means of egress

Sec. 1008.1.2 Door swing

Sec. 1008.1.8 Door operations

Sec. 1008.1.9 Panic hardware

Sec. 1009.1 Stairway width

Sec. 1009.3 Stairway treads and risers

Sec. 1011.1 Exit signs

Sec. 1012 Stairway and ramp handrails

Sec. 1013 Guards

Sec. 1014.2 Egress through intervening spaces

Sec. 1014.3 Common path of egress travel

Sec. 1015. 1 Number of exit or exit access doorways

Sec. 1015.2 Egress separation

Sec. 1016.1 Travel distance

Sec. 1017.1 Corridor construction

Sec. 1019 Number of exits

Sec. 1020.1 Vertical exit enclosures

Sec. 1021 Exit passageways

Sec. 1022 Horizontal exits

Sec. 1 023 Exterior exit stairways

j Sec. 1024 Exit discharge

Sec. 1025 Egress from assembly occupancies

7. Identify and evaluate fire-resistance-rated construction elements. Where fire-resistance-rated construction is mandated by
other provisions of the code, the provisions of Chapter 7 identify the appropriate methods for gaining compliance.

Chapter 7 Verify compliance w/ details of fire resistance. The various elements of fire-resistance-rated construction are
detailed, including walls, horizontal assemblies, shaft enclosures and the penetration of such elements by conduit, ducts, piping
and other items.

Sec. 704 Exterior walls

Sec. 705 Firewalls

Sec. 706 Fire barriers

Sec. 708 Fire partitions

Sec. 709 Smoke barriers

Sec. 710 Smoke partitions

Sec. 707 Shaft enclosures

2007 CALIFORNIA BUILDING CODE ix

EFFECTIVE USE OF THE IBC/CBC

Sec. 710 Horizontal assemblies

Sec. 714 Structural members

Sec. 715 Opening protectives

Sec. 716 Ducts and air transfer openings

8. Identify and evaluate materials utilized as interior floor, wall and ceiling finishes. Finish materials within the building are
primarily regulated for flame spread and smoke development characteristics.

Sec. 803.5 Verify compliance of wall and ceiling finishes. Interior wall and ceiling finishes are regulated based upon the
occupancy classification of the space and their location within the means of egress system. The classification may typically be
reduced where sprinkler protection is provided.

Sec. 804.4 Verify compliance of floor finishes. While regulated differently than wall and ceiling finishes, floor finishes com-
prised of fibers are also controlled based upon their use in the egress system, the occupancy classification and the presence of a
sprinkler system.

9. Identify additional fire protection systems that may be required. In addition to automatic sprinkler systems, there are several
other types of fire protection systems that may be required in a building.

Sec. 907.2 Determine compliance with fire alarm provisions. Fire alarm systems are typically mandated based upon the
occupancy classification and the number of occupants.

Sec. 905.3 Determine if standpipe system is required. A standpipe system is required in buildings once a specified height is
reached to provide for a more effective means of fighting a fire within the building.

Sec. 905.4-.6 Verify location of standpipe hose connections

10. Identify any special use features of the building. The activities that occur within the building pose varying risks to the occu-
pants. Special conditions are applicable when such activities are anticipated.

Chapter 4 Verify compliance with special detailed requirements. These provisions are often an extension of the general
requirements found elsewhere in the code.

Sec. 410 Stages and platforms

Sec. 413 Combustible storage

Sec. 414 Hazardous materials

Sec. 416 Application of flammable finishes

11. Identify roof assembly or roof covering. The roof covering is designed to provide the building with weather protection, fire
retardancy, decoration or a combination of such purposes.

Sec. 1505. 1 Verify classification of roof covering. Roof coverings are typically required to provide protection against moder-
ate or light fire exposures from the exterior. Their minimum required classification is based upon the type of construction of the
building.

12. Determine locations of safety glazing materials. Safety glazing is mandated for glazing located in those areas that are consid-
ered as subject to human impact.

Sec. 2406.3 Verify safety glazing provided in hazardous locations. Safety glazing must be appropriately identified to ensure
the proper glazing material is installed.

Items 1-4 In doors

Item 6 Adjacent to doors

Item 7 Large panels

Items 10-11 Adjacent to stairways and landings

13. Determine areas of building and site required to be accessible. In general, access to persons with disabilities is required for
all buildings. See Chapters 1 1 A and 1 IB.

14. Determine extent of other miscellaneous provisions. Additional provisions may be applicable based upon each individual
building and its characteristics.

Chapter 14 Exterior walls. Requirements for installation of wall coverings and the permissible use of combustible materials
on the exterior side of exterior walls.

Chapter 24 Glass and glazing. General provisions for the installation of glazing materials and skylights.

Chapter 25 Gypsum board and plaster. Materials and installation of gypsum board and plaster assemblies.

x 2007 CALIFORNIA BUILDING CODE

EFFECTIVE USE OF THE IBC/CBC

Chapter 26 Plastic. Materials and installation of light-transmitting plastics, as well as the appropriate installation methods for
foam plastic insulation.

Chapters 27-29 Electrical, mechanical and plumbing installations. Limited provisions addressing the fundamental sup-
port systems of a building.

Chapter 30 Elevators. Elevator hoistway provisions, including enclosure of hoistways, emergency operations and hoistway
venting.

Chapter 31 Special construction. A variety of special conditions are addressed, including membrane structures, temporary
structures, pedestrian walkways and tunnels, awnings and canopies, marquees, signs and swimming pool enclosures.

Chapter 32 Encroachment into the public right-of way. Limitations on construction adjacent to public property.

Chapter 33 Safeguards during construction. Methods of protecting pedestrians and adjacent property during construction
activities.

Structural Provisions

General Requirements

1. Structural Materials.

The structural design begins with the selection of the type of structural materials to be used to support the building. Structural fram-
ing systems are constructed of concrete, masonry, steel or wood. Some miscellaneous or specialty structures and components, such
as awnings and canopies, are constructed of aluminum.

The design of various structural materials is covered in specific material chapters in the code, which in turn reference design standards for
the type of material involved. The referenced standards in the 2007 CBC for the structural materials are shown in the following table:

STRUCTURAL DESIGN STANDARDS FOR STRUCTURAL MATERIALS 1

MATERIAL

IBC/CBC CHAPTER

REFERENCED STANDARD

Concrete

ACI318
Building Code Requirements for Structural Concrete

Aluminum

ADM1
Aluminum Design Manual

Masonry

ACI 530/ASCE 5/TMS 402
Building Code Requirements for Masonry Structures

Steel

AISC 360

Specification for Structural Steel Buildings

AISC 341

Seismic Provisions for Structural Steel Buildings

NAS

North American Specification for the Design of Cold-formed Steel Structural Members

Wood

NDS
National Design Specification (NDS) for Wood Construction

1. The above table shows the main structural design standards for these structural materials. For a complete list of referenced standards, see IBC/CBC Chapter 35.

2. Design Loads.

Determine the applicable design loads that the building structure is expected to be subjected to. Code-prescribed loads are given in
Chapter 1 6 and the referenced standard, Minimum Design Loads for Buildings and Other Structures, ASCE 7. The code-prescribed
minimum live loads are given in CBC Table 1607.1.

Environmental loads, such as flood, rain, snow, seismic and wind vary based on the location of the building site. The various
code-prescribed loads are probabilistic in nature. The following table gives the CBC section and ASCE 7 chapter for various types
of load.

2007 CALIFORNIA BUILDING CODE

EFFECTIVE USE OF THE IBC/CBC

REFERENCED CBC SECTIONS AND ASCE 7 CHAPTERS FOR LOADS

Type of Load

CBC Section .

ASCE 7 Chapter

Dead loads

Section 1606

Chapter 3

Live loads

Section 1607, Table 1607.1

Chapter 4

Snow loads

Section 1608

Chapter 7

Wind loads

Section 1609

Chapter 6

Soil lateral loads

Section 1610

Chapter 3

Rain loads

Section 1611

Chapter 8

Flood loads

Section 1612

Chapter 5 1

Earthquake loads

Section 1613

Chapter 11-22

1. Section 1612 references ASCE 24, which references Chapter 5 of ASCE 7.

3. Structural Analysis, Design and Detailing.

Once the applicable loads are determined, the structural system of the building must be analyzed to determine the effects of the gov-
erning gravity and lateral loads that act on the structure. The structural system of a typical building consists of the roof and floor sys-
tems, walls, beams and columns, and the foundation. From the structural analysis, the next step is to design the structural elements
and systems to provide the minimum level of resistance in accordance with the various load combinations prescribed in Section
1605.

Once the structural elements and systems are designed, the next step is to detail the load transfer connections to provide a com-
plete load path from the point of origin to the resisting element. The final step is to prepare a complete set of construction documents
as required by Sections 106 and 1603.

General Requirements

1. Occupancy Category (IBC/CBC Table 1604.5).

Determine the occupancy category of the building based on Table 1604.5.

Where a structure is occupied by two or more occupancies that are not the same occupancy category, the building must be classi-
fied in the highest occupancy category corresponding to the various occupancies.

Where structures have two or more portions that are structurally separated, each separate portion should be separately classified.

Where a separated portion of a structure provides required access or egress from another portion of the building with a higher
occupancy category, both portions of the building must be assigned the higher occupancy category.

Where a separated portion of a structure shares life safety components with another portion of the building with a higher occu-
pancy category, both portions of the building must be assigned the higher occupancy category.

2. Floor and roof live loads (IBC/CBC Table 1607.1).

Determine uniformly distributed and concentrated floor live load for the floor areas of the building in accordance with Section
1603.1.1 and Table 1607.1.

Floor live load reduction in accordance with Section 1607.9 should be indicated for each type of live load that is reduced.

Determine the roof live load for roof areas in accordance with Section 1607.1 1.

Roof live load reduction in accordance with Section 1 607. 1 1 .2 should be indicated for roof live loads that are reduced.

3. Snow load (IBC/CBC Section 1608, ASCE 7 Section 7).

Determine the ground snow load, P g , based on the location of the building site in accordance with Figure 1608.2 for the contigu-
ous United States and Table 1608.2 for Alaska.

In areas where the ground snow load, P g , exceeds 10 psf, the following information should be determined:

1 . Flat-roof snow load, P f .

2. Snow exposure factor, C e .

3. Snow load importance factor, /.

4. Thermal factor, C,.

XII

2007 CALIFORNIA BUILDING CODE

EFFECTIVE USE OF THE IBC/CBC

4. Wind speed and wind exposure category.

Determine the following information related to wind loads in accordance with Section 1603.1.4:

1. Basic 3-second gust wind speed (mph).

2. Wind importance factor, /.

3. Wind exposure category (B, C, D). If more than one wind exposure is used, the wind exposure for each wind direction
should be determined.

4. The applicable internal pressure coefficient.

5. The design wind pressure (psf) used for the design of exterior component and cladding materials not specifically designed
by the registered design professional should be indicated.

5. Earthquake design requirements.

Determine the following information related to seismic loads regardless of whether seismic loads govern the design of the lat-
eral-force-resisting system of the building:

1. Seismic importance factor, /, based on occupancy category.

2. Mapped spectral response accelerations, S s and Sj.

3. Site class.

4. Design spectral response coefficients, S DS and 5 D/ .

5. Seismic design category.

6. Basic seismic-force-resisting system(s).

7. Design base shear.

8. Seismic response coefficient(s), C s .

9. Response modification factor(s), R.

10. Analysis procedure used.

6. Special loads.

Determine any special loads that are applicable to the design of the building, structure or portions thereof along with the specific
section of the code that addresses the special loading condition.

7. Load combinations.

Buildings and other structures and portions thereof are required to be designed to resist the load combinations specified in Sec-
tion 1605.2 or 1605.3 and Chapters 18 through 23, and the special seismic load combinations of Section 1605.4 where required
by Section 12.3.3.3 or 12.10.2.1 of ASCE7.

8. Wind and seismic detailing.

Lateral-force-resisting systems are required to conform to the seismic detailing requirements of the code and ASCE 7 (excluding
Chapter 14 and Appendix 1 1 A) even when wind load effects are greater than seismic load effects.

9. Serviceability.

Structural systems and members shall be designed to have adequate stiffness to limit deflections and lateral drift. The deflection
of structural members shall not exceed the more restrictive of the limitations of Sections 1604.3.2 through 1604.3.5 or that per-
mitted by Table 1604.3. Structural systems shall be designed to have adequate stiffness to limit deformation and lateral drift due
to earthquake loading in accordance with Section 12.12.1 of ASCE 7.

10. Foundation.

A foundation system must be designed that provides adequate support for gravity and lateral loads. Walls of buildings of conven-
tional light-frame construction, as defined in Section 202, are permitted to be supported by footings constructed in accordance
with Table 1 805 .4.2. Otherwise, the foundation system must be designed in accordance with other provisions of Chapter 1 8 . The
following table gives a summary of applicable sections for foundation systems.

2007 CALIFORNIA BUILDING CODE

EFFECTIVE USE OF THE IBC/CBC

FOUNDATION REQUIREMENTS

SECTION

IBC/CBC SECTION

Allowable soil bearing values

1804

Footings and foundations

1805, 1805.4

Footings

1805.4

Foundation walls

1805.5

General requirements for pier and pile foundations

1808

Pile foundations

1809-1811

Pier foundations

1812

A foundation soils investigation is required where required by Section 1802.2 unless the building official determines that a soils investigation is not required in
accordance with the exception.

11. Excavation, grading and fill.

Requirements for excavation, grading and fill related to foundation construction are covered in Section 1803. General require-
ments for site grading are covered in Appendix J.

12. Flood design data.

If required by Section 1612.5, buildings located in flood hazard areas established in Section 1 6 1 2.3 are required to provide docu-
mentation that includes the following information 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 nonresidential building will be dry
floodproofed.

3. In flood hazard areas subject to high- velocity wave action, the proposed elevation of the bottom of the lowest horizontal
structural member of the lowest, floor, including the basement.

13. Special inspection, special testing and structural observation.

Where special inspection, special inspection for seismic resistance or structural testing for seismic resistance is required by Sec-
tion 1 704, 1 707 or 1 708 , the registered design professional in responsible charge shall prepare a statement of special inspections
in accordance with Section 1705 for submittal by the permit applicant in accordance with Section 1 06. 1 as a condition for permit
issuance. A statement of special inspections is not required for structures designed and constructed in accordance with the con-
ventional construction provisions of Section 2308. The statement of special inspections is permitted to be prepared by a qualified
person approved by the building official for construction not designed by a registered design professional.

SPECIAL INSPECTION REQUIREMENTS

TYPE OF SPECIAL INSPECTION

APPLICABLE SECTION

REQUIRED VERIFICATION AND INSPECTION

Steel construction

1704.3

Table 1704.3

Concrete construction

1704.4

Table 1704.4

Masonry construction

1704.5

Table 1704.5.1
Table 1704.5.3

Wood construction

1704.6

Site and foundation soils

1704.7

Table 1704.7

Pile foundations

1704.8

Table 1704.8

Pier foundations

1704.9

Table 1704.9

Sprayed fire resistant materials

1704.10

Mastic and intumescent fire resistive coatings

1704.11

Exterior insulation and finish (EIFS) systems

1704.12

— .

Special cases

1704.13

Smoke control systems

1704.14

—

Where required by the provisions of Section 1709.2 or 1709.3, the owner shall employ a registered design professional to perform structural observations as
defined in Section 1702. At the conclusion of the work included in the permit, the structural observer shall submit a written statement to the building official
that identifies any reported deficiencies that have not been resolved.

XIV

2007 CALIFORNIA BUILDING CODE

EFFECTIVE USE OF THE 1BC/CBC

14. Contractor responsibility.

Each contractor responsible 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 is required to submit a written statement of
responsibility to the building official and the owner prior to the commencement of work on the system or component. The con-
tractor's statement of responsibility shall acknowledge awareness of the special requirements contained in the statement of spe-
cial inspections and acknowledge that control will be exercised to obtain conformance with the approved construction
documents.

15. Deferred submittals.

Deferred submittals that are not submitted at the time of the application must 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 reviewed by the registered design professional in
responsible charge who shall forward them to the building official with a notation indicating that they have been reviewed and are
in general conformance with the design of the building.

2007 CALIFORNIA BUILDING CODE xv

2007 CALIFORNIA BUILDING CODE

HOW TO DISTINGUISH BETWEEN MODEL CODE LANGUAGE

AND
CALIFORNIA AMENDMENTS

To distinguish between model code language and the incorporated California amendments, including exclusive California stan-
dards, California amendments will appear in italics.

Due to the nature of the California Building Code 's first-time use of the International Building Code as the base document, symbols
in the margins, previously used to indicate code changes, will not be used in this edition of the California Building Code.

[BSC] This symbol within a section identifies which State agency (s), by its "acronym, " has amended a section of the model code.

Legend of Acronyms of Adopting State Agencies

BSC California Building Standards Commission

SFM Office of the State Fire Marshal

HCD Department of Housing and Community Development

DSA-AC Division of the State Architect-Access Compliance

DSA-SS Division of the State Architect-Structural Safety

OSHPD Office of Statewide Health Planning and Development

CSA Corrections Standards Authority

DHS Department of Health Services

AGR Department of Food and Agriculture

CEC California Energy Commission

CA Department of Consumer Affairs:

Board ofBarbering and Cosmetology
Board of Examiners in Veterinary Medicine
Board of Pharmacy
Acupuncture Board
Bureau of Home Furnishings
Structural Pest Control Board

SL State Librarian

SLC State Lands Commission

DWR Department of Water Resources

2007 CALIFORNIA BUILDING CODE

XVII

xviii 2007 CALIFORNIA BUILDING CODE

CALIFORNIA MATRIX ADOPTION TABLES

Format of the California Matrix Adoption Tables

The matrix adoption tables, which follow, show the user which state agencies have adopted and/or amended given sections of the
model code. The building application determines which state agency's adoptions apply. See Sections 102 through 1 14 for building
applications and enforcement responsibilities.

Agencies are grouped together, based on either local or state enforcement responsibilities. For example, regulations from
DSA-AC are enforced both at the state and local levels; therefore, DSA-AC is listed twice in each adoption table indicating state
enforcement responsibilities and local enforcement responsibilities.

The side headings identify the scope of state agencies' adoption as follows:

Adopt the entire IBC chapter without state amendments:

If there is an "X" under a particular state agency's acronym on this row, it means that particular state agency has adopted the entire
model code chapter without any state amendments.

Example:

CHAPTER 2 -

DEFINITIONS AND ABBREVIATIONS

Adopting Agency

BSC

SFM

HCD

DSA

DSHPD

CSA

DHS

AGR

DWR

CEC

SLC

1/AC

Adopt Entire Chapter

Adopt Entire Chapter as
amended (amended sections
listed below)

Adopt only those sections that
are listed below

Chapter/Section

Codes

Adopt the entire IBC chapter as amended, state-amended sections are listed below:

If there is an "X" under a particular state agency's acronym on this row, it means that particular state agency has adopted the entire
model code chapter with state amendments.

Each state-amended section that the agency has added to that particular chapter is listed. There will be an "X" in the column, by
that particular section, under the agency's acronym, as well as an "X" by each section that the agency has adopted.

Example:

CHAPTER 2 - DEFINITIONS AND ABBREVIATIONS

BSC

SFM

HCD

DSA

DSHPD

CSA

DHS

AGR

DWR

CEC

SLC

Adopting Agency

1/AC

Adopt Entire Chapter

Adopt Entire Chapter as
amended (amended sections
listed below)

Adopt only those sections that
are listed below

Chapter/Section

Codes

202

2007 CALIFORNIA BUILDING CODE

XIX

Adopts only those sections that are listed below:

If there is an "X" under a particular state agency's acronym on this row, it means that particular state agency is adopting only specific
model code or state-amended sections within this chapter. There will be an "X" in the column under the agency's acronym, as well
as an "X" by each section that the agency has adopted.

Example:

CHAPTER 2 - DEFINITIONS AND ABBREVIATIONS

BSC

SFM

HCD

DSA

DSHPD

CSA

DHS

AGR

DWR

CEC

SLC

Adopting Agency

1/AC

Adopt Entire Chapter

Adopt Entire Chapter as
amended (amended sections
listed below)

Adopt only those sections that
are listed below

Chapter/Section

Codes

202

IBC

203

IBC

2007 CALIFORNIA BUILDING CODE

ORDINANCE

The International Codes are designed and promulgated to be adopted by reference by ordinance. Jurisdictions wishing to adopt the
2007 California Building Code as an enforceable regulation governing structures and premises should ensure that certain factual
information is included in the adopting ordinance at the time adoption is being considered by the appropriate governmental body.
The following sample adoption ordinance addresses several key elements of a code adoption ordinance, including the information
required for insertion into the code text.

SAMPLE ORDINANCE FOR ADOPTION OF

THE INTERNATIONAL BUILDING CODE

ORDINANCE NO.

An ordinance of the [JURISDICTION] adopting the 2007 edition of the California Building Code, regulating and governing the condi-
tions 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 con-
demnation of buildings and structures unfit for human occupancy and use and the demolition of such structures in the [JURISDIC-
TION]; providing for the issuance of permits and collection of fees therefor; repealing Ordinance No. of the [JURISDICTION]

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

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

Section l.That a certain document, three (3) copies of which are on file in the office of the [TITLE OF JURISDICTION'S KEEPER OF
RECORDS] of [NAME OF JURISDICTION], being marked and designated as the California Building Code, 2007 edition, including
Appendix Chapters [FILL IN THE APPENDIX CHAPTERS BEING ADOPTED] (see California Building Code Appendix Chapter 1, Sec-
tion 101.2.1, 2007 edition) , as published by the International Code Council, be and is hereby adopted as the Building Code of the
[JURISDICTION], in the State of [STATE NAME] for regulating and governing the conditions and maintenance of all property, buildings
and structures; by providing the standards for supplied utilities and facilities and other physical things and conditions essential to
ensure that structures are safe, sanitary and fit for occupation and use; and the condemnation of buildings and structures unfit for
human occupancy and use and the demolition of such structures as herein provided; providing for the issuance of permits and col-
lection of fees therefor; and each and all of the regulations, provisions, penalties, conditions and terms of said Building Code on file
in the office of the [JURISDICTION] are hereby referred to, adopted, and made a part hereof, as if fully set out in this ordinance, with
the additions, insertions, deletions and changes, if any, prescribed in Section 2 of this ordinance.

Section 2. The following sections are hereby revised:

Section 101.1. Insert: [NAME OF JURISDICTION]

Section 1612.3. Insert: [NAME OF JURISDICTION]

Section 1612.3. Insert: [DATE OF ISSUANCE]

Section 3410.2. Insert: [DATE IN ONE LOCATION]

Section 3. That Ordinance No. of [JURISDICTION] entitled [FILL IN HERE THE COMPLETE TITLE OF THE ORDINANCE OR

ORDINANCES IN EFFECT AT THE PRESENT TIME SO THAT THEY WILL BE REPEALED BY DEFINITE MENTION] and all Other ordinances
or parts of ordinances in conflict herewith are hereby repealed.

Section 4. That if any section, subsection, sentence, clause or phrase of this ordinance is, for any reason, held to be unconstitutional,
such decision shall not affect the validity of the remaining portions of this ordinance. The [GOVERNING BODY] hereby declares that it
would have passed this ordinance, and each section, subsection, clause or phrase thereof, irrespective of the fact that any one or more
sections, subsections, sentences, clauses and phrases be declared unconstitutional.

Section 5. That nothing in this ordinance or in the Building Code hereby adopted shall be construed to affect any suit or proceeding
impending in any court, or any rights acquired, or liability incurred, or any cause or causes of action acquired or existing, under any
act or ordinance hereby repealed as cited in Section 3 of this ordinance; nor shall any just or legal right or remedy of any character be
lost, impaired or affected by this ordinance.

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

Section 7. That this ordinance and the rules, regulations, provisions, requirements, orders and matters established and adopted
hereby shall take effect and be in full force and effect [TIME PERIOD] from and after the date of its final passage and adoption.

2007 CALIFORNIA BUILDING CODE xxi

xxii 2007 CALIFORNIA BUILDING CODE

TABLE OF CONTENTS

VOLUME 1

CHAPTER 1 GENERAL CODE PROVISIONS ... 3

Section

101 General 3

102 Building Standards Commission 5

103 Corrections Standards Authority 6

104 Department of Consumer Affairs 6

105 California Energy Commission 6

106 Department of Food and Agriculture 7

107 Department Of Health Services 7

108 Department of Housing and

Community Development 7

108.3' Local Enforcing Agency 8

108.4 Permits, Fees, Applications and Inspections .... 9

108.5 Right-of-Entry for Enforcement 9

108.6 Local Modification by

Ordinance or Regulation 9

108.7 Alternate Materials, Designs, Tests and

Methods of Construction 10

108.8 Appeals Board 11

108.9 Unsafe Buildings or Structures 11

108.10 Other Building Regulations 11

109 Division of the State Architect 12

110 Office of Statewide Health Planning and

Development 13

1 1 1 Office of the State Fire Marshal 15

112 State Librarian 19

113 Reserved 19

114 California State Lands Commission 19

CHAPTER 2 DEFINITIONS 29

Section

201 General 29

202 Definitions 29

CHAPTER 3 USE AND OCCUPANCY

CLASSIFICATION 49

Section

301 General 49

302 Classification 49

303 Assembly Group A 49

304 Business Group B 50

305 Educational Group E 50

2007 CALIFORNIA BUILDING CODE

306 Factory Group F 50

307 High-hazard Group H 51

308 Institutional Group I 59

309 Mercantile Group M 60

310 Residential Group R 61

311 Storage Group S. 65

312 Utility and Miscellaneous Group U 65

CHAPTER 4 SPECIAL DETAILED

REQUIREMENTS BASED ON

USE AND OCCUPANCY 71

Section

401 Scope 71

402 Covered Mall Buildings 71

403 High-rise Buildings 74

404 Atriums 76

405 Underground Buildings 76

406 Motor-vehicle-related Occupancies 77

407 Group 1-2 81

408 Group 1-3 84

409 Motion Picture Projection Rooms 86

410 Stages and Platforms 87

411 Special Amusement Buildings 88

412 Aircraft-related Occupancies 89

413 Combustible Storage 91

414 Hazardous Materials 91

415 Groups H-l, H-2, H-3, H-4 and H-5 95

416 Application of Flammable Finishes 108

417 Drying Rooms 108

418 Organic Coatings 108

419 Group 1-1, R-l, R-2, R-3, R-3.1, R-4 109

420 Hydrogen Cutoff Rooms 109

421 Reserved 110 '

422 Reserved 110

423 Reserved 110

424 Reserved 110

425 Special Provisions for Licensed

24-Hour Care Facilities in a

Group 1-1, R-3.1 or R-4 occupancy [SFM] . 110

426 Group 1-4 [SFM] 113

427 Reserved 114

428 Reserved 1 14

429 Reserved 114

TABLE OF CONTENTS

430 Horse Racing Stables [SFM] 1 14

431 Pet Kennels [SFM] 114

432 Combustion Engines and

Gas Turbines [SFM] 114

433 Fixed Guideway Transit Systems [SFM] 114

434 Explosives [SFM] 118

435 Reserved 121

436 Winery Caves [SFM] 121

437 Reserved 122

438 Reserved 122

439 Public Libraries [SL & SFM] 122

440 Group C [SFM] 123

441 Reserved 125

442 Group E [SFM] 125

443 Group L [SFM] 126

444 Reserved 129

445 Large-family Day Care Homes [SFM] 129

CHAPTER 5 GENERAL BUILDING

HEIGHTS AND AREAS 133

Section

501 General 133

502 Definitions 133

503 General Height and Area Limitations 133

504 Height 135

505 Mezzanines 135

506 Area Modifications 136

507 Unlimited Area Buildings 137

508 Mixed Use and Occupancy 139

509 Special Provisions 140

CHAPTER 6 TYPES OF CONSTRUCTION ... 147

Section

601 General 147

602 Construction Classification 147

603 Combustible Material in Type I and II

Construction 148

CHAPTER 7 FIRE-RESISTANCE-RATED

CONSTRUCTION 153

Section

701 General 153

702 Definitions 153

703 Fire-resistance Ratings and Fire Tests 154

704 Exterior Walls 155

705 Fire Walls 158

706 Fire Barriers 160

707 Shaft Enclosures 162

708 Fire Partitions 164

709 Smoke Barriers 165

710 Smoke Partitions 166

711 Horizontal Assemblies 166

712 Penetrations 167

713 Fire-resistant Joint Systems 169

714 Fire-resistance Rating of

Structural Members 170

715 Opening Protectives 171

716 Ducts and Air Transfer Openings 175

717 Concealed Spaces 178

718 Fire-resistance Requirements for Plaster 180

719 Thermal- and Sound-insulating Materials .... 181

720 Prescriptive Fire Resistance 181

721 Calculated Fire Resistance 202

CHAPTER 7A MATERIALS AND

CONSTRUCTION METHODS
FOR EXTERIOR WILDFIRE
EXPOSURE 235

Section

701 A Scope, Purpose and Application 235

702A Definitions 235

703A Standards of Quality 236

704A Materials, Systems and

Methods of Construction 236

CHAPTER 8 INTERIOR FINISHES 241

Section

801 General 241

802 Definitions 241

803 Wall and Ceiling Finishes 241

804 Interior Floor Finish 243

805 Combustible Materials in Types I

and II Construction 244

806 Decorative Materials and Trim 244

CHAPTER 9 FIRE PROTECTION

SYSTEMS 251

Section

901 General 251

902 Definitions 251

903 Automatic Sprinkler Systems 254

904 Alternative Automatic

Fire-extinguishing Systems 260

2007 CALIFORNIA BUILDING CODE

TABLE OF CONTENTS

905 Standpipe Systems 261

906 Portable Fire Extinguishers 264

907 Fire Alarm and Detection Systems 264

908 Emergency Alarm Systems 278

909 Smoke Control Systems 279

910 Smoke and Heat Vents 285

911 Fire Command Center 287

912 Fire Department Connections 288

CHAPTER 10 MEANS OF EGRESS 293

Section

1001 Administration 293

1002 Definitions 293

1003 General Means of Egress 294

1004 Occupant Load 296

1005 Egress Width 298

1006 Means of Egress Illumination 298

1007 Accessible Means of Egress 299

1008 Doors, Gates and Turnstiles 301

1009 Stairways 306

1010 Ramps '. 309

1011 Exit Signs 310

1012 Handrails 311

1013 Guards 312

1014 Exit Access 313

1015 Exit and Exit Access Doorways 315

1016 Exit Access Travel Distance 316

1017 Corridors 317

1018 Exits 318

1019 Number of Exits and Continuity 318

1020 Vertical Exit Enclosures 319

1021 Exit Passageways 321

1022 Horizontal Exits 322

1023 Exterior Exit Ramps and Stairways 322

1024 Exit Discharge 323

1025 Assembly 324

1026 Emergency Escape and Rescue 329

CHAPTER 11 RESERVED 331

CHAPTER HA HOUSING ACCESSIBILITY .... 335

Section

1101A Application 335

1 102A Building Accessibility 335

1103A Design and Construction 336

2007 CALIFORNIA BUILDING CODE

1104A Group R Occupancies 336

1105A Group U Occupancies 336

1106A Site and Building Characteristics 337

11 07 A Definitions 337

1 108 A General Requirements for
Accessible Parking and
Exterior Routes of Travel 339

11 09 A Parking Facilities 340

1110A Exterior Routes of Travel 341

1111A Changes in Level on Accessible Routes 342

1112A Curb Ramps on Accessible Routes 342

11 13 A Walks and Sidewalks on an

Accessible Route 343

1114A Exterior Ramps and

Landings on Accessible Routes 343

1 1 15A Exterior Stairways Along

Accessible Routes 345

1116A Hazards on Accessible Routes 345

1 1 17 A General Requirements for

Accessible Entrances, Exits,

Interior Routes of Travel and

Facility Accessibility '. 346

1118A Egress and Areas of Refuge 346

1119A Interior Routes of Travel 346

1120A Interior Accessible Routes 347

1121A Changes in Level on Accessible Routes 347

1 122A Interior Ramps and Landings on

Accessible Routes 347

1123A Interior Stairways Along

Accessible Routes 348

1 124 A Elevators and Special Access

(Wheelchair) Lifts 349

1 125 A . Hazards on Accessible Routes 351

11 26 A Doors 351

11 27 A Common Use Facilities 352

1128A Covered Dwelling Units 358

11 29 A Reserved 359

1130A Accessible Route Within

Covered Multifamily Dwelling Units 359

1131 A Changes in Level on Accessible Routes 359

1132A Doors 359

1133A Kitchens 360

1 134A Bathing and Toilet Facilities 361

1 135A Laundry Rooms 364

1 1 3 6 A Electrical Receptacle,

Switch and Control Heights 364

1137A Other Features and Facilities 365

1138A Reserved 365

XXV

TABLE OF CONTENTS

1 139A Accessible Drinking Fountains 365

1 140A Accessible Telephones 365

1141 A Accessible Swimming Pools 366

1 142A Electrical Receptacle, Switch and

Control Heights 367

1143A Signage. 367

1144A Reserved 368

1 145A Reserved 368

1 146A Reserved 368

1 147A Reserved 368

1 148A Reserved 368

1149A Reserved 368

1 150A Site Impracticality Tests 368

CHAPTER 11B ACCESSIBILITY TO
PUBLIC BUILDINGS,
PUBLIC ACCOMMODATIONS,
COMMERCIAL BUILDINGS
AND PUBLICLY FUNDED
HOUSING 423

Section

1101B Scope 423

1 102B Definitions 423

1 103B Building Accessibility 426

1 104B Accessibility for Group A Occupancies 427

1 105B Accessibility for Group B Occupancies 430

1 106B Accessibility for Group E Occupancies 431

1 107B Factories and Warehouses 432

1 108B Accessibility for Group H Occupancies 432

1 109B Accessibility for Group I Occupancies 432

1 1 10B Accessibility for Group M Occupancies 433

1 1 1 IB Accessibility for Group R Occupancies 434

1112B Reserved 437

1113B Reserved 437

1 1 14B Facility Accessibility 437

1 1 1 5B B athing and Toilet Facilities

(Sanitary Facilities) 438

1 1 16B Elevators and Special Access

(Wheelchair) Lifts 444

1 1 17B Other Building Components 447

1 1 1 8B Space Allowance and Reach Ranges 454

1 1 1 9B Special Standards of Accessibility for

Buildings with Historical Significance .... 454

1120B Floor and Levels 454

1 121B Transportation Facilities 454

1 122B Fixed or Built-in Seating,

Tables and Counters 458

1123B Access to Employee Areas 458

1 124B Ground and Floor Surfaces 459

1125B Storage 459

1 126B Vending Machines and Other Equipment 459

1 127B Exterior Routes of Travel 460

1 128B Pedestrian Grade Separations

(Overpasses and Underpasses) 461

1 129B Accessible Parking Required 461

1 130B Parking Structures 463

1 1 3 IB Passenger Drop-off and Loading Zones 463

1 132B Outdoor Occupancies 463

1 133B General Accessibility for

Entrances, Exits and Paths of Travel 465

1 134B Accessibility for Existing Buildings 472

1135B Historic Preservation —
Special Standards of
Accessibility for Buildings with
Historical Significance 473

CHAPTER 11C STANDARDS FOR CARD
READERS AT GASOLINE
FUEL-DISPENSING
FACILITIES 541

Section

1 1 1 C Card-reader Devices at

Fuel-dispensing Equipment 541

1 102C Application 541

1 103C Number of Accessible

Card-reading Devices Required 541

1 104C Required Features 541

1 105C Protection of Dispensers

Mounted at Grade 542

CHAPTER 12 INTERIOR ENVIRONMENT .... 547
Section

1201 General 547

1202 Definitions 547

1203 Ventilation 547

1204 Temperature Control 548

1205 Lighting 549

1206 Yards or Courts 549

1207 Sound Transmission 550

1208 Interior Space Dimensions 552

1209 Access to Unoccupied Spaces 553

1210 Surrounding Materials 553

1211 Garage Door Springs 553

1212 Reserved 554

1213 Reserved 554

XXVI

2007 CALIFORNIA BUILDING CODE

TABLE OF CONTENTS

1214 Reserved 554

1215 Reserved 554

1216 Reserved. 554

1217 Reserved 554

1218 Reserved 554

1219 Reserved 554

1220 Reserved 554

1221 Reserved 554

1222 Reserved 554

1223 Reserved 554

1224 Hospitals . 555

1225 Skilled Nursing and

Intermediate-care Facilities 581

1226 Clinics 586

1227 Correctional Treatment Centers 589

1228 Reserved 594

1229 Reserved 594

1230 Minimum Standards for

Juvenile Facilities 594

1231 Local Detention 598

1232 Reserved . . 603

1233 Reserved 603

1234 Reserved 604

1235 Sanitary Control of Shellfish

(Plants and Operations) 604

1236 Laboratory Animal Quarters 604

1237 Wild Animal Quarantine Facilities 604

1238 Reserved 605

1239 Reserved 605

1240 Meat and Poultry Processing Plants 605

1241 Collection Centers and Facilities 606

1242 Renderers 607

1243 Horsemeat and Pet Food Establishments 607

1244 Reserved 608

1245 Reserved 608

1246 Reserved 608

1247 Reserved , 608

1248 Reserved 608

1249 Reserved 608

1250 Pharmacies .! ... 608

125 1 Veterinary Facilities 608

1252 Barber Colleges and Shops 609

1253 S chools of Cosmetology,

Cosmetological Establishments and

Satellite Classrooms 609

1254 Acupuncture Offices 609

2007 CALIFORNIA BUILDING CODE

CHAPTER 13 ENERGY EFFICIENCY 611

CHAPTER 14 EXTERIOR WALLS 615

Section

1401 General 615

1402 Definitions 615

1403 Performance Requirements 615

1404 Materials 616

1405 Installation of Wall Coverings 616

1406 Combustible Materials on the

Exterior Side of Exterior Walls 620

1407 Metal Composite Materials (MCM) 621

1408 Additional Requirements for

Anchored and Adhered Veneer 622

CHAPTER 15 ROOF ASSEMBLIES AND

ROOFTOP STRUCTURES 625

Section '

1501 General 625

1502 Definitions 625

1503 Weather Protection 625

1504 Performance Requirements 626

1505 Fire Classification 627

1506 Materials 628

1507 Requirements for Roof Coverings 628

1508 Roof Insulation 637

1509 Rooftop Structures 637

1510 Reroofing 638

1511 S eismic Anchorage of

Slate Shingle, Clay and

Concrete Tile Roof Coverings 639

INDEX 641

HISTORY NOTE 673

VOLUME 2

CHAPTER 16 STRUCTURAL DESIGN 3

Section

1601 General 3

1602 Definitions and Notations 3

1603 Construction Documents 4

1604 General Design Requirements 5

1605 Load Combinations 8

1606 Dead Loads 9

1607 Live Loads 10

XXVII

TABLE OF CONTENTS

1608 Snow Loads 15

1609 Wind Loads 15

1610 Soil Lateral Loads 25

1611 Rain Loads 25

1612 Flood Loads 26

1613 Earthquake Loads 28

CHAPTER 16A STRUCTURAL DESIGN 53

Section

1601A General 53

1602A Definitions and Notations 53

1603 A Construction Documents 55

1604A General Design Requirements 56

1605A Load Combinations 59

1606A Dead Loads 60

1607A Live Loads 60

1608A Snow Loads 66

1609A Wind Loads 66

1610A Soil Lateral Loads 71

161 1A Rain Loads 71

1612A Flood Loads 72

1613A Earthquake Loads 74

1614A Modifications to ASCE 7 78

CHAPTER 17 STRUCTURAL TESTS AND

SPECIAL INSPECTIONS 87

Section

1701 General 87

1702 Definitions 87

1703 Approvals 88

1704 Special Inspections 88

1705 Statement of Special Inspections 97

1706 Contractor Responsibility 98

1707 Special Inspections for Seismic Resistance .... 98

1708 Structural Testing for Seismic Resistance 99

1709 Structural Observations 100

1710 Design Strengths of Materials 100

171 1 Alternative Test Procedure 100

1712 Test Safe Load 100

1713 In-situ Load Tests 101

1714 Preconstruction Load Tests 101

1715 Material and Test Standards 102

CHAPTER 17A STRUCTURAL TESTS AND

SPECIAL INSPECTIONS 105

Section

1701 A General 105

1702A Definitions 105

1703A Approvals 106

1704A Special Inspections 107

1705A Statement of Special Inspections 117

1706A Contractor Responsibility 118

1707 A Special Inspections for Seismic Resistance ... 118

1708A Structural Testing for Seismic Resistance .... 1 19

1709 A Structural Observations 120

1710A Design Strengths of Materials 120

171 1A Alternative Test Procedure 120

1712A Test Safe Load 120

1713A In-situ Load Tests 120

1714A Preconstruction Load Tests 121

1715A Material and Test Standards 122

CHAPTER 18 SOILS AND FOUNDATIONS .... 125

Section

1801 General 125

1802 Foundation and Soils Investigations 125

1803 Excavation, Grading and Fill 128

1804 Allowable Load-bearing Values of Soils 129

1805 Footings and Foundations 129

1806 Retaining Walls 140

1807 Dampproofing and Waterproofing 140

1808 Pier and Pile Foundations 141

1809 Driven Pile Foundations 146

1810 Cast-in-place Concrete Pile Foundations ; .... 149

1811 Composite Piles 153

1812 Pier Foundations 153

CHAPTER 18A SOILS AND FOUNDATIONS .... 157
Section

1801A General 157

1802A Foundation and Soils Investigations 157

1803 A Excavation, Grading and Fill 160

1804A Allowable Load-bearing Values of Soils 161

1805A Footings and Foundations 161

1806A Retaining Walls and Cantilever Walls 165

1807 A Dampproofing and Waterproofing 166

1808A Pier and Pile Foundations 167

2007 CALIFORNIA BUILDING CODE

TABLE OF CONTENTS

1809A Driven Pile Foundations , 172

1810A Cast-in-place Concrete Pile Foundations 175

1811A Composite Piles 178

1812A Pier Foundations 179

CHAPTER 19 CONCRETE 183

Section

1901 General 183

1902 Definitions 183

1903 Specifications for Tests and Materials 183

1904 Durability Requirements 183

1905 Concrete Quality, Mixing and Placing 185

1906 Formwork, Embedded Pipes and

Construction Joints 185

1907 Details of Reinforcement 186

1908 Modifications to ACI 318 186

1909 Structural Plain Concrete 189

1910 Minimum Slab Provisions 190

1911 Anchorage to Concrete — Allowable

Stress Design 190

1912 Anchorage to Concrete — Strength Design. ... 191

1913 Shotcrete 191

1914 Reinforced Gypsum Concrete 192

1915 Concrete-filled Pipe Columns 192

CHAPTER 19A CONCRETE 197

Section

1902A General 197

1902A Definitions 197

1903 A Specifications for Tests and Materials 197

1904A Durability Requirements 198

1905 A Concrete Quality, Mixing and Placing 200

1906A Formwork, Embedded Pipes and

Construction Joints 201

1907 A Details of Reinforcement 201

1908A ^Modifications to ACI 318 202

1909 A Structural Plain Concrete 208

1910A Minimum Slab Provisions 208

1 9 1 1 A Anchorage to Concrete —

Allowable Stress Design 208

1912A Anchorage to Concrete —

Strength Design 209

1913A Shotcrete 209

1914A Reinforced Gypsum Concrete. 211

1915A Concrete-filled Pipe Columns 211

1916A Concrete Testing 211

2007 CALIFORNIA BUILDING CODE

1917A Existing Concrete Structures 212

CHAPTER 20 ALUMINUM 215

Section

2001 General 215

2002 Materials 215

2003 Inspection 215

CHAPTER 21 MASONRY 219

Section

2101 General ■ 219

2102 Definitions and Notations 219

2103 Masonry Construction Materials 223

2104 Construction 226

2105 Quality Assurance 229

2106 Seismic Design '. 230

2107 Allowable Stress Design 232

2108 Strength Design of Masonry 232

2109 Empirical Design of Masonry 233

2110 Glass Unit Masonry 239

2111 Masonry Fireplaces 241

2112 Masonry Heaters 243

2113 Masonry Chimneys 243

CHAPTER 21A MASONRY 251

Section

2101A General 251

2102A Definitions and Notations 251

2103A Masonry Construction Materials 255

2104A Construction ; 258

2105A Quality Assurance 263

2106A Seismic Design 265

2107A Allowable Stress Design 267

2108A Strength Design of Masonry 268

2109A Empirical Design of Masonry 268

2110A Glass Unit Masonry 268

211 1A Masonry Fireplaces 269

2112A Masonry Heaters 271

2113A Masonry Chimneys 271

2114A Nonbearing Walls 275

2115A Masonry Screen Walls 276

CHAPTER 22 STEEL 279

Section

2201 General 279

TABLE OF CONTENTS

2202 Definitions 279

2203 Identification and Protection of Steel

for Structural Purposes 279

2204 Connections 279

2205 Structural Steel 279

2206 Steel Joists 280

2207 Steel Cable Structures 280

2208 Steel Storage Racks 281

2209 Cold-formed Steel 281

2210 Cold-formed Steel Light-framed

Construction 281

CHAPTER 22A STEEL 285

Section

2201 A General 285

2202A Definitions 285

2203A Identification and Protection of

Steel for Structural Purposes 285

2204A Connections 285

2205A Structural Steel 286

2206A Steel Joists 288

2207A Steel Cable Structures 289

2208A Steel Storage Racks 289

2209A Cold-formed Steel 289

22 1 0A Cold-formed Steel Light-framed

Construction 289

221 1 A Light Modular Steel Moment

Frames for Public Elementary and

Secondary Schools, and

Community Colleges 289

2212A Testing 290

CHAPTER 23 WOOD 293

Section

2301 General 293

2302 Definitions 293

2303 Minimum Standards and Quality 295

2304 General Construction Requirements 299

2305 General Design Requirements for

Lateral-force-resisting Systems 309

2306 Allowable Stress Design 317

2307 Load and Resistance Factor Design 327

2308 Conventional Light-frame Construction 327

CHAPTER 24 GLASS AND GLAZING 373

Section

2401 General 373

2402 Definitions 373

2403 General Requirements for Glass 373

2404 Wind, Snow, Seismic and

Dead Loads on Glass 373

2405 Sloped Glazing and Skylights 376

2406 Safety Glazing ■ 377

2407 Glass in Handrails and Guards 379

2408 Glazing in Athletic Facilities 379

2409 Glass in Elevator Hoistway 380

CHAPTER 25 GYPSUM BOARD

AND PLASTER 383

Section

2501 General 383

2502 Definitions 383

2503 Inspection 383

2504 Vertical and Horizontal Assemblies 383

2505 Shear Wall Construction 384

2506 Gypsum Board Materials 384

2507 Lathing and Plastering 384

2508 Gypsum Construction 385

2509 Gypsum Board in Showers and

Water Closets 386

2510 Lathing and Furring for Cement

Plaster (Stucco) 386

251 1 Interior Plaster 387

2512 Exterior Plaster 387

2513 Exposed Aggregate Plaster 388

CHAPTER 26 PLASTIC 393

Section

2601 General 393

2602 Definitions 393

2603 Foam Plastic Insulation 393

2604 Interior Finish and Trim 396

2605 Plastic Veneer 397

2606 Light-transmitting Plastics 397

2607 Light- transmitting Plastic Wall Panels 398

2608 Light-transmitting Plastic Glazing 399

2609 Light- transmitting Plastic Roof Panels 399

2610 Light- transmitting Plastic Skylight Glazing . . 400

2611 Light-transmitting Plastic Interior Signs 400

CHAPTER 27 ELECTRICAL 403

Section

2701 General 403

2007 CALIFORNIA BUILDING CODE

TABLE OF CONTENTS

2702 Emergency and Standby Power Systems 403

CHAPTER 28 MECHANICAL SYSTEMS 407

Section

2801 General 407

2802 Spark Arresters 407

CHAPTER 29 PLUMBING SYSTEMS 409

Section

2901 General 409

CHAPTER 30 ELEVATORS AND

CONVEYING SYSTEMS 413

Section

3001 General 413

3002 Hoistway Enclosures 413

3003 Emergency Operations 414

3004 Hoistway Venting 416

3005 Conveying Systems 416

3006 Machine Rooms 417

3007 Special Requirements for

Elevators in Hospitals 417

CHAPTER 31 SPECIAL CONSTRUCTION .... 421

Section

3101 General 421

3102 Membrane Structures 421

3103 Temporary Structures 422

3104 Pedestrian Walkways and Tunnels 422

3105 Awnings and Canopies 423

3106 Marquees 424

3107 Signs 424

3108 Radio and Television Towers 424

3109 Swimming Pool Enclosures and

Safety Devices 424

CHAPTER 31B PUBLIC SWIMMING POOLS ... 431

Section

3101B Scope 431

3102B Definitions 431

3103B Special Pool Classifications 432

3104B Accessibility to the Physically

Handicapped Person 432

3105B Alternate Equipment, Materials and

Methods of Construction 432

3106B Pool Construction 432

2007 CALIFORNIA BUILDING CODE

3107B Additional Requirements for a

Temporary Training Pool 433

3108B Pool Geometry 433

3109B Permanent Markings 433

31 10B Steps, Recessed Steps, Ladders and

Recessed Stairs (Treads) 437

3111B Handholds 437

3112B Diving Boards 437

3113B Pool Decks 437

31 14B Pool Lighting 438

3115B Bathhouse Dressing,

Shower and Toilet Facilities 438

3116B Drinking Fountains 438

3117B Hose Bibbs 439

31 18B Enclosure of Pool Area 439

3119B Signs 439

3120B Indoor Pool Ventilation 441

3121B Foundations For Pool Equipment 441

3122B Gas Chlorination Equipment Room 441

3123B General Requirements 441

3124B Turnover Time 442

3125B Recirculation Piping System and

Components 442

3126B Recirculation Pump Capacity 442

3127B Water Supply Inlets 442

3128B Filters (All Types) 442

3129B Rapid Sand Pressure Filters 443

3130B Diatomaceous Earth Filters 443

3131B High-rate Sand Filters 443

3132B Chemical Feeders 443

3133B Disinfectant Feeders 444

3134B Pool Fittings 444

3135B Spa Pool Special Requirements 445

3136B Cleaning Systems 445

3137B Waste Water Disposal 445

3138B Reserved 446

3139B Reserved 446

3140B Reserved 446

3141B Reserved 446

3142B Reserved 446

3143B Reserved 446

3144B Reserved 446

3145B Reserved 446

3146B Reserved 446

3147B Reserved 446

XXXI

TABLE OF CONTENTS

3148B Reserved 446

3149B Reserved 446

3150B Reserved 446

3151B Reserved 446

3152B Reserved 446

3153B Reserved 446

3154B Reserved 446

3155B Reserved 446

3156B Reserved 446

3157B Reserved 446

3158B Reserved 446

3159B Reserved 446

3160B 446

3161B 447

CHAPTER 31C RADIATION 451

Section

3101C Scope 451

3102C Radiation Shielding Barriers 451

3103C Medical Radiographic and

Photofluorographic Installations 45 1

3104C Medical Therapeutic X-ray Installations 451

CHAPTER 31D FOOD ESTABLISHMENTS 455

Section

3101D Scope 455

3102D Definitions 455

3103B Building and Structures 455

CHAPTER 31E TENTS AND MEMBRANE

STRUCTURES 459

Section

3101E General Provisions 459

3102E Definitions 459

3 103E Tents Having an Occupant of

Load 10 or More 459

3104E Location of Tents 459

3105E Structural Requirements 460

3106E Exit Requirements 460

3107E Heating Equipment 460

3108E Membrane (Air-supported and

Air-inflated) Structures 460

3109E Alternative Means of Protection 460

CHAPTER 31F MARINE OIL TERMINALS 465

Section

3101F Introduction 465

3102F Audit and Inspection 466

3103F Structural Loading Criteria 476

3104F Seismic Analysis and

Structural Performance 488

3105F Mooring and Berthing Analysis and

Design 494

3106F Geotechnical Hazards and Foundations 499

3107F Structural Analysis and

Design of Components 502

3108F Fire Prevention, Detection and Suppression . . 514

3109F Piping and Pipelines 518

3110F Mechanical and Electrical Equipment 520

3111F Electrical Systems 523

CHAPTER 32 ENCROACHMENTS INTO THE

PUBLIC RIGHT-OF-WAY 527

Section

3201 General 527

3202 Encroachments 527

CHAPTER 33 SAFEGUARDS DURING

CONSTRUCTION 531

Section

3301 General 531

3302 Construction Safeguards 531

3303 Demolition 531

3304 Site Work 531

3305 Sanitary 531

3306 Protection of Pedestrians 531

3307 Protection of Adjoining Property 533

3308 Temporary Use of Streets, Alleys and

Public Property 533

3309 Fire Extinguishers 533

3310 Exits 533

331 1 Standpipes 533

3312 Automatic Sprinkler System 534

CHAPTER 34 EXISTING STRUCTURES 537

Section

3401 General 537

3402 Definitions 537

3403 Additions, Alterations or Repairs 537

3404 Fire Escapes 539

XXXII

2007 CALIFORNIA BUILDING CODE

TABLE OF CONTENTS

3405 Glass Replacement 539

3406 Change of Occupancy 540

3407 Historic Buildings 540

3408 . Moved Structures 540

3409 Reserved 540

3410' Compliance Alternatives 540

3411 Existing Group R-l and

Group R-2 Occupancies 549

3412 Existing High-rise Buildings 552

3413 Existing Group I Occupancies 554

3414 Existing Group L Occupancies 554

3415 Earthquake Evaluation and

Design for Retrofit of

Existing Buildings 555

3416 Definitions 557

3417 Seismic Criteria Selection for

Existing Buildings 557

3418 Method A 560

3419 Method B 560

3420 Peer Review Requirements 561

3421 Additional Requirements for

Public Schools 562

CHAPTER 34A EXISTING STRUCTURES 565

Section

3401A General 565

3402A Definitions 565

3403A Additions, Alterations or Repairs 566

3404A Fire Escapes 567

3405A Glass Replacement 568

3406A Change of Occupancy 568

3407A Historic Buildings 568

3408A Moved Structures 568 .

3409A Reserved 568

3410A Compliance Alternatives 568

3411 A Additions, Alterations, Repairs and
Seismic Retrofit to Existing
Buildings or Structures 577

3412A Earthquake Evaluation and

Design for Retrofit of Existing

Hospital Buildings 578

3413A Seismic Rehabilitation of Buildings 579

3414A Peer Review Requirements 582

CHAPTER 35 REFERENCED STANDARDS. ... 585

APPENDIX CHAPTER 1 ADMINISTRATION. ... 609

Section

101 General 609

102 Applicability 609

103 Department of Building Safety 610

104 Duties and Powers of Building Official ...... 610

105 Permits 611

106 Construction Documents 613

107 Temporary Structures and Uses 614

108 Fees 614

109 Inspections 615

110 Certificate of Occupancy 616

111 Service Utilities 616

112 Board of Appeals 616

113 Violations 616

114 Stop Work Order 617

115 Unsafe Structures and Equipment 617

APPENDIX A EMPLOYEE

QUALIFICATIONS 621

Section

A101 Building Official Qualifications 621

A102 Referenced Standards • 621

APPENDIX B BOARD OF APPEALS 625

Section

B101 General 625

APPENDIX C GROUP U— AGRICULTURAL

BUILDINGS 629

Section

C101 General 629

CI 02 Allowable Height and Area 629

C103 Mixed Occupancies 629

C104 Exits 629

APPENDIX D FIRE DISTRICTS 633

Section

D101 General 633

D102 Building Restrictions 633

D103 Changes to Buildings 634

D104 Buildings Located Partially in the

Fire District 634

2007 CALIFORNIA BUILDING CODE

TABLE OF CONTENTS

D105 Exceptions to Restrictions in Fire District. . . . 634
D106 Referenced Standards 635

APPENDIX E RESERVED 639

APPENDIX F RODENTPROOFING 643

Section

F101 General 643

APPENDIX G FLOOD-RESISTANT

CONSTRUCTION 647

Section

G101 Administration 647

G102 Applicability 647

G103 Powers and Duties 647

G104 Permits 648

G105 Variances 648

G201 Definitions 649

G301 Subdivisions 650

G401 Site Improvement 650

G501 Manufactured Homes 650

G601 Recreational Vehicles 650

G701 Tanks 651

G801 Other Building Work 651

G901 Referenced Standards 651

APPENDIX H SIGNS 655

Section

H101 General 655

H102 Definitions 655

H103 Location 655

H104 Identification 655

H105 Design and Construction 655

H106 Electrical 656

H107 Combustible Materials 656

H108 Animated Devices 656

H109 Ground Signs 656

H110 Roof Signs 657

Hill Wall Signs 657

H112 Projecting Signs 657

H113 Marquee Signs 658

H114 Portable Signs 658

HI 15 Referenced Standards 658

APPENDIX I PATIO COVERS 661

Section

1101 General 661

1102 Definitions 661

1103 Exterior Openings 661

1104 Structural Provisions 661

APPENDIX J GRADING 665

J101 General 665

J102 Definitions 665

J 103 Permits Required 665

J104 Permit Application and Submittals 665

J105 Inspections 666

J106 Excavations 666

J107 Fills 667

J108 Setbacks 667

J109 Drainage and Terracing 667

Jl 10 Erosion Control 668

Jill Referenced Standards 668

INDEX 669

HISTORY NOTE 701

2007 CALIFORNIA BUILDING CODE

CALIFORNIA BUILDING CODE - MATRIX ADOPTION TABLE
CHAPTER 16 - STRUCTURAL DESIGN

Adopting Agency

BSC

SFM

HCD

DSA

OSHPD

CSA

DHS

AGR

DWR

CEC

SLC

1/AC

Adopt Entire Chapter

Adopt Entire Chapter as
amended (amended sections
listed below)

Adopt only those sections that
are listed below

Chapter / Section

Codes

1601.2

1601.3

1602.1

1603.1

1605.3.2

1607.1, Table
1607.1

1607.7

IBC

1607.7.2

1609.1.1

1609.4

1612.3

1613.1

1613.1.1

1613.5.1

1613.5.6

1613.5.6.1

1613.5.6.2

2007 CALIFORNIA 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.

1 601.2 References. [OSHPD 2] All referenced codes and stan-
dards listed in Chapter 35 shall include all the modifications
contained in this code to referenced standards. In the event of
any discrepancy between this code and a referenced standard,
refer to Section 101.7.

1601.3 Enforcement agency approval. [OSHPD 2] In addi-
tion to the requirements of CCR Title 24, Parts 1 & 2, any
aspect of project design, construction, quality assurance or
quality control programs for which this code requires approval
by the design professional are also subject to approval by the
enforcement agency.

SECTION 1602
DEFINITIONS AND NOTATIONS

1602.1 Definitions. The following words and terms shall, for
the purposes of this chapter, have the meanings shown herein.

ALLOWABLE STRESS DESIGN. A method of proportion-
ing structural members, such that elastically computed stresses
produced in the members by nominal loads do not exceed spec-
ified allowable stresses (also called "working stress design").

BALCONY, EXTERIOR. An exterior floor projecting from
and supported by a structure without additional independent
supports.

DEAD LOADS. The weight of materials of construction
incorporated into the building, including but not limited to
walls, floors, roofs, ceilings, stairways, built-in partitions, fin-
ishes, cladding and other similarly incorporated architectural
and structural items, and the weight of fixed service equipment,
such as cranes, plumbing stacks and risers, electrical feeders,
heating, ventilating and air-conditioning systems and fire
sprinkler systems.

DECK. An exterior floor supported on at least two opposing
sides by an adjacent structure, and/or posts, piers or other inde-
pendent supports.

DESIGN STRENGTH. The product of the nominal strength
and a resistance factor (or strength reduction factor).

DIAPHRAGM. A horizontal or sloped system acting to trans-
mit lateral forces to the vertical-resisting elements. When the
term "diaphragm" is used, it shall include horizontal bracing
systems.

Diaphragm, blocked. In light-frame construction, a dia-
phragm in which all sheathing edges not occurring on a
framing member are supported on and fastened to blocking.

Diaphragm boundary. In light-frame construction, a loca-
tion where shear is transferred into or out of the diaphragm
sheathing. Transfer is either to a boundary element or to
another force-resisting element.

Diaphragm chord. A diaphragm boundary element per-
pendicular to the applied load that is assumed to take axial
stresses due to the diaphragm moment.

Diaphragm flexible. A diaphragm is flexible for the pur-
pose of distribution of story shear and torsional moment
where so indicated in Section 1 2.3 . 1 of ASCE 7, as modified
in Section 1613.6.1.

Diaphragm, rigid. A diaphragm is rigid for the purpose of
distribution of story shear and torsional moment when the
lateral deformation of the diaphragm is less than or equal to
two times the average story drift.

DURATION OF LOAD. The period of continuous applica-
tion of a given load, or the aggregate of periods of intermittent
applications of the same load.

ENFORCEMENT AGENT. [OSHPD 2] That individual
within the agency or organization charged with responsibility
for agency or organization compliance with the requirements
of this code. Used interchangeably with "Building official" or
"Code official."

ESSENTIAL FACDLITIES. Buildings and other structures
that are intended to remain operational in the event of extreme
environmental loading from flood, wind, snow or earthquakes.

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 vertical
framing members are spaced greater than 4 feet (1219 mm) on
center.

FACTORED LOAD. The product of a nominal load and a load
factor.

GUARD. See Section 1002.1.

IMPACT LOAD. The load resulting from moving machinery,
elevators, craneways, vehicles and other similar forces and
kinetic loads, pressure and possible surcharge from fixed or
moving loads.

LIMIT STATE. A condition beyond which a structure or
member becomes unfit for service and is judged to be no longer
useful for its intended function (serviceability limit state) or to
be unsafe (strength limit state).

LIVE LOADS. Those loads produced by the use and occu-
pancy of the building or other structure and do not include con-
struction or environmental loads such as wind load, snow load,
rain load, earthquake load, flood load or dead load.

LIVE LOADS (ROOF). Those loads produced (1) during
maintenance by workers, equipment and materials; and (2)

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

during the life of the structure by movable objects such as
planters and by people.

LOAD AND RESISTANCE FACTOR DESIGN (LRFD). A

method of proportioning structural members and their connec-
tions using load and resistance factors such that no applicable
limit state is reached when the structure is subjected to appro-
priate load combinations. The term "LRFD" is used in the
design of steel and wood structures.

LOAD EFFECTS. Forces and deformations produced in
structural members by the applied loads.

LOAD FACTOR. A factor that accounts for deviations of the
actual load from the nominal load, for uncertainties in the anal-
ysis that transforms the load into a load effect, and for the prob-
ability that more than one extreme load will occur
simultaneously.

LOADS. Forces or other actions that result from the weight of
building materials, occupants and their possessions, environ-
mental effects, differential movement and restrained dimen-
sional changes. Permanent loads are those loads in which
variations over time are rare or of small magnitude, such as
dead loads. All other loads are variable loads (see also "Nomi-
nal loads").

NOMINAL LOADS. The magnitudes of the loads specified in
this chapter (dead, live, soil, wind, snow, rain, flood and earth-
quake).

OCCUPANCY CATEGORY. A category used to determine
structural requirements based on occupancy.

OTHER STRUCTURES. Structures, other than buildings,
for which loads are specified in this chapter.

PANEL (PART OF A STRUCTURE). The section of a floor,
wall or roof comprised between the supporting frame of two
adjacent rows of columns and girders or column bands of floor
or roof construction.

RESISTANCE FACTOR. A factor that accounts for devia-
tions of the actual strength from the nominal strength and the
manner and consequences of failure (also called "strength
reduction factor").

STRENGTH, NOMINAL. The capacity of a structure or
member to resist the effects of loads, as determined by compu-
tations using specified material strengths and dimensions and
equations derived from accepted principles of structural
mechanics or by field tests or laboratory tests of scaled models,
allowing for modeling effects and differences between labora-
tory and field conditions.

STRENGTH, REQUIRED. Strength of a member, cross sec-
tion or connection required to resist factored loads or related
internal moments and forces in such combinations as stipulated
by these provisions.

STRENGTH DESIGN. A method of proportioning structural
members such that the computed forces produced in the mem-
bers by factored loads do not exceed the member design
strength [also called "load and resistance factor design"
(LRFD)]. The term "strength design" is used in the design of
concrete and masonry structural elements.

VEHICLE BARRIER SYSTEM. A system of building com-
ponents near open sides of a garage floor or ramp or building
walls that act as restraints for vehicles.

NOTATIONS.

D = Dead load.

E = Combined effect of horizontal and vertical
earthquake induced forces as defined in Section
12.4.2ofASCE7.

E m - Maximum seismic load effect of horizontal and
vertical seismic forces as set forth in Section 12.4.3
ofASCE7.

F = Load due to fluids with well-defined pressures and
maximum heights.

F a = Flood load.

H = Load due to lateral earth pressures, ground water
pressure or pressure of bulk materials.

L = Live load, except roof live load, including any per-
mitted live load reduction.

L r = Roof live load including any permitted live load re-
duction.

R = Rain load.

S = Snow load.

T = Self-straining force arising from contraction or ex-
pansion resulting from temperature change, shrink-
age, moisture change, creep in component
materials, movement due to differential settlement
or combinations thereof.

W = Load due to wind pressure.

SECTION 1603
CONSTRUCTION DOCUMENTS

1603.1 General. Construction documents shall show the size,
section and relative locations of structural members with floor
levels, column centers and offsets dimensioned. The design
loads and other information pertinent to the structural design
required by Sections 1603.1.1 through 1603.1.8 shall be indi-
cated on the construction documents.

[OSHPD 2] Additional requirements are included in Sec-
tion 7-115 and 7-125 of the Building Standards Administra-
tion Code (Part 1, Title 24, C.C.R).

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. Basic wind speed (3-second gust), miles per hour
(mph) (km/hr) and wind exposure.

4. Seismic design category and site class.

5. Flood design data, if located in flood hazard areas es-
tablished in Section 1612.3.

1603.1.1 Floor live load. The uniformly distributed, con-
centrated and impact floor live load used in the design shall

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

be indicated for floor areas. Use of live load reduction in
accordance with Section 1607.9 shall be indicated for each
type of live load used in the design.

1603.1.2 Roof live load. The roof live load used in the
design shall be indicated for roof areas (Section 1 607. 11).

1603.1.3 Roof snow load. The ground snow load, P s , shall
be indicated. In areas where the ground snow load, P g ,
exceeds 10 pounds per square foot (psf) (0.479 kN/m 2 ), the
following additional information shall also be provided,
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 building:

1. Basic wind speed (3-second gust), miles per hour
(km/hr).

2. Wind importance factor, /, and occupancy category.

3. Wind exposure. Where more than one wind exposure
is utilized, the wind exposure and applicable wind di-
rection 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 spe-
cifically designed by the registered design profes-
sional.

1603.1.5 Earthquake design data. The following informa-
tion related to seismic loads shall be shown, regardless of
whether seismic loads govern the design of the lat-
eral-force-resisting system of the building:

1. Seismic importance factor, /, and occupancy cate-
gory.

2. Mapped spectral response accelerations,^ and S,.

3. Site class.

4. Spectral response coefficients, S DS and S D1 .

5. Seismic design category.

6. Basic seismic-force-resisting system(s).

7. Design base shear.

8. Seismic response coefficient(s), C s .

9. Response modification factor(s), R.
10. Analysis procedure used.

1603.1.6 Flood design data. For buildings located in whole
or in part in flood hazard areas as established in Section
1612.3, the documentation pertaining to design, if required
in Section 1612.5, shall be included and the following infor-
mation, referenced to the datum on the community's Flood
Insurance Rate Map (FIRM), shall be shown, regardless of
whether flood loads govern the design of the building:

1. In flood hazard areas not subject to high- velocity
wave action, the elevation of the proposed lowest
floor, including the basement.

2. In flood hazard areas not subject to high-velocity
wave action, the elevation to which any nonresidential
building will be dry floodproofed.

3. In flood hazard areas subject to high-velocity wave
action, the proposed elevation of the bottom of the
lowest horizontal structural member of the lowest
floor, including the basement.

1603.1.7 Special loads. Special loads that are applicable to
the design of the building, structure or portions thereof shall
be indicated along with the specified section of this code
that addresses the special loading condition.

1603.1.8 Systems and components requiring special
inspections for seismic resistance. Construction docu-
ments or specifications shall be prepared for those systems
and components requiring special inspection for seismic
resistance as specified in Section 1707.1 by the registered
design professional responsible for their design and shall be
submitted for approval in accordance with Section 106.1,
Appendix Chapter 1. Reference to seismic standards in lieu
of detailed drawings is acceptable.

1603.2 Restrictions on loading. It shall be unlawful to place,
or cause or permit to be placed, on any floor or roof of a build-
ing, structure or portion thereof, a load greater than is permitted
by these requirements.

1603.3 Live loads posted. Where the live loads for which each
floor or portion thereof of a commercial or industrial building
is or has been designed to exceed 50 psf (2.40 kN/m 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.

1603.4 Occupancy permits for changed loads. Occupancy
permits for buildings hereafter erected shall not be issued until
the floor load signs, required by Section 1603.3, have been
installed.

SECTION 1604
GENERAL DESIGN REQUIREMENTS

1604.1 General. Building, structures and parts thereof shall be
designed and constructed in accordance with strength design,
load and resistance factor design, allowable stress design,
empirical design or conventional construction methods, as per-
mitted by the applicable material chapters.

1604.2 Strength. Buildings and other structures, and parts
thereof, shall be designed and constructed to support safely the
factored loads in load combinations defined in this code with-
out exceeding the appropriate strength limit states for the mate-
rials of construction. Alternatively, buildings and other
structures, and parts thereof, shall be designed and constructed
to support safely the nominal loads in load combinations
defined in this code without exceeding the appropriate speci-
fied allowable stresses for the materials of construction.

Loads and forces for occupancies or uses not covered in this
chapter shall be subject to the approval of the building official.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

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-NAS,
AISI-General, AISI-Trass, ASCE 3, ASCE 8, SJI JG-1.1,
SJI K- 1.1 or SJI LH/DLH-1.1, as applicable.

1604.3.4 Masonry. The deflection of masonry structural
members shall not exceed that permitted by ACI 530/ASCE
5/TMS 402.

1604.3.5 Aluminum. The deflection of aluminum struc-
tural members shall not exceed that permitted by AA
ADM1.

1604.3.6 Limits. Deflection of structural members over
span, Z, shall not exceed that permitted by Table 1604.3.

1604.4 Analysis. Load effects on structural members and their
connections shall be determined by methods of structural anal-
ysis that take into account equilibrium, general stability, geo-
metric compatibility and both short- and long-term material
properties.

Members that tend to accumulate residual deformations
under repeated service loads shall have included in their analy-
sis the added eccentricities expected to occur during their ser-
vice life.

Any system or method of construction to be used 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
elements.

The total lateral force shall be distributed to the various verti-
cal elements of the lateral-force-resisting system in proportion
to their rigidities, considering the rigidity of the horizontal
bracing system or diaphragm. Rigid elements assumed not to
be a part of the lateral-force-resisting system are permitted to
be incorporated into buildings provided their effect on the
action of the system is considered and provided for in the
design. Except where diaphragms are flexible, or are permitted
to be analyzed as flexible, provisions shall be made for the
increased forces induced on resisting elements of the structural
system resulting from torsion due to eccentricity between the

TABLE 1604.3
DEFLECTION LIMITS 3 '"'"' 11 ' 1

CONSTRUCTION

Soriv'

D+L 6 - 3

Roof members:" 5
Supporting plaster ceiling
Supporting nonplaster ceiling
Not supporting ceiling

Z/360
1/240
Z/180

Z/360
Z/240
Z/180

Z/240
Z/180
Z/120

Floor members

1/360

—

Z/240

Exterior walls and interior

partitions:
With brittle finishes
With flexible finishes

—

Z/240
Z/120

—

Farm buildings

—

Z/180

Greenhouses

—

Z/120

For SI: 1 foot = 304.8 mm.

a. For structural roofing and siding made of formed metal sheets, the total load deflection shall not exceed 1/60. For secondary roof structural members supporting
formed metal roofing, the live load deflection shall not exceed III 50. For secondary wall members supporting formed metal siding, the design wind load deflection
shall not exceed //90. For roofs, this exception only applies when the metal sheets have no roof covering.

b. Interior partitions not exceeding 6 feet in height and flexible, folding and portable partitions are not governed by the provisions of this section. The deflection crite-
rion for interior partitions is based on the horizontal load defined in Section 1607.13.

c. See Section 2403 for glass supports.

d. For wood structural members having a moisture content of less than 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 fromL + D.

e. The above deflections do not ensure against ponding. Roofs that do not have sufficient slope or camber to assure adequate drainage shall be investigated for
ponding. See Section 1611 for rain and ponding requirements and Section 1503.4 for roof drainage requirements.

f. The wind load is permitted to be taken as 0.7 times the "component and cladding" loads for the purpose of determining deflection limits herein.

g. For steel structural members, the dead load shall be taken as zero.

h. For aluminum structural members or aluminum panels used in skylights and sloped glazing framing, roofs or walls of sunroom additions or patio covers, not sup-
porting edge of glass or aluminum sandwich panels, the total load deflection shall not exceed V 60 . For aluminum sandwich panels used in roofs or walls of sunroom
additions or patio covers, the total load deflection shall not exceed l / m .

i. For cantilever members, I shall be taken as twice the length of the cantilever.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

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 Occupancy category. Buildings shall be assigned an
occupancy category in accordance with Table 1604.5.

1604.5.1 Multiple occupancies. Where a structure is occu-
pied by two or more occupancies not included in the same
occupancy category, the structure shall be assigned the clas-
sification of the highest occupancy category corresponding
to the various occupancies. Where structures have two or
more portions that are structurally separated, each portion
shall be separately classified. Where a separated portion of a
structure provides required access to, required egress from
or shares life safety components with another portion hav-
ing a higher occupancy category, both portions shall be
assigned to the higher occupancy category.

1604.6 In-situ load tests. The building official is authorized to
require an engineering analysis or a load test, or both, of any
construction whenever there is reason to question the safety of
the construction for the intended occupancy. Engineering anal-
ysis and load tests shall be conducted in accordance with Sec-
tion 1713.

1604.7 Preconstruction load tests. Materials and methods of
construction that, are not capable of being designed by
approved engineering analysis or that do not comply with the
applicable material design standards listed in Chapter 35, or
alternative test procedures in accordance with Section 1711,
shall be load tested in accordance with Section 1714.

1604.8 Anchorage.

1604.8.1 General. Anchorage of the roof to walls and col-
umns, and of walls and columns to foundations, shall be
provided to resist the uplift and sliding forces that result
from the application of the prescribed loads.

1604.8.2 Concrete and masonry walls. Concrete and
masonry walls shall be anchored to floors, roofs and other

TABLE 1604.5
OCCUPANCY CATEGORY OF BUILDINGS AND OTHER STRUCTURES

OCCUPANCY
CATEGORY

NATURE OF OCCUPANCY

Buildings and other structures that represent a low hazard to human 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 Occupancy 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:

• Covered structures whose primary occupancy is public assembly with an occupant load greater than 300.

• Buildings and other structures with elementary school, secondary school or day care facilities with an occupant load
greater than 250.

• Buildings and other structures with an occupant load greater than 500 for colleges or adult education facilities.

• Health care facilities with an occupant load of 50 or more resident patients, but not having surgery or emergency treatment
facilities.

• Jails and detention facilities.

• Any other occupancy with an occupant load greater than 5,000.

• Power-generating stations, water treatment for potable water, waste water treatment facilities and other public utility fa-
cilities not included in Occupancy Category IV.

• Buildings and other structures not included in Occupancy Category IV containing sufficient quantities of toxic or explo-
sive substances to be dangerous to the public if released.

Buildings and other structures designated as essential facilities, including but not limited to:

• Hospitals and other health care facilities having surgery or emergency treatment facilities.

• Fire, rescue and police stations and emergency vehicle garages.

• Designated earthquake, hurricane or other emergency shelters.

• Designated emergency preparedness, communication, and operation centers and other facilities required for emergency
response.

• Power-generating stations and other public utility facilities required as emergency backup facilities for Occupancy Cate-
gory IV structures.

• Structures containing highly toxic materials as defined by Section 307 where the quantity of the material exceeds the max-
imum allowable quantities of Table 307. 1 (2).

• Aviation control towers, air traffic control centers and emergency aircraft hangars.

• Buildings and other structures having critical national defense functions

• Water treatment facilities required to maintain water pressure for fire suppression.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

structural elements that provide lateral support for the wall.
Such anchorage shall provide a positive direct connection
capable of resisting the horizontal forces specified in this
chapter but not less than a minimum strength design hori-
zontal force of 280 plf (4.10 kN/m) of wall, substituted for
"E" in the load combinations of Section 1605.2 or 1605.3.
Walls shall be designed to resist bending between anchors
where the anchor spacing exceeds 4 feet (1219 mm).
Required anchors in masonry walls of hollow units or cavity
walls shall be embedded in a reinforced grouted structural
element of the wall. See Sections 1609 for wind design
requirements and see Section 1613 for earthquake design
requirements.

1604.8.3 Decks. Where supported by attachment to an exte-
rior wall, decks shall be positively anchored to the primary
structure and designed for both vertical and lateral loads as
applicable. Such attachment shall not be accomplished by
the use of toenails or nails subject to withdrawal. Where
positive connection to the primary building structure cannot
be verified during inspection, decks shall be self-support-
ing. For decks with cantilevered framing members, connec-
tions to exterior walls or other framing members shall be
designed and constructed to resist uplift resulting from the
full live load specified in Table 1607.1 acting on the cantile-
vered portion of the deck.

1604.9 Counteracting structural actions. Structural mem-
bers, systems, components and cladding shall be designed to
resist forces due to earthquake and wind, with consideration of
overturning, sliding, and uplift. Continuous load paths shall be
provided for transmitting these forces to the foundation. Where
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 1 1 A, even when wind code prescribed load
effects are greater than seismic load effects.

SECTION 1605
LOAD COMBINATIONS

1605.1 General. Buildings and other structures and portions
thereof shall be designed to resist the load combinations speci-
fied in Section 1605.2 or 1605.3 and Chapters 18 through 23,
and the special seismic load combinations of Section 1605.4
where required by Section 12.3.3.3 or 12.10.2.1 of ASCE 7.
Applicable loads shall be considered, including both earth-
quake and wind, in accordance with the specified load combi-
nations. Each load combination shall also be investigated with
one or more of the variable loads set to zero.

1605.2 Load combinations using strength design or load
and resistance factor design.

1605.2.1 Basic load combinations. Where strength design
or load and resistance factor design is used, structures and
portions thereof shall resist the most critical effects from the
following combinations of factored loads:

1.2(D + F + T) + 1.6(L + H) +

0.5 (L,.otSotR) (Equation 16-2)

1.2D + 1.6(L f or5or/?) + (/iLor0.8W) (Equation 16-3)

1.2D+l.6W+f 1 L+0.5(L r orSorR) (Equation 16-4)

1.2D + 1.0£+/ 1 L+/ 2 S' (Equation 16-5)

0.9D+ 1.6W+ 1.6H (Equation 16-6)

0.9D +1.0E+1 .6H (Equation 16-7)

/j = 1 for floors in places of public assembly, for live loads
in excess of 100 pounds per square foot (4.79 kN/m 2 ),
and for parking garage live load, and

= 0.5 for other live loads.

/ 2 = 0.7 for roof configurations (such as saw tooth) that do
not shed snow off the structure, and

= 0.2 for other roof configurations.

Exception: Where other factored load combinations are
specifically required by the provisions of this code, such
combinations shall take precedence.

1605.2.2 Other loads. Where F a is to be considered in the
design, the load combinations of Section 2.3.3 of ASCE 7
shall be used.

1605.3 Load combinations using allowable stress design.

1605.3.1 Basic load combinations. Where allowable stress
design (working stress design), as permitted by this code, is
used, structures and portions thereof shall resist the most
critical effects resulting from the following combinations of

loads:

D + F

D+H+F+L+T

D+H+F+(L r orSorR)

D + H + F + 0.75(L+T) +
0.75 (L r or S or R)

D+H+F+(Wor0.7E)

D + H + F + 0J5(W or 0.7£) +
0.75L + 0.75(L,.or5ori?)

0.6D + W+H

0.6D + 0.7E+H

Exceptions:

(Equation 16-8)

(Equation 16-9)

(Equation 16-10)

(Equation 16-11)
(Equation 16-12)

(Equation 16-13)
(Equation 16-14)
(Equation 16-15)

1.4 (D+F)

(Equation 16-1)

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
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 seismic loads.

1605.3.1.1 Stress increases. Increases in allowable
stresses specified in the appropriate material chapter or
the referenced standards shall not be used with the load
combinations of Section 1605.3.1, except that a duration

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

of load increase shall be permitted in accordance with
Chapter 23.

1605.3.1.2 Other loads. Where F a is to be considered in
design, the load combinations of Section 2.4.2 of ASCE
7 shall be used.

1605.3.2 Alternative basic load combinations. In lieu of
the basic load combinations specified in Section 1605.3.1,
structures and portions thereof shall be permitted to be
designed for the most critical effects resulting from the fol-
lowing 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 material
chapter of this code or the referenced standards. For load
combinations that include the counteracting effects of dead
and wind loads, only twovfhirds of the minimum dead load
likely to be in place during a design wind event shall be
used. Where wind loads are calculated in accordance with
Chapter 6 of ASCE 7, the coefficient co in the following
equations shall be taken as 1 .3 . For other wind loads, co shall
be taken as 1. When using these alternative load combina-
tions to evaluate sliding, overturning and soil bearing at the
soil-structure interface, the reduction of foundation over-
turning 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 seis-
mic loads, the vertical seismic load effect, E v , in Equation
12.4-4 of ASCE 7 is permitted to be taken equal to zero.

Exception: [OSHPD 2] Intermittent connections such as
inserts for anchorage of nonstructural components shall
not be allowed the one-third increase in allowable
stresses.

calculated using Equation 16-22 when the effects of the
seismic ground motion are additive to gravity forces and those
calculated using Equation 16-23 when the effects of the seis-
mic ground motion counteract gravity forces.

D+L + (L r orSorR)

D+L+(coW)

D+L+cdW+S/2

D+L+S+coW/2

D+L+S+E/1.4

0.9D+E/IA

(Equation 16-16)
(Equation 16-17)
(Equation 16-18)
(Equation 16-19)
(Equation 16-20)
(Equation 16-21)

Exceptions:

1 . Crane hook loads need not be combined with roof
live loads or with more than three-fourths of the
snow load or one-half of the wind load.

2. Flat roof snow loads of 30 psf (1.44 kN/m 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 seismic loads .

1605.3.2.1 Other loads. Where F,HovT are to be con-
sidered in the design, each applicable load shall be added
to the combinations specified in Section 1605.3.2.

1605.4 Special seismic load combinations. For both allow-
able stress design and strength design methods where specifi-
cally required by Section 1605.1 or by Chapters 18through23,
elements and components shall be designed to resist the forces

1.2D+fL+E m

0.9D+E„,

where:

(Equation 16-22)
(Equation 16-23)

E„, = The maximum effect of horizontal and vertical forces
as set forth in Section 12.4.3 of ASCE 7.

fi = 1 for floors in places of public assembly, for live loads
in excess of 100 psf (4.79 kN/m 2 ) and for parking ga-
rage live load, or

= 0.5 for other live loads.

1605.5 Heliports and helistops. Heliport and helistop landing
areas shall be designed for the following loads, combined in
accordance with Section 1605:

1 . Dead load, D, plus the gross weight of the helicopter, D h ,
plus snow load, S.

2. Dead load, D, plus two single concentrated impact loads,
L, approximately 8 feet (2438 mm) apart applied any-
where on the landing area (representing the helicopter's
two main landing gear, whether skid type or wheeled
type), having a magnitude of 0.75 times the gross weight
of the helicopter. Both loads acting together total
one-and one half times the gross weight of the helicopter.

3. Deadload,D, plus a uniform live load, L, of lOOpsf (4.79
• kN/m 2 ).

Exception: Landing areas designed for helicopters
with gross weights not exceeding 3,000 pounds
(13.34 kN) in accordance with Items 1 and 2 shall be
permitted to be designed using a 40 psf (1 .92 kN/m 2 )
uniform live load in Item 3, provided the landing area
is identified with a 3,000 pound (13.34 kN) weight
limitation. This 40 psf (1 .92 kN/m 2 ) uniform live load
shall not be reduced. The landing area weight limita-
tion shall be indicated by the numeral "3" (kips)
located in the bottom right corner of the landing area
as viewed from the primary approach path. The land-
ing area weight limitation shall be a minimum of 5
feet (1524 mm) in height.

SECTION 1606
DEAD LOADS

1606.1 General. Dead loads are those loads defined in Section
1602.1. Dead loads shall be considered permanent loads.

1606.2 Design dead load. For purposes of design, the actual
weights of materials of construction and fixed service equip-
ment shall be used. In the absence of definite information, val-
ues used shall be subject to the approval of the building official.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

SECTION 1607
LIVE LOADS

1607.1 General. Live loads are those loads defined in Section
1602.1.

1607.2 Loads not specified. For occupancies or uses not des-
ignated in Table 1607.1, the live load shall be determined in
accordance with a method approved by the building official.

1607.3 Uniform live loads. The live loads used in the design of
buildings and other structures shall be the maximum loads
expected by the intended use or occupancy but shall in no case
be less than the minimum uniformly distributed unit loads
required by Table 1607.1.

1607.4 Concentrated loads. Floors and other similar surfaces
shall be designed to support the uniformly distributed live
loads prescribed in Section 1607.3 or the concentrated load, in
pounds (kilonewtons), given in Table 1607.1, whichever pro-
duces the greater load effects. Unless otherwise specified, the
indicated concentration shall be assumed to be uniformly dis-
tributed over an area 2.5 feet by 2.5 feet [6.25 square feet (0.58
m 2 )] and shall be located so as to produce the maximum load
effects in the structural members.

1607.5 Partition loads. In office buildings and in other build-
ings where partition locations are subject to change, provisions
for partition weight shall be made, whether or not partitions are
shown on the construction documents, unless the specified live
load exceeds 80 psf (3.83 kN/m 2 ). The partition load shall not
be less than a uniformly distributed live load of 15 psf (0.74
kN/m 2 ).

1607.6 Truck and bus garages. Minimum live loads for
garages having trucks or buses shall be as specified in Table
1607.6, but shall not be less than 50 psf (2.40 kN/m 2 ), unless
other loads are specifically justified and approved by the build-
ing official. Actual loads shall be used where they are greater
than the loads specified in the table.

TABLE 1607.6
UNIFORM AND CONCENTRATED LOADS

LOADING
CLASS 3

UNIFORM LOAD

(pounds/linear

foot of lane)

CONCENTRATED LOAD
(pounds) 15

For moment
design

For shear
design

H20-44 and
HS20-44

640

18,000

26,000

H15-44 and
HS 15-44

480

13,500

19,500

For SI: 1 pound per linear foot = 0.01459 kN/m, 1 pound = 0.004448 kN,
1 ton = 8.90 kN.

a. An H loading class designates a two-axle truck with a semitrailer. An HS
loading class designates a tractor truck with a semitrailer. The numbers fol-
lowing the letter classification indicate the gross weight in tons of the stan-
dard truck and the year the loadings were instituted.

b. See Section 1607.6.1 for the loading of multiple spans.

1607.6.1 Truck and bus garage live load application. The

concentrated load and uniform load shall be uniformly dis-
tributed over a 10-foot (3048 mm) width on a line normal to
the centerline of the lane placed within a 12-foot- wide
(3658 mm) lane. The loads shall be placed within their indi-
vidual lanes so as to produce the maximum stress in each
structural member. Single spans shall be designed for the

uniform load in Table 1607.6 and one simultaneous
concentrated load positioned to produce the maximum
effect. Multiple spans shall be designed for the uniform load
in Table 1607.6 on the spans and two simultaneous concen-
trated loads in two spans positioned to produce the maxi-
mum negative moment effect. Multiple span design loads,
for other effects, shall be the same as for single spans.

1607.7 Loads on handrails, guards, grab bars, shower seats,
dressing room bench seats and vehicle barriers. Handrails,
guards, grab bars and vehicle barriers shall be designed and
constructed to the structural loading conditions set forth in this
section.

1607.7.1 Handrails and guards. Handrail assemblies and
guards shall be designed to resist a load of 50 plf (0.73
kN/m) applied in any direction at the top and to transfer this
load through the supports to the structure. Glass handrail
assemblies and guards shall also comply with Section 2407.

Exceptions:

1 . For one- and two-family dwellings, only the single
concentrated load required by Section 1607.7.1.1
shall be applied.

2. In Group 1-3, F, H and S occupancies, for areas that
are not accessible to the general public and that
have an occupant load less than 50, the minimum
load shall be 20 pounds per foot (0.29 kN/m).

1607.7.1.1 Concentrated load. Handrail assemblies
and guards shall be able to resist a single concentrated
load of 200 pounds (0.89 kN), applied in any direction at
any point along the top, and have attachment devices and
supporting structure to transfer this loading to appropri-
ate structural elements of the building. This load need not
be assumed to act concurrently with the loads specified
in the preceding paragraph.

1607.7.1.2 Components. Intermediate rails (all those
except the handrail), balusters and panel fillers shall be
designed to withstand a horizontally applied normal load
of 50 pounds (0.22 kN) on an area equal to 1 square foot
(0.093 m 2 ), including openings and space between rails.
Reactions due to this loading are not required to be
superimposed with those of Section 1607.7.1 or
1607.7.1.1.

1607.7.1.3 Stress increase. Where handrails and guards
are designed in accordance with the provisions for allow-
able stress design (working stress design) exclusively for
the loads specified in Section 1607.7.1, the allowable
stress for the members and their attachments is permitted
to be increased by one-third.

1607.7.2 Grab bars, shower seats and dressing room
bench seats. Grab bars, shower seats and dressing room
bench seat systems shall be designed to resist a single con-
centrated load of 250 pounds (1.11 kN) applied in any direc-
tion at any point. [DSA-AC & HCD 1-AC] See Chapter 11 A,
Section 1127 AA, and Chapter 1 IB, Sections 1115B. 7. 2 and
1117B.8, for grab bars, shower seats and dressing room
bench seats, as applicable.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

TABLE 1607.1
MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS AND MINIMUM CONCENTRATED LIVE LOADS 9

OCCUPANCY OR USE

UNIFORM
(psf)

CONCENTRATED
(lbs.)

1. Apartments (see residential)

—

2. Access floor systems
Office use
Computer use

50
100

2,000
2,000

3. Armories and drill rooms

' 150

—

4. Assembly areas and theaters
Fixed seats (fastened to floor)
Follow spot, projections and controi

rooms
Lobbies
Movable seats
Stages and platforms

50
100
100
125

—

5. Balconies

On one- and two-family residences
only, and not exceeding 100 sq ft

100
60

—

6. Bowling alleys

—

7. Catwalks

• 40

300

8. Dance halls and ballrooms

100

—

9. Decks

Same as

occupancy

served h

—

10. Dining rooms and restaurants

100

—

11. Dwellings (see residential)

—

12. Cornices

—

13. Corridors, except as otherwise indicated

. 100

—

14. Elevator machine room grating
(on area of 4 in 2 )

—

300

15. Finish light floor plate construction
(on area of 1 in 2 )

—

200

16. Fire escapes

On single-family dwellings only

100
40

—

17. Garages (passenger vehicles only)
Trucks and buses

40 Note a
See Section 1607A.6

18. Grandstands (see stadium and arena
bleachers)

—

19. Gymnasiums, main floors and balconies

100

—

20. Handrails, guards and grab bars

See Section 1607A.7

21. Hospitals

Corridors above first floor
Operating rooms, laboratories
Patient rooms

80
60
40

1,000
1,000
1,000

22. Hotels (see residential)

—

23. Libraries

Corridors above first floor
Reading rooms
Stack rooms

80
60
150 b

1,000
1,000
1,000

UNIFORM

CONCENTRATED

OCCUPANCY OR USE

(psf)

(lbs.)

24. Manufacturing

Heavy

250

3,000

Light

125

2,000

25. Marquees

—

26. Office buildings

Corridors above first floor

2,000

File and computer rooms shall be

designed for heavier loads based

—

— -

on anticipated occupancy

Lobbies and first-floor corridors

100

2,000

Offices

2,000

27. Penal institutions

Cell blocks

' 40

—

Corridors

100

28. Residential

One- and two-family dwellings

Uninhabitable attics without storage'

Uninhabitable attics with limited

storage 1 ''' k

Habitable attics and sleeping areas

All other areas except balconies and

—

decks

Hotels and multiple-family dwellings

Private rooms and corridors

serving them

Public rooms and corridors

serving them

100

29. Reviewing stands, grandstands and
bleachers

Notec

30. Roofs

All roof surfaces subject to mainte-

300

nance workers

Awnings and canopies

Fabric construction supported by a

lightweight rigid skeleton

nonreduceable

structure

All other construction

Ordinary flat, pitched, and curvedroofs

Primary roof members, exposed to a

work floor

Single panel point of lower chord of

roof trusses or any point along

primary structural members

supporting roofs:

Over manufacturing, storage

2,000

warehouses, and repair garages

300

All other occupancies

Notel

Roofs used for other special purposes

Roofs used for promenade purposes

100

Roofs used for roof gardens or

assembly purposes

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

TABLE 1607.1— continued

MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS AND

MINIMUM CONCENTRATED LIVE LOADS 9

OCCUPANCY OR USE

UNIFORM
(psf)

CONCENTRATED
(lbs.)

31. Schools

Classrooms

Corridors above first floor

First-floor corridors

40
80
100

1,000
1,000
1,000

32. Scuttles, skylight ribs and accessible ceil-
ings

—

200

33. Sidewalks, vehicular driveways and
yards, subject to trucking

250 d

8,000 e

34. Skating rinks

100

—

35. Stadiums and arenas
Bleachers
Fixed seats (fastened to floor)

100°
60 c

—

36. Stairs and exits

One- and two-family dwellings
All other

40
100

Notef

37. Storage warehouses (shall be designed
for heavier loads if required for antici-
pated storage)
Heavy
Light

250
125

38. Stores

Retail
First floor
Upper floors

Wholesale, all floors

100
75
125

1,000
1,000
1,000

39. Vehicle barriers

See Section 1607.7.3

40. Walkways and elevated platforms (other
than exitways)

—

41. Yards and terraces, pedestrians

100

—

42. [OSHPD 2] Storage racks and wall-hung
cabinets

Total
loads'"

—

For SI: 1 inch = 25.4 mm, 1 square inch = 645.16 mm 2 ,
1 square foot = 0.0929 m 2 ,

1 pound per square foot = 0.0479 kN/m 2 , 1 pound = 0.004448 kN,
1 pound per cubic foot =16 kg/m 3

a. Floors in garages or portions of buildings used for the storage of motor vehi-
cles shall be designed for the uniformly distributed live loads of Table
1607.1 or the following concentrated loads: (1) for garages restricted to
vehicles accommodating not more than nine passengers, 3,000 pounds act-
ing on an area of 4.5 inches by 4.5 inches; (2) for mechanical parking struc-
tures without slab or deck which are used for storing passenger vehicles
only, 2,250 pounds per wheel.

b. The loading applies to stack room floors that support nonmobile, dou-
ble-faced library bookstacks, subject to the following limitations:

1. The nominal bookstack unit height shall not exceed 90 inches;

2. The nominal shelf depth shall not exceed 12 inches for each face; and

3. Parallel rows of double-faced bookstacks shall be separated by aisles
not less than 36 inches wide.

c. Design in accordance with the ICC Standard on Bleachers, Folding and
Telescopic Seating and Grandstands.

d. Other uniform loads in accordance with an approved method which contains
provisions for truck loadings shall also be considered where appropriate.

e. The concentrated wheel load shall be applied on an area of 20 square inches.

f . Minimum concentrated load on stair treads (on area of 4 square inches) is
300 pounds.

g. Where snow loads occur that are in excess of the design conditions, the
structure shall be designed to support the loads due to the increased loads
caused by drift buildup or a greater snow design determined by the building
official (see Section 1608). For special-purpose roofs, see Section
1607.11.2.2.

h. See Section 1604.8.3 for decks attached to exterior walls,
i. Attics without storage are those where the maximum clear height between
the joist and rafter is less than 42 inches, or where there are not two or more
adjacent trusses with the same web configuration capable of containing a
rectangle 42 inches high by 2 feet wide, or greater, located within the plane
of the truss. For attics without storage, this live load need not be assumed to
act concurrently with any other live load requirements,
j. For attics with limited storage and constructed with trusses, this live load
need only be applied to those portions of the bottom chord where there are
two or more adjacent trusses with the same web configuration capable of
containing a rectangle 42 inches high by 2 feet wide or greater, located
within the plane of the truss. The rectangle shall fit between the top of the
bottom chord and the bottom of any other truss member, provided that each
of the following criteria is met:

i. The attic area is accessible by a pull-down stairway or framed opening

in accordance with Section 1209.2, and
ii. The truss shall have a bottom chord pitch less than 2: 12.
iii.Bottom chords of trusses shall be designed for the greater of actual im-
posed dead load or 1 psf, uniformly distributed over the entire span,
k. Attic spaces served by a fixed stair shall be designed to support the minimum

live load specified for habitable attics and sleeping rooms.
1. Roofs used for other special purposes shall be designed for appropriate loads

as approved by the building official.
m. [OSHPD 2] The minimum vertical design live load shall be as follows:
Paper media:

12-inch-deep shelf 33 pounds per lineal foot

15-inch-deep shelf 41 pounds per lineal foot, or

33 pounds per cubic foot per total volume of the rack or cabinet, which-
ever is less,
Film media:

18-inch-deep shelf 100 pounds per lineal foot, or

50 pounds per cubic foot per total volume of the rack or cabinet, which-
ever is less,
Other media:

20 pounds per cubic foot or 20 pounds per square foot, whichever is less
but not less than actual loads.

1607.7.3 Vehicle barriers. Vehicle barrier systems for pas-
senger cars shall be designed to resist a single load of 6,000
pounds (26.70 kN) applied horizontally in any direction to
the barrier system and shall have anchorage or attachment
capable of transmitting this load to the structure. For design
of the system, the load shall be assumed to act at a minimum
height of 1 foot, 6 inches (457 mm) above the floor or ramp
surface on an area not to exceed 1 square foot (305 mm 2 ),
and is not required to be assumed to act concurrently with
any handrail or guard loadings specified in the preceding
paragraphs of Section 1607.7.1. Garages accommodating
trucks and buses shall be designed in accordance with an
approved method that contains provision for traffic railings .

1607.8 Impact loads. The live loads specified in Section
1607.3 include allowance for impact conditions. Provisions
shall be made in the structural design for uses and loads that
involve unusual vibration and impact forces.

1607.8.1 Elevators. Elevator loads shall be increased by
100 percent for impact and the structural supports shall be
designed within the limits of deflection prescribed by
ASMEA17.1.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

1607.8.2 Machinery. For the purpose of design, the weight
of machinery and moving loads shall be increased as fol-
lows to allow for impact: (1) elevator machinery, 100 per-
cent; (2) light machinery, shaft- ormotor-driven, 20 percent;
(3) reciprocating machinery or power-driven units, 50 per-
cent; (4) hangers for floors or balconies, 33 percent. Per-
centages shall be increased where specified by the
manufacturer.

1607.9 Reduction in live loads. Except for roof uniform live
loads, all other minimum uniformly distributed live loads, L ,
in Table 1607. 1 are permitted to be reduced in accordance with
Section 1607.9.1 or 1607.9.2.

1607.9.1 General. Subject to the limitations of Sections
1607.9.1.1 through 1607.9.1.4, members for which a value
of K LL A T is 400 square feet (37.16 m 2 ) or more are permitted
to be designed for a reduced live load in accordance with the
following equation:

L=L,

0.25+-

LL^-r )

(Equation 16-24)

For SI: L=L C

where:
L

0.25+-

457

LL-A-T J

- Reduced design live load per square foot (meter) of
area supported by the member.

L = Unreduced design live load per square foot (meter)
of area supported by the member (see Table 1607. 1).

K LL = Live load element factor (see Table 1607.9.1).

A T - Tributary area, in square feet (square meters). L shall
not be less than 0.50L„ for members supporting one
floor and L shall not be less than 0.40L D for members
supporting two or more floors.

TABLE 1607.9.1
LIVE LOAD ELEMENT FACTOR, K LL

ELEMENT

Interior columns

Exterior columns without cantilever slabs

4
4

Edge columns with cantilever slabs

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
Two-way slabs

Members without provisions for continuous shear
ftansfer normal to their span

1607.9.1.1 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
1607.9.1.

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.

1607.9.1.2 Passenger vehicle garages. The live loads
shall not be reduced in passenger vehicle garages except
the live loads for members supporting two or more floors
are permitted to be reduced by a maximum of 20 percent,
but the live load shall not be less than L as calculated in
Section 1607.9.1.

1607.9.1.3 Special occupancies. Live loads of 100 psf
(4.79 kN/m 2 ) or less shall not be reduced in public
assembly occupancies.

1607.9.1.4 Special structural elements. Live loads
shall not be reduced for one-way slabs except as permit-
ted in Section 1607.9.1.1. Live loads of 100 psf (4.79
kN/m 2 ) or less shall not be reduced for roof members
except as specified in Section 1607.11.2.

1607.9.2 Alternate floor live load reduction. As an alter-
native to Section 1607.9.1, floor live loads are permitted to
be reduced in accordance with the following provisions.
Such reductions shall apply to slab systems, beams, girders,
columns, piers, walls and foundations.

1. A reduction shall not be permitted in Group A occu-
pancies.

2. A reduction shall not be permitted where the live load
exceeds 100 psf (4.79 kN/m 2 ) except that the design
live load for members supporting two or more floors
is permitted to be reduced by 20 percent.

3. A reduction shall not be permitted in passenger vehi-
cle parking garages except that the live loads for
members supporting two or more floors are permitted
to be reduced by a maximum of 20 percent.

4. For live loads not exceeding 100psf(4.79 kN/m 2 ), the
design live load for any structural member supporting
150 square feet (13.94 m 2 ) or more is permitted to be
reduced in accordance with the following equation:

/? = 0.08(A-150) (Equation 16-25)

For SI:R = 0.861 (A -13.94)

Such reduction shall not exceed the smallest of:

1. 40 percent for horizontal members;

2. 60 percent for vertical members; or

3. R as determined by the following equation.

R = 23.1(l+D/L ) (Equation 16-26)

where:

A = Area of floor supported by the member, square
feet (m 2 ).

D = Dead load per square foot (m 2 ) of area sup-
ported.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

L = Unreduced live load per square foot (m 2 ) of area
supported.

R = Reduction in percent.

1607.10 Distribution of floor loads. Where uniform floor live
loads are involved in the design of structural members arranged
so as to create continuity, the minimum applied loads shall be
the full dead loads on all spans in combination with the floor
live loads on spans selected to produce the greatest effect at
each location under consideration. It shall be permitted to
reduce floor live loads in accordance with Section 1607.9.

1607.11 Roof loads. The structural supports of roofs and mar-
quees shall be designed to resist wind and, where applicable,
snow and earthquake loads, in addition to the dead load of con-
struction and the appropriate live loads as prescribed in this
section, or as set forth in Table 1 607 . 1 . The live loads acting on
a sloping surface shall be assumed to act vertically on the hori-
zontal projection of that surface.

1607.11.1 Distribution of roof loads. Where uniform roof
live loads are reduced to less than 20 psf (0.96 kN/m 2 ) in
accordance with Section 1607.11.2.1 and are involved in the
design of structural members arranged so as to create conti-
nuity, the minimum applied loads shall be the full dead loads
on all spans in combination with the roof live loads on adja-
cent spans or on alternate spans, whichever produces the
greatest effect. See Section 1607.11.2 for minimum roof
live loads and Section 7.5 of ASCE 7 for partial snow load-
ing.

1607.11.2 Reduction in roof live loads. The minimum uni-
formly distributed roof live loads, L ot in Table 1607.1 are
permitted to be reduced according to the following provi-
sions.

1607.11.2.1 Flat, pitched and curved roofs. Ordinary
flat, pitched and curved roofs are permitted to be
designed for a reduced roof live load as specified in the
following equation or other controlling combinations of
loads in Section 1605, whichever produces the greater
load. In structures where special scaffolding is used as a
work surface for workers and materials during mainte-
nance and repair operations, a lower roof load than speci-
fied in the following equation shall not be used unless
approved by the building official. Greenhouses shall be
designed for a minimum roof live load of 12 psf (0.58
kN/m 2 ).

Rj = 1.2 - 0.001A,for 200 square
feet < A t < 600 square feet

(Equation 16-29)

(Equation 16-27)

L r =L RjR 2

where: 12<L r <20

For SI: L r = L RjR 2

where: 0.58 <L r < 0.96

L r - Reduced live load per square foot (m 2 ) of horizon-
tal projection in pounds per square foot (kN/m 2 ).

The reduction factors R t and R 2 shall be determined as
follows:

For SI: 1.2-0.01 LA, for 18.58 square meters <A,<55.74
square meters

Rj = 0.6 for A, > 600 square feet
(55.74 m 2 )

(Equation 16-30)

where

Tributary area (span length multiplied by effective
width) in square feet (m 2 ) supported by any struc-
tural member, and

i? 2 =lforF<4

R 2 = 1.2-0.05 Ffor4<F< 12

fl 2 = 0.6forF>12

where:

(Equation 16-31)
(Equation 16-32)
(Equation 16-33)

Rj = 1 for A, < 200 square feet
(18.58 m 2 )

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.

1607.11.2.2 Special-purpose roofs. Roofs used for
promenade purposes, roof gardens, assembly purposes
or other special purposes shall be designed for a mini-
mum live load as required in Table 1 607. 1 . Such roof live
loads are permitted to be reduced in accordance with
1607.9.

1607.11.2.3 Landscaped roofs. Where roofs are to be
landscaped, the uniform design live load in the land-
scaped area shall be 20 psf (0.958 kN/m 2 ). The weight of
the landscaping materials shall be considered as dead
load and shall be computed on the basis of saturation of
the soil.

1607.11.2.4 Awnings and canopies. Awnings and cano-
pies shall be designed for uniform live loads as required
in Table 1607. 1 as well as for snow loads and wind loads
as specified in Sections 1608 and 1609.

1607.12 Crane loads. The crane live load shall be the rated
capacity of the crane. Design loads for the runway beams,
including connections and support brackets, of moving bridge
cranes and monorail cranes shall include the maximum wheel
loads of the crane and the vertical impact, lateral and longitudi-
nal forces induced by the moving crane.

1607.12.1 Maximum wheel load. The maximum wheel
loads shall be the wheel loads produced by the weight of the
bridge, as applicable, plus the sum of the rated capacity and
the weight of the trolley with the trolley positioned on its
runway at the location where the resulting load effect is
maximum.

1607.12.2 Vertical impact force. The maximum wheel
loads of the crane shall be increased by the percentages
shown below to determine the induced vertical impact or
vibration force:

(Equation 16-28)

Monorail cranes (powered)

25 percent

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

Cab-operated or remotely operated
bridge cranes (powered)

• • 25 percent

Pendant-operated bridge cranes (powered) • 1 percent

Bridge cranes or monorail cranes with

hand-geared bridge, trolley and hoist percent

1607.12.3 Lateral force. The lateral force on crane runway
beams with electrically powered trolleys shall be calculated
as 20 percent of the sum of the rated capacity of the crane
and the weight of the hoist and trolley. The lateral force shall
be assumed to act horizontally at the traction surface of a
runway beam, in either direction perpendicular to the beam,
and shall be distributed according to the lateral stiffness of
the runway beam and supporting structure.

1607.12.4 Longitudinal force. The longitudinal force on
crane runway beams, except for bridge cranes with
hand-geared bridges, shall be calculated as 10 percent of the
maximum wheel loads of the crane. The longitudinal force
shall be assumed to act horizontally at the traction surface of
a runway beam, in either direction parallel to the beam.

1607.13 Interior walls and partitions. Interior walls and par-
titions that exceed 6 feet (1829 mm) in height, including their
finish materials, shall have adequate strength to resist the loads
to which they are subjected but not less than a horizontal load of
5psf(0.240kN/m 2 ).

Exception: Fabric partitions complying with Section
1 607 .13.1 shall not be required to resist the minimum hori-
zontal load of 5 psf (0.24 kN/m 2 ). .

1607.13.1 Fabric partitions. Fabric partitions that exceed 6
feet (1829 mm) in height, including their finish materials,
shall have adequate strength to resist the following load con-
ditions:

1 . A horizontal distributed load of 5 psf (0.24 kN/m 2 ) ap-
plied to the partition framing. The total area used to
determine the distributed load shall be the area of the
fabric face between the framing members to which

the fabric is attached. The total distributed load shall
be uniformly applied to such framing members in
proportion to the length of each member.

2. A concentrated load of 40 pounds (0.176 kN) applied
to an 8-inch diameter (203 mm) area [50.3' square
inches (32 452 mm 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 deter-
mined in accordance with ASCE 7 or Figure 1608.2 for the
contiguous United States and Table 1608.2 for Alaska.
Site-specific case studies shall be made in areas designated
"CS" in Figure 1608.2. Ground snow loads for sites at eleva-
tions above the limits indicated in Figure 1608.2 and for all
sites within the CS areas shall be approved. Ground snow load
determination for such sites shall be based on an extreme value
statistical analysis of data available in the vicinity of the site
using a value with a 2-percent annual 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.

SECTION 1609
WIND LOADS

1609.1 Applications. Buildings, structures and parts thereof
shall be designed to withstand the minimum wind loads pre-
scribed herein. Decreases in wind loads shall not be made for
the effect of shielding by other structures.

TABLE 1608.2
GROUND SNOW LOADS, p„ , FOR ALASKAN LOCATIONS

LOCATION

POUNDS PER
SQUARE FOOT

LOCATION

POUNDS PER
SQUARE FOOT

LOCATION

POUNDS PER
SQUARE FOOT

Adak

Galena

Petersburg

150

Anchorage

Gulkana

St. Paul Islands

Angoon

Homer

Seward

Barrow

Juneau

Shemya

Barter Island

Kenai

Sitka

Bethel

Kodiak

Talkeetna

120

Big Delta

Kotzebue

Unalakleet

Cold Bay

McGrath

Valdez

160

Cordova

100

Nenana

Whittier

300

Fairbanks

Nome

Wrangell

Fort Yukon

Palmer

Yakutat

150

For SI: 1 pound per square foot = 0.0479 kN/m 2 .

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

GR ou N os N ow L o^r^™«-> — «

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

FIGURE 1608.2-continued
GROUND SNOW LOADS, p g , FOR THE UNITED STATES (psf)

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

FIGURE 1609
BASIC WIND SPEED (3-SECOND GUST)

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

90(40)
100{45)

130(58)
140(63)

150(67)

£nasL lilillilli; SDecial Wind Reaion 43&»

90(40)

100(45) /fl30(S8) LocatiQn

110(49)120(54) Hawaii

Puerto Rico
Guam

Virgin Islands
American Samoa

Notes:

1. Values are nominal design 3-second gust wind speeds in miles per hour (m/s) at 33 ft (10 m) above ground for Exposure C category.

2. Linear interpolation between wind contours is permitted.

3. Islands and coastal areas outside the last contour shall use the last wind speed contour of the coastal area.

4. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions.

FIGURE 1609— continued
BASIC WIND SPEED (3-SECOND GUST)

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

100(45) // 130(58)
110(49)120(54)

Notes:

1. Values are nominal design 3-second gust wind
speeds in miles per hour (m/s) at 33 ft (10 m)
above ground for Exposure C category.
Linear interpolation between wind contours is
permitted.

Islands and coastal areas outside the last
contour shall use the last wind speed contour
of the coastal area.

4. Mountainous terrain, gorges, ocean
promontories, and special wind regions shall
be examined for unusual wind conditions.

FIGURE 1609-continued
BASIC WIND SPEED (3-SECOND GUST)

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

90(40)

100(45)

110(49)

120(54)
130(58)

( )

Special Wind Region

Notes:

1. Values are nominal design 3-second gust wind
speeds in miles per hour (m/s) at 33 ft (10 m)
above ground for Exposure C category.

2. Linear interpolation between wind contours is
permitted.

Islands and coastal areas outside the last
contour shall use the last wind speed contour
of the coastal area.
Mountainous terrain, gorges, ocean
promontories, and special wind regions shall
be examined for unusual wind conditions.

150(67)

FIGURE 1609-continued
BASIC WIND SPEED (3-SECOND GUST)

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

1111= Special Wind Region

Notes:

1. Values are nominal design 3-second gust wind
speeds in miles per hour (m/s) at 33 ft (10 m)
above ground for Exposure C category.
Linear interpolation between wind contours is
permitted.

FIGURE 1609-continued
BASIC WIND SPEED (3-SECOND GUST) MID AND NORTHERN ATLANTIC HURRICANE COASTLINE

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

1609.1.1 Determination of wind loads. Wind loads on
every building or structure shall be determined in accor-
dance with Chapter 6 of ASCE 7. The type of opening pro-
tection required, the basic wind speed and the exposure
category for a site is permitted to be determined in accor-
dance with Section 1 609 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 SBCCISSTD 10 shall be permit-
ted for applicable Group R-2 and R-3 buildings.

2. Subject to the limitations of Section 1609.1.1.1,
residential structures using the provisions of the
AF&PAWFCM.

3. Designs using NAAMM FP 1001.

4. Designs using TIA/EIA-222 for antenna-support-
ing structures and antennas.

5. [OSHPD 2] Exception in Section 1609.4 shall ap-
ply to ASCE 7.

1609.1.1.1 Applicability. The provisions of SSTD 10
are applicable only to buildings located within Exposure
B or C as defined in Section 1609.4. The provisions of
SBCCI SSTD 10 and the AF&PA WFCM shall not apply
to buildings sited on the upper half of an isolated hill,
ridge or escarpment meeting the following conditions:

1. The hill, ridge or escarpment is 60 feet (18 288
mm) or higher if located in Exposure B or 30 feet
(9144 mm) or higher if located in Exposure C;

2. The maximum average slope of the hill exceeds 10
percent; and

3. The hill, ridge or escarpment is unobstructed up-
wind by other such topographic features for a dis-
tance from the high point of 50 times the height of
the hill or 1 mile ( 1 .6 1 km), whichever is greater.

1609.1.2 Protection of openings. In wind-borne debris
regions, glazing in buildings shall be impact-resistant or
protected with an impact-resistant covering meeting the
requirements of an approved impact-resisting standard or
ASTM E 1996 and ASTM E 1886 referenced therein as fol-
lows:

1 . Glazed openings located within 30 feet (9 144 mm) of -
grade shall meet the requirements of the Large Mis-
sile Test of ASTM E 1996.

2. Glazed openings located more than 30 feet (9144
mm) above grade shall meet the provisions of the
Small Missile Test of ASTM E 1996.

Exceptions:

1. Wood structural panels with a minimum thickness
of 7 / 16 inch (11.1 mm) and maximum panel span of
8 feet (2438 mm) shall be permitted for opening
protection in one- and two-story buildings. Panels
shall be precut so that they shall be attached to the
framing surrounding the opening containing the
product with the glazed opening. Panels shall be

secured with the attachment hardware provided.
Attachments shall be designed to resist the compo-
nents and cladding loads determined in accor-
dance with the provisions of ASCE 7. Attachment
in accordance with Table 1609. 1 .2 is permitted for
buildings with a mean roof height of 33 feet (10
058 mm) or less where wind speeds do not exceed
130 mph (57.2 m/s).

2. Glazing in Occupancy Category I buildings as de-
fined in Section 1604.5, including greenhouses
that are occupied for growing plants on a produc-
tion or research basis, without public access shall
be permitted to be unprotected.

3. Glazing in Occupancy Category II, III or IV build-
ings located over 60 feet (18 288 mm) above the
ground and over 30 feet (9144 mm) above aggre-
gate surface roofs located within 1,500 feet (458
m) of the building shall be permitted to be unpro-
tected.

1609.1.2.1 Louvers. Louvers protecting intake and
exhaust ventilation ducts not assumed to be open that are
located within 30 feet (9144 mm) of grade shall meet
requirements of an approved impact-resisting standard
or the Large Missile Test of ASTM E 1996.

TABLE 1609.1.2

WIND-BORNE DEBRIS PROTECTION FASTENING

SCHEDULE FOR WOOD STRUCTURAL PANELS abcd

FASTENER
TYPE

FASTENER SPACING (inches)

Panel Span
< 4 feet

4 feet < Panel
Span < 6 feet

6 feet < Panel
Span < 8 feet

No. 6 screws

No. 8 screws

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.4 N,
1 mile per hour = 0.44 m/s.

a. This table is based on a maximum wind speed (3-second gust) of 130 mph
and mean roof height of 33 feet or less.

b. Fasteners shall be installed at opposing ends of the wood structural panel.
Fasteners shall be located a minimum of 1 inch from the edge of the panel.

c. Fasteners shall be long enough to penetrate through the exterior wall cover-
ing a minimum of 1.75 inches into wood wall framing; a minimum of 1.25
inches into concrete block or concrete; or into steel framing by at least three
threads. Fasteners shall be located a minimum of 2.5 inches from the edge of
concrete block or concrete.

d. Where screws are attached to masonry or masonry/stucco, they shall be
attached utilizing vibration-resistant anchors having a minimum withdrawal
capacity of 490 pounds.

1609.2 Definitions. The following words and terms shall, for
the purposes of Section 1609, have the meanings shown herein.

HURRICANE-PRONE REGIONS. Areas vulnerable to
hurricanes defined as:

1. The U. S. Atlantic Ocean and Gulf of Mexico coasts
where the basic wind speed is greater than 90 mph (40
m/s) and

2. Hawaii, Puerto Rico, Guam, Virgin Islands and Ameri-
can Samoa.

WIND-BORNE DEBRIS REGION. Portions of hurri-
cane-prone regions that are within 1 mile (1.61 km) of the
coastal mean high water line where the basic wind speed is 1 10
mph (48 m/s) or greater; or portions of hurricane-prone regions

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

where the basic wind speed is 120 mph (53 m/s) or greater; or
Hawaii.

1609.3 Basic wind speed. The basic wind speed, in mph, for
the determination of the wind loads shall be determined by Fig-
ure 1609. Basic wind speed for the special wind regions indi-
cated, near mountainous terrain and near gorges shall be in
accordance with local jurisdiction requirements. Basic wind
speeds determined by the local jurisdiction shall be in accor-
dance with Section 6.5.4 of ASCE 7.

In nonhurricane-prone regions, when the basic wind speed is
estimated from regional climatic data, the basic wind speed
shall be not less than the wind speed associated with an annual
probability of 0.02 (50-year mean recurrence interval), and the
estimate shall be adjusted for equivalence to a 3-second gust
wind speed at 33 feet (10 m) above ground in Exposure Cate-
gory C. The data analysis shall be performed in accordance
with Section 6.5.4.2 of ASCE 7.

1609.3.1 Wind speed conversion. When required, the
3-second gust basic wind speeds of Figure 1609 shall be
converted to fastest-mile wind speeds, V fm , using Table
1609.3.1 or Equation 16-34.

(V 3S -105)

1.05

(Equation 16-34)

where:

V 3S = 3-second gust basic wind speed from Figure 1609.

1609.4 Exposure category. For each wind direction consid-
ered, an exposure category that adequately reflects the charac-
teristics of ground surface irregularities shall be determined for
the site at which the building or structure is to be constructed.
Account shall be taken of variations in ground surface rough-
ness that arise from natural topography and vegetation as well
as from constructed features.

Exception: [OSHPD 2] The wind design shall comply with
Exposure C requirements unless the architect or structural
engineer in general responsible charge can justify to the
enforcement agency that the building site and surrounding
terrain conform to the criteria for Exposure B. Minimum
data to establish the exposure category shall be a topo-
graphic map (e.g., United States Geological Survey quad-
rangle maps) and aerial photographs except that for
Exposure B sites located within urban areas, a vicinity map
of sufficient size and scale to verify compliance may be pro-
vided.

1609.4.1 Wind directions and sectors. For each selected
wind direction at which the wind loads are to be evaluated,

the exposure of the building or structure shall be determined
for the two upwind sectors extending 45 degrees (0.79 rad)
either side of the selected wind direction. The exposures in
these two sectors shall be determined in accordance with
Sections 1609.4.2 and 1609.4.3 and the exposure resulting
in the highest wind loads shall be used to represent winds
from that direction.

1609.4.2 Surface roughness categories. A ground surface
roughness within each 45-degree (0.79 rad) sector shall be
determined for a distance upwind of the site as defined in
Section 1609.4.3 from the categories defined below, for the
purpose of assigning an exposure category as defined in
Section 1609.4.3.

Surface Roughness B. Urban and suburban areas,
wooded areas or other terrain with numerous closely
spaced obstructions having the size of single-family
dwellings or larger.

Surface Roughness C. Open terrain with scattered
obstructions having heights generally less than 30 feet
(9144 mm). This category includes flat open country,
grasslands, and all water surfaces in hurricane-prone
regions.

Surface Roughness D. Flat, unobstructed areas and
water surfaces outside hurricane-prone regions. This cat-
egory includes smooth mud flats, salt flats and unbroken
ice.

1609.4.3 Exposure categories. An exposure category shall
be determined in accordance with the following:

Exposure B. Exposure B shall apply where the ground
surface roughness condition, as defined by Surface
Roughness B, prevails in the upwind direction for a dis-
tance of at least 2,600 feet (792 m) or 20 times the height
of the building, whichever is greater.

Exception: For buildings whose mean roof height is
less than or equal to 30 feet (9144 mm), the upwind
distance is permitted to be reduced to 1,500 feet (457
m).

Exposure C. Exposure C shall apply for all cases where
Exposures B or D do not apply.

Exposure D. Exposure D shall apply where the ground
surface roughness, as defined by Surface Roughness D,
prevails in the upwind direction for a distance of at least
5,000 feet (1524 m) or 20 times the height of the build-
ing, whichever is greater. Exposure D shall extend inland
from the shoreline for a distance of 600 feet (183 m) or 20
times the height of the building, whichever is greater.

TABLE 1609.3.1
EQUIVALENT BASIC WIND SPEEDS abc

v 3S

100

105

110

120

125

130

140

145

150

160

170

Vfin

104

109

114

123

128

133

142

152

For SI: 1 mile per hour = 0.44 m/s.

a. Linear interpolation is permitted.

b. V35 is the 3-second gust wind speed (mph).

c. Vf„, is the fastest mile wind speed (mph).

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

1609.5 Roof systems.

1609.5.1 Roof deck. The roof deck shall be designed to
withstand the wind pressures determined in accordance
with ASCE 7.

1609.5.2 Roof coverings. Roof coverings shall comply
with Section 1609.5.1.

Exception: Rigid tile roof coverings that are air perme-
able and installed over a roof deck complying with Sec-
tion 1609.5.1 are permitted to be designed in accordance
with Section 1609.5.3.

Asphalt shingles installed over a roof deck complying
with Section 1609.5.1 shall be tested to determine the resis-
tance of the sealant to uplift forces using ASTM D 6381.

Asphalt shingles installed over a roof deck complying
with Section 1609.5.1 are permitted to be designed using
UL 2390 to determine appropriate uplift and force coeffi-
cients applied to the shingle.

1609.5.3 Rigid tile. Wind loads on rigid tile roof coverings
shall be determined in accordance with the following equa-
tion: t

M a = q h C L bLL a [1.0-GC„]

(Equation 16-35)

Concrete and clay roof tiles complying with the follow-
ing limitations shall be designed to withstand the aerody-
namic uplift moment as determined by this section.

1. The roof tiles shall be either loose laid on battens, me-
chanically fastened, mortar set or adhesive set.

2. The roof tiles shall be installed on solid sheathing
which has been designed as components and clad-
ding.

3. An underlayment 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 (5 1 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.

For SI: M„

q h C L bLL a [\.0-GC p ]

1,000

where:

C L

Exposed width, feet (mm) of the roof tile.

Lift coefficient. The lift coefficient for concrete and
clay tile shall be 0.2 or shall be determined by test in
accordance with Section 1715.2.

GC p - Roof pressure coefficient for each applicable roof
zone determined from Chapter 6 of ASCE 7. Roof
coefficients shall not be adjusted for internal pres-
sure.

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 di-
rect 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 6.5.10 of ASCE 7.

SECTION 1610
SOIL LATERAL LOADS

1610.1 General. Basement, foundation and retaining walls
shall be designed to resist lateral soil loads. Soil loads specified
in Table 1610.1 shall be used as the minimum designlateral soil
loads unless specified otherwise in a soil investigation report
approved by the building official. Basement walls and other
walls in which horizontal movement is restricted at the top shall
be designed for at-rest pressure. Retaining walls free to move
and rotate at the top are permitted to be designed for active
pressure. Design lateral pressure from surcharge loads shall be
added to the lateral earth pressure load. Design lateral pressure
shall be increased if soils with expansion potential are present
at the site.

Exception: Basement walls extending not more than 8 feet
(2438 mm) below grade and supporting flexible floor sys-
tems shall be permitted to be designed for active pressure.

SECTION 1611
RAIN LOADS

1611.1 Design rain loads. Each portion of a roof shall be
designed to sustain the load of rainwater that will accumulate
on it if the primary drainage system for that portion is blocked
plus the uniform load caused by water that rises above the inlet
of the secondary drainage system at its design flow.

R = 5.2(d s +d h )

For SI: R = 0.0098 ( d s + d,, )

where:

(Equation 16-36)

d h = Additional depth of water on the undeflected roof
above the inlet of secondary drainage system at its de-
sign flow (i.e., the hydraulic head), in inches (mm).

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

d s = 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. For roofs with a slope less than V 4
inch per foot [1.19 degrees (0.0208 rad)], the design calcula-
tions shall include verification of adequate stiffness to preclude
progressive deflection in accordance with Section 8.4 of ASCE

1611.3 Controlled drainage. Roofs equipped with hardware
to control the rate of drainage shall be equipped with a second-
ary drainage system at a higher elevation that limits accumula-
tion of water on the roof above that elevation. Such roofs shall
be designed to sustain the load of rainwater that will accumu-
late on them to the elevation of the secondary drainage system
plus the uniform load caused by water that rises above the inlet
of the secondary drainage system at its design flow determined
from Section 1611.1. Such roofs shall also be checked for
ponding instability in accordance with Section 1611.2.

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 provisions
associated with the most restrictive flood hazard area shall
apply.

1612.2 Definitions. The following words and terms shall, for
the purposes of this section, have the meanings shown herein.

BASE FLOOD. The flood having a 1 -percent chance of being
equaled or exceeded in any given year.

BASE FLOOD ELEVATION. The elevation of the base
flood, including wave height, relative to the National Geodetic
Vertical Datum (NGVD), North American Vertical Datum
(NAVD) or other datum specified on the Flood Insurance Rate
Map (FIRM).

TABLE 1610.1
SOIL LATERAL LOAD

DESCRIPTION OF BACKFILL MATERIAL

UNIFIED SOIL
CLASSIFICATION

DESIGN LATERAL SOIL LOAD a
(pound per square foot per foot of depth)

Active pressure

At-rest pressure

Well-graded, clean gravels; gravel-sand mixes

Poorly graded clean gravels; gravel-sand mixes

Silty gravels, poorly graded gravel-sand mixes

Clayey gravels, poorly graded gravel-and-clay mixes

Well-graded, clean sands; gravelly sand mixes

Poorly graded clean sands; sand-gravel mixes

Silty sands, poorly graded sand-silt mixes

Sand-silt clay mix with plastic fines

SM-SC

100

Clayey sands, poorly graded sand-clay mixes

100

Inorganic silts and clayey silts

100

Mixture of inorganic silt and clay

ML-CL

100

Inorganic clays of low to medium plasticity

100

Organic silts and silt clays, low plasticity

Noteb

Inorganic clayey silts, elastic silts

Noteb

Inorganic clays of high plasticity

Noteb

Organic clays and silty clays

Noteb

For SI: 1 pound per square foot per foot of depth = 0. 157 kPa/m, 1 foot = 304.8 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 sat-
urated 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.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

r \

BASEMENT. The portion of a building having its floor
subgrade (below ground level) on all sides.

DESIGN FLOOD. The flood associated with the greater of
the following two areas:

1. Area with a flood plain subject to a 1-percent or greater
chance of flooding in any year; or

2. Area designated as a flood hazard area on a community's
flood hazard map, or otherwise legally designated.

DESIGN FLOOD ELEVATION. The elevation of the
"design flood," including wave height, relative to the datum
specified on the community's legally designated flood hazard
map. In areas designated as Zone AO, the design flood eleva-
tion shall be the elevation of the highest existing grade of the
building's perimeter plus the depth number (in feet) specified
on the flood hazard map. In areas designated as Zone AO where
a depth number is not specified on the map, the depth number
shall be taken as being equal to 2 feet (610 mm).

DRY FLOODPROOFING. A combination of design modifi-
cations that results in a building or structure, including the
attendant utility and sanitary facilities, being water tight with
walls substantially impermeable to the passage of water and
with structural components having the capacity to resist loads
as identified in ASCE 7.

EXISTING CONSTRUCTION. Any buildings and struc-
tures for which the "start of construction" commenced before
the effective date of the community's first flood plain manage-
ment code, ordinance or standard. "Existing construction" is
also referred to as "existing structures."

EXISTING STRUCTURE. See "Existing construction."

FLOOD or FLOODING. A general and temporary condition
of partial or complete inundation of normally dry land from:

1. The overflow of inland or tidal waters.

2. The unusual and rapid accumulation or runoff of surface
waters from any source.

FLOOD DAMAGE-RESISTANT MATERIALS. Any con-
struction material capable of withstanding direct and pro-
longed contact with floodwaters without sustaining any
damage that requires more than cosmetic repair.

FLOOD HAZARD AREA. The greater of the following two
areas:

1. The area within a flood plain subject to a 1-percent or
greater chance of flooding in any year.

2. The area designated as a flood hazard area on a commu-
nity's flood hazard map, or otherwise legally designated.

FLOOD HAZARD AREA SUBJECT TO HIGH VELOC-
ITY WAVE ACTION. Area within, the flood hazard area that
is subject to high velocity wave action, and shown on a Flood
Insurance Rate Map (FIRM) or other flood hazard map as Zone
V,VO,VEorVl-30.

FLOOD INSURANCE RATE MAP (FIRM). An official
map of a community on which the Federal Emergency Man-
agement Agency (FEMA) has delineated both the special flood
hazard areas and the risk premium zones applicable to the com-
munity.

FLOOD INSURANCE STUDY. The official report provided
by the Federal Emergency Management Agency containing the
Flood Insurance Rate Map (FIRM), the Flood Boundary and
Floodway Map (FBFM), the water surface elevation of the base
flood and supporting technical data.

FLOODWAY. The channel of the river, creek or other water-
course and the adjacent land areas that must be reserved in
order to discharge the base flood without cumulatively increas-
ing the water surface elevation more than a designated height.

LOWEST FLOOR. The floor of the lowest enclosed area,
including basement, but excluding any unfinished or
flood-resistant enclosure, usable solely for vehicle parking,
building access or limited storage provided that such enclosure
is not built so as to render the structure in violation of this sec-
tion.

SPECIAL FLOOD HAZARD AREA. The land area subject
to flood hazards and shown on a Flood Insurance Rate Map or
other flood hazard map as Zone A, AE, Al-30, A99, AR, AO,
AH,V,VO,VEorVl-30.

START OF CONSTRUCTION. The date of permit issuance
for new construction and substantial improvements to existing
structures, provided the actual start of construction, repair,
reconstruction, rehabilitation, addition, placement or other
improvement is within 180 days after the date of issuance. The
actual start of construction means the first placement of perma-
nent construction of a building (including a manufactured
home) on a site, such as the pouring of a slab or footings, instal-
lation of pilings or construction of columns.

Permanent construction does not include land preparation
(such as dealing, excavation, grading or filling), the installa-
tion of streets or walkways, excavation for a basement, foot-
ings, piers or foundations, the erection of temporary forms or
the installation of accessory buildings such as garages or sheds
not occupied as dwelling units or not part of the main building.
For a substantial improvement, the actual "start of construc-
tion" means the first alteration of any wall, ceiling, floor or
other structural part of a building, whether or not that alteration
affects the external dimensions of the building.

SUBSTANTIAL DAMAGE. Damage of any origin sustained
by a structure whereby the cost of restoring the structure to its
before-damaged condition would equal or exceed 50 percent of
the market value of the structure before the damage occurred.

SUBSTANTIAL IMPROVEMENT. Any repair, reconstruc-
tion, rehabilitation, addition or improvement of a building or
structure, the cost of which equals or exceeds 50 percent of the
market value of the structure before the improvement or repair
is started. If the structure has sustained substantial damage, any
repairs are considered substantial improvement regardless of
the actual repair work performed. The term does not, however,
include either:

1. Any project for improvement of a building required to
correct existing health, sanitary or safety code violations
identified by the building official and that are the mini-
mum necessary to assure safe living conditions.

2. Any alteration of a historic structure provided that the al-
teration will not preclude the structure 's continued desig-
nation as a historic structure.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

1612.3 Establishment of flood hazard areas. To establish
flood hazard areas, the governing body shall adopt a flood haz-
ard map and supporting data. The flood hazard map shall
include, at a minimum, areas of special flood hazard as identi-
fied by the Federal Emergency Management Agency in an
engineering report entitled "The Flood Insurance Study for
[INSERT NAME OF JURISDICTION]," dated [INSERT
DATE OF ISSUANCE], as amended or revised with the
accompanying Flood Insurance Rate Map (FIRM) and Flood
Boundary and Floodway Map (FBFM) and related supporting
data along with any revisions thereto. The adopted flood haz-
ard map and supporting data are hereby adopted by reference
and declared to be part of this section.

Exception: [OSHPD 2] The flood hazard map shall
include, at a minimum, areas of special flood hazard as
identified by the Federal Emergency Management Agency 's
Flood Insurance Study (FIS) adopted by the local authority
having jurisdiction where the project is located.

1612 A Design and construction. The design and construction
of buildings and structures located in flood hazard areas,
including flood hazard areas subject to high velocity wave
action, shall be in accordance with ASCE 24.

1612.5 Flood hazard documentation. The following docu-
mentation shall be prepared and sealed by a registered design
professional and submitted to the building official:

1. For construction in flood hazard areas not subject to
high-velocity wave action:

1.1. The elevation of the lowest floor, including the
basement, as required by the lowest floor eleva-
tion inspection in Section 109.3.3, Appendix
Chapter 1.

1.2. For fully enclosed areas below the design flood
elevation where provisions to allow for the auto-
matic entry and exit of floodwaters do not meet
the minimum requirements in Section 2.6.2.1 of
ASCE 24, construction documents shall include
a statement that the design will provide for equal-
ization of hydrostatic flood forces in accordance
with Section 2.6.2.2 of ASCE 24.

1.3. For dry floodproofed nonresidential buildings,
construction documents shall include a statement
that the dry floodproofmg is designed in accor-
dance with ASCE 24.

2. For construction in flood hazard areas subject to high- ve-
locity wave action:

2.1. The elevation of the bottom of the lowest hori-
zontal structural member as required by the low-
est floor elevation inspection in Section 109.3.3,
Appendix Chapter 1.

2.2. Construction documents shall include a state-
ment that the building is designed in accordance
with ASCE 24, including that the pile or column
foundation and building or structure to be at-
tached thereto is designed to be anchored to resist
flotation, collapse and lateral movement due to
the effects of wind and flood loads acting simul-

taneously on all building components, and other
load requirements of Chapter 16.

2.3. For breakaway walls designed to resist a nominal
load of less than 1 psf (0.48 kN/m 2 ) or more than
20 psf (0.96 kN/m 2 ), construction documents
shall include a statement that the breakaway wall
is designed in accordance with ASCE 24.

SECTION 1613
EARTHQUAKE LOADS

1613.1 Scope. Every structure and portion thereof, including
nonstructural components that are permanently attached to
structures and their supports and attachments, shall be
designed and constructed to resist the effects of earthquake
motions in accordance with ASCE 7, excluding Chapter 14 and
Appendix 1 1 A. The sesimic design category for a structure is
permitted to be determined in accordance with Section 1613 or
ASCE 7.

Exceptions:

1 . Detached one- and two-family dwellings, assigned to
Seismic Design Category A, B or C, or located where
the mapped short-period spectral response accelera-
tion, Ss, 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. [OSHPD 2] Not permitted by OSHPD,
see Section 2308.

3. Agricultural storage structures intended only for inci-
dental human occupancy.

4. Structures that require special consideration of their
response characteristics and environment that are not
addressed by this code or ASCE 7 and for which other
regulations provide seismic criteria, such as vehicular
bridges, electrical transmission towers, hydraulic
structures, buried utility lines and their appurtenances
and nuclear reactors.

5. [OSHPD 2] Seismic design category shall be per ex-
ception to Section 1613.5.6.

1613.1.1 Scope. [SL] For applications listed in Section 116
regulated by the State Librarian, only the provisions of
ASCE 7 Table 13.5-1 and Table 1607.1, as amended, of this
code shall apply.

1613.2 Definitions. The following words and terms shall, for
the purposes of this section, have the meanings shown herein.

DESIGN EARTHQUAKE GROUND MOTION. The earth-
quake ground motion that buildings and structures are specifi-
cally proportioned to resist in Section 1613.

MAXIMUM CONSIDERED EARTHQUAKE GROUND
MOTION. The most severe earthquake effects considered by
this code.

MECHANICAL SYSTEMS. For the purposes of determin-
ing seismic loads in ASCE 7, mechanical systems shall include
plumbing systems as specified therein.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

ORTHOGONAL. To be in two horizontal directions, at 90
degrees (1.57 rad) to each other.

SEISMIC DESIGN CATEGORY. A classification assigned
to a structure based on its occupancy category and the severity
of the design earthquake ground motion at the site.

SEISMIC-FORCE-RESISTING SYSTEM. That part of the
structural system that has been considered in the design to pro-
vide the required resistance to the prescribed seismic forces.

SITE CLASS. A classification assigned to a site based on the
types of soils present and their engineering properties as
defined in Section 1613.5.2.

SITE COEFFICIENTS. The values of F a and F v indicated in
Tables 1613.5.3(1) and 1613.5.3(2), respectively.

1613.3 Existing buildings. Additions, alterations, modifica-
tion, or change of occupancy of existing buildings shall be in
accordance with Sections 3403.2.3 and 3406.4.

1613.4 Special inspections. Where required by Section
1705.3, the statement of special inspections shall include the
special inspections required by Section 1705.3.1.

1613.5 Seismic ground motion values. Seismic ground
motion values shall be determined in accordance with this sec-
tion.

1613.5.1 Mapped acceleration parameters. The parame-
ters S s and 5 1 shall be determined from the 0.2 and 1 -second
spectral response accelerations shown on Figures 1 6 1 3 . 5 ( 1 )
through 1613.5(14). Where 5, is less than or equal to 0.04

and S s is less than or equal to 0. 15, the structure is permitted
to be assigned to Seismic Design Category A.

Exception: [OSHPD 2] Seismic design category shall be
per exception to Section 1613.5.6.

1613.5.2 Site class definitions. Based on the site soil prop-
erties, the site shall be classified as either Site Class A, B, C,
D, E or F in accordance with Table 1613.5.2. When the soil
properties are not known in sufficient detail to determine the
site class, Site Class D shall be used unless the building offi-
cial or geotechnical data determines that Site Class E or F
soil is likely to be present at the site.

1613.5.3 Site coefficients and adjusted maximum con-
sidered earthquake spectral response acceleration
parameters. The maximum considered earthquake spectral
response acceleration for short periods, S MS , and at 1 -second
period, S m , adjusted for site class effects shall be deter-
mined by Equations 16-37 and 16-38, respectively:

"->M.t — I'nS,

(Equation 16-37)
(Equation 16-38)

where:

F a = Site coefficient defined in Table 1613.5.3(1).

F v = Site coefficient defined in Table 1613.5.3(2).

S s = The mapped spectral accelerations for short periods
as determined in Section 1613.5.1.

TABLE 1613.5.2
SITE CLASS DEFINITIONS

SITE
CLASS

SOIL PROFILE
NAME

AVERAGE PROPERTIES IN TOP 1 00 feet, SEE SECTION 1 61 3.5.5

Soil shear wave velocity, v s , (ft/s)

Standard penetration resistance, N

Soil undrained shear strength, s„ , (psf)

Hard rock

v, > 5,000

N/A

Rock

2,500 <v t < 5,000

N/A

Very dense soil and soft
rock

1,200 <v,< 2,500

N> 50

s„ > 2,000

Stiff soil profile

600 <v s < 1,200

15 < iV< 50

1,000 < J, < 2,000

Soft soil profile

v s < 600

N<15

s u < 1,000

—

Any profile with more than 10 feet of soil having the following characteristics:
1 • Plasticity index PI > 20,

2. Moisture content w > 40%, and

3. Undrained shear strength s u < 500 psf

—

Any profile containing soils having one or more of the following characteristics:

1. Soils vulnerable to potential failure or collapse under seismic loading such as liquefiable
soils, quick and highly sensitive clays, collapsible weakly cemented soils.

2. Peats and/or highly organic clays (H > 10 feet of peat and/or highly organic clay where
H = thickness of soil)

3. Very high plasticity clays (H > 25 feet with plasticity index PI > 75)

4. Very thick soft/medium stiff clays (H> 120 feet)

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

S l - The mapped spectral accelerations for a 1 -second pe-
riod as determined in Section 1613.5.1.

1613.5.4 Design spectral response acceleration parame-
ters. Five-percent damped design spectral response acceler-
ation at short periods, S DS , and at 1 -second period, S Dl , shall
be determined from Equations 16-39 and 16-40, respec-
tively:

Sds-ttSms
2

(Equation 16-39)

(Equation 16-40)

where:

S MS = The maximum considered earthquake spectral re-
sponse accelerations for short period as determined
in Section 1613.5.3.

S m = The maximum considered earthquake spectral re-
sponse accelerations for 1 -second period as
determined in Section 1613.5.3.

1613.5.5 Site classification for seismic design. Site classi-
fication for Site Class C, D or E shall be determined from
Table 1613.5.5.

The notations presented below apply to the upper 100 feet
(30 480 mm) of the site profile. Profiles containing dis-

TABLE 1613.5.3(1)
VALUES OF SITE COEFFICIENT F.

SITE
CLASS

MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIOD

S s < 0.25

S s = 0.50

S s = 0.75

S s =1.00

S s >1.25

0.8

1.0

1.2

1.1

1.0

1.6

1.4

1.2

1.1

1.0

2.5

1.7

1.2

0.9

Noteb

a. Use straight-line interpolation for intermediate values of mapped spectral response acceleration at short period,^.

b. Values shall be determined in accordance with Section 11.4.7 of ASCE 7.

TABLE 1613.5.3(2)

VALUES OF SITE COEFFICIENT F v

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

0.8

1.0

1.7

1.6

1.5

1.4

1.3

2.4

2.0

1.8

1.6

1.5

3.5

3.2

2.8

2.4

Noteb

Note b

Noteb

a. Use straight-line interpolation for intermediate values of mapped spectral response acceleration at 1-second period, 5].

b. Values shall be determined in accordance with Section 1 1 .4.7 of ASCE 7.

TABLE 1613.5.5
SITE CLASSIFICATION 8

SITE CLASS

NorN ch

s u

< 600 ft/s

<15

< 1,000 psf

600 to 1,200 ft/s

15 to 50

1,000 to 2,000 psf

1,200 to 2,500 ft/s

>50

> 2,000

For SI: 1 foot per second = 304.8mm per second, 1 pound per square foot = 0.0479kN/m 2 .

a. If the f„method is used and the N cll and J„criteria differ, select the category with the softer soils (for example, use Site Class E instead of D).

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

tinctly different soil and/or rock layers shall be subdivided
into those layers designated by a number that ranges from 1
to n at the bottom where there is a total of n distinct layers in
the upper 100 feet (30 480 mm). The symbol i then refers to
any one of the layers between 1 and n.

where:

v si = The shear wave velocity in feet per second (m/s).

d; = The thickness of any layer between and 100 feet (30
480 mm).

where:

Vs=-

(Equation 16-41)

J^di = 100 feet (30 480 mm)
1=1

N, is the Standard Penetration Resistance (ASTM D
1586) not to exceed 100 blows/foot (328 blows/m) as
directly measured in the field without corrections. When
refusal is met for a rock layer, N t shall be taken as 100
blows/foot (328 blows/m).

N^-

;=i

Z a i
N
/=i iv i

(Equation 16-42)

where N t and d, in Equation 16-42 are for cohesionless
soil, cohesive soil and rock layers.

Z a i
N

;=i JV /

(Equation 16-43)

where:

;=i

Use d t and A^ ; for cohesionless soil layers only in Equation
16-43.

d s = The total thickness of cohesionless soil layers in the
top 100 feet (30 480 mm).

m = The number of cohesionless soil layers in the top 100
feet (30 480 mm).

s ui = The undrained shear strength in psf (kPa), not to ex-
ceed 5,000 psf (240 kPa), ASTM D 2166 or D 2850.

Su =

i=l ■> ui

(Equation 16-44)

where:

;=i

d c = The total thickness of cohesive soil layers in the top
100 feet (30 480 mm).

k = The number of cohesive soil layers in the top 100 feet
(30 480 mm).

PI - The plasticity index, ASTM D 4318.

w - The moisture content in percent, ASTM D 2216.

Where a site does not qualify under the criteria for Site
Class F and there is a total thickness of soft clay greater than
10 feet (3048 mm) where a soft clay layer is defined by: s „ <
500 psf (24 kPa), w > 40 percent, and PI > 20, it shall be
classified as Site Class E.

The shear wave velocity for rock, Site Class B, shall be
either measured on site or estimated by a geotechnical engi-
neer or engineering geologist/seismologist for competent
rock with moderate fracturing and weathering. Softer and
more highly fractured and weathered rock shall either be
measured on site for shear wave velocity or classified as Site
Class C.

The hard rock category, Site Class A, shall be supported
by shear wave velocity measurements either on site or on
profiles of the same rock type in the same formation with an
equal or greater degree of weathering and fracturing. Where
hard rock conditions are known to be continuous to a depth
of 100 feet (30 480 mm), surficial shear wave velocityjnea-
surements are permitted to be extrapolated to assess Vs. ■

The rock categories, Site Classes A and B, shall not be
used if there is more than 10feet(3048 mm) of soil between
the rock surface and the bottom of the spread footing or mat
foundation.

1613.5.5.1 Steps for classifying a site.

1. Check for the four categories of Site Class F requir-
ing site-specific evaluation. If the site corresponds
to any of these categories, classify the site as Site
Class F and conduct a site-specific evaluation.

2. Check for the existence of a total thickness of soft
clay > 10 feet (3048 mm) where a soft clay layer is
defined by: s„ < 500 psf (24 kPa), w > 40 percent
and PI > 20. If these criteria are satisfied, classify
the site as Site Class E.

3 . Categorize the site using one of the following three
methods with v s , N, and Su and computed in all

, cases as specified.

3.1. v, for the top 100 feet (30 480 mm) (v s
method).

3.2. N ch for the top 100 feet (30 480 mm) (N
method).

3.3. iV for cohesionless soil layers (PI< 20) in
the top 100 feet (30 480 mm) and average,
5 „ for cohesive soil layers (PI > 20) in the

, top 100 feet (30 480 mm) (s„ method).

1613.5.6 Determination of seismic design category.

Occupancy Category I, II or III structures located where the
mapped spectral response acceleration parameter at 1 -sec-
ond period, S„ is greater than or equal to 0.75 shall be
assigned to Seismic Design Category E. Occupancy Cate-

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

gory IV structures located where the mapped spectral
response acceleration parameter at 1 -second period, S lt is
greater than or equal to 0.75 shall be assigned to Seismic
Design Category F. All other structures shall be assigned to
a seismic design category based on their occupancy cate-
gory and the design spectral response acceleration coeffi-
cients, S DS and S D b determined in accordance with Section
1613.5.4 or the site-specific procedures of ASCE 7. Each
building and structure shall be assigned to the more severe
seismic design category in accordance with Table
1613.5.6(1) or 1613.5.6(2), irrespective of the fundamental
period of vibration of the structure, T.

Exception: [OSHPD 2] Structures not assigned to Seis-
mic Design Category EorF above shall be assigned to
Seismic Design Category D.

TABLE 1613.5.6(1)

SEISMIC DESIGN CATEGORY BASED ON

SHORT-PERIOD RESPONSE ACCELERATIONS

VALUE OF S DS

OCCUPANCY CATEGORY

I or II

III

S DS <QA61g

0.167g<5 ra <0.33g

0.33g<S D5 <0.50g

0.50g<S DS

TABLE 1613.5.6(2)

SEISMIC DESIGN CATEGORY BASED ON

1 -SECOND PERIOD RESPONSE ACCELERATION

VALUE OF S D1

OCCUPANCY CATEGORY

I or II

III

S D1 < 0.067g

0.067g<S Di <0.133g

0.133g<5 D; <0.20g

0.20g<S D1

1613.5.6.1 Alternative seismic design category deter-
mination. Where S 1 is less than 0.75, the seismic design
category is permitted to be determined from Table
1613.5.6(1) alone when all of the following apply:

1. In each of the two orthogonal directions, the ap-
proximate fundamental period of the structure, T a ,
in each of the two orthogonal directions deter-
mined in accordance with Section 12.8.2.1 of
ASCE 7, is less than 0.8 T s determined in accor-
dance with Section 11.4.5 of ASCE 7.

2. In each of the two orthogonal directions, the fun-
damental period of the structure used to calculate
the story drift is less than T s .

3. Equation 12.8-2 of ASCE 7 is used to determine
the seismic response coefficient, C s .

4. The diaphragms are rigid as defined in Section
12.3.1 in ASCE 7 or for diaphragms that are flexi-

ble, the distance between vertical elements of the
seismic-force-resisting system does not exceed 40
feet (12 192 mm).

Exception: [OSHPD 2] Seismic design cate-
gory shall be determined per exception to Sec-
tion 1613.5.6.

1613.5.6.2 Simplified design procedure. Where the
alternate simplified design procedure of ASCE 7 is used,
the seismic design category shall be determined in accor-
dance with ASCE 7.

Exception: [OSHPD 2] Seismic design category
shall be determined per exception to Section
1613.5.6.

1613.6 Alternatives to ASCE 7. The provisions of Section
1613.6 shall be permitted as alternatives to the relevant provi-
sions of ASCE 7.

1613.6.1 Assumption of flexible diaphragm. Add the fol-
lowing text at the end of Section 12.3.1.1 of ASCE 7:

Diaphragms constructed of wood structural panels or
untopped steel decking shall also be permitted to be ideal-
ized as flexible, provided all of the following conditions are
met:

1. Toppings of concrete or similar materials are not
placed over wood structural panel diaphragms except
for nonstructural toppings no greater than 1 V 2 inches
(38 mm) thick.

2. Each line of vertical elements of the lateral-force-re-
sisting system complies with the allowable story drift
of Table 12.12-1.

3. Vertical elements of the lateral-force-resisting system
are light-framed walls sheathed with wood structural
panels rated for shear resistance or steel sheets.

4. Portions of wood structural panel diaphragms that
cantilever beyond the vertical elements of the lat-
eral-force-resisting system are designed in accor-
dance with Section 2305.2.5 of the California
Building Code.

1613.6.2 Additional seismic-force-resisting systems for
seismically isolated structures. Add the following excep-
tion to the end of Section 17.5.4.2 of ASCE 7:

Exception: For isolated structures designed in accor-
dance with this standard, the Structural System Limita-
tions and the Building Height Limitations in Table
12.2-1 for ordinary steel concentrically braced frames
(OCBFs) as defined in Chapter 1 1 and ordinary moment
frames (OMFs) as defined in Chapter 1 1 are permitted to
be taken as 160 feet (48 768 mm) for structures assigned
to Seismic Design Category D, E or F, provided that the
following conditions are satisfied:

1 . The value ofR l as defined in Chapter 17 is taken as
1.

2. For OMFs and OCBFs, design is in accordance
with AISC 341.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

The acceleration values contoured on this map are for
the random horizontal component of acceleratioa For
design purposes, the reference site condition for the map
is to be taken as Site Class B.

Selected countouis liave been deleted for clarity.
Regional maps should be used when additional detail is
required

Leyendeckcr, Frankcl, and Rubbles (2001 , 20O4) liave
prepared a CD-ROM that contains software to allow
determination of Site Class B map values by
latitude-longitude. The software on the CD contains site
coefficients that allow the user lo adjust map values for
different Site Classes. Additional maps at different
scales are also included on the CD. The CD was prepared
using the same data as tliat used to prepare the Maximum
Considered Earthquake Ground Motion maps.

The National Seismic Hazard Mapping Project Web Site,
http://cqhazmaps.usip.gov/, contains electronic
versions ofmismapandotliers. Documentation, gridded
values, and Arc/INFO coverages used to make the maps
are also available.

The California portion of the map was produced jointly
with the California Geological Survey.

Map prepared by US. Geological Survey.

Lcycndecker, E, Frankel, A, and Rukstales, K, 2001 , Seismic

Design Parameters, U.S. Geological Survey Open-File

Report 01 -437.
Leyendecker, E, Frankel, A, and Rukstales, K., 2004, Seismic

Design Parameters, US. Geological Survey Open-File

Report (in progress).
National Seismic Hazard Mapping Project Web Site,

http://eqhazniips.usgs.gov, U S. Geological Survey.

- Region 1 isshown enlarged in figurel613.5(3)

- Region 2 is shown enlarged in figure 1 61 3.5(5)

- Region 3 is shown enlarged in figure 1 61 3.5(7)

- Region 4 is shown enlarged in figure 1 61 3.5(9)

FIGURE 1613.5(1)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR THE CONTERMINOUS UNITED STATES OF

0.2 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

FIGURE 1613.5(1)— continued

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR THE CONTERMINOUS UNITED STATES OF

0.2 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

FIGURE 1613.5(2)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR THE CONTERMINOUS UNITED STATES

OF 1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

FIGURE 1613.5(2)— continued

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR THE CONTERMINOUS UNITED STATES

OF 1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

2007 CALIFORNIA BUILDING CODE

o
o
-J

-n
O
3J

Z
>
CD

□

a
o
o
o
m

FIGURE 1613.5(3)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 1 OF

0.2 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

W
3J

c
o

H
C

m
w
O

CO
00

o
o

c
r-
g
•z
a
o
o

Contour intervals, % g

Note: contours arc irregularly spaced

Areas wilhao

response acceleration of 150% g

Point value of spectral response
acceleration expressed as a percent
of gravity

Contours of spectral response
acceleration expressed as a percent
_e — j_, Hacbures point in

times 1 5, expressed as a percent of
gravity.

DISCUSSION

A line shown as a fault location is the projection to the earth's
surface of the edge of the fault rupture area located closest to
the earth's surface. Only the portion of the fault used in
determining design values is shown. The number on the fault is the
(fclenmnisticnKdianspectialiesporjseaccderationtiineslJ. The
values on the fault portion shown may be used for interpolation
purposes.

Selectedcontourerearfaullshavebeendeletedfbrclarity. In
these instances, interpolation may be done using fault values and the
nearest adjacent contour.

Refer to the map of Maximum Considered Earthquake Ground
Motion for the Conterminous United States of 0.2 sec Spectral
Response Acceleration (figure 1613-5(1 )) foradditional discussion
and references.

c
o

-t
c

200 KILOMETERS

FIGURE 1613.5(3)— continued

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 1 OF

0.2 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

-n
O
jj
z

o
o
o
o
m

FIGURE 1613.5(4)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 1 OF

1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

-1
u
c
o

-i
c

I -

o
m
w

O
O
■^

Z
>
CD

C
I-
D

■z
o
o
o

\ \l\ \

Explanation

Contour intervals, % g

Note: contoursaieirreguladyspaced

Areas witha constant spectral
response acceleration of 60% g

Point value of spectral response
acceleration expressed as a percent
of gravity

of gravity. Hachures point in
direction of decreasing values.

times 1 J, expressed as a percent of
gravity.

DISCUSSION

A line shown as a fault location is the projection to the earth's
surface of the edge of the fault rapture area located closest to
the earth's surface. Only the portion ofthe fault used in
determining design values is shown. Thenurnberontbefaultislhc
determiru^ncmed^ST^tralresTOnseacceleradondmeslJ. The
values on the fault portion shown may be used for interpolation

Selectedcontoursnearraulrsharebeendekledfbrclarity. In
these instances, interpolation may be done using fault values and the
nearest adjacent contour;

Refer to the map of Maximum Considered Earthquake Ground
Motion for the Conterminous United Slates of 1.0 sec Spectral
Response Acceleration (figure 1 61 3.5(2)) for additional discussion
and references.

200 KILOMETERS

FIGURE 1613.5(4)— continued

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 1 OF

1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

C/)

-I

c
o

-I
c

30
>

I-

m
eg
Q

{ J

o
-J

O
3J

z
>

c
I-
g
z
o
o
o
a
m

100 KILOMETERS

Explanation
Contour intervals, % g

Note comoins are inegulariy spaced

_l Point value of spectral response

g- acceleration expressed as a percent

of gravity

Contouis of spectral response
acceleration expressed as a percent
ofgravity. Hachures point in
direction of decreasing values.

DISCUSSION

Refer to the map of Maximum Considered Earthquake Ground
Motion for the Contenninous United States of 0.2 sec Spectral
Response Acceleration (Figure 1 61 3 .5(1 )) for discussion and
references.

Index map showing location of study area

FIGURE 1613.5(5)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 2 OF

0.2 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

C/>

-1
33

c
o

H
C
3J
>
I-
O

m
w

o
o
-J

>
r;
■n
O
x
z
>

c
r-
D

o
o
o

Explanation

Contour intervals, % g

125

90 •

——25 —

Note: contains are ii

Tegulariy spaced

+
6.2

Point value of spectral response
acceleration expressed as a percent
of gravity

Contours of spectral response
acceleration expressed as a percent
of gravity. Hachurcs point in
directi on of decreasing values.

DISCUSSION

Refer to the map of Maximum Considered Earthquake Ground
Motion for the Conterminous United States of 1 .0 sec Spectral
Response Acceleration (Eguie 1 61 3.5(2)) for discussion and
references.

100 KILOMETERS

-f

c
o

-I
c
u

>
r-

o
m

Index map showing location of study ai

FIGURE 1613.5(6)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 2 OF

1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

o
o
-J

>
00

c
I-
g
z
a
o
o
a
m

100 KILOMETERS

Contour intervals, % g
200

-35-
-30-

Note: contours are irregulariy spaced

Areas with a constantspcctral
response acceleration of 150% g

point value of spectral response
acceleration expressed as a percent
of gravity

Contotus of spectral response
acceleration expressed as a percent
of gravity. Hacbures point in
direction of decreasing values.

DISCUSSION

Refer to the map of Maximum Considered Earthquake Ground
Motion for the Conterminous United States of 0.2sec Spectral
Response Acceleration (Egure 1613.5(1)) for discussion and
references.

Index mapshowing location of study area

H
C
30
>

FIGURE 1613.5(7)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 3 OF

0.2 SEC SPECTRAL RESPONSE ACCELERATION (5% PERCENT OF CRITICAL DAMPING), SITE CLASS B

m
w

o
o
-J

-n
O

3J
Z
>
CD

z
a
o
o
a
m

100 KILOMETERS

Explanation
Contour intervals, % g

Note contours are irregulariy spaced

Areas with a constant spectral
response acceleration of60% g

FVintvalueofspecualn .
acceleration expressed as a percent
of gravity

Contains of spectral n .
acceleration expressed as a percent
of gravity. Hachures point in
direction of decreasing values.

Refer to the map of Maximum Considered Earthquake Ground
Motion forthe Conteiminous United States of 1 .Osec Spectral
Response Acceleration (Figure 1 61 3.5(2)) fc

Index map snowing location of study area

FIGURE 1613.5(8)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 3 OF

1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

-I
3J

-4
C

m
<n

STRUCTURAL DESIGN

1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING)

6.2

Explanation

Point value of spectra! response
acceleration expressed as a percent
of gravity

Contours of spectral response
acceleration expressed as a percent
of gravity. Hachurcs point in
direction of decreasing values.

DISCUSSION

Refer to the maps of Maximum Considered Earthquake Ground
Motion for the Conterminous United States of 0.2 and l.Oscc
Spectral Response Acceleration (Figures 1 613.5(1) and 1613.5(2))
for discussion and references.

100 KILOMETERS

Index map showing location of study area

FIGURE 1613.5(9)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 4 OF

0.2 AND 1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

Contour intervals, % g

-200-
-175-
-150-
-125-
-100-
-90-

-60-
-50-
-40-
-35-
-30-
-25-
-20-
-15-
-10-

Note contouisaie
inugulariy spaced

Areas wilhaconstant spectral
lesponse acceleration of!50% g

Locations of deteiministic zone
boundaries (see DISCUSSION).
The number on the boundary and
inside the zone is the median
spectral response acceleration
times 1 .5, expressed as a
percent of gravity.

0.2 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING)

Contour intervals) % g

150

125

100

Areas wth a constant spectra]
lesponse acceleration of 60% g

Locations of deteiministic zone
boundaries (see DISCUSSION).
The numberon the boundaiy and
inside the zone is the median
spectral response acceleration
times 1.5, expressed as a
percent of gravity.

1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING)

100 100

6.2

Explanation

Point value of spectral response
acceleration expressed as a percent
of gravity

Conloois of spectral response
acceleration expressed as a percent
of gravity. Hachures point in
direction of decreasing values.

DISCUSSION

The acceleration values contoured on this map are for the random horizontal
component of acceleration. Redesign purposes, the icfeiencesite condition
for the map is to be taken as Site Class B.

The two areas shown as zone boundaries arc the projection to the earth's
surface of horizontal rupture planes at 9 km depth Spectral accelerations
arc constant within tlto boundaries of the zones, Tiic numberon the boundaiy
and inside the zone is the median spectral response acceleration times 1.5.

Leyendecker, Frankel, and Rukslalcs (2001 , 2004) Iiavo prepared a CD-ROM
that contains software to allow determination of Site Class B map values by
latitude-longitude. Tliesoftwaraon ihe CD conlninssile coefficients that
allow the user to adjust map values for different Site Classes. Additional
maps at different scales are also included on the CD. Tire CD was prepared
using the same data as that used to prepare lite Maximum Considered Earthquake
Ground Motion maps.

The National Seismic Hazard Mapping Project Web Site,
http://eqhazmaps.usgs.gov, contains electronic versions of this map
and others. Documentation, gridded values, and Arc/INFO coverages used
to make the maps are also available.

MappreparcdbyU.S, Geological Survey.

200 KILOMETERS

REFERENCES

Building Seismic Safety Council 2004, NEHRP Recommended Revisions for Seismic

Regulations for New Buildings andotberStructures, Parti -Provisions, FEMA 450.
BuildingSeismic Safely Council 2004.NEHRP Recommended Provisions for Seismic

Regulations forNewBuildingsandolherStructurcs, Part 2- Commentary, FEMA 450.
Kleia F-> Frankel, A, Mueller, C, Wesson, R. and Okubo, P., 2001, Seismic hazard

in Hawaii.' high rale of large earthquakes and probabilistic ground-motion maps,

BulL Seism, Soa Am, v. 91, pp. 479-498.
Klein, R, Frankel, A., Mueller, C, Wesson, R, and Okubo, P., 1993, Seismic-Hazard Maps

for Hawaii, Sheet 2 - 2% Probability of Exeecdanee in 50 Yeats for Peak Horizontal

Acceleration and Horizontal Spectral Response Acceleration for 0,2, 0.3, and 1.0 Second

Periods US. Geological Survey Geologic Investigation Series 1-2724, scale 1 :2,000,00a
Leyendecker, E, Frankel, A, and Rukslalcs, K, 2001 , Seismic Design Parameters, US.

Geological Survey Open-File Report 01 -437.
Leyendecker, E, Frankel, A, and Rukslales, K., 2004, Seismic Design Parameters, US.

Geological Survey Open-File Report (in progress),
NationalSeismic Hazard Mapping Project Web Site, http://eqhazinap3.usgs, gov,

U. S. Geological Survey.

FIGURE 1613.5(10)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR HAWAII OF

0.2 AND 1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

2007 CALIFORNIA BUILDING CODE

o
o

-4

z
>

c
I-
D
Z
Q
O
O
O
m

Building Seismic Safely Council 2004, NEHRP Recommended Provisions for Seismic

Regulations for NewBuildings and olherStructures, Parti -Provisions, FEMA 450.
Building Seismic Safety Council 2004, NEHRP Recommended Provisions for Seismic

Regulations for New Buildings and other Structures, Pait2 - Commentary, FEMA 450.
Lcyendeckcr, E, Frankei, A., and Rukstales, K, 2001 , Seismic Design Parameters, US.

Geological Survey Open-File Report 01 -437.
Leyendeckcr, E, Frankei, A, and Rukstales, K., 2004, Seismic Design Parameters, U.S.

Geological Survey Open-File Report (in progress).
National Seismic Hazard Mapping Project Web Site, http://eqhazmaps.usgs.gov,

U. & Geological Survey.
Wesson, R-, FrankeL A, Mueller, C, and Harmsen, S., 1 999, Probabilistic Seismic Hazard

Maps of Alaska, U.S. Geological Survey Open-File Report 99-36.
Wesson, P_, Frankei, A, Mueller, C, and Harmsen, S., 1 998, Seismic-Hazard Maps for

Alaska and the Aleutian Islands, Sheet 2 - 2% Probability of Exceedance in 50 Years

for PeakHorizonta] Acceleration atid Horizontal Spectral Response Acceleration for 0.2,

0.3, and 1 .0 Second Periods U.S. Geological Survey Geologic investigation Series 1-2679,

sc.ikl:7,500,000.

750 KILOMETERS

-J

FIGURE 1613.5(11)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR ALASKA OF

0.2 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

(/>

H
3D

H
C
31

|—

o
o
->l

-n
O

>
on

c
r™
o

-I

c
o

r-
D

BuildingSeistnic Safety Council 2004, NEHRP Recommended Provisions for Seismic

Regulations for New Buildings and otherStructures, Parti - Provisions, FEMA 450.
Building Seismic Safety Council 2004, NEHRP Recommended Provisions for Seismic

Regulations for New Buildings and other Structures, Part 2 -Commentary, FEMA. 450.
Leyendecker, E, Frankel, A, and Rukstales, K, 2001 , Seismic Design Parameters, U.S.

Geological Survey Open-Hie Report 01 -437.
Leyendecker, E, Frankel, A, and Rukstales, K, 2004, Seismic Design Parameters, US.

Geological Survey Open-File Report fin progress).
National Seismic Hazard Mapping Project Web Site, http://eqhazmaps.usgs.gov,

U S. Geological Survey.
Wesson, R, Frankel, A., Mueller, C, and Harmsen, S., 1 999, Probabilistic Seismic Hazard

Mars of Alaska, US. Geological Survey Open-EIe Report 99-36
Wesson, R., Frankel, A, Mueller, C, and Harmsen, S., 1 998, Seismic-Hazard Maps for

Alaska and the Aleutian Islands, Sheet 2-2% Probability of Exceedance in SO Years

forPeakHorizontal Acceleration and Horizontal Spectral Response Acceleration for 0.2,

03, and 1.0 Second Periods U.S. Geological Survey Geologic Investigation Series 1-2679,

scale 1:7,500.000.

750 KIIOMETBS

a
o
o
a
m

FIGURE 1613.5(12)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR ALASKA OF

1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

STRUCTURAL DESIGN

Contour intervals, %

-200-
7-175-
-150-
-125-
-100-
-90-
-80-
_70-
-60-
-50-
-40-
-35-
-30-
-25-
-20^
-15 —
-10 —
-5 —
-0 —

Contour intervals, % g

-150-
-125-
-100-
-90-
-75-
-60-
-50-
-40-
-30-
-25-
-t20-

0.2 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING)

1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING)

Explanation

a. Point value or spectral response

f*~ acceleration expressed asa percent

"■^ of gravity

Contours of spectral response
acceleration expressed as a percent
of gravity. Hacnurcs point in
direction of decreasing values.

DISCUSSION

The acceleration values contoured on this map are for the random horizontal
component of acceleration. Bar design purposes, the reference site condition
for the map is to be taken as Site Class B.

Leycndeckcr, Frankel, and Rukstalcs (2001 , 2004) have prepared a CD-ROM
that contains software to allow determination of Site Class B map values by
latitude-longitude. Thesoftwareon the CDcontainssite coefficients that
allowtheusertoadjust map values for differentSite Classes. Additional maps
at different scales aw also included on the CD. The CD was prepared using the
same data as that used to prepare the Maximum Considered Earthquake Ground
Motion maps.

The National Seismic Hazard Mapping Project Web Site,
http://cqhazmaps.usBs.gov, contains electronic versions of this map
and others. Documentation, gridded values, and Arc/INFO coverages used
to make the maps are also available.

Map prepared by US. Geological Survey.

KILOMETERS

REFERENCES

Building Seismic Safety Council 2004, NEHRP Recommended Provisions for Seismic

Regulations for New Buildings and otherStructurcs, Part 1 - Provisions, FEMA 450.
Building Seismic Safety Council 2004, NEHRP Recommended Provisions for Seismic

Regulations for New Buildings and otherStructures, Part 2 - Commentary, FEMA 450.
Leyendecker, E, Frankel, A., and Rukstales, K,, 2001 , Seismic Design Parameters, U.S.

Geological Survey Open-File Report 01 -137.
leyendecker, E, Frankel, A., and Rukstalcs, K., 2004, Seismic Design Parameters, US.

Geological Survey Open-File Report (in progress).
Mueller, C, Frankel, A., Petersen, M., and Leyendecker, E, 2003, Documentation for

2003 USGS Seismic Hazard Maps for Puerto Rico and the US. Virgin Islands, US.

Geological Survey Open-File Report 03-379.
Mueller, C, Frankel, A., Petersen, M,, and Leyendecker, E, 2004, Seismic-Hazard Maps

for Puerto Rico and the US. Virgin bland, Sheet 2- 2% Probability of

Exceedancc in 50 Years for Peak Horizontal Acceleration and Horizontal Spectral

Response Acceleration for 0.2, 0.3, and 1.0 Second Periods US. Geological Survey

Geologic Investigation Scries (in progress).
National Seismic Hazard Mapping Project WebSite, http://eqhazinaps.usgs.gov,

US. Geological Survey,

FIGURE 1613.5(13)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR PUERTO RICO, CULEBRA, VIEQUES, ST. THOMAS,

ST. JOHN AND ST. CROIX OF 0.2 AND 1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

150% g

J ^~

~> /-'

)

~—~ j

GUAM

(UNITED STATES)

DISCUSSION

Leyendeckcr, Frankel, and Rukstales (2001 , 2004) have prepared a CD-ROM that conlains
software to allow determination ofSile Class B map values fay either latitude-longitude or
zip code. The software on the CD contains site coefficients that allow the user to adjust
map values fordifferent Site Classes.

Map prepared by US. Geological Survey,

100% g

/" TUTUILA
/ (UNITED STATES)

0.2 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING)

60% g

/ /

j /

i
i

!
J

GUAM
(UNITED STATES)

U'OffN

REFERENCES

Building Seismic Safety Council 2004, NEHRP Recommended Provisions for Seismic Regulations

forNewBdldingsaiwotherSlructures, Parti -Provisions, FEMA4501
Building Seismic Safety Co uncil 2004, NEHRPRecorrtrMndedPiovisions for Seismic Regulations

for New Buildings and olherStructures, Part 2 - Commentary, FEMA450.
Leyendeckcr, E, Banket, A., and Rukstalcs, K, 2001 , Seismic Design Parameters, U.S. Geological

Survey Open-File Report 01 437.
Lcycndecker, £, Frankel, A,, and Rukstales, K., 2004, Seismic Design Parameters, US. Geological

Survey Open-File Report (in progress).
National Seismic Hazard Mapping Project Web Site, http://eqhazmaps.iisgs.gov,

US. Geological Survey.

40% g

-7***

?. — j (

/" TUTUILA
/ (UNTTED STATES)

1«"«' 1«°00 T E m'<» 170=45'

1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING)

25 MJLES

b — i i— a:

FIGURE 1613.5(14)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR GUAM AND TUTUILLA OF

0.2 AND 1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

2007 CALIFORNIA BUILDING CODE

CALIFORNIA BUILDING CODE - MATRIX ADOPTION TABLE
CHAPTER 16A - STRUCTURAL DESIGN

Adopting Agency

BSC

SFM

HCD

DSA

OSHPD

CSA

DHS

AGR

DWR

CEC

SLC

1/AC

Adopt Entire California Chapter

Adopt Entire Chapter as amended
(amended sections listed below)

Adopt only those sections that are
listed below

Chapter / Section

Codes

1607A.2

^ ;

2007 CALIFORNIA BUILDING CODE

52 2007 CALIFORNIA BUILDING CODE

CHAPTER 164

STRUCTURAL DESIGN

SECTION 16014
GENERAL

1601A.1 Scope. The provisions of this chapter shall govern the
structural design of buildings, structures and portions thereof
regulated by this code.

1601A.1.1 Application. The scope of application of Chap-
ter 16A is as follows:

1. Applications listed in Section 109.2, regulated by the
Division of the State Architect — Structural Safety
(DSA-SS). These applications include public elemen-
tary and secondary schools, community colleges and
state-owned or state-leased essential services build-
ings.

2. Applications listed in Sections 1 10.1 and 1 10.4, regu-
lated by the Office of Statewide Health Planning and
Development (OSHPD). These applications include
hospitals, skilled nursing facilities, intermediate care
facilities and correctional treatment centers.

Exception: [OSHPD 2] Single-story Type V
skilled nursing or intermediate care facilities uti-
lizing wood-frame or light-steel-frame construc-
tion as defined in Health and Safety Code Section
129725, which shall comply with Chapter 16 and
any applicable amendments therein.

1601A.1.2 Amendments in this chapter. DSA-SS and
OSHPD adopt this chapter and all amendments.

Exception: Amendments adopted by only one agency
appear in this chapter preceded with the appropriate
acronym of the adopting agency, as follows:

1. Division of the State Architect — Structural Safety:
[DSA-SS] For applications listed in Section 109.2

2. Office of Statewide Health Planning and Develop-
ment.

[OSHPD 1] For applications listed in Section
110.1.

[OSHPD 4] For applications listed in Section
110.4.

1601A.2 References. All referenced codes and standards listed
in Chapter 35 shall include all the modifications contained in
this code to referenced standards. In the event of any discrep-
ancy between this code and a referenced standard, refer to Sec-
tion 101.7.

1601 A3 Enforcement agency approval. In addition to the
requirements of California Code of Regulations (C.C.R.) Title
24, Parts 1 and 2, any aspect of project design, construction,
quality assurance or quality control programs for which this
code requires approval by the design professional are also sub-
ject to approval by the enforcement agency.

SECTION 1602,4
DEFINITIONS AND NOTATIONS

1602A.1 Definitions. The following words and terms shall, for
the purposes of this chapter, have the meanings shown herein.

ALLOWABLE STRESS DESIGN. A method of proportion-
ing structural members, such thatelastically computed stresses
produced in the members by nominal loads do not exceed spec-
ified allowable stresses (also called "working stress design").

BALCONY, EXTERIOR. An exterior floor projecting from
and supported by a structure without additional independent
supports.

DECK. An exterior floor supported on at least two opposing
sides by an adjacent structure, and/or posts, piers or other inde-
pendent supports.

DESIGN STRENGTH. The product of the nominal strength
and a resistance factor (or strength reduction factor).

DIAPHRAGM. A horizontal or sloped system acting to trans-
mit lateral forces to the vertical-resisting elements. When the
term "diaphragm" is used, it shall include horizontal bracing
systems.

Diaphragm, blocked. In light-frame construction, a dia-
phragm in which all sheathing edges not occurring on a
framing member are supported on and fastened to blocking.

Diaphragm 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 ASCE7, as modified
in Section 1613A.6.1.

DURATION OF LOAD. The period of continuous applica-
tion of a given load, or the aggregate of periods of intermittent
applications of the same load.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

ENFORCEMENT AGENT. That individual within the agency
or organization charged with responsibility for agency or
organization compliance with the requirements of this code.
Used interchangeably with "Building official" or "Code offi-
cial."

ESSENTIAL FACILITIES. Buildings and other structures
that are intended to remain operational in the event of extreme
environmental loading fromflood, wind, snow or earthquakes.

FACTORED LOAD. The product of a nominal load and a load
factor.

GUARD. See Section 1002.1.

HOSPITAL BUILDING. Any building defined in Section
129725, Health and Safety Code.

IMPACT LOAD. The load resulting from moving machinery,
elevators, craneways, vehicles and other similar forces and
kinetic loads, pressure and possible surcharge from fixed or
moving loads.

LIVE LOADS (ROOF). Those loads produced (1) during
maintenance by workers, equipment and materials; and (2)
during the life of the structure by movable objects such as
planters and by people.

LOAD AND RESISTANCE FACTOR DESIGN (LRFD). A

LOAD EFFECTS. Forces and deformations produced in
structural members by the applied loads.

NOMINAL LOADS. The magnitudes of the loads specified in
this chapter (dead, live, soil, wind, snow, rain, flood and earth-
quake).

OCCUPANCY CATEGORY. A category used to determine
structural requirements based on occupancy.

OTHER STRUCTURES. Structures, other than buildings,
for which loads are specified in this chapter.

PANEL (PART OF A STRUCTURE). The section of a floor,
wall or roof comprised between the supporting frame of two
adjacent rows of columns and girders or column bands of floor
or roof construction.

RESISTANCE FACTOR. A factor that accounts for devia-
tions of the actual strength from the nominal strength and the
manner and consequences of failure (also called "strength
reduction factor").

VEHICLE BARRIER SYSTEM. A system of building com-
ponents near open sides of a garage floor or ramp or building
walls that act as restraints for vehicles.

NOTATIONS.

D = Dead load.

E - Combined effect of horizontal and vertical earth-
quake induced forces as defined in Section 12.4.2 of
ASCE 7.

E m = Maximum seismic load effect of horizontal and ver-
tical seismic forces as set forth in Section 12.4.3 of
ASCE 7.

F = Load due to fluids with well-defined pressures and

maximum heights.
F a = Flood load.

H = Load due to lateral earth pressures, ground water
pressure or pressure of bulk materials.

L = Live load, except roof live load, including any per-
mitted live load reduction.

L r = Roof live load including any permitted live load re-
duction.

R = Rain load.

S = Snow load.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

T - Self-straining force arising from contraction or ex-
pansion resulting from temperature change, shrink-
age, moisture change, creep in component
materials, movement due to differential settlement
or combinations thereof.

W = Load due to wind pressure.

SECTION 16034
CONSTRUCTION DOCUMENTS

1603A.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 1603A.1.1 through 1603A.1.8
shall be indicated on the construction documents.

1 . Floor and roof live loads.

2. Ground snow load. P s .

3. Basic wind speed (3-second gust), miles per hour
(mph) (km/hr) and wind exposure.

4. Seismic design category and site class.

5. Flood design data, if located in flood hazard areas
established in Section 1612A.3.

[OSHPD 1] Additional requirements are included in Section
7-115 and 7-125 of the Building Standards Administration
Code (Part 1, Title 24, C.C.R.).

[DSA-SS] Additional requirements are included in Section
4-210 and 4-317 of the Building Standards Administration
Code (Part 1, Title 24, C.C.R.).

1603A.1.1 Floor live load. The uniformly distributed, con-
centrated and impact floor live load used in the design shall
be indicated for floor areas. Use of live load reduction in
accordance with Section 1 607 A. 9 shall be indicated for each
type of live load used in the design.

1603A.1.2 Roof live load. The roof live load used in the
design shall be indicated for roof areas (Section 1 607A. 11).

1603A.1.3 Roof snow load. The ground snow load, P s , 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 provided,
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, I.

4. Thermal factor, C, .

1603A.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 building:

1. Basic wind speed (3-second gust), miles per hour
(km/hr).

2. Wind importance factor, I, and occupancy 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.

1603A.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 lat-
eral-force-resisting system of the building:

1. Seismic importance factor, /, and occupancy cate-
gory.

2. Mapped spectral response accelerations, S s and 5 ; .

3. Site class.

4. Spectral response coefficients, S DS and S D1 .

5. Seismic design category.

6. Basic seismic-force-resisting system(s).

7. Design base shear.

8. Seismic response coefficient(s), C s .

9. Response modification factor(s), R.

10. Analysis procedure used.

1603A.1.5.1 Connections. Connections that resist
design seismic forces shall be designed and detailed on
the design drawings.

1603A.1.6 Flood design data. For buildings located in
whole or in part in flood hazard areas as established in Sec-
tion 1612A.3, the documentation pertaining to design, if
required in Section 1612A.5, shall be included and the fol-
lowing information, referenced to the datum on the commu-
nity's Flood Insurance Rate Map (FIRM), shall be shown,
regardless of whether flood loads govern the design of the
building:

1. In flood hazard areas not subject to high- velocity
wave action, the elevation of the proposed lowest
floor, including the basement.

2. In flood hazard areas not subject to high-velocity
wave action, the elevation to which any nonresiden-
tial building will be dry floodproofed.

3. In flood hazard areas subject to high- velocity wave
action, the proposed elevation of the bottom of the
lowest horizontal structural member of the lowest
floor, including the basement.

1603A.1.7 Special loads. Special loads that are applicable
to the design of the building, structure or portions thereof
shall be indicated along with the specified section of this
code that addresses the special loading condition.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

1603A.1.8 Systems and components requiring special
inspections for seismic resistance. Construction docu-
ments or specifications shall be prepared for those systems
and components requiring special inspection for seismic
resistance as specified in Section 1707A. 1 by the registered
design professional responsible for their design and shall be
submitted for approval in accordance with Section 106.1,
Appendix Chapter 1. Reference to seismic standards in lieu
of detailed drawings is acceptable.

1603A.2 Restrictions on loading. It shall be unlawful to place,
or cause or permit to be placed, on any floor or roof of a build-
ing, structure or portion thereof, a load greater than is permitted
by these requirements.

1603A.3 Live loads posted. Where the live loads for which
each floor or portion thereof of a commercial or industrial
building is or has been designed to exceed 50 psf (2.40 kN/m 2 ),
such design live loads shall be conspicuously posted by the
owner in that part of each story in which they apply, using dura-
ble signs . It shall be unlawful to remove or deface such notices .

1603A.3.1 Snow load posting. Snow loads used in design
shall be posted as for live loads.

1603A.3.2 Load posting responsibility. [OSHPD 1 and 4]

The hospital owner or hospital governing board shall be
responsible for keeping the actual load below the allowable
limits.

1603A.4 Occupancy permits for changed loads. Occupancy
permits for buildings hereafter erected shall not be issued until
the floor load signs, required by Section 1603A.3, have been
installed.

SECTION 1604A
GENERAL DESIGN REQUIREMENTS

1604A.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.

1604A.2 Strength. Buildings and other structures, and parts
thereof, shall be designed and constructed to support safely the
factored loads in load combinations defined in this code with-
out exceeding the appropriate strength limit states for the mate-
rials of construction. Alternatively, buildings and other
structures, and parts thereof, shall be designed and constructed
to support safely the nominal loads in load combinations
defined in this code without exceeding the appropriate speci-
fied allowable stresses for the materials of construction.

Loads and forces for occupancies or uses not covered in this
chapter shall be subject to the approval of the building official.

1604A.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.

1604A.3.1 Deflections. The deflections of structural mem-
bers shall not exceed the more restrictive of the limitations

of Sections 1604A.3.2 through 1604A.3.8 or that permitted
by Table 1604A.3.

1604A.3.2 Reinforced concrete. The deflection of rein-
forced concrete structural members shall not exceed that
permitted by ACI 318.

1604A.3.3 Steel. The deflection of steel structural members
shall not exceed that permitted by AISC 360, AISI-NAS,
AISI-General, AISI-Truss, ASCE 3, ASCE 8, SJI JG-1.1,
SJI K- 1.1 or SJI LH/DLH-1.1, as applicable.

1604A.3.4 Masonry. The deflection of masonry structural
members shall not exceed that permitted by ACI 530/ASCE
5/TMS 402.

TABLE 1604A3
DEFLECTION LIMITS 8 ' b ' c ' h ''

CONSTRUCTION

SorW'

D+L"' a

Roof members: 8

Supporting plaster ceiling
Supporting nonplaster ceiling
Not supporting ceiling

1/360
1/140
Z/180

1/360
1/240
Z/180

1/240
Z/180
Z/120

Floor members

1/360

—

1/240

Exterior walls and interior
partitions:
With brittle finishes
With flexible finishes
Veneered walls, anchored
veneers and adhered veneers
over 1 inch (25mm) thick,
including the mortar backing

—

1/240
1/180
1/480

—

Farm buildings

—

Z/180

Greenhouses

—

Z/120

For SI: 1 foot = 304.8 mm.

a. For structural roofing and siding made of formed metal sheets, the total load
deflection shall not exceed 1/60. For secondary roof structural members sup-
porting formed metal roofing, the live load deflection shall not exceed Z/l 50.
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.

b. Interior partitions not exceeding 6 feet in height and flexible, folding and por-
table partitions are not governed by the provisions of this section. The deflec-
tion criterion for interior partitions is based on the horizontal load defined in
Section 1607A.13.

c. See Section 2403 for glass supports.

d. For wood structural members having a moisture content of less than 16 per-
cent at time of installation and used under dry conditions, the deflection
resulting from L + 0.5.D is permitted to be substituted for the deflection
resulting from L + D.

e. The above deflections do not ensure against ponding. Roofs that do not have
sufficient slope or camber to assure adequate drainage shall be investigated
for ponding. See Section 1 6 1 \A for rain and ponding requirements and Sec-
tion 1503.4 for roof drainage requirements.

f. The wind load is permitted to be taken as 0.7 times the "component and clad-
ding" loads for the purpose of determining deflection limits herein.

g. For steel structural members, the dead load shall be taken as zero.

h. For aluminum structural members or aluminum panels used in 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 V 60 . For aluminum sandwich panels used in roofs
or walls of sunroom additions or patio covers, the total load deflection shall
not exceed [ / l20 .

i. For cantilever members, / shall be taken as twice the length of the cantilever.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

1604A.3.5 Aluminum. The deflection of aluminum struc-
tural members shall not exceed that permitted by AA
ADM1.

1604A.3.6 Limits. Deflection of structural members over
span,/, shall not exceed that permitted by Table 1604 A.3.

1604A.3.7 Lateral load deflections.

1604 A3. 7.1 General. The deflection of structural sys-
tems designed to resist wind or seismic loads shall be
such that other portions of the structure are not over-
stressed.

Note: See ASCE 7 Section 12.12.4.

1604A.3.7.2 Horizontal diaphragms. The maximum
span-width ratio for any roof or floor diaphragm shall
not exceed those given in Table 2305.2.3 or ICC-ES AC
43 unless test data and design calculations acceptable to
the enforcement agency are submitted and approved for
the use of other span-width ratios. Concrete diaphragms
shall not exceed span-width ratios for equivalent com-
posite floor diaphragms in ICC-ES AC 43.

1604A.3. 8 Deflections. Deflection criteriafor materials not
specified shall be developed by the project architect or
structural engineer in a manner consistent with the provi-
sions of this section and approved by the enforcement
agency.

1604A.4 Analysis. Load effects on structural members and
their connections shall be determined by methods of structural
analysis that take into account equilibrium, general stability,
geometric compatibility and both short- and long-term mate-
rial properties.

Members that tend to accumulate residual deformations
under repeated service loads shall have included in their analy-
sis the added eccentricities expected to occur during their ser-
vice life.

Every structure shall be designed to resist the overturning
effects caused by the lateral forces specified in this chapter. See
Section 1609A for wind loads, Section 1610A for lateral soil
loads and Section 1613A for earthquake loads.

1604A.5 Occupancy category. Buildings shall be assigned an
occupancy category in accordance with Table 1604A.5.

1604A.5.1 Multiple occupancies. Where a structure is
occupied by two or more occupancies not included in the
same occupancy category, the structure shall be assigned the
classification of the highest occupancy category corre-
sponding to the various occupancies. Where structures have
two or more portions that are structurally separated, each
portion shall be separately classified. Where a separated
portion of a structure provides required access to, required
egress from or shares life safety components with another
portion having a higher occupancy category, both portions
shall be assigned to the higher occupancy category.

1604A.6 In-situ load tests. The building official is authorized
to require an engineering analysis or a load test, or both, of any
construction whenever there is reason to question the safety of
the construction for the intended occupancy. Engineering anal-
ysis and load tests shall be conducted in accordance with Sec-
tion 1713A.

1604A.7 Preconstruction load tests. Materials and methods
of construction that are not capable of being designed by
approved engineering analysis or that do not comply with the
applicable material design standards listed in Chapter 35, or
alternative test procedures in accordance with Section 17 11 A,
shall be load tested in accordance with Section 1714A.

1604A.8 Anchorage.

1604A.8.1 General. Anchorage of thereof 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.

1604A.8.2 Concrete and masonry walls. Concrete and
masonry walls shall be anchored to floors, roofs and other
structural elements that provide lateral support for the wall.
Such anchorage shall provide a positive direct connection
capable of resisting the horizontal forces specified in this
chapter but not less than a minimum strength design hori-
zontal force of 280 plf (4. 10 kN/m) of wall, substituted for
"E" in the load combinations of Section 1605A.2 or
1605A.3. Walls shall be designed to resist bending between
anchors where the anchor spacing exceeds 4 feet (1219
mm). Required anchors in masonry walls of hollow units or
cavity walls shall be embedded in a reinforced grouted
structural element of the wall. See Sections 1609A for wind
design requirements and see Section 1613A for earthquake
design requirements.

1604A.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 withdrawal.
Where positive connection to the primary building structure
cannot be verified during inspection, decks shall be self sup-
porting. For decks with cantilevered framing members, con-
nections to exterior walls or other framing members shall be
designed and constructed to resist uplift resulting from the
full live load specified in Table 1607A. 1 acting on the canti-
levered portion of the deck.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

TABLE 1604/1.5
OCCUPANCY CATEGORY OF BUILDINGS AND OTHER STRUCTURES

OCCUPANCY
CATEGORY

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 Occupancy 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:

• Covered structures whose primary occupancy is public assembly with an occupant load greater than 300.

• Buildings and other structures with elementary school, secondary school or day care facilities with an occupant load
greater than 250.

• Buildings and other structures with an occupant load greater than 500 for colleges or adult education facilities.

• Jails and detention facilities.

• Any other occupancy with an occupant load greater than 5,000.

• Power-generating stations, water treatment for potable water, waste water treatment facilities and other public utility facil-
ities not included in Occupancy Category IV.

• Buildings and other structures not included in Occupancy Category IV containing sufficient quantities of toxic or explo-
sive substances to be dangerous to the public if released.

Buildings and other structures designated as essential facilities, including but not limited to:

• [OSHPD 1 and 4] Hospital buildings as defined in C.C.R. Title 24, Part 1, Section 7-111 and all structures required for
their continuous operation and access.

• Fire, rescue and police stations and emergency vehicle garages.
" Designated earthquake, hurricane or other emergency shelters.

• Designated emergency preparedness, communication, and operation centers and other facilities required for emergency
response [DSA-SS] as defined in C. C.R. Title 24, Part 1, Section 4-207 and all structures required for their continuous op-
eration and access .

• Power-generating stations and other public utility facilities required as emergency backup facilities for Occupancy Cate-
gory IV structures.

• Structures containing highly toxic materials as defined by Section 307 where the quantity of the material exceeds the maxi-
mum allowable quantities of Table 307.1(2).

• Aviation control towers, air traffic control centers and emergency aircraft hangars.

• Buildings and other structures having critical national defense functions

• Water treatment facilities required to maintain water pressure for fire suppression.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

1604A.9 Counteracting structural actions. Structural mem-
bers, systems, components and cladding shall be designed to
resist forces due to earthquake and wind, with consideration of
overturning, sliding, and uplift. Continuous load paths shall be
provided for transmitting these forces to the foundation. Where
sliding is used to isolate the elements, the effects of friction
between sliding elements shall be included as a force.

1604A.10 Wind and seismic detailing. Lateral-force-resist-
ing systems shall meet seismic detailing requirements and limi-
tations prescribed in this code and ASCE 7, excluding Chapter
14 and Appendix 11 A, even when wind code prescribed load
effects are greater than seismic load effects.

1604A.11 Construction procedures. Where unusual erection
or construction procedures are considered essential by the pro-
ject-structural engineer or architect in order to accomplish the
intent of the design or influence the design, such procedures
shall be indicated on the plans or in the specifications.

SECTION 16054
LOAD COMBINATIONS

1605A.1 General. Buildings and other structures and portions
thereof shall be designed to resist the load combinations speci-
fied in Section 1605A.2 or 1605A.3 and Chapters 18A through
23, and the special seismic load combinations of Section
1605A.4 where required by Section 12.3.3.3 or 12.10.2.1 of
ASCE 7. Applicable loads shall be considered, including both
earthquake and wind, in accordance with the specified load
combinations. Each load combination shall also be investi-
gated with one or more of the variable loads set to zero.

1605A.2 Load combinations using strength design or load
and resistance factor design.

1605A.2.1 Basic load combinations. Where strength
design or load and resistance factor design is used, struc-
tures and portions thereof shall resist the most critical
effects from the following combinations of factored loads:

1A(D + F)

(Equation 16A-1)

1.2(X> + F + T) + 1.6 (L + H) + 0.5 (L r or S or R)

(Equation 16A-2)

1.2D + 1.6(L,.or,Sori?) + (/;.Lor0.8W) (Equation 16A-3)

1.2D + 1.6iy+/,L+0.5(L r or5or/?) (Equation 16 A-4)

1.2D + 1.0E+fL+f 2 S
0.9D + 1.6W+1.6H
0.9D + 1.0E+1.6H

(Equation 16A-5)
(Equation 16A-6)
(Equation 16A-7)

f, = 1 for floors in places of public assembly, for live loads
in excess of 100 pounds per square foot (4.79 kN/m 2 ),
and for parking garage live load, 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.

Exception: Where other factored load combinations are
specifically required by the provisions of this code, such
combinations shall take precedence.

1605A.2.1.1 Determination off 2 . [DSA-SS] The value
off 2 shall conform with the requirements adopted by the
city, county or city and county in which the project is
located, if more restrictive than prescribed in Section
1605A.2.1.

1605A.2.2 Other loads. Where F a is to be considered in the
design, the load combinations of Section 2.3.3 of ASCE 7
shall be used.

1605A.3 Load combinations using allowable stress design.

1605A.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 combina-
tions of loads:

D + F

D+H+F+L+T

D + H + F+(L r orSorR)

(Equation 16A-8)

(Equation 16A-9)

(Equation 16A-10)

D + H + F+ 0.75 (L + T) + 0.75 (L,. or S or R)

(Equation 16A-11)

D + H + F+(Wor0.7E)

(Equation 16A -12)

D + H+F+0.75(Wor0.7E) + 0.75L+0.75(L r orSorR)

(Equation 16A -13)

0.6D + W+H
0.6D + 0.7E+H

(Equation 16A-14)
(Equation 16A-15)

Exceptions:

1 . Crane hook loads need not be combined with roof
live load or with more than three-fourths of the
snow load or one-half of the wind load.

2. Flat roof snow loads of 30psf (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 seismic loads.

1605A.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 1605A.3.1, except that a dura-
tion of load increase shall be permitted in accordance
with Chapter 23.

1605A.3.1.2 Other loads. Where F a is to be considered
in design, the load combinations of Section 2.4.2 of
ASCE 7 shall be used.

1605A.3.2 Alternative basic load combinations. In lieu of
the basic load combinations specified in Section 1605A.3.1,
structures and portions thereof shall be permitted to be
designed for the most critical effects resulting from the fol-
lowing combinations. When using these alternative basic
load combinations that include wind or seismic loads,
allowable stresses are permitted to be increased or load

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

combinations reduced where permitted by the material
chapter of this code or the referenced standards.

Intermittent connections such as inserts for anchorage of
nonstructural components shall not be allowed the
one-third increase in allowable stresses.

For load combinations that include the counteracting
effects of dead and wind loads, only two-thirds of the mini-
mum dead load likely to be in place during a design wind
event shall be used. Where wind loads are calculated in
accordance with Chapter 6 of ASCE 7, the coefficient co in
the following equations shall be taken as 1 .3. For other wind
loads, © 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 foun-
dation overturning from Section 12.13.4 in ASCE 7 shall
not be used. When using these alternative basic load combi-
nations 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 orSorR)
D + L + (®W)
D + L + aW+S/2
D + L + S + ®W/2
D + L + S + E/IA
0.9D+E/1A

(Equation 16A-16)
(Equation 16A-17)
(Equation 16A-18)
(Equation 16A-19)
(Equation 16A-20)
(Equation 16A -21)

Exceptions:

1 . Crane hook loads need not be combined with roof
live loads or with more than three-fourths of the
snow load or one-half of the wind load.

2. Flatroof snow 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 seismic loads.

1605A.3.2.1 Other loads. Where F, H or Tare to be con-
sidered in the design, each applicable load shall be added
to the combinations specified in Section 1605A.3.2.

1605A.4 Special seismic load combinations. For both allow-
able stress design and strength design methods where specifi-
cally required by Section 1605A. 1 or by Chapters 18A through
23, elements and components shall be designed to resist the
forces calculated using Equation 16A -22 when the effects of
the seismic ground motion are additive to gravity forces and
those calculated using Equation 1 6A -23 when the effects of the
seismic ground motion counteract gravity forces.

l.2D+f l L + E m
0.9D + E m
where:

(Equation 16A -22)
(Equation 16A-23)

E m = The maximum effect of horizontal and vertical forces
as set forth in Section 12.4.3 of ASCE 7.

/ ! = 1 f or floors in places of public assembly, for live loads
in excess of 100 psf (4.79 kN/m 2 ) and for parking ga-
rage live load, or

= 0.5 for other live loads.

1605A.5 Heliports and helistops. Heliport and helistop land-
ing areas shall be designed for the following loads, combined
in accordance with Section 1605A :

1 . Dead load, D, plus the gross weight of the helicopter, D h ,
plus snow load, S.

3 . Dead load, D, plus a uniform live load, L, of 1 00 psf (4.79
kN/m 2 ).

SECTION 1606A
DEAD LOADS

1606A.1 General. Dead loads are those loads defined in Sec-
tion 1 602A. 1 . Dead loads shall be considered permanent loads.

1606A.2 Design dead load. For purposes of design, the actual
weights of materials of construction and fixed service equip-
ment shall be used. In the absence of definite information, val-
ues used shall be subject to the approval of the building official.

1606A.3 Roof dead loads. The design dead load shall provide
for the weight of at least one additional roof covering in addi-
tion to other applicable loadings if the new roof covering is
permitted to be applied over the original roofing without its
removal, in accordance with Section 1510.

SECTION 16074
LIVE LOADS

1607A.1 General. Live loads are those loads defined in Sec-
tion 1602A.1.

1607A.2 Loads not specified. For occupancies or uses not des-
ignated in Table 1607A. 1, the live load shall be determined in
accordance with a method approved by the building official.

1607A.3 Uniform live loads. The live loads used in the design
of buildings and other structures shall be the maximum loads
expected by the intended use or occupancy but shall in no case
be less than the minimum uniformly distributed unit loads
required by Table 1607A. 1.

1607A.4 Concentrated loads. Floors and other similar sur-
faces shall be designed to support the uniformly distributed live
loads prescribed in Section 1607A.3 or the concentrated load,
in pounds (kilonewtons), given in Table 1607A.1, whichever
produces the greater load effects. Unless otherwise specified,
the indicated concentration shall be assumed to be uniformly
distributed over an area 2.5 feet by 2.5 feet [6.25 square feet
(0.58 m 2 )] and shall be located so as to produce the maximum
load effects in the structural members.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

TABLE 1607A1
MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS AND MINIMUM CONCENTRATED LIVE LOADS' 1

OCCUPANCY OR USE

UNIFORM
(psf)

CONCENTRATED
(lbs.)

1. Apartments (see residential)

—

2. Access floor systems
Office use
Computer use

50
100

2,000
2,000

3. Armories and drill rooms

150

—

4. Assembly areas and theaters " ,p
Fixed seats (fastened to floor)
Follow spot, projections and control

rooms
Lobbies
Movable seats
Stages and platforms

50
100
100
125

—

5. Balconies

On one- and two-family residences
only, and not exceeding 100 sq ft

100
60

—

6. Bowling alleys

—

7. Catwalks

300

8. Dance halls and ballrooms

100

—

9. Decks

Same as

occupancy

served 11

—

10. Dining rooms and restaurants

100

—

11. Dwellings (see residential)

—

12. Cornices

—

13. Corridors, except as otherwise indicated

100

—

14. Elevator machine room grating
(on area of 4 in 2 )

—

300

15. Finish light floor plate construction
(on area of 1 in 2 )

—

200

16. Fire escapes

On single-family dwellings only

100
40

—

17. Garages (passenger vehicles only)
Trucks and buses

40 Note a
See Section 1607A.6

18. Grandstands (see stadium and arena
bleachers)

—

1 9. Gymnasiums ''■ main floors and balconies

100

—

20. Handrails, guards and grab bars

See Section 1607A.7

21. Hospitals [OSHPD 1 and 4]
Corridors above first floor
Operating rooms, laboratories
Patient rooms
Mechanical and electrical equipment

areas include open areas around

equipment.
Storage:

Light

Heavy
Dining area (Not used for assembly)
Kitchen and serving areas

100
60
40
50

125
250
100
50

1,000
1,000
1,000

1,000
■ 1,000

22. Hotels (see residential)

—

UNIFORM

CONCENTRATED

OCCUPANCY OR USE

(psf)

(lbs.)

23. Libraries'"

Corridors above first floor

1,000

Reading rooms

1,000

Stack rooms

150 b

1,000

24. Manufacturing

Heavy

250

3,000

Light

125

2,000

25. Marquees

—

26. Office buildings'"

Corridors above first floor

2,000

File and computer rooms shall be

designed for heavier loads based

—

on anticipated occupancy

Lobbies and first-floor corridors

100

2,000

Offices

2,000

27. Penal institutions

Cell blocks

—

Corridors

100

28. Residential

One- and two-family dwellings

Uninhabitable attics without storage'

Uninhabitable attics with limited

storage 1 ' j,k

Habitable attics and sleeping areas

All other areas except balconies and

—

decks

Hotels and multiple-family dwellings

Private rooms and corridors

serving them

Public rooms and corridors

serving them

100

29. Reviewing stands, grandstands and

bleachers p

30. Roofs

All roof surfaces subject to mainte-

300

nance workers

Awnings and canopies

Fabric construction supported by a

lightweight rigid skeleton

nonreduceable

structure

All other construction

Ordinary flat, pitched, and curved roofs

Primary roof members, exposed to a

work floor

Single panel point of lower chord of

roof trusses or any point along

primary structural members

supporting roofs:

Over manufacturing, storage

2,000

warehouses, and repair garages

300

All other occupancies

Notel

Roofs used for other special purposes

Roofs used for promenade purposes

100

Roofs used for roof gardens or

assembly purposes

continued

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

TABLE 1607A.1— continued

MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS AND

MINIMUM CONCENTRATED LIVE LOADS* 1

OCCUPANCY OR USE

UNIFORM

(psf)

CONCENTRATED

(lbs.)

31. Schools'"

Classrooms

Corridors above first floor

First-floor corridors

40°
80
100

1,000
1,000
1,000

32. Scuttles, skylight ribs and accessible
ceilings

—

200

33. Sidewalks, vehicular driveways and
yards, subject to trucking

250 d

8,000 e

34. Skating rinks

100

—

35. Stadiums and arenas
Bleachers''
Fixed seats (fastened to floor)

100°
60°

—

36. Stairs and exits

One- and two-family dwellings
All other

40
100

Notef

37. Storage warehouses (shall be designed
for heavier loads if required for antici-
pated storage)

Heavy

Light

250
125

38. Stores

Retail
First floor
Upper floors

Wholesale, all floors

100
75
125

1,000
1,000
1,000

39. Vehicle barriers

See Section 1607A.7.3

40. Walkways and elevated platforms (other
than exitways)

—

41. Yards and terraces, pedestrians '

100

—

42. Storage racks and wall-hung cabinets.

Total
loads" 1

For SI: 1 inch = 25.4 mm, 1 square inch = 645.16 mm 2
1 square foot = 0.0929 m 2 ,

1 pound per square foot = 0.0479 kN/m 2 , 1 pound = 0.004448 kN,
1 pound per cubic foot = 16 kg/m 3

a. Floors in garages or portions of buildings used for the storage of motor vehi-
cles shall be designed for the uniformly distributed live loads of Table
1607A.1 or the following concentrated loads: (1) for garages restricted to
vehicles accommodating not more than nine passengers, 3,000 pounds act-
ing on an area of 4.5 inches by 4.5 inches; (2) for mechanical parking struc-
tures without slab or deck which are used for storing passenger vehicles only,
2,250 pounds per wheel.

b. The loading applies to stack room floors that support nonmobile, dou-
ble-faced library bookstacks, subject to the following limitations:

1. The nominal bookstack unit height shall not exceed 90 inches;

2. The nominal shelf depth shall not exceed 12 inches for each face; and

3. Parallel rows of double-faced bookstacks shall be separated by aisles
not less than 36 inches wide.

c. Design in accordance with the ICC Standard on Bleachers, Folding and
Telescopic Seating and Grandstands.

d. Other uniform loads in accordance with an approved method which contains
provisions for truck loadings shall also be considered where appropriate.

e. The concentrated wheel load shall be applied on an area of 20 square inches.

f. Minimum concentrated load on stair treads (on area of 4 square inches) is
300 pounds.

g. Where snow loads occur that are in excess of the design conditions, the struc-
ture 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 1 608A). For special-purpose roofs, see Section 1 607 A. 11.2.2.
h. See Section 1604A.8.3 for decks attached to exterior walls.
i. Attics without storage are those where the maximum clear height between
the joist and rafter is less than 42 inches, or where there are not two or more
adjacent trusses with the same web configuration capable of containing a
rectangle 42 inches high by 2 feet wide, or greater, located within the plane
of the truss. For attics without storage, this live load need not be assumed to
act concurrently with any other live load requirements,
j. For attics with limited storage and constructed with trusses, this live load
need only be applied to those portions of the bottom chord where there are
two or more adjacent trusses with the same web configuration capable of
containing a rectangle 42 inches high by 2 feet wide or greater, located
within the plane of the truss. The rectangle shall fit between the top of the
bottom chord and the bottom of any other truss member, provided that each
of the following criteria is met:

i. The attic area is accessible by a pull-down stairway or framed opening

in accordance with Section 1209.2, and
ii. The truss shall have a bottom chord pitch less than 2:12.
iii.Bottom chords of trusses shall be designed for the greater of actual im-
posed dead load or 1 psf , uniformly distributed over the entire span,
k. Attic spaces served by a fixed stair shall be designed to support the minimum

live load specified for habitable attics and sleeping rooms.
1. Roofs used for other special purposes shall be designed for appropriate loads

as approved by the building official.
m. The minimum vertical design live load shall be as follows:
Paper media:

12-inch-deep shelf 33 pounds per lineal foot

15-inch-deep shelf 41 pounds per lineal foot, or

33 pounds per cubic foot per total volume of the rack or cabinet, which-
ever is less.
Film media:

18-inch-deep shelf 100 pounds per lineal foot, or

50 pounds per cubic foot per total volume of the rack or cabinet, which-
ever is less.
Other media:

20 pounds per cubic foot or 20 pounds per square foot, whichever is less,
but not less than actual loads,
n. [DSA-SS] The following minimum loads for stage accessories apply:

1. Gridirons and fly galleries: 75 pounds per square foot uniform live
load.

2. Loft block wells: 250 pounds per lineal foot vertical load and lateral
load.

3. Head block wells and sheave beams: 250 pounds per lineal foot verti-
cal load and lateral load. Head block wells and sheave beams shall be
designed for all tributary loft block well loads. Sheave blocks shall be
designed with a safety factor of five.

4. Scenery beams where there is no gridiron: 300 pounds per lineal foot
vertical load and lateral load.

5. Ceilingframing over stages shall be designed for a uniform live load of
20 pounds per square foot. For members supporting a tributary area of
200 square feet or more, this additional load may be reduced to 15
pounds per square foot.

o. [DSA-SS] The minimum uniform live load for classroom occupancies is 50

psf
p. [DSA-SS] The minimum uniform live loadfor a press boxfloor or accessible

roof with railing is 100 psf.
q. [DSA-SS] Item 41 applies to pedestrian bridges and walkways that are not

subjected to uncontrolled vehicle access.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

1607A.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 parti-
tions 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 (0.74 kN/m 2 ).

1607A.6 Truck and bus garages. Minimum live loads for
garages having trucks or buses shall be as specified in Table
1607A.6, but shall not be less than 50 psf (2.40 kN/m 2 ), unless
other loads are specifically justified and approved by the build-
ing official. Actual loads shall be used where they are greater
than the loads specified in the table.

TABLE 1607A6
UNIFORM AND CONCENTRATED LOADS

LOADING
CLASS 3

UNIFORM LOAD

(pounds/linear foot

of lane)

CONCENTRATED LOAD
(pounds) 13

For moment
design

For shear
design

H20-44 and
HS20-44

640

18,000

26,000

H15-44 and
HS 15-44

480

13,500

19,500

For SI: 1 pound per linear foot = 0.01459 kN/m, 1 pound = 0.004448 kN,
1 ton = 8.90 kN.

b. See Section 1607A.6.1 for the loading of multiple spans.

1607A.6.1 Truck and bus garage live load application.

The concentrated load and uniform load shall be uniformly
distributed over a 10-foot (3048 mm) width on a line normal
to the centerline of the lane placed within a 12-foot- wide
(3658 mm) lane. The loads shall be placed within their indi-
vidual lanes so as to produce the maximum stress in each
structural member. Single spans shall be designed for the
uniform load in Table 1607A.6 and one simultaneous con-
centrated load positioned to produce the maximum effect.
Multiple spans shall be designed for the uniform load in
Table 1607A.6 on the spans and two simultaneous concen-
trated loads in two spans positioned to produce the maxi-
mum negative moment effect. Multiple span design loads,
for other effects, shall be the same as for single spans.

1607A.7 Loads on handrails, guards, grab bars, shower
seats, dressing room bench seats, and vehicle barriers.

Handrails, guards, grab bars and vehicle barriers shall be
designed and constructed to the structural loading conditions
set forth in this section.

1607A.7.1 Handrails and guards. Handrail assemblies
and guards shall be designed to resist a load of 50 plf (0.73
kN/m) applied in any direction at the top and to transfer this
load through the supports to the structure. Glass handrail
assemblies and guards shall also comply with Section 2407.

Exceptions:

1 . For one- and two-family dwellings, only the single
concentrated load required by Section
1607A.7.1.1 shall be applied.

2. In Group 1-3, F, H and S occupancies, for areas that
are not accessible to the general public and. that
have an occupant load less than 50, the minimum
load shall be 20 pounds per foot (0.29 kN/m).

1607A.7.1.1 Concentrated load. Handrail assemblies
and guards shall be able to resist a single concentrated
load of 200 pounds (0.89 kN), applied in any direction at
any point along the top, and have attachment devices and
supporting structure to transfer this loading to appropri-
ate structural elements of the building. This load need not
be assumed to act concurrently with the loads specified
in the preceding paragraph.

1607A.7.1.2 Components. Intermediate rails (all those
except the handrail), balusters and panel fillers shall be
designed to withstand a horizontally applied normal load
of 50 pounds (0.22 kN) on an area equal to 1 square foot
(0.093 m 2 ), including openings and space between rails.
Reactions due to this loading are not required to be
superimposed with those of Section 1607A.7.1 or
1607A.7.1.1.

1607A.7.1.3 Stress increase. Where handrails and
guards are designed in accordance with the provisions
for allowable stress design (working stress design)
exclusively for the loads specified in Section 1607A.7.1,
the allowable stress for the members and their attach-
ments are permitted to be increased by one-third.

1607A.7.2 Grab bars, shower seats and dressing room
bench seats. Grab bars, shower seats and dressing room
bench seat systems shall be designed to resist a single con-
centrated load of 250 pounds (1.11 kN) applied in any direc-
tion at any point. [DSA-AC] See Chapter 11 A, Section
1127A.4, and Chapter 11B, Sections 1115B.7.2 and
1117B.8, for grab bars, shower seats and dressing room
bench seats, as applicable.

1607A.7.3 Vehicle barriers. Vehicle barrier systems for
passenger cars shall be designed to resist a single load of
6,000 pounds (26.70 kN) applied horizontally in any direc-
tion to the barrier system and shall have anchorage or attach-
ment capable of transmitting this load to the structure. For
design of the system, the load shall be assumed to act at a
minimum height of 1 foot, 6 inches (457 mm) above the
floor or ramp surface on an area not to exceed 1 square foot
(305 mm 2 ), and is not required to be assumed to act concur-
rently with any handrail or guard loadings specified in the
preceding paragraphs of Section 1607A.7.1. Garages
accommodating trucks and buses shall be designed in accor-
dance with an approved method that contains provision for
traffic railings.

1607A.8 Impact loads. The live loads specified in Section
1607A.3 include allowance for impact conditions. Provisions
shall be made in the structural design for uses and loads that
involve unusual vibration and impact forces.

1607A.8.1 Elevators. Elevator loads shall be increased by
100 percent for impact and the structural supports shall be
designed within the limits of deflection prescribed by
ASMEA17.1.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

1607A.8.2 Machinery. For the purpose of design, the
weight of machinery and moving loads shall be increased as
follows to allow for impact: ( 1 ) elevator machinery, 1 00 per-
cent; (2) light machinery, shaft- or motor-driven, 20 percent;
(3) reciprocating machinery or power-driven units, 50 per-
cent; (4) hangers for floors or balconies, 33 percent. Per-
centages shall be increased where specified by the
manufacturer.

1607A.9 Reduction in live loads. Except for roof uniform live
loads, all other minimum uniformly distributed live loads, L ,
in Table 1607A.1 are permitted to be reduced in accordance
with Section 1607A.9.1 or 1607A.9.2.

1607A.9.1 General. Subject to the limitations of Sections
1607A.9.1.1 through 1607A.9.1.4, members for which a
value of K LL A T is 400 square feet (37.16 m 2 ) or more are per-
mitted to be designed for a reduced live load in accordance
with the following equation:

L=L

0.25 +

4^,

ll"-t J

(Equation 16A-24)

For SI: L = L

where:

0.25 +

457

y^LL^-T j

L = Reduced design live load per square foot (meter) of
area supported by the member.

L = Unreduced design live load per square foot (meter) of
area supported by the member (see Table 1607 A. 1).

K LL - Live load element factor (see Table 1607A.9.1).

A T = Tributary area, in square feet (square meters). L shall
not be less than 0.50 L for members supporting one
floor and L shall not be less than 0.40 L for members
supporting two or more floors.

TABLE 1607/5.9.1
LIVE LOAD ELEM ENT FACTOR, K LL

ELEMENT

If,.,.

Interior columns

Exterior columns without cantilever slabs

4
4

Edge columns with cantilever slabs

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
Two-way slabs

Members without provisions for continuous
shear transfer normal to their span

1607A.9.1.1 Heavy live loads. Live loads that exceed
1 00 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
1607A.9.1.

1607A.9.1.2 Passenger vehicle garages. The live loads
shall not be reduced in passenger vehicle garages except
the live loads for members supporting two or more floors
are permitted to be reduced by a maximum of 20 percent,
but the live load shall not be less than L as calculated in
Section 1607A9.1.

1607A.9.1.3 Special occupancies. Live loads of 100 psf
(4.79 kN/m 2 ) or less shall not be reduced in public
assembly occupancies.

1607A.9.1.4 Special structural elements. Live loads
shall not be reduced for one-way slabs except as permit-
ted in Section 1607A.9.1.1. Live loads of 100 psf (4.79
kN/m 2 ) or less shall not be reduced for roof members
except as specified in Section 1607A.11.2.

1607A.9.2 Alternate floor live load reduction. As an alter-
native to Section 1607A.9.1, floor live loads are permitted to
be reduced in accordance with the following provisions.
Such reductions shall apply to slab systems, beams, girders,
columns, piers, walls and foundations.

1. A reduction shall not be permitted in Group A occu-
pancies.

# = 0.08 (A -150) (Equation 16 A-25)

For SI: # = 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/LJ (Equation 16A-26)

where:

A = Area of floor supported by the member,
square feet (m 2 ).

D = Dead load per square foot (m 2 ) of area sup-
ported.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

L„ - Unreduced live load per square foot (m 2 ) of
area supported.

R = Reduction in percent.

1607A.10 Distribution of floor loads. Where uniform floor
live loads are involved in the design of structural members
arranged so as to create continuity, the minimum applied loads
shall be the full dead loads on all spans in combination with the
floor live loads on spans selected to produce the greatest effect
at each location under consideration. It shall be permitted to
reduce floor live loads in accordance with Section 1607A.9.

1607A.11 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 1607A. 1. The live loads acting
on a sloping surface shall be assumed to act vertically on the
horizontal projection of that surface.

1607A.11.1 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 1607A. 11.2.1 and are involved
in the design of structural members arranged so as to create
continuity, the minimum applied loads shall be the full dead
loads on all spans in combination with the roof live loads on
adjacent spans or on alternate spans, whichever produces
the greatest effect. See Section 1607A.11.2 for minimum
roof live loads and Section 7.5 of ASCE 7 for partial snow
loading.

1607A.11.2 Reduction in roof live loads. The minimum
uniformly distributed roof live loads, L , in Table 1607A. 1
are permitted to be reduced according to the following pro-
visions.

1607A.11.2.1 Flat, pitched and curved roofs. Ordinary
flat, pitched and curved roofs are permitted to be
designed for a reduced roof live load as specified in the
following equation or other controlling combinations of
loads in Section 1605A, whichever produces the greater
load. In structures where special scaffolding is used as a
work surface for workers and materials during mainte-
nance and repair operations , a lower roof load than speci-
fied in the following equation shall not be used unless
approved by the building official. Greenhouses shall be
designed for a minimum roof live load of 12 psf (0.58
kN/m 2 ).

L r = L R l R 2 (Equation 16A-27)

where: 12 < L r < 20

For SI: L^LJifo

where: 0.58 < L r < 0.96

L,. = Reduced live load per square foot (m 2 ) of horizon-
tal projection in pounds per square foot (kN/m 2 ).

The reduction factors R iand R 2 shall be determined as
follows:

R , = 1 for A, < 200 square feet (18.58 m 2 )

(Equation 16A-28)

R ,= 1.2 - 0.001 A, for 200 square

feet < A, < 600 square feet (Equation 16A-29)

For SI: 1 .2 - 0.01 1A, for 1 8.58 square meters < A, < 55.74
square meters

R i= 0.6 for A, > 600 square feet (55. 74 m 2 )

(Equation 16A-30)

where:

A, = Tributary area (span length multiplied by effective
width) in square feet (m 2 ) supported by any struc-
tural member, and

J? 2 =lforF<4

^2= 1.2-0.05 Ffor4<F< 12

2? 2 =0.6fofF>12

where:

(Equation 16A-31)
(Equation 16 A-32)
(Equation 16A-33)

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.

1607A.11.2.2 Special-purpose roofs. Roofs used for
promenade purposes, roof gardens, assembly purposes
or other special purposes shall be designed for a mini-
mum live load as required in Table 1607A. 1. Such roof
live loads are permitted to be reduced in accordance with
Section 1607A.9. Uncovered open-frame roof structures
shall be designed for a vertical live load of not less than
10 pounds per square foot (0.48 kN/m 2 ) of the total area
encompassed by the framework.

1607A.11.2.3 Landscaped roofs. Where roofs are to be
landscaped, the uniform design live load in the land-
scaped area shall be 20 psf (0.958 kN/m 2 ). The weight of
the landscaping materials shall be considered as dead
load and shall be.computed on the basis of saturation of
the soil.

1607A.11.2.4 Awnings and canopies. Awnings and
canopies shall be designed for uniform live loads as
required in Table 1607A. 1 as well as for snow loads and
wind loads as specified in Sections 1608A and 1609A.

1607A.12 Crane loads. The crane live load shall be the rated
capacity of the crane. Design loads for the runway beams,
including connections and support brackets, of moving bridge •
cranes and monorail cranes shall include the maximum wheel
loads of the crane and the vertical impact, lateral and longitudi-
nal forces induced by the moving crane.

1607A.12.1 Maximum wheel load. The maximum wheel
loads shall be the wheel loads produced by the weight of the
bridge, as applicable, plus the sum of the rated capacity and
the weight of the trolley with the trolley positioned on its
runway at the location where the resulting load effect is
maximum.

1607A.12.2 Vertical impact force. The maximum wheel
loads of the crane shall be increased by the percentages

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

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) • 1 percent

Bridge cranes or monorail cranes with
hand-geared bridge, trolley and hoist • •

percent

1607A.12.3 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 lateral
force shall be assumed to act horizontally at the traction
surface of a runway beam, in either direction perpendicu-
lar to the beam, and shall be distributed according to the
lateral stiffness of the runway beam and supporting struc-
ture.

1607A.12.4 Longitudinal force. The longitudinal force on
crane runway beams, except for bridge cranes with
hand-geared bridges, shall be calculated as 10 percent of the
maximum wheel loads of the crane. The longitudinal force
shall be assumed to act horizontally at the traction surface of
a runway beam, in either direction parallel to the beam.

1607A.13 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 horizontal
load of 5 psf (0.240 kN/m 2 ). The 5 psf(0.24 kN/m 2 ) load need
not be applied simultaneously with wind or seismic loads. The
deflection of such walls under a load of 5 psf (0.24 kN/m 2 ) shall
not exceed V 240 of the span for walls with brittle finishes and
V 120 of the span for walls with flexible finishes.

Exception: Fabric partitions complying with Section
1 607A. 1 3 . 1 shall not be required to resist the minimum hor-
izontal load of 5 psf (0.24 kN/m 2 ).

1607A.13.1 Fabric partitions. Fabric partitions that
exceed 6 feet (1829 mm) in height, including their finish
materials, shall have adequate strength to resist the follow-
ing 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 member.

2. A concentrated load of 40 pounds (0.176 kN) applied
to an 8-inch diameter (203 mm) area [50.3 square
inches (32 452 mm 2 )] of the fabric face at a height of
54 inches (1372 mm) above the floor.

SECTION 1608/1
SNOW LOADS

1608A.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 1607A.

1608A.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 1608A.2 for
the contiguous United States. Site-specific case studies shall be
made in areas designated "CS" in Figure 1608A.2. Ground
snow loads for sites at elevations above the limits indicated in
Figure 1608A.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 avail-
able in the vicinity of the site using a value with a 2-percent
annual probability of being exceeded (50-year mean recur-
rence interval).

1608A.3 Determination of snow loads. [DSA-SS] The
ground snow load or the design snow load for roofs shall con-
form with the adopted ordinance of the city, county or city and
county in which the project site is located, and shall be
approved by DSA.

SECTION 16094
WIND LOADS

1609A.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.

1609A.1.1 Determination of wind loads. Wind loads on
every building or structure shall be determined in accor-
dance with Chapter 6 of ASCE 7. The type of opening pro-
tection required, the basic wind speed and the exposure
category for a site is permitted to be determined in accor-
dance with Section 1609A 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 con-
sidered.

Exceptions:

1 . Subject to the limitations of Section 1 609A. 1.1.1,
the provisions of SBCCISSTD 10 shall be permit-
ted for applicable Group R-2 and R-3 buildings.

2. Subject to the limitations of Section 1 609A. 1.1.1,
residential structures using the provisions of the
AF&PA WFCM.

3. Designs using NAAMM FP 1001.

4. Designs using TIA/EIA-222 for antenna-support-
ing structures and antennas.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

(200)

10'

(100)

(400)

10,
(300

FIGURE 1608A2
GROUND SNOW LOADS, p g , FOR THE UNITED STATES (psf)

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

1609A.1.1.1 Applicability. The provisions of SSTD 10
are applicable only to buildings located within Exposure
B or C as defined in Section 1609 A .4. The provisions of
SBCCI SSTD 10 and the AF&PA WFCM shall not apply
to buildings sited on the upper half of an isolated hill,
ridge or escarpment meeting the following conditions:

1. The hill, ridge or escarpment is 60 feet (18 288
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.

1609A.1.1.2 Special wind regions. [DSA-SS] The basic
wind speed for projects located in special wind regions
as defined in Figure 1609A shall conform with the
adopted ordinance of the city, county or city and county
in which the project site is located, and shall be approved
by DSA-SS.

1609A.1.2 Protection of openings. In wind-borne debris
regions, glazing in buildings shall be impact-resistant or
protected with an impact-resistant covering meeting the
requirements of an approved impact-resisting standard or
ASTM E 1996 and ASTM E 1 886 referenced therein as fol-
lows:

1. Glazed openings located within 30 feet (9144 mm) of
grade shall meet the requirements of the Large Mis-
sile Test of ASTM E 1996.

2. Glazed openings located more than 30 feet (9144
mm) above grade shall meet the provisions of the
Small Missile Test of ASTM E 1996.

Exceptions:

1. Wood structural panels with a minimum
thickness of 7 / 16 inch (11.1 mm) and maxi-
mum panel span of 8 feet (243 8 mm) shall be
permitted for opening protection in one- and
two-story buildings. Panels shall be precut
so that they shall be attached to the framing
surrounding the opening containing the
product with the glazed opening. Panels
shall be secured with the attachment hard-
ware provided. Attachments shall be
designed to resist the components and clad-
ding loads determined in accordance with
the provisions of ASCE 7. Attachment in
accordance with Table 1609A. 1.2 is permit-
ted for buildings with a mean roof height of
33 feet (10 058 mm) or less where wind
speeds do not exceed 130 mph (57.2 m/s).

2. Glazing in Occupancy Category I buildings
as defined in Section 1604A.5, including
greenhouses that are occupied for growing
plants on a production or research basis,

without public access shall be permitted to
be unprotected.

3. Glazing in Occupancy Category II, III or IV
buildings located over 60 feet (18 288 mm)
above the ground and over 30 feet (9144
mm) above aggregate surface roofs located
within 1,500 feet (458 m) of the building
shall be permitted to be unprotected.

1609A.1.2.1 Louvers. Louvers protecting intake and
exhaust ventilation ducts not assumed to be open that are
located within 30 feet (9144 mm) of grade shall meet
requirements of an approved impact-resisting standard
or the Large Missile Test of ASTM E 1996.

TABLE 16094.1 .2

WIND-BORNE DEBRIS PROTECTION FASTENING

SCHEDULE FOR WOOD STRUCTURAL PANELS ab - cd

FASTENER
TYPE

FASTENER SPACING (inches)

Panel Span
< 4 feet

4 feet < Panel
Span < 6 feet

6 feet < Panel
Span < 8 feet

No. 6 screws

No. 8 screws

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.4 N,
1 mile per hour = 0.44 m/s.

a. This table is based on a maximum wind speed (3-second gust) of 130 mph
and mean roof height of 33 feet or less.

b. Fasteners shall be installed at opposing ends of the wood structural panel.
Fasteners shall be located a minimum of 1 inch from the edge of the panel.

d. Where screws are attached to masonry or masonry/stucco, they shall be
attached utilizing vibration-resistant anchors having a minimum withdrawal
capacity of 490 pounds.

1609A.1.3 Story drift for wind loads. The calculated story
drift due to wind pressures shall not exceed 0.005 times the
story height for buildings less than 65 feet (19 812 mm) in
height or 0.004 times the story height for buildings 65 feet
(19 812 mm) or greater in height.

1609A.2 Definitions. The following words and terms shall, for
the purposes of Section 1609A, have the meanings shown
herein.

HURRICANE-PRONE REGIONS. Areas vulnerable to
hurricanes defined as:

1. The U. S. Atlantic Ocean and Gulf of Mexico coasts
where the basic wind speed is greater than 90 mph (40
m/s) and

2. Hawaii, Puerto Rico, Guam, Virgin Islands and Ameri-
can Samoa.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

1609A.3 Basic wind speed. The basic wind speed, in mph, for
the determination of the wind loads shall be determined by Fig-
ure 1609A. Basic wind speed for the special wind regions indi-
cated, near mountainous terrain and near gorges shall be in
accordance with local jurisdiction requirements. Basic wind
speeds determined by the local jurisdiction shall be in accor-
dance with Section 6.5.4 of ASCE 7. .

1609A.3.1 Wind speed conversion. When required, the
3-second gust basic wind speeds of Figure 1609A shall be
converted to fastest-mile wind speeds, V fm , using Table
1609A.3.1 or Equation 16A-34.

Vfm =

(V 3S -10.5)

1.05

(Equation 16A -34)

where:

V 3S - 3-second gust basic wind speed from Figure 1 609A.

1609A.4 Exposure category. For each wind direction consid-
ered, an exposure category that adequately reflects the charac-
teristics of ground surface irregularities shall be determined for
the site at which the building or structure is to be constructed.
Account shall be taken of variations in ground surface rough-
ness that arise from natural topography and vegetation as well
as from constructed features.

Exception: The wind design shall comply with Exposure C
requirements unless the architect or structural engineer in
general responsible charge can justify to the enforcement
agency that the building site and surrounding terrain con-
form to the criteria for Exposure B. Minimum data to estab-
lish the exposure category shall be a topographic map (e.g.,
United States Geological Survey quadrangle maps) and
aerial photo graphs, except that for Exposure B sites located
within urban areas, a vicinity map of sufficient size and
scale to verify compliance may be provided.

1609A.4.1 Wind directions and sectors. For each selected
wind direction at which the wind loads are to be evaluated,
the exposure of the building or structure shall be determined
for the two upwind sectors extending 45 degrees (0.79 rad)

either side of the selected wind direction. The exposures in
these two sectors shall be determined in accordance with
Sections 1609A.4.2 and 1609A.4.3 and the exposure result-
ing in the highest wind loads shall be used to represent
winds from that direction.

1609A.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 1609A.4.3 from the categories defined below, for
the purpose of assigning an exposure category as defined in
Section 1609A.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 D. Flat, unobstructed areas and
water surfaces outside hurricane-prone regions. This cat-
egory includes smooth mud flats, salt flats and unbroken
ice.

1609A.4.3 Exposure categories. An exposure category
shall be determined in accordance with the following:

Exception: For buildings whose mean roof height is
less than or equal to 30 feet (9144 mm), the upwind
distance is permitted to be reduced to 1,500 feet (457
m).

Exposure C. Exposure C shall apply for all cases where
Exposures B or D do not apply.

Exposure D. Exposure D shall apply where the ground
surface roughness, as defined by Surface Roughness D,
prevails in the upwind direction for a distance of at least
5,000 feet (1524 m) or 20 times the height of the build-
ing, whichever is greater. Exposure D shall extend inland
from the shoreline foradistance of 600 feet(183 m) or 20
times the height of the building, whichever is greater.

TABLE 16094.3.1
EQUIVALENT BASIC WIND SPEEDS abc

V,s

100

105

110

120

125

130

140

145

150

160

170

v fm

104

109

114

123

128

133

142

152

For SI: 1 mile per hour = 0.44 m/s.

a. Linear interpolation is permitted.

b. V 3S is the 3-second gust wind speed (mph).

c. Vj- m is the fastest mile wind speed (mph).

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

Notes:

1. Values are nominal design 3-second gust wind speeds in miles per hour (m/s) at 33 ft (10 m) above ground for Exposure C category.

2. Linear interpolation between wind contours is permitted.

3. Islands and coastal areas outside the last contour shall use the last wind speed contour of the coastal area.

4. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions.

FIGURE 16094
BASIC WIND SPEED (3-SECOND GUST)

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

1609A.5 Roof systems.

1609A.5.1 Roof deck. The roof deck shall be designed to
withstand the wind pressures determined in accordance
with ASCE 7.

1609A.5.2 Roof coverings. Roof coverings shall comply
with Section 1609A.5.1.

Exception: Rigid tile roof coverings that are air perme-
able and installed over a roof deck complying with Sec-
tion 1609A.5.1 are permitted to be designed in
accordance with Section 1609 A.5.3.

Asphalt shingles installed over a roof deck complying
with Section 1609A.5.1 shall be tested to determine the
resistance of the sealant to uplift forces using ASTM D
6381.

Asphalt shingles installed over a roof deck complying
with Section 1609A.5.1 are permitted to be designed using
UL 2390 to determine appropriate uplift and force coeffi-
cients applied to the shingle.

1609A.5.3 Rigid tile. Wind loads on rigid tile roof cover-
ings shall be determined in accordance with the following
equation:

K = q h C L bLL a [1 .0 - GC P ] (Equation 16 A-35)

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.

Lift coefficient. The lift coefficient for concrete and
clay tile shall be 0.2 or shall be determined by test in
accordance with Section 1715A.2.

GC p = Roof pressure coefficient for each applicable roof
zone determined from Chapter 6 of ASCE 7. Roof
coefficients shall not be adjusted for internal pres-
sure.

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 di-
rect 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 6.5.10 of ASCE 7.

Concrete and clay roof tiles complying with the follow-
ing limitations shall be designed to withstand the aerody-
namic uplift moment as determined by this section.

1. The roof tiles shall be either loose laid on battens,
mechanically fastened, mortar set or adhesive set.

2. The roof tiles shall be installed on solid sheathing
which has been designed as components and clad-
ding.

3. An underlayment shall be installed in accordance
with Chapter 15.

4. The tile shall be single lapped interlocking with a
minimum head lap of not less than 2 inches (51 mm).

5. The length of the tile shall.be between 1.0 and 1.75
feet (305 mm and 533 mm).

6. The exposed width of the tile shall be between 0.67
and 1.25 feet (204 mm and 381 mm).

7. The maximum thickness of the tail of the tile shall not
exceed 1.3 inches (33 mm).

8. Roof tiles using mortar set or adhesive set systems
shall have at least two-thirds of the tile's area free of
mortar or adhesive contact.

SECTION 16104
SOIL LATERAL LOADS

1610A.1 General. Basement, foundation and retaining walls
shall be designed to resist lateral soil loads. Soil loads specified
in Table 1610A.1 shall be used as the minimum design lateral
soil loads unless specified otherwise in a soil investigation
report approved by the building official. Basement walls and
other walls in which horizontal movement is restricted at the
top shall be designed for at-rest pressure. Retaining walls free
to move and rotate at the top are permitted to be designed for
active pressure. Design lateral pressure from surcharge loads
shall be added to the lateral earth pressure load. Design lateral
pressure shall be increased if soils with expansion potential are
present at the site.

Exception: Basement walls extending not more than 8 feet
(2438 mm) below grade and supporting flexible floor sys-
tems shall be permitted to be designed for active pressure.

SECTION 16114
RAIN LOADS

161L4.1 Design rain loads. Each portion of a roof shall be
designed to sustain the load of rainwater that will accumulate
on it if the primary drainage system for that portion is blocked
plus the uniform load caused by water that rises above the inlet
of the secondary drainage system at its design flow.

R = 52(d s + d h )

For SI: R = 0.0098 (d, + d h )

where:

(Equation 16A-36)

i h = Additional depth of water on the undeflected roof
above the inlet of secondary drainage system at its de-
sign flow (i.e., the hydraulic head), in inches (mm).

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

d s = 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, deflec-
tions from loads (including dead loads) shall not be
considered when determining the amount of rain on the
roof.

1611A.2 Ponding instability. For roofs with a slope less than
V 4 inch per foot [1.19 degrees (0.0208 rad)], the design calcula-
tions shall include verification of adequate stiffness to preclude
progressive deflection in accordance with Section 8.4 of ASCE
7.

1611A.3 Controlled drainage. Roofs equipped with hardware
to control the rate of drainage shall be equipped with a second-
ary drainage system at a higher elevation that limits accumula-
tion of water on the roof above that elevation. Such roofs shall
be designed to sustain the load of rainwater that will accumu-
late on them to the elevation of the secondary drainage system
plus the uniform load caused by water that rises above the inlet
of the secondary drainage system at its design flow determined
from Section 161 1 A. 1. Such roofs shall also be checked for
ponding instability in accordance with Section 1611A.2.

SECTION 16124
FLOOD LOADS

1612A.1 General. Within flood hazard areas as established in
Section 1612A.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 provisions
associated with the most restrictive flood hazard area shall
apply.

1612A.2 Definitions. The following words and terms shall, for
the purposes of this section, have the meanings shown herein.

BASE FLOOD. The flood having a 1 -percent chance of being
equaled or exceeded in any given year.

BASEMENT. The portion of a building having its floor
subgrade (below ground level) on all sides.

TABLE 1 61 0A1
SOIL LATERAL LOAD

DESCRIPTION OF BACKFILL MATERIAL

UNIFIED SOIL
CLASSIFICATION

DESIGN LATERAL SOIL LOAD
(pound per square foot per foot of depth)

Active pressure

At-rest pressure

Well-graded, clean gravels; gravel-sand mixes

Poorly graded clean gravels; gravel-sand mixes

Silty gravels, poorly graded gravel-sand mixes

Clayey gravels, poorly graded gravel-and-clay mixes

Well-graded, clean sands; gravelly sand mixes

Poorly graded clean sands; sand-gravel mixes

Silty sands, poorly graded sand-silt mixes

Sand-silt clay mix with plastic fines

SM-SC

100

Clayey sands, poorly graded sand-clay mixes

100

Inorganic silts and clayey silts

100

Mixture of inorganic silt and clay

ML-CL

100

Inorganic clays of low to medium plasticity

100

Organic silts and silt clays, low plasticity

Noteb

Inorganic clayey silts, elastic silts

Noteb

Inorganic clays of high plasticity

Noteb

Organic clays and silty clays

Noteb

For SI: 1 pound per square foot per foot of depth = 0. 157 kFa/m, 1 foot = 304.8 mm.

a. Design lateral soil loads are given for moist conditions for the specified soils at their optimum densities. Actual field conditions shall govern. Submerged or satu-
rated soil pressures shall include the weight of the buoyant soil plus the hydrostatic loads.

b. Unsuitable as backfill material.

c. The definition and classification of soil materials shall be in accordance with ASTM D 2487.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

DESIGN FLOOD. The flood associated with the greater of
the following two areas:

1. Area with a flood plain subject to a 1 -percent or greater
chance of flooding in any year; or

2. Area designated as a flood hazard area on a community ' s
flood hazard map, or otherwise legally designated.

DRY FLOODPROOFING. A combination of design
modifiations that results in a building or structure, including
the attendant utility and sanitary facilitites, being water tight
with walls substantially impermeable to the passage of water
and with structural componenets having the capacity to resist
loads as identified in ASCE 7.

EXISTING CONSTRUCTION: Any buildings and struc-
tures for which the "start of construction" commenced before
the effective date of the community's first flood plain manage-
ment code, ordinance or standard. "Existing construction" is
also referred to as "existing structures,"

EXISTING STRUCTURE. See "Existing construction."

FLOOD OR FLOODING. A general and temporary condi-
tion of partial or complete inundation of normally dry land
from:

1. The overflow of inland or tidal waves.

2. The unusual and rapid accumulation or runoff of surface
waters from any source.

FLOOD HAZARD AREA. The greater of the following two
areas:

1. The area within a flood plain subject to a 1-percent or
greater chance of flooding in any year.

2. The area designated as a flood hazard area on a commu-
nity's flood hazard map, or otherwise legally designated.

FLOOD HAZARD AREA SUBJECT TO HIGH VELOC-
ITY WAVE ACTION. Area within the flood hazard area that .
is subject to high velocity wave action, and shown on a Flood
Insurance Rate Map (FIRM) or other flood hazard map as Zone
V,VO,VEorVl-30.

SPECIAL FLOOD HAZARD AREA. The land area subject
to flood hazards and shown on a Flood Insurance Rate Map or
other flood hazard map as Zone A, AE, Al-30, A99, AR, AO,
AH,V,VO,VEorVl-30.

START OF CONSTRUCTION. The date of permit issuance
for new construction and substantial improvements to existing
structures, provided the actual start of construction, repair,
reconstruction, rehabilitation, addition, placement or other
improvement is within 1 80 days after the date of issuance. The
actual start of construction means the first placement of perma-
nent construction of a building (including a manufactured
home) on a site, such as the pouring of a slab or footings, instal-
lation of pilings or construction of columns.

Permanent construction does not include land preparation
(such as clearing, excavation, grading or filling), the installa-
tion of streets or walkways, excavation for a basement, foot-
ings, piers or foundations, the erection of temporary forms or
the installation of accessory buildings such as garages or sheds
not occupied as dwelling units or not part of the main building.
For a substantial improvement, the actual "start of construc-
tion" means the first alteration of any wall, ceiling, floor or
other structural part of a building, whether or not that alteration
affects the external dimensions of the building.

2. Any alteration of a historic structure provided that the
alteration will not prevlude the structure's continued des-
ignation as a historic structure.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

1612A.3 Establishment of flood hazard areas. To establish
flood hazard areas, the governing body shall adopt a flood haz-
ard map and supporting data. The flood hazard map shall
include, at a minimum, areas of special flood hazard as identi-
fied by the Federal Emergency Management Agency's Flood
Insurance Study (FIS) adopted by the local authority having
jurisdiction where the project is located, as amended or revised
with the accompanying Flood Insurance Rate Map (FIRM) and
Flood Boundary and Floodway Map (FBFM) and related sup-
porting data along with any revisions thereto. The adopted
flood hazard map and supporting data are hereby adopted by
reference and declared to be part of this section.

1612A.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 ASCE 24.

1612A.5 Flood hazard documentation. The following docu-
mentation shall be prepared and sealed by a registered design
professional and submitted to the building official:

1. For construction in flood hazard areas not subject to
high-velocity wave action:

1.1. The elevation of the lowest floor, including the
basement, as required by the lowest floor eleva-
tion inspection in Section 109.3.3, Appendix
Chapter 1.

1.3. For dry floodproofed nonresidential buildings,
construction documents shall include a statement
that the dry floodproofing is designed in accor-
dance with ASCE 24.

2. For construction in flood hazard areas subject to
high-velocity wave action:

2.1. The elevation of the bottom of the lowest hori-
zontal structural member as required by the low-
est floor elevation inspection in Section 109.3.3,
Appendix Chapter 1.

2.2. Construction documents shall include a state-
ment that the building is designed in accordance
with ASCE 24, including that the pile or column
foundation and building or structure to be
attached thereto is designed to be anchored to
resist flotation, collapse and lateral movement
due to the effects of wind and flood loads acting
simultaneously on all building components, and
other load requirements of Chapter 16A.

2.3. For breakaway walls designed to resist a nominal
load of less than 10 psf (0.48 kN/m 2 ) or more than
20 psf (0.96 kN/m 2 ), construction documents

shall include a statement that the breakaway wall
is designed in accordance with ASCE 24.

SECTION 16134
EARTHQUAKE LOADS

1613A.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 with all the modifications
incorporated herein, excluding Chapter 14 and Appendix 1 1A.
The seismic design category for a structure shall be determined
in accordance with Section 1613A.

Exception: 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 regu-
lations provide seismic criteria, such as vehicular bridges,
electrical transmission towers, hydraulic structures, buried
utility lines and their appurtenances and nuclear reactors.

1613A.1.1 Configuration. When the design of a structure,
due to the unusual configuration of the structure or parts of
the structure, does not provide at least the same safety
against earthquake damage as provided by the applicable
portions of this section, when applied in the design of a simi-
lar structure of customary configuration, framing and
assembly of materials, the enforcement agency shall with-
hold its approval.

1613A.2 Definitions. The following words and terms shall, for
the purposes of this section, have the meanings shown herein.
Definitions provided in Section 3402 A. 1 and ASCE 7 Section
11.2 shall apply when appropriate in addition to terms defined
in this section.

ACTIVE EARTHQUAKE FAULT. A fault that has exhibited
surface displacement within Holocene time (about 11,000
years) as determined by the California Geological Survey
(CGS) under the Alquist-Priolo Earthquake Fault Zoning Act
or other authoritative source, federal, state or local govern-
mental agency.

BASE. The level at which the horizontal seismic ground
motions are considered to be imparted to the structure or the
level at which the structure as a dynamic vibrator is supported.
This level does not necessarily coincide with the ground level.

DESIGN EARTHQUAKE GROUND MOTION. The earth-
quake ground motion that buildings and structures are specifi-
cally proportioned to resist in Section 1613A.

DISTANCE FROM AN ACTIVE EARTHQUAKE FAULT.

Distance measured from the nearest point of the building to the
closest edge of an Alquist-Priolo Earthquake Fault Zone for an
active fault, if such a map exists, or to the closest mapped splay
of the fault.

HOSPITAL BUILDINGS. Hospital buildings and all other
medical facilities as defined in Section 1250, Health and Safety
Code.

IRREGULAR STRUCTURE. A structure designed as having
one or more plan or vertical irregularities per ASCE 7 Section
12.3.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

MAXIMUM CONSIDERED EARTHQUAKE GROUND
MOTION. The most severe earthquake effects considered by
this code.

MECHANICAL SYSTEMS. For the purposes of determin-
ing seismic loads in ASCE 7, mechanical systems shall include
plumbing systems as specified therein.

ORTHOGONAL. To be in two horizontal directions, at 90
degrees (1.57 rad) to each other.

SEISMIC DESIGN CATEGORY. A classification assigned
to a structure based on its occupancy category and the severity
of the design earthquake ground motion at the site.

SEISMIC-FORCE-RESISTING SYSTEM. That part of the
structural system that has been considered in the design to pro-
vide the required resistance to the prescribed seismic forces.

SITE CLASS. A classification assigned to a site based on the
types of soils present and their engineering properties as
defined in Section 1613A.5.2.

SITE COEFFICIENTS. The values of F a and F v indicated in
Tables 1613A.5.3Q) and 1613A.5.3(2), respectively.

SOIL-STRUCTURE RESONANCE. The coincidence of the
natural period of a structure with a dominant frequency of the
ground motion.

STRUCTURAL ELEMENTS. Floor or roof diaphragms,
decking, joists, slabs, beams or girders, columns, bearing
walls, retaining walls, masonry or concrete nonbearing walls
exceeding one story in height, foundations, shear walls or

other lateral-force-resisting members and any other elements
necessary to the vertical and lateral strength or stability of
either the building as a whole or any of its parts, including con-
nection between such elements.

1613A.3 Existing buildings. [OSHPD 1 and 4] Additions,
alterations, modification, or change of occupancy of existing
buildings shall be in accordance with Sections 3403A.2.3 and
3406A.4.

1613A.4 Special inspections. Where required by Section
1705A.3, the statement of special inspections shall include the
special inspections required by Section 1705A.3.1.

1613A.5 Seismic ground motion values. Seismic ground
motion values shall be determined in accordance with this sec-
tion.

1613A.5.1 Mapped acceleration parameters. The param-
eters S s and Sj shall be determined from the 0.2 and 1-second
spectral response accelerations shown on Figures 1613.5(1)
through 1613.5(14).

1613A.5.2 Site class definitions. Based on the site soil
properties, the site shall be classified as either Site Class A,
B, C, D, E or F in accordance with Table 1613A.5.2. When
the soil properties are not known in sufficient detail to deter-
mine the site class, Site Class D shall be used unless the
building official or geotechnical data determines that Site
Class E or F soil is likely to be present at the site.

TABLE 1613A5.2
SITE CLASS DEFINITIONS

SITE
CLASS

SOIL PROFILE
NAME

AVERAGE PROPERTIES IN TOP 100 feet, SEE SECTION 1613A5.5

Soil shear wave velocity, V s (ft/s)

Standard penetration resistance, N

Soil undrained shear strength, s u , (psf)

Hard rock

v, > 5,000

N/A

Rock

2,500 < v, < 5,000

N/A

Very dense soil
and soft rock

1,200 <v, < 2,500

iv >50

s u > 2,000

Stiff soil profile

600 < v,< 1,200

15 <iV <50

1,000 < s„ < 2,000

Soft soil profile

v, < 600

iV< 15

s u < 1,000

—

Any profile with more than 10 feet of soil having the following characteristics:

1 . Plasticity index PI > 20,

2. Moisture content w > 40%, and

, 3. Undrained shear strength s u < 500 psf

—

Any profile containing soils having one or more of the following characteristics:

1 . Soils vulnerable to potential failure or collapse under seismic loading such as liquefiable soils, quick and highly
sensitive clays, collapsible weakly cemented soils.

2. Peats and/or highly organic clays (H > 1 feet of peat and/or highly organic clay where H = thickness of soil)

3. Very high plasticity clays (H > 25 feet with plasticity index PI > 75)

4. Very thick soft/medium stiff clays (H > 120 feet)

For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m 2 , 1 pound per square foot = 0.0479 kPa. N/A = Not applicable

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

1613A.5.3 Site coefficients and adjusted maximum con-
sidered earthquake spectral response acceleration
parameters. The maximum considered earthquake spectral
response acceleration for short periods, S MS , and at 1 -second
period, S M1 , adjusted for site class effects shall be deter-
mined by Equations 16A-37 and 16A-38, respectively:

i«s — ""A

$mi - Fv S l

where:

(Equation 16A -37)
(Equation 16A-38)

F a = Site coefficient defined in Table 1613A.5.3(1).

F v = Site coefficient defined in Table 1613A.5.3(2).

S s = The mapped spectral accelerations for short periods
as determined in Section 1613A.5.1.

S { = The mapped spectral accelerations for a 1 -second
period as determined in Section 161 3A. 5.1.

1613A.5.4 Design spectral response acceleration parame-
ters. Five-percent damped design spectral response accelera-
tion at short periods, S DS , and at 1-second period, S m , shall be
determined from Equations 16A-39 and 16A-40, respectively:

Sds—?Sms

(Equation 16A-39)

■Is

'3 M1

(Equation 16A-40)

where:

S MS = The maximum considered earthquake spectral re-
sponse accelerations for short period as determined
in Section 1613A.5.3.

S m = The maximum considered earthquake spectral re-
sponse accelerations for 1-second period as
determined in Section 1613A.5.3.

1613A.5.5 Site classification for seismic design. Site clas-
sification for Site Class C, D or E shall be determined from
Table 1613A.5.5.

The notations presented below apply to the upper 100 feet
(30 480 mm) of the site profile. Profiles containing dis-
tinctly different soil and/or rock layers shall be subdivided
into those layers designated by a number that ranges from 1
to n at the bottom where there is a total of n distinct layers in
the upper 100 feet (30 480 mm). The symbol i then refers to
any one of the layers between 1 and n.

where:

v si = The shear wave velocity in feet per second (m/s).

d, = The thickness of any layer between and 1 00 feet (30
480 mm).

TABLE 16134.5.3(1)
VALUES OF SITE COEFFICIENT F„ a

SITE CLASS

MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIOD

S s ^0.25

S s = 0.50

S s = 0.75

S s = 1.00

S s >1.25

0.8

1.0

1.2

1.1

1.0

1.6

1.4

1.2

1.1

1.0

2.5

1.7

1.2

0.9

Noteb

a. Use straight-line interpolation for intermediate values of mapped spectral response acceleration at short period, S s .

b. Values shall be determined in accordance with Section 1 1.4.7 of ASCE 7.

TABLE 16134.5.3(2)

VALUES OF SITE COEFFICIENT F„ a

SITE CLASS

MAPPED SPECTRAL RESPONSE ACCELERATION AT 1-SECOND PERIOD

S, £0.1

S, = 0.2

S, a 0.3

S, = 0.4

S, > 0.5

0.8

1.0

1.7

1.6

1.5

1.4

1.3

2.4

2.0

1.8

1.6

1.5

3.5

3.2

2.8

2.4

Noteb

a. Use straight-line interpolation for intermediate values of mapped spectral response acceleration at 1-second period, S,.

b. Values shall be determined in accordance with Section 1 1 .4.7 of ASCE 7.

2007 CALIFORNIA BUILDING CODE

where:

Vs =-

(Equation 16A-41)

J) di= 100 feet (30 480 mm)

1=1

Id,

. ;=i
" w

1=1 ly i

(Equation 16A-42)

where N : and d-, in Equation 16A -42 are for cohesionless
soil, cohesive soil and rock layers.

N* =■

<*.

ydj_

(Equation 16A-43)

where:

in
1=1

Use d, and TV, for cohesionless soil layers only in Equation
16A-43.

ii, = The total thickness of cohesionless soil layers in the
top 100 feet (30 480 mm).

m = The number of cohesionless soil layers in the top 100
feet (30 480 mm).

s ui = The undrained shear strength in psf (kPa), not to
exceed 5,000 psf (240 kPa), ASTM D 2166 or D
2850.

c — ___£_

(Equation 16A-44)

where:

STRUCTURAL DESIGN

;=i

d c = The total thickness of cohesive soil layers in the top
100 feet (30 480 mm).

k = The number of cohesive soil layers in the top 100 feet
(30 480 mm).

PI = The plasticity index, ASTM D 4318.

w = The moisture content in percent, ASTM D 2216.

Where a site does not qualify under the criteria for Site Class
F and there is a total thickness of soft clay greater than 10 feet
(3048 mm) where a soft clay layer is defined by: s„ < 500 psf
(24 kPa), w > 40 percent, and PI > 20, it shall be classified as
Site Class E.

The shear wave velocity for rock, Site Class B , shall be either
measured on site or estimated by a geotechnical engineer or
engineering geologist/seismologist for competent rock with
moderate fracturing and weathering. Softer and more highly
fractured and weathered rock shall either be measured on site
for shear wave velocity or classified as Site Class C.

The hard rock category, Site Class A, shall be supported by
shear wave velocity measurements either on site or on profiles
of the same rock type in the same formation with an equal or
greater degree of weathering and fracturing. Where hard rock
conditions are known to be continuous to a depth of 100 feet
(30 480 mm), surficial shear wave velocity measurements are
permitted to be extrapolated to assess v s .

The rock categories, Site Classes A and B, shall not be used
if there is more than 1 feet (3048 mm) of soil between the rock
surface and the bottom of the spread footing or mat foundation.

1613A.5.5.1 Steps for classifying a site.

1. Check for the four categories of Site Class F
requiring site-specific evaluation. If the site corre-
sponds to any of these categories, classify the site
as Site Class F and conduct a site-specific evalua-
tion.

2. Check for the existence of a total thickness of soft
clay > 10 feet (3048 mm) where a soft clay layer is
defined by: s u < 500 psf (24 kPa), w > 40 percent
and PI > 20. If these criteria are satisfied, classify
the site as Site Class E.

3 . Categorize the site using one of the following three
methods with v s , N, and s u and computed in all
cases as specified.

TABLE 1613A.5.5
SITE CLASSIFICATION 3

SITE CLASS

WorN„„

s u

< 600 ft/s

<15 |

< 1,000 psf

600 to 1,200 ft/s

15 to 50

1,000 to 2,000 psf

1,200 to 2,500 ft/s

>50

> 2,000

For SI: 1 foot per second = 304.8_mm per second, 1 pound per square foot = 0.0479 kN/nf.

a. If the ?„ method is used and the N cll and J„ criteria differ, select the category with the softer soils (for example, use Site Class E instead of D).

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

3.1. v, for the top 100 feet (30 480 mm) (y s
method).

3.2. N ch for the top 100 feet (30 480 mm) (N
method).

3.3. N for cohesionless soil layers (PI < 20) in
the top 100 feet (30 480 mm) and average,
s u for cohesive soil layers ( PI> 20) in the
top 100 feet (30 480 mm) (s u method).

1613A.5.6 Determination of seismic design category.

Occupancy Category I, II or III structures located where the
mapped spectral response acceleration parameter at 1 -sec-
ond period, S u is greater than or equal to 0.75 shall be
assigned to Seismic Design Category E. Occupancy Cate-
gory IV structures located where the mapped spectral
response acceleration parameter at 1 -second period, S u is
greater than or equal to 0.75 shall be assigned to Seismic
Design Category F. All other structures shall be assigned to
Seismic Design Category D.

1613A.5.6.1 Alternative seismic design category
determination. Not permitted by OSHPD andDSA-SS.

1613A.5.6.2 Simplified design procedure. Not permit-
ted by OSHPD and DSA-SS.

1613A.6 Alternatives to ASCE 7. The provisions of Section
1 6 1 3 A. 6 shall be permitted as alternatives to the relevant pro vi-
sions of ASCE 7.

1613A.6.1 Assumption of flexible diaphragm. Add the

following text at the end of Section 12.3.1.1 of ASCE 7:

Diaphragms constructed of wood structural panels or
untopped steel decking shall also be permitted to be ideal-
ized as flexible, provided all of the following conditions are
met:

1. Toppings of concrete or similar materials are not
placed over wood structural panel diaphragms except
for nonstructural toppings no greater than 1 V 2 inches
(38 mm) thick.

2. Each line of vertical elements of the lat-
eral-force-resisting system complies with the allow-
able story drift of Table 12.12-1.

3 . Vertical elements of the lateral-force-resisting system
are light-framed walls sheathed with wood structural
panels rated for shear resistance or steel sheets.

1613A.6.2 Additional seismic-force-resisting systems for
seismically isolated structures. Add the following excep-
tion to the end of Section 17.5.4.2 of ASCE 7:

(OCBFs) as defined in Chapter 11 and intermediate
moment frames (IMFs) as defined in Chapter 1 1 are per-
mitted to be taken as 160 feet (48 768 mm) for structures
assigned to Seismic Design Category D, E or F, provided
that the following conditions are satisfied:

1 . The value of R , as defined in Chapter 1 7 is taken as
1.

2. For OCBFs, design is in accordance with AISC
341.

3. For IMFs, design is in accordance with AISC 341.
In addition, requirements of Section 9.3 of AISC
341 shall be satisfied.

SECTION 1614A
MODIFICATIONS TO ASCE 7

1614A.1 General. The text of ASCE 7 shall be modified as indi-
cated in Sections 1614A.1.1 through 1614A.1.31.

1614A.1.1 ASCE 7, Section 11.1. Modify ASCE 7 Section
11.1 by adding Section 11.1.5 as follows:

11.1.5 Design criteria requirements. Prior to implemen-
tation of the nonlinear design procedures, the ground
motion, analysis and design methods, material assump-
tions and acceptance criteria proposed by the engineer
shall be submitted to the enforcement agency in the form
of design criteria for approval.

The analysis and design basis, conclusion and design
decisions shall be reviewed and accepted by the enforce-
ment agent.

1614A.1.2 ASCE 7, Section 11.4.7. Replace ASCE 7 Sec-
tion 11.4.7 as follows:

11.4.7 Site-specific ground motion procedures. The
site-specific ground motion procedure set forth in
ASCE 7 Chapter 21 as modified in Section 1802A.6 of
this code is permitted to be used to determine ground
motion for any structure.

Unless otherwise approved, the site-specific proce-
dure per ASCE 7 Chapter 21 as modified by Section
1802A.6 of this code shall be used where any of the fol-
lowing conditions apply:

1. A site response analysis shall be performed per
Section 21.1 and a ground motion hazard analysis
shall be performed in accordance with Section
21.2 for the following structures:

a. Structure located in Type E soils and
mapped MCE spectral acceleration at short
periods (SJ exceeds 2.0g.

b. Structures located in Type F soils.

Exceptions:

1. Where S s is less than 0.20g, use of
Type E soil profile shall be permit-
ted.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

2.Where the exception to Section
20.3.1 is applicable except for base
isolated buildings.

2. A ground motion hazard analysis shall be per-
formed in accordance with Section 21.2 when:

a. A time history response analysis of the
building is performed as part of the design.

b. The building site is locatedwithin 10 kilome-
ters of an active fault.

c. For seismically isolated structures and for
structures with damping systems.

1614A.1.3 ASCE 7, Table 12.2-1. Modify ASCE 7 Table
12.2-1 as follows:

A. BEARING WALL SYSTEMS

14. Light-framed walls with shear panels of all
other materials — Not permitted by OSHPD and
DSA-SS.

B. BUILDING FRAME SYSTEMS

4. Ordinary steel concentrically braced
frames — Not permitted by OSHPD.

24. Light-framed walls with shear panels of all
other materials — Not permitted by OSHPD and
DSA-SS.

25. Buckling-restrained braced frames,
nonmoment-resisting beam-column connections
—Not permitted by OSHPD.

27. Special steel plate shear wall— Not permitted
by OSHPD.

C. MOMENT-RESISTING FRAME SYSTEMS

2. Special steel truss moment frames — Not permit-
ted by OSHPD.

3. Intermediate steel moment frames — Not permit-
ted by OSHPD.

4. Ordinary steel moment frames — Not permitted
by OSHPD.

Exceptions:

1. Systems listed in this section can be used as an
alternative system when preapproved by the
enforcement agency.

2. Rooftop or other supported structures not exceed-
ing two stories in height and 10 percent of the total
structure weight can use the systems in this section
when designed as components per ASCE 7 Chap-
ter 13.

3. Systems listed in this section can be used for seis-
mically isolated buildings when permitted by Sec-
tion 1613 A.6. 2.

1614A.1.4 ASCE 7, Section 12.2.3.1. Modify ASCE 7 Sec-
tion 12.2.3.1 by adding the following additional require-
ments for two stage equivalent lateral force procedure:

e. Where design of elements of the upper portion is gov-
erned by special seismic load combinations, the spe-

cial loads shall be considered in the design of lower
portions.

f. The detailing requirements required for the lateral
system of the upper portion shall be used for struc-
tural components common to the structural system of
thr lower portion.

g. If separate models are used to design the upper and
lower portions, the model boundary conditions of the
upper portion shall be compatible with actual
strength and stiffness of the supporting elements of
the lower portion.

h. Both flexible upper portion and rigid lower portion
considered separately can be classified as being reg-
ular.

Exception: When dynamic analysis is used, regu-
larity requirements in Item h above neednot apply.

1614A.1.5 ASCE 7, Section 12.3.3. Modify first sentence of
ASCE 7 Section 12.3.3.1 as follows:

12.3.3.1 Prohibited horizontal and vertical irregulari-
ties for Seismic Design Categories D through F. Struc-
tures assigned to Seismic Design Category D, E or F
having horizontal structural irregularity Type lb of
Table 12.3-1 or vertical structural irregularities Type
lb, 5a or 5b of Table 12.3-2 shall not be permitted.

1614A.1.6 ASCE 7, Section 12. 7.2. Modify ASCE 7 Section
12. 7.2 by adding Item 5 to read as follows:

5. Where buildings provide lateral support for walls
retaining earth, and the exterior grades on opposite
sides of the building differ by more than 6 feet (1829
mm), the load combination of the seismic increment of
earth pressure due to earthquake acting on the higher
side, as determined by a geotechnical engineer quali-
fied in soils engineering plus the difference in earth
pressures shall be added to the lateral forces pro-
vided in this section.

1614A.1.7 ASCE 7, Section 12.8.1.1. Modify ASCE 7 Sec-
tion 12.8.1.1 by replacing Equation 12.8-5 as follows:

C = 0.03

(12.8-5)

1614A.1.8ASCE7, Section 12.8. 7. Modify ASCE 7 Section
12.8.7 by replacing Equation 12.8-16 as follows:

P X M

V x h sx C d

(12.8-16)

1614A.1.9 ASCE 7, Section 12.9.4. Replace ASCE 7 Sec-
tion 12.9.4 as follows:

12.9.4 Scaling design values of combined response.
Modal base shear shall not be less than the base shear
calculated Using the equivalent lateral force procedure
of Section 12.8.

1614A.1.10 ASCE 7, Section 12.13.1. Modify ASCE 7 Sec-
tion 12.13.1 by adding Section 12.13.1.1 as follows:

12.13.1.1 Foundations and superstructure-to-founda-
tion connections. The foundation shall be capable of

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

transmitting the design base shear and the overturning
forces from the structure into the supporting soil.

In addition, the foundation and the connection of the
superstructure elements to the foundation shall have the
strength to resist, in addition to gravity loads, the lesser
of the following seismic loads:

1. The strength of the superstructure elements.

2. The maximum forces that would occur in the fully
yielded structural system.

3. Forces from load combinations with overstrength
factor per ASCE 7 Section 12.4.3.2.

Exceptions:

1- Where structures are designed using R <
2.5 such as for inverted pendulum-type
structures.

2. When it can be demonstrated that inelas-
tic deformation of the foundation and
superstructure-to-foundation connection
will not result in a weak story or cause
collapse of the structure.

3. Where the basic structural system con-
sists of light-framed walls with shear
panels.

Where the computation of the seismic overturning
moment is by the equivalent lateral-force method or the
modal analysis method, reduction in overturning
moment permitted by Section 12.13.4 of ASCE 7 may be
used.

Where moment resistance is assumed at the base of the
superstructure elements, the rotation andflexural defor-
mation of the foundation as well as deformation of the
superstructure-to-foundation connection shall be con-
sidered in the drift and deformation compatibility analy-
ses.

Exception: The seismic loads defined above need not
be considered for friction and passive resistance.
Ultimate soil pressure can be used when considering
load combinations with the seismic loads defined
above.

1614A.1.11 ASCE 7, Section 13.3.2. Modify ASCE 7 Sec-
tion 13.3.2 by adding the following:

The seismic relative displacements to be used in
design of displacement sensitive nonstructural compo-
nents is D p I instead ofD p , where D p is given by Equations
13.3-5 to 13.3-8 and I is the building importance factor
given in Section 11.5.

1614A.1.12ASCE 7, Section 13.5.6.2. Modify ASCE 7 Sec-
tion 13.5.6.2 by adding Section 13.5.6.2.3 as follows:

13.5.6.2.3 Additional requirements.

1. Exitways. Lay-in ceiling assemblies in exitways
of hospitals and essential services buildings shall
be installed with a main runner or cross runner
surrounding all sides of each piece of tile, board
or panel and each light fixture or grille. A cross

runner that supports another cross runner shall
be considered as a main runner for the purpose
of structural classification. Splices or intersec-
tions of such runners shall be attached with
through connectors such as pop rivets, screws,
pins, plates with end tabs or other approved con-
nectors.

2. Corridors and lobbies. Expansion joints shall be
provided in the ceiling at intersections of corri-
dors and at junctions of corridors and lobbies or
other similar areas.

3. Lay-in panels. Metal panels and panels weigh-
ing more than 1 / 2 pound per square foot (24 N/m 2 )
other than acoustical tiles shall be positively
attached to the ceiling suspension runners.

4. Grid members, connectors and expansion
devices. The allowable load-carrying capacity
as determined by test shall not exceed one-third
of the mean ultimate test value based on tests of
no fewer than three identical specimens. Ratio-
nal analysis can be substitutedfor test where per-
mitted by ASCE 7 and the enforcement agency.

5. Vertical hangers. Each vertical hanger shall be
attached to the ceiling suspension member and to
the support above with a minimum of three tight
twists in l'/ 2 inches (38 mm).

6a. [OSHPD 1 & 4] Lateral-force bracing. Substan-
tiating design calculations or test reports shall
be provided for all lateral-force bracing, their
connections and anchorages. Lateral forces
must comply with the seismic force requirements
of ASCE 7 Chapter 13. Horizontal restraint
points shall not be placed more than 8 feet by 12
feet (2438 mm by 3658 mm) on center. Horizon-
tal restraint wires shall be No. 12 gage minimum
and secured to main runners with four tight
twists in l'/ 2 inches (38 mm).

6b. [DSA-SS] Lateral-force bracing. Substantiating
design calculations or test reports shall be pro-
vided for all lateral-force bracing, their connec-
tions and anchorages. Lateral forces must
comply with the seismic force requirements of
ASCE 7 Chapter 13. Horizontal restraint points
shall not be placed more than 12 feet by 12 feet
(3658 mm by 3658 mm) on center. Horizontal
restraint wires shall be No. 12 gage minimum
and secured to main runners with four tight
twists in l'/ 2 inches.

7. Ceiling fixtures. Fixtures installed in acoustical
tile or lay-inpanel ceilings shall be mounted in a
manner that will not compromise ceiling perfor-
mance.

All recessed or drop-in light fixtures and
grilles shall be supported directly from the fix-
ture housing to the structure above with a mini-
mum of two 12-gage wires located at diagonally
opposite corners. Leveling and positioning offix-

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

tares may be provided by the ceiling grid. Fixture
support wires may be slightly loose to allow the
fixture to seat in the grid system. Fixtures shall
not be supported from main runners or cross
runners if the weight of the fixtures causes the
total dead load to exceed the deflection capabil-
ity of the ceiling suspension system.

Fixtures shall not be installed so that the main
runners or cross runners will be eccentrically
loaded.

Surface-mounted fixtures shall be attached to
the main runner with at least two positive clamp-
ing devices made of material with a minimum of
14 gage. Rotational spring catches do not com-
ply. A 12-gage suspension wire shall be attached
to each clamping device and to the structure
above.

8. Mechanical services. Terminals and services
weighing no more than 20 pounds (9 kg) shall
have two No. 12-gage hangers from the terminal
or service to the structure above. These wires
may be slack.

9. Lighting fixtures. All lighting fixtures shall be
positively attached to the suspended ceiling sys-
tem. The attachment device shall have a capacity
of 100 percent of the lighting fixture weight act-
ing in any direction.

Lighting fixtures weighing 56 pounds (25 kg)
or more shall be supported directly from the
structure above by approved hangers. In such
cases the slack wires required by Item 7 above
may be omitted.

10. Partitions. Where the suspended ceiling system
is required to provide lateral support for the per-
manent or relocatable partitions, the connection
of the partition to the ceiling system, the ceiling
system members and their connections, and the
lateral-force bracing shall be designed to sup-
port the reaction force of the partition from pre-
scribed loads applied perpendicular to the face
of the partition. These partition reaction forces
shall be in addition to the loads described in Item
6 above. Partition connectors, the suspended
ceiling system and the lateral-force bracing shall
all be engineered to suit the individual partition
application and shall be shown or defined in the
drawings or specifications.

11. Construction documents. The construction doc-
uments shall include detailing and specifications
for suspended ceiling members, connections,
support systems, light fixture and mechanical fix-
ture attachments, partition supports and seismic
bracing.

1614A.1.13 ASCE 7, Section 13.6.1. Modify ASCE 7 Sec-
tion 13.6.1 by adding Sections 13.6.1.1 and 13.6.1.2 as fal-
lowings:

13.6.1.1 HVAC ductwork, plumbing/piping and conduit
systems. Ductwork shall be constructed in accordance
with provisions contained in Part 4, Title 24, California
Mechanical Code. Where possible, pipes, conduit and
their connections shall be constructed of ductile materi-
als (copper, ductile iron, steel or aluminum and brazed,
welded or screwed connections). Pipes, conduits and
their connections, constructed of nonductile materials
(e.g., cast iron, no-hub pipe and plastic), shall have the
brace spacing reduced to satisfy requirements of ASCE 7
Chapter 13 and not to exceed one-half of the spacing
allowed for ductile materials.

13.6.1.2 Trapeze assemblies. All trapeze assemblies sup-
porting pipes, ducts and conduit shall be braced to resist
the forces and relative displacements per ASCE 7 Sec-
tion 13, considering the total weight of the elements on
the trapeze.

Pipes, ducts and conduit supported by a trapeze where
none of those elements would individually be braced
need not be braced if connections to the pipe/con-
duit/ductwork or directional changes do not restrict the
movement of the trapeze. If this flexibility is not provided,
bracing will be required when the aggregate weight of
the pipes and conduit exceed 10 pounds per foot (146
N/m). The weight shall be determined assuming all pipes
and conduit are filled with water.

1614A.1.14 ASCE 7 Section 13.6.7. Modify ASCE 7 Sec-
tion 13.6. 7 by the following:

Requirements of this section shall also apply for l p =
1.5.

1614A.1.15 ASCE 7, Section 13.6.10.1. Modify ASCE 7
Section 13.6.10.1 by adding Section 13.6.10.1.1 as follows:

13.6.10.1.1 Elevators guide rail support. The design of
guide rail support bracket fastenings and the supporting
structural framing shall use the weight of the counter-
weight or maximum weight of the car plus not more than
40 percent of its rated load. The seismic forces shall be
assumed to be distributed one-third to the top guiding
members and two-thirds to the bottom guiding members
of cars and counterweights, unless other substantiating
data are provided. In addition to the requirements of
ASCE 7 Section 13.6.10.1, the minimum seismic forces
shall be 0.5g acting in any horizontal direction.

1614A.1.16 ASCE 7, Section 13.6.10.4. Replace ASCE 7
Section 13.6.10.4 as follows:

13.6.10.4 Retainer plates. Retainer plates are required
at the top and bottom of the car and counterweight,
except where safety devices acceptable to the enforce-
ment agency are provided which meet all requirements
of the retainer plates, including full engagement of the
machined portion of the rail. The design of the car, cab
stabilizers, counterweight guide rails and counterweight
frames for seismic forces shall be based on the following '
requirements:

1. The seismic force shall be computed per the
requirements of ASCE 7 Section 13.6.10.1. The

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

minimum horizontal acceleration shall be 0.5gfor
all buildings.

2. W p shall equal the weight of the counterweight or
the maximum weight of the car plus not less than
40 percent of its rated load.

3. With the car or counterweight located in the most
adverse position, the stress in the rail shall not
exceed the limitations specified in these regula-
tions, nor shall the deflection of the rail relative to
its supports exceed the deflection listed below:

RAIL SIZE

(weight per foot

of length,

pounds)

WIDTH OF

MACHINED

SURFACE

(inches)

ALLOWABLE

RAIL

DEFLECTION

(inches)

0.20

l'/ 2

0.30

0.40

1 3 '/S2

0.50

18>/ 2

I 3 '/ 32

0.50

22>/ 2

0.50

For SI: 1 inch = 25 mm, 1 foot - 305 mm, 1 pound = 0.454 kg.

Note: Deflection limitations are given to maintain a consistent factor of safety

against disengagement of retainer plates from the guide rails during an

earthquake.

4. Where guide rails are continuous over supports
and rail joints are within 2 feet (610 mm) of their
supporting brackets, a simple span may be
assumed.

5. The use of spreader brackets is allowed.

6. Cab stabilizers and counterweight frames shall be
designed to withstand computed lateral load with
a minimum horizontal acceleration of 0.5 g.

1614A.1.17 ASCE 7, Section 15.4.1. Modify ASCE 7 Sec-
tionl5.4.1 by replacing Equations 15.4-1 and 15.4-3 as fol-
lows:

C = 0.17
C = 0.06

(15.4-1)
(15.4-3)

1614A.1.18 ASCE 7, Section 17.2.1. Modify ASCE 7 Sec-
tion 17.2.1 by adding the following:

The importance factor, I p , for parts and portions of a seis-
mically isolated building shall be the same as that required
for a fixed-base building of the same occupancy category.

1614A.1.19 ASCE 7, Section 17.2.4.7. Modify ASCE 7 Sec-
tion 17.2.4.7 by adding the following:

The effects of uplift and/or rocking shall be explicitly
accounted for in the analysis and in the testing of the iso-
lator units.

1614A.1.20 ASCE 7, Section 17.2.4.8. Modify ASCE 7 Sec-
tion 17.2.4.8 by adding the following:

f Inspection and replacement programs shall be sub-
mitted to the enforcement agency for approval with
the plans and specifications and shall be a condition
of occupancy for the structure.

g. After every significant seismic event, the owner shall
retain a structural engineer to make an inspection of
the structural system. The inspection shall consist of
viewing the performance of the building, reviewing
the strong motion records and a visual examination of
the isolators and their connections for deterioration,
offset or physical damage. A report for each inspec-
tion, including conclusions on the continuing ade-
quacy of the structural system, shall be submitted as
required to the enforcement agency.

1614A.1.21 ASCE 7, Section 17.2.4.9. Modify ASCE 7 Sec-
tion 17.2.4.9 by adding the following:

The quality control testing program shall include pro-
visions for both prototype and production isolator units.
The quality control testing program shall be subject to
preapproval by the enforcement agency.

1614A.1.22 ASCE 7, Section 17.2.4. Modify ASCE 7 Sec-
tion 17.2.4 by adding Section 17.2.4.10 as follows:

17.2.4.10 Instrumentation. A proposal for instrumenta-
tion and equipment specifications shall be forwarded to
the enforcement agency for approval.

There shall be sufficient numbers of instruments to
characterize the response of the building during an
earthquake. Motion measuring instruments shall be
located within the building and at levels immediately
above and below the isolators. The owner of the building
is responsible for the implementation of the instrumenta-
tion program. Maintenance of the instrumentation and
removal and processing of the records shall be the
responsibility of the enforcement agency or its desig-
nated agent.

1614A.1.23ASCE 7, Section 17.2.5.2. Modify ASCE 7 Sec-
tion 17.2.5.2 by adding the following:

The separation requirements for the building above
the isolation system and adjacent buildings shall be the
sum of the factored displacements for each building. The
factors to be used in determining separations shall be:

1. For seismically isolated buildings, the elastic
deformation resulting from the dynamic analyses
using the maximum considered earthquake
unmodified by R,.

2. For fixed-based buildings, C d times the elastic
deformations resulting from an equivalent static
analysis using the seismic base shear computed
via ASCE 7 Section 12.8.

1614A.1.24 ASCE 7, Section 17.3.1. Modify ASCE 7 Sec-
tion 17.3.1 by adding the following:

Site-specific ground motion spectra of the design
earthquake and the maximum considered earthquake,
developed in accordance with Section 1802A.6 and
ASCE 7, shall be used for design and analysis of all seis-

2007 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

mically isolated structures when required by Section
1614A.1.2orASCE7.

1614A.1.25 ASCE 7, Section 17.3.2. Modify ASCE 7 Sec-
tion 17.3.2 by adding the following:

The SRSS of the time history components shall be
equal to or greater than the 5-percent damped design
spectra between 0.5T D and 1.25T M (where T D and T M are
defined in ASCE 7 Section 17.5.3).

The duration of the time histories shall be consistent
with the magnitude and source characteristics of the
design earthquake (or maximum considered earth-
quake).

1614A.1.26 ASCE 7, Section 17.4.1. Modify ASCE 7 Sec-
tion 17.4.1 by adding the following:

The Equivalent Lateral Force Procedure of Section
17.5 shall be used to establish minimum criteria only,
and not be used for design purposes unless these mini-
mum requirements exceed computed force and displace-
ment calculated values from the dynamic analysis.

1614A.1.27 ASCE 7, Section 17.4.2.1. Modify ASCE 7 Sec-
tion 17.4.2.1 by adding the following:

3. The isolation system has force-deflection properties
that are independent of the rate of loading.

4. The isolation system has force-deflection properties
that are independent of the vertical load or bilateral
load imposed, on the isolators.

1614A.1.28 ASCE 7, Section 17.4. Modify ASCE 7 Section
17.4 by adding Section 17.4.3 as follows:

17.4.3 Period separation. In each principal direction,
the fundamental period, T, of the superstructure, com-
putedin accordance with ASCE 7 Section 12.8.2, assum-
ing that the structure is fixed at the isolation interface,
shall not exceed the isolated-structure period, T M .

1614A.1.29 ASCE 7, Section 17.7 Modify ASCE 7 Section
17.7 by adding Section 17.7.1 as follows:

17.7.1 Design review. The design review shall be the
responsibility of the enforcement agency. The enforce-
ment agency may at its discretion require the owner of
the facility to retain an independent team to review and
report per Section 1 7. 7. The team shall serve in an advi-
sory capacity to provide technical evaluations to the
enforcement agency. The members of the independent
team shall be approved by the enforcement agency.

1614A.1.30 ASCE 7, Section 18.2.4. Modify ASCE 7 Sec-
tion 18.2.4, second sentence as follows:

Regardless of the analysis method used, the peak
dynamic response of the structure and elements of the
damping system shall be confirmed by using the nonlin-
ear response history procedure.

1614A.1.31 ASCE 7, Section 18.9.2. Modify ASCE 7 Sec-
tion 18.9.2 by adding the following:

Required tests of energy dissipation
devices — production tests. Production testing and asso-
ciated acceptance criteria shall be as approved by the
enforcement agent.

2007 CALIFORNIA BUILDING CODE

84 2007 CALIFORNIA BUILDING CODE

CALIFORNIA BUILDING CODE - MATRIX ADOPTION TABLE
CHAPTER 17 - STRUCTURAL TESTS AND SPECIAL INSPECTIONS

Adopting Agency

BSC

SFM

HCD

DSA

OSHPD

CSA

DHS

AGR

DWR

CEC

SLC

1/AC

Adopt Entire Chapter

Adopt Entire Chapter as
amended (amended sections
listed below)

Adopt only those sections that
are listed below

Chapter / Section

Codes .

1702.1 Approved
Agency

IBC

1704.1

1704.1.1

1704.4.2

1704.6.2

2007 CALIFORNIA BUILDING CODE

86 2007 CALIFORNIA BUILDING CODE

CHAPTER 17

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

SECTION 1701
GENERAL

1701.1 Scope. The provisions of this chapter shall govern the
quality, workmanship and requirements for materials covered.
Materials of construction and tests shall conform to the appli-
cable standards listed in this code.

1701.2 New materials. New building materials, equipment,
appliances, systems or methods of construction not provided
for in this code, and any material of questioned suitability pro-
posed for use in the construction of a building or structure, shall
be subjected to the tests prescribed in this chapter and in the
approved rules to determine character, quality and limitations
of use.

1701.3 Used materials. The use of second-hand materials that
meet the minimum requirements of this code for new materials
shall be permitted.

SECTION 1702
DEFINITIONS

1702.1 General. The following words and terms shall, for the
purposes of this chapter and as used elsewhere in this code,
have the meanings shown herein.

APPROVED AGENCY. An established and recognized
agency regularly engaged in conducting tests or furnishing
inspection services, when such agency has been approved.
[HCD 1 & HCD 2] "Approved agency" shall mean "Listing
agency" and "Testing agency" (see Chapter 2 definitions).

APPROVED FABRICATOR. An established and qualified
person, firm or corporation approved by the building official
pursuant to Chapter 17 of this code.

CERTIFICATE OF COMPLIANCE. A certificate stating
that materials and products meet specified standards or that
work was done in compliance with approved construction doc-
uments. v ■

DESIGNATED SEISMIC SYSTEM. Those architectural,
electrical and mechanical systems and their components that
require design in accordance with Chapter 13 of ASCE 7 and
for which the component importance factor, I p , is greater than 1
in accordance with Section 13.1.3 of ASCE 7.

FABRICATED ITEM. Structural, load-bearing or lateral
load-resisting assemblies consisting of materials assembled
prior to installation in a building or structure or subjected to
operations such as heat treatment, thermal cutting, cold work-
ing or reforming after manufacture and prior to installation in a
building or structure. Materials produced in accordance with
standard specifications referenced by this code, such as rolled
structural steel shapes, steel-reinforcing bars, masonry units
and wood structural panels shall not be considered "fabricated
items."

INSPECTION CERTIFICATE. An identification applied on
a product by an approved agency containing the name of the
manufacturer, the function and performance characteristics,
and the name and identification of an approved agency that
indicates that the product or material has been inspected and
evaluated by an approved agency (see Section 1703.5 and
"Label," "Manufacturer's designation" and "Mark").

LABEL. An identification applied on a product by the manu-
facturer that contains the name of the manufacturer, the func-
tion and performance characteristics of the product or material,
and the name and identification of an approved agency and that
indicates that the representative sample of the product or mate-
rial has been tested and evaluated by an approved agency (see
Section 1703.5 and "Inspection certificate," "Manufacturer's
designation" and "Mark").

MAIN WIND-FORCE-RESISTING SYSTEM. An assem-
blage of structural elements assigned to provide support and
stability for the overall structure. The system generally
receives wind loading from more than one surface.

MANUFACTURER'S DESIGNATION. An identification .
applied on a product by the manufacturer indicating that a
product or material complies with a specified standard or set of
rules (see also "Inspection certificate," "Label" and "Mark").

MARK. An identification applied on a product by the manu-
facturer indicating the name of the manufacturer and the func-
tion of a product or material (see also "Inspection certificate,"
"Label" and "Manufacturer's designation").

SPECIAL INSPECTION. Inspection as herein required of
the materials, installation, fabrication, erection or placement of
components and connections requiring special expertise to
ensure compliance with approved construction documents and
referenced standards (see Section 1704).

SPECIAL INSPECTION, CONTINUOUS. The full-time
observation of work requiring special inspection by an
approved special inspector who is present in the area where the
work is being performed.

SPECIAL INSPECTION, PERIODIC. The part-time or
intermittent observation of work requiring special inspection
by an approved special inspector who is present in the area
where the work has been or is being performed and at the com-
pletion of the work.

SPRAYED FIRE-RESISTANT MATERIALS.

Cementitious or fibrous materials that are spray applied to pro-
vide fire-resistant protection of the substrates.

STRUCTURAL OBSERVATION. The visual observation of
the structural system by a registered design professional for gen-
eral conformance to the approved construction documents at
significant construction stages and at completion of the struc-
tural system. Structural observation does not include or waive
the responsibility for the inspection required by Sections 109,
Appendix Chapter 1, and 1704 or other sections of this code.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

SECTION 1703
APPROVALS

1703.1 Approved agency. An approved agency shall provide
all information as necessary for the building official to deter-
mine that the agency meets the applicable requirements.

1703.1.1 Independent. An approved agency shall be objec-
tive and competent. The agency shall also disclose possible
conflicts of interest so that objectivity can be confirmed.

1703.1.2 Equipment. An approved agency shall have ade-
quate equipment to perform required tests. The equipment
shall be periodically calibrated.

1703.1.3 Personnel. An approved agency shall employ
experienced personnel educated in conducting, supervising
and evaluating tests and/or inspections.

1703.2 Written approval. Any material, appliance, equip-
ment, system or method of construction meeting the require-
ments of this code shall be approved in writing after
satisfactory completion of the required tests and submission of
required test reports.

1703.3 Approved record. For any material, appliance, equip-
ment, system or method of construction that has been
approved, a record of such approval, including the conditions
and limitations of the approval, shall be kept on file in the build-
ing official's office and shall be open to public inspection at
appropriate times.

1703.4 Performance. Specific information consisting of test
reports conducted by an approved testing agency in accordance
with standards referenced in Chapter 35, or other such informa-
tion as necessary, shall be provided for the building official to
determine that the material meets the applicable code require-
ments.

1703.4.1 Research and investigation. Sufficient technical
data shall be submitted to the building official to substanti-
ate the proposed use of any material or assembly. If it is
determined that the evidence submitted is satisfactory proof
of performance for the use intended, the building official
shall approve the use of the material or assembly subject to
the requirements of this code. The costs, reports and investi-
gations required under these provisions shall be paid by the
permit applicant.

1703.4.2 Research reports. Supporting data, where neces-
sary to assist in the approval of materials or assemblies not
specifically provided for in this code, shall consist of valid
research reports from approved sources.

1703.5 Labeling. Where materials or assemblies are required
by this code to be labeled, such materials and assemblies shall
be labeled by an approved agency in accordance with Section
1703. Products and materials required to be labeled shall be
labeled in accordance with the procedures set forth in Sections
1703.5.1 through 1703.5.3.

1703.5.1 Testing. An approved agency shall test a represen-
tative sample of the product or material being labeled to the
relevant standard or standards. The approved agency shall
maintain a record of the tests performed. The record shall
provide sufficient detail to verify compliance with the test
standard.

1703.5.2 Inspection and identification. The approved
agency shall periodically perform an inspection, which
shall be in-plant if necessary, of the product or material that
is to be labeled. The inspection shall verify that the labeled
product or material is representative of the product or mate-
rial tested.

1703.5.3 Label information. The label shall contain the
manufacturer's or distributor's identification, model num-
ber, serial number or definitive information describing the
product or material's performance characteristics and
approved agency's identification.

1703.6 Heretofore approved materials. The use of any mate-
rial already fabricated or of any construction already erected,
which conformed to requirements or approvals heretofore in
effect, shall be permitted to continue, if not detrimental to life,
health or safety to the public.

1703.7 Evaluation and follow-up inspection services. Where
structural components or other items regulated by this code are
not visible for inspection after completion of a prefabricated
assembly, the permit applicant shall submit a report of each
prefabricated assembly. The report shall indicate the complete
details of the assembly, including a description of the assembly
and its components, the basis upon which the assembly is being
evaluated, test results and similar information and other data as
necessary for the building official to determine conformance to
this code. Such a report shall be approved by the building offi-
cial.

1703.7.1 Follow-up inspection. The permit applicant shall
provide for special inspections of fabricated items in accor-
dance with Section 1704.2.

1703.7.2 Test and inspection records. Copies of necessary
test and inspection records shall be filed with the building
official.

SECTION 1704
SPECIAL INSPECTIONS

1704.1 General. Where application is made for construction as
described in this section, the owner or the registered design
professional in responsible charge acting as the owner's agent
shall employ one or more special inspectors to provide inspec-
tions during construction on the types of work listed under Sec-
tion 1704. The special inspector shall be a qualified person who
shall demonstrate competence, to the satisfaction of the build-
ing official, for inspection of the particular type of construction
or operation requiring special inspection. These inspections
are in addition to the inspections specified in Section 109,
Appendix Chapter 1.

Exceptions:

1 . Special inspections are not required for work of a mi-
nor nature or as warranted by conditions in the juris-
diction as approved by the building official.

2. Special inspections are not required for building com-
ponents unless the design involves the practice of pro-
fessional engineering or architecture as defined by
applicable state statutes and regulations governing the

2007 CALIFORNIA BUILDING CODE

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

(

professional registration and certification of engi-
neers or architects.

3. Unless otherwise required by the building official,
special instructions are not required for occupancies
in Group R-3 and occupancies in Group U that are ac-
cessory to a residential occupancy including, but not
limited to, those listed in Section 312.1

4. [HCD 1] The provisions of Health and Safety Code
Division 13, Part 6 and the California Code of Regu-
lations, Title 25, Division 1, Chapter 3, commencing
with Section 3000, shall apply to the construction and
inspection of factory-built housing as defined in
Health and Safety Code Section 19971.

1704.1.1 Statement of special inspections. The permit
applicant shall submit a statement of special inspections
prepared by the registered design professional in responsi-
ble charge in accordance with Section 106.1, Appendix
Chapter 1, as a condition for permit issuance. This state-
ment shall be in accordance with Section 1705.

Exceptions:

1. [OSHPD 2] Not permitted by OSHPD. A state-
ment of special inspections is not required for
structures designed and constructed in accordance
with the conventional construction provisions of
Section 2308.

2. The statement of special inspections is permitted
to be prepared by a qualified person approved by
the building official for construction not designed
by a registered design professional.

1704.1.2 Report requirement. Special inspectors shall
keep records of inspections. The special inspector shall fur-
nish inspection reports to the building official, and to the
registered design professional in responsible charge.
Reports shall indicate that work inspected was done in con-
formance to approved construction documents. Discrepan-
cies shall be brought to the immediate attention of the
contractor for correction. If the discrepancies are not cor-
rected, the discrepancies shall be brought to the attention of
the building official and to the registered design profes-
sional in responsible charge prior to the completion of that
phase of the work. A final report documenting required spe-
cial inspections and correction of any discrepancies noted in
the inspections shall be submitted at a point in time agreed
upon by the permit applicant and the building official prior
to the stait of work.

1704.2 Inspection of fabricators. Where fabrication of struc-
tural load-bearing members and assemblies is being performed
on the premises of a fabricator's shop, special inspection of the
fabricated items shall be required by this section and as
required elsewhere in this code.

1704.2.1 Fabrication and implementation procedures.

The special inspector shall verify that the fabricator main-
tains detailed fabrication and quality control procedures that
provide a basis for inspection control of the workmanship
and the fabricator's ability to conform to approved construc-
tion documents and referenced standards. The special
inspector shall review the procedures for completeness and

adequacy relative to the code requirements for the fabrica-
tor's scope of work.

Exception: Special inspections as required by Section
1704.2 shall not be required where the fabricator is
approved in accordance with Section 1704.2.2.

1704.2.2 Fabricator approval. Special inspections
required by this code are not required where the work is
done on the premises of a fabricator registered and approved
to perform such work without special inspection. Approval
shall be based upon review of the fabricator's written proce-
dural and quality control manuals and periodic auditing of
fabrication practices by an approved special inspection
agency. At completion of fabrication, the approved fabrica-
tor shall submit a certificate of compliance to the building
official stating that the work was performed in accordance
with the approved construction documents.

1704.3 Steel construction. The special inspections for steel
elements of buildings and structures shall be as required by
Section 1704.3 and Table 1704.3.

Exceptions:

1. Special inspection of the steel fabrication process
shall not be required where the fabricator does not
perform any welding, thermal cutting or heating oper-
ation of any kind as part of the fabrication process. In
such cases, the fabricator shall be required to submit a
detailed procedure for material control that demon-
strates the fabricator's ability to maintain suitable re-
cords and procedures such that, at any time during the
fabrication process, the material specification, grade
and mill test reports for the main stress-carrying ele-
ments are capable of being determined.

2. The special inspector need not be continuously pres-
ent during welding of the following items, provided
the materials, welding procedures and qualifications
of welders are verified prior to the start of the work;
periodic inspections are made of the work in progress;
and a visual inspection of all welds is made prior to
completion or prior to shipment of shop welding.

2.1. Single-pass fillet welds not exceeding 5 / 16 inch ■
(7.9 mm) in size.

2.2. Floor and roof deck welding.

2.3. Welded studs when used for structural dia-
phragm.

2.4. Welded sheet steel for cold-formed steel
framing members such as studs and joists.

2.5. Welding of stairs and railing systems.

1704.3.1 Welding. Welding inspection shall be in compli-
ance with AWS D 1 . 1 . The basis for welding inspector quali-
fication shall be AWS Dl.l.

. 1704.3.2 Details. The special inspector shall perform an
inspection of the steel frame to verify compliance with the
details shown on the approved construction documents,
such as bracing, stiffening, member locations and proper
application of joint details at each connection.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

TABLE 1704.3
REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION

VERIFICATION AND INSPECTION

CONTINUOUS

PERIODIC

REFERENCED STANDARD 3

IBC
REFERENCE

1 . Material verification of high-strength bolts, nuts and
washers:

a. Identification markings to conform to ASTM
standards specified in the approved construction
documents.

—

Applicable ASTM material

specifications; AISC 360,

Section A3 .3

—

b. Manufacturer's certificate of compliance required.

—

— ,

2. Inspection of high-strength bolting:

a. Bearing-type connections.

—

AISC 360, Section M2.5

1704.3.3

b. Slip-critical connections.

3. Material verification of structural steel:

a. Identification markings to conform to ASTM
standards specified in the approved construction
documents.

—

ASTM A 6 or ASTM A 568

1708.4

b. Manufacturers' certified mill test reports.

—

ASTM A 6 or ASTM A 568

4. Material verification of weld filler materials:

a. Identification markings to conform to AWS specification
in the approved construction documents.

—

AISC 360, Section A3.5

—

b. Manufacturer's certificate of compliance required.

—

5. Inspection of welding:

—

a. Structural steel:

1) Complete and partial penetration groove welds.

—

AWSD1.1

1704.3.1

2) Multipass fillet welds.

—

3) Single-pass fillet welds > 5 / 16 "

—

4) Single-pass fillet welds < 5 / 16 "

—

5) Floor and roof deck welds.

—

AWS D1.3

—

b. Reinforcing steel:

—

AWS D1.4
ACI 318: 3.5.2

—

1) Verification of weldability of reinforcing steel
other than ASTM A 706.

—

2) Reinforcing steel-resisting flexural and axial
forces in intermediate and special moment frames,
and boundary elements of special reinforced concrete
shear walls and shear reinforcement.

—

3) Shear reinforcement.

—

4) Other reinforcing steel.

—

6. Inspection of steel frame joint details for compliance
with approved construction documents:

—

1704.3.2

a. Details such as bracing and stiffening.

—

b. Member locations.

—

c. Application of joint details at each connection.

—

For SI: 1 inch = 25.4 mm.

a. Where applicable, see also Section 1707.1, Special inspection for seismic resistance.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

1704.3.3 High-strength bolts. Installation of high-strength
bolts shall be periodically inspected in accordance with
AISC specifications.

1704.3.3.1 General. While the work is in progress, the
special inspector shall determine that the requirements
for bolts, nuts, washers and paint; bolted parts and instal-
lation and tightening in such standards are met. For bolts
requiring pretensioning, the special inspector shall
observe the preinstallation testing and calibration proce-
dures when such procedures are required by the installa-
tion method or by project plans or specifications;
determine that all plies of connected materials have been
drawn together and properly snugged and monitor the
installation of bolts to verify that the selected procedure
for installation is properly used to tighten bolts. For
joints required to be tightened only to the snug-tight con-
dition, the special inspector need only verify that the con-
nected materials have been drawn together and properly
snugged.

1704.3.3.2 Periodic monitoring. Monitoring of bolt
installation for pretensioning is permitted to be per-
formed on a periodic basis when using the turn-of-nut
method with matchmarking techniques, the direct ten-
sion indicator method or the alternate design fastener
(twist-off bolt) method. Joints designated as snug tight
need be inspected only on a periodic basis.

1704.3.3.3 Continuous monitoring. Monitoring of bolt
installation for pretensioning using the calibrated
wrench method or the turn-of-nut method without
matchmarking shall be performed on a continuous basis.

1704.4 Concrete construction. The special inspections and
verifications for concrete construction shall be as required by
this section and Table 1704.4.

Exception: Special inspections shall not be required for:

1. Isolated spread concrete footings of buildings three
stories or less in height that are fully supported on
earth or rock.

TABLE 1704.4
REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION

VERIFICATION AND INSPECTION

CONTINUOUS

PERIODIC

REFERENCED
STANDARD 3

IBC REFERENCE

1. Inspection of reinforcing steel, including
prestressing tendons, and placement.

—

ACI 318: 3.5, 7.1-7.7

1913.4

2. Inspection of reinforcing steel welding in
accordance with Table 1704.3, Item 5b.

—

AWS D1.4
ACI 318: 3.5.2

—

3. Inspect bolts to be installed in concrete prior to
and during placement of concrete where
allowable loads have been increased.

—

1911.5

4. Verifying use of required design mix.

—

ACI 318: Ch. 4, 5.2-5.4

1904.2.2, 1913.2, 1913.3

5. At the time fresh concrete is sampled to fabricate
specimens for strength tests, perform slump and
air content tests, and determine the temperature
of the concrete.

—

ASTM C 172

ASTMC31

ACI 318: 5.6, 5.8

1913.10

6. Inspection of concrete and shotcrete placement
for proper application techniques.

—

ACI 318: 5.9, 5.10

1913.6, 1913.7, 1913.8

7. Inspection for maintenance of specified curing
temperature and techniques.

—

ACI 318: 5.11-5.13

1913.9

8. Inspection of prestressed concrete:

a. Application of prestressing forces.

b. Grouting of bonded prestressing tendons in
the seismic-force-resisting system.

X
X

—

ACI 318: 18.20
ACI 318: 18.18.4

—

9. Erection of precast concrete members.

—

ACI 318: Ch. 16

—

10. Verification of in-situ concrete strength, prior to
stressing of tendons in posttensioned concrete and
prior to removal of shores and forms from beams
and structural slabs.

—

ACI 318: 6.2

—

11. Inspect formwork for shape, location and

dimensions of the concrete member being formed.

—

ACI 318: 6.1.1

—

For SI: 1 inch = 25.4 mm.

a. Where applicable, see also Section 1707.1, Special inspection for seismic resistance.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

2. Continuous concrete footings supporting walls of
buildings three stories or less in height that are fully
supported on earth or rock where:

2. 1 . The footings support walls of light-frame con-
struction;

2.2. The footings are designed in accordance with
Table 1805.4.2; or

2.3. The structural design of the footing is based
on a specified compressive strength, / c , no
greater than 2,500 pounds per square inch
(psi) (17.2 MPa), regardless of the compres-
sive strength specified in the construction
documents or used in the footing construc-
tion.

3. Nonstructural concrete slabs supported directly on
the ground, including prestressed slabs on grade,
where the effective prestress in the concrete is less
than 150 psi (1.03 MPa).

4. Concrete foundation walls constructed in accordance
with Table 1805.5(5).

5. Concrete patios, driveways and sidewalks, on grade.

1704.4.1 Materials. In the absence of sufficient data or doc-
umentation providing evidence of conformance to quality
standards for materials in Chapter 3 of ACI 318, the build-
ing official shall require testing of materials in accordance
with the appropriate standards and criteria for the material
in Chapter 3 of ACI 318. Weldability of reinforcement,
except that which conforms to ASTM A 706, shall be deter-
mined in accordance with the requirements of Section 3.5.2
of ACI 318.

1704.4.2 Placing record. [OSHPD 2] A record shall be kept
on the site of the time and date of placing the concrete in
each portion of the structure. Such record shall be kept until
the completion of the structure and shall be open to the
inspection of the enforcement agency.

1704.5 Masonry construction. Masonry construction shall be
inspected and evaluated in accordance with the requirements of
Sections 1704.5.1 through 1704.5.3, depending on the classifi-
cation of the building or structure or nature of the occupancy, as
defined by this code.

Exception: Special inspections shall not be required for:

1. Empirically designed masonry, glass unit masonry or
masonry veneer designed by Section 2109, 2110 or
Chapter 14, respectively, or by Chapter 5, 7 or 6 of
ACI 530/ASCE 5/TMS 402, respectively, when they
are part of structures classified as Occupancy Cate-
gory I, II or III in accordance with Section 1604.5.

2. Masonry foundation walls constructed in accordance
with Table 1805.5(1), 1805.5(2), 1805.5(3) or
1805.5(4).

3. Masonry fireplaces, masonry heaters or masonry
chimneys installed or constructed in accordance with
Section 2111, 2112 or 2113, respectively.

1704.5.1 Empirically designed masonry, glass unit
masonry and masonry veneer in Occupancy Category

IV. The minimum special inspection program for empiri-
cally designed masonry, glass unit masonry or masonry
veneer designed by Section 2109, 2110 or Chapter 14,
respectively, or by Chapter 5, 7 or 6 of ACI 530/ASCE
5/TMS 402, respectively, in structures classified as Occu-
pancy Category IV, in accordance with Section 1604.5, shall
comply with Table 1704.5.1.

1704.5.2 Engineered masonry in Occupancy Category I,

II or HI. The minimum special inspection program for
masonry designed by Section 2107 or 2108 or by chapters
other than Chapters 5, 6 or 7 of ACI 530/ASCE 5/TMS 402
in structures classified as Occupancy Category I, II or III, in
accordance with Section 1604.5, shall comply with Table
1704.5.1.

1704.5.3 Engineered masonry in Occupancy Category

IV. The minimum special inspection program for masonry
designed by Section 2107 or 2108 or by chapters other than
Chapters 5, 6 or 7 of ACI 530/ASCE 5/TMS 402 in struc-
tures classified as Occupancy Category TV, in accordance
with Section 1604.5, shall comply with Table 1704.5.3.

1704.6 Wood construction. Special inspections of the fabrica-
tion process of prefabricated wood structural elements and
assemblies shall be in accordance with Section 1704.2. Special
inspections of site-built assemblies shall be in accordance with
this section.

1704.6.1 High-load diaphragms. High-load diaphragms
designed in accordance with Table 2306.3.2 shall be
installed with special inspections as indicated in Section
1704.1. The special inspector shall inspect the wood struc-
tural panel sheathing to ascertain whether it is of the grade
and thickness shown on the approved building plans. Addi-
tionally, the special inspector must verify the nominal size
of framing members at adjoining panel edges, the nail or sta-
ple diameter and length, the number of fastener lines and
that the spacing between fasteners in each line and at edge
margins agrees with the approved building plans.

1704.6.2 Manufactured trusses and assemblies. [OSHPD

2] The fabrication of trusses and other assemblages con-
structed using wood and metal members, or using light
metal plate connectors, shall be continuously inspected by a
qualified inspector approved by the enforcement agency.
The inspector shall furnish the architect, structural engi-
neer and the enforcement agency with a report that the lum-
ber species, grades and moisture content; type of glue,
temperature and gluing procedure; type of metal members
and metal plate connectors; and the workmanship conform
in every material respect with the duly approved plans and
specifications. Each inspected truss shall be stamped by the
inspector with an identifying mark.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

TABLE 1704.5.1
LEVEL 1 SPECIAL INSPECTION

INSPECTION TASK

FREQUENCY OF INSPECTION

REFERENCE FOR CRITERIA

Continuous

during task

listed

Periodically

during task

listed

IBC
section

ACI 530/ASCE
5/TMS 402 a

ACI 530.1/ASCE
6/TMS 602 a

1. As masonry construction begins, the following shall
be verified to ensure compliance:

—

a. Proportions of site-prepared mortar.

—

Art. 2.6A

b. Construction of mortar joints.

—

Art. 3.3B

c. Location of reinforcement, connectors,
prestressing tendons and anchorages.

—

Art. 3.4, 3.6A

d. Prestressing technique.

—

Art. 3.6B

e. Grade and size of prestressing tendons and
anchorages.

—

Art. 2.4B,
2.4H

2. The inspection program shall verify:

a. Size and location of structural elements.

—

Art. 3.3G

b. Type, size and location of anchors, including
other details of anchorage of masonry to
structural members, frames or other construction.

—

Sec. 1.2.2(e),
2.1.4,3.1.6

—

c. Specified size, grade and type of reinforcement.

—

Sec. 1.13

Art. 2.4, 3.4

d. Welding of reinforcing bars.

—

Sec. 2.1.10.7.2,
3.3.3.4(b)

—

e. Protection of masonry during cold weather
(temperature below 40°F) or hot weather
(temperature above 90°F).

—

Sec. 2104.3,
2104.4

—

Art. 1.8C,
1.8D

f. Application and measurement of prestressing force.

—

Art. 3.6B

3. Prior to grouting, the following shall be verified to
ensure compliance:

a. Grout space is clean.

—

Art. 3.2D

b. Placement of reinforcement and connectors and
prestressing tendons and anchorages.

—

Sec. 1.13

Art. 3.4

c. Proportions of site-prepared grout and prestressing
grout for bonded tendons.

—

Art. 2.6B

d. Construction of mortar joints.

—

Art. 3.3B

4. Grout placement shall be verified to ensure compliance
with code and construction document provisions.

—

Art 3.5

a. Grouting of prestressing bonded tendons.

—

Art. 3.6C

5. Preparation of any required grout specimens, mortar
specimens and/or prisms shall be observed.

—

Sec. 2105.2.2,
2105.3

—

Art. 1.4

6. Compliance with required inspection provisions of the •
construction documents and the approved submittals
shall be verified.

—

Art. 1.5

ForSI:°C = (°F-32)/1.8.

a. The specific standards referenced are those listed in Chapter 35.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

TABLE 1704.5.3
LEVEL 2 SPECIAL INSPECTION

INSPECTION TASK

FREQUENCY OF
INSPECTION

REFERENCE FOR CRITERIA

Continuous

during task

listed

Periodically

during task

listed

IBC
section

ACI 530/ASCE 5/
TMS 402 a

ACI 530.1/ASCE 6/
TMS 602 a

1 . From the beginning of masonry construction, the
following shall be verified to ensure compliance:

a. Proportions of site-prepared mortar, grout and
prestressing grout for bonded tendons.

—

Art. 2.6A

b. Placement of masonry units and construction of
mortar joints.

—

Art. 3.3B

c. Placement of reinforcement, connectors and
prestressing tendons and anchorages.

—

Sec. 1.13

Art. 3.4,
3.6A

d. Grout space prior to grouting.

—

Art. 3.2D

e. Placement of grout.

—

Art. 3.5

f . Placement of prestressing grout.

— .

—

Art. 3.6C

2. The inspection program shall verify:

a. Size and location of structural elements.

—

Art. 3.3G

b. Type, size and location of anchors, including
other details of anchorage of masonry to
structural members, frames or other construction.

—

Sec. 1.2.2(e),
2.1.4,3.1.6

—

c. Specified size, grade and type of reinforcement.

—

Sec. 1.13

Art. 2.4, 3.4

d. Welding of reinforcing bars.

—

Sec. 2.1.10.7.2,
3.3.3.4(b)

—

e. Protection of masonry during cold weather
(temperature below 40°F) or hot weather
(temperature above 90°F).

—

Sec. 2104.3,
2104.4

—

Art. 1.8C,
1.8D

f. Application and measurement of prestressing force.

—

Art. 3.6B

3. Preparation of any required grout specimens, mortar
specimens and/or prisms shall be observed.

—

Sec. 2105.2.2,
2105.3

—

Art. 1.4

4. Compliance with required inspection provisions of the
construction documents and the approved submittals
shall be verified.

—

Art. 1.5

For SI: °C = (°F- 32)/1.8.

a. The specific standards referenced are those listed in Chapter 35.

1704.7 Soils. Special inspections for existing site soil condi-
tions, fill placement and load-bearing requirements shall be as
required by this section and Table 1704.7. The approved soils
report, required by Section 1802.2, and the documents pre-
pared by the registered design professional in responsible
charge shall be used to determine compliance. During fill
placement, the special inspector shall determine that proper
materials and procedures are used in accordance with the pro-
visions of the approved soils report, as specified in Section
1803.5.

Exception: Special inspection is not required during place-
ment of controlled fill having a total depth of 1 2 inches (305
mm) or less.

1704.8 Pile foundations. Special inspections shall be per-
formed during installation and testing of pile foundations as
required by Table 1704.8. The approved soils report, required
by Section 1802.2, and the documents prepared by the regis-
tered design professional in responsible charge shall be used to
determine compliance.

1704.9 Pier foundations. Special inspections shall be per-
formed during installation and testing of pier foundations as
required by Table 1704.9. The approved soils report, required
by Section 1802.2, and the documents prepared by the regis-
tered design professional in responsible charge shall be used to
determine compliance.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

TABLE 1704.7
REQUIRED VERIFICATION AND INSPECTION OF SOILS

VERIFICATION AND INSPECTION TASK

CONTINUOUS DURING TASK LISTED

PERIODICALLY DURING TASK LISTED

1. Verify materials below footings are adequate to achieve the
design bearing capacity.

—

2. Verify excavations are extended to proper depth and have
reached proper material.

—

3. Perform classification and testing of controlled fill materials.

— ■

4. Verify use of proper materials, densities and lift thicknesses
during placement and compaction of controlled fill.

—

5. Prior to placement of controlled fill, observe subgrade and
verify that site has been prepared properly.

—

TABLE 1704.8
REQUIRED VERIFICATION AND INSPECTION OF PILE FOUNDATIONS TABLE

VERIFICATION AND INSPECTION TASK

CONTINUOUS DURING TASK
LISTED

PERIODICALLY DURING TASK
LISTED

1. Verify pile materials, sizes and lengths comply with the
requirements.

—

2. Determine capacities of test piles and conduct additional load
tests, as required.

—

3. Observe driving operations and maintain complete and
accurate records for each pile.

—

4. Verify placement locations and plumbness, confirm type and
size of hammer, record number of blows per foot of
penetration, determine required penetrations to achieve design
capacity, record tip and butt elevations and document any pile damage.

—

5. For steel piles, perform additional inspections in accordance
with Section 1704.3.

—

6. For concrete piles and concrete-filled piles, perform additional
inspections in accordance with Section 1704.4.

—

7. For specialty piles, perform additional inspections as
determined by the registered design professional in
responsible charge.

—

— '

8. For augered uncased piles and caisson piles, perform
inspections in accordance with Section 1704.9.

TABLE 1704.9
REQUIRED VERIFICATION AND INSPECTION OF PIER FOUNDATIONS

VERIFICATION AND INSPECTION TASK

CONTINUOUS DURING TASK LISTED

PERIODICALLY DURING TASK LISTED

1. Observe drilling operations and maintain complete and
accurate records for each pier.

—

2. Verify placement locations and plumbness, confirm pier
diameters, bell diameters (if applicable), lengths, embedment
into bedrock (if applicable) and adequate end bearing strata
capacity.

—

3. For concrete piers, perform additional inspections in
accordance with Section 1704.4.

—

4. For masonry piers, perform additional inspections in
accordance with Section 1704.5.

—

2007 CALIFORNIA BUILDING CODE

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

1704.10 Sprayed fire-resistant materials. Special inspec-
tions for sprayed fire-resistant materials applied to structural
elements and decks shall be in accordance with Sections
1704.10.1 through 1704.10.5. Special inspections shall be
based on the fire-resistance design as designated in the
approved construction documents.

1704.10.1 Structural member surface conditions. The

surfaces shall be prepared in accordance with the approved
fire-resistance design and the approved manufacturer's
written instructions. The prepared surface of structural
members to be sprayed shall be inspected before the appli-
cation of the sprayed fire-resistant material.

1704.10.2 Application. The substrate shall have a mini-
mum ambient temperature before and after application as
specified in the approved manufacturer's written instruc-
tions. The area for application shall be ventilated during and
after application as required by the approved manufactur-
er's written instructions.

1704.10.3 Thickness. The average thickness of the sprayed
fire-resistant materials applied to structural elements shall
not be less than the thickness required by the approved
fire-resistant design. Individually measured thickness,
which exceeds the thickness specified in a design by V 4 inch
(6.4 mm) or more, shall be recorded as the thickness speci-
fied in the design plus V 4 inch (6.4 mm). For design thick-
nesses 1 inch (25 mm) or greater, the minimum allowable
individual thickness shall be the design thickness minus V 4
inch (6.4 mm). For design thicknesses less than 1 inch (25
mm), the minimum allowable individual thickness shall be
the design thickness minus 25 percent. Thickness shall be
determined in accordance with ASTM E 605. Samples of
the sprayed fire-resistant materials shall be selected in
accordance with Sections 1704.10.3.1 and 1704.10.3.2.

1704.10.3.1 Floor, roof and wall assemblies. The thick-
ness of the sprayed fire-resistant material applied to
floor, roof and wall assemblies shall be determined in
accordance with ASTM E 605 by taking the average of
not less than four measurements for each 1,000 square
feet (93 m 2 ) of the sprayed area on each floor or part
thereof.

1704.10.3.2 Structural framing members. The thick-
ness of the sprayed fire-resistant material applied to
structural members shall be determined in accordance
with ASTM E 605. Thickness testing shall be performed
on not less than 25 percent of the structural members on
each floor.

1704.10.4 Density. The density of the sprayed fire-resistant
material shall not be less than the density specified in the
approved fire-resistant design. Density of the sprayed
fire-resistant material shall be determined in accordance
with ASTM E 605.

1704.10.5 Bond strength. The cohesive/adhesive bond
strength of the cured sprayed fire-resistant material applied
to structural elements shall not be less than 150 pounds per
square foot (psf) (7.18 kN/m 2 ). The cohesive/adhesive bond
strength shall be determined in accordance with the field
test specified in ASTM E 736 by testing in-place samples of

the sprayed fire-resistant material selected in accordance
with Sections 1704.10.5.1 and 1704.10.5.2.

1704.10.5.1 Floor, roof and wall assemblies. The test
samples for determining the cohesive/adhesive bond
strength of the sprayed fire-resistant materials shall be
selected from each floor, roof and wall assembly at the
rate of not less than one sample for every 10,000 square
feet (929 m 2 ) or part thereof of the sprayed area in each
story.

1704.10.5.2 Structural framing members. The test
samples for determining the cohesive/adhesive bond
strength of the sprayed fire-resistant materials shall be
selected from beams, girders, joists, trusses and columns
at the rate of not less than one sample for each type of
structural framing member for each 10,000 square feet
(929 m 2 ) of floor area or part thereof in each story.

1704.11 Mastic and intumescent fire-resistant coatings.

Special inspections for mastic and intumescent fire-resistant
coatings applied to structural elements and decks shall be in
accordance with AWCI 12-B. Special inspections shall be
based on the fire-resistance design as designated in the
approved construction documents.

1704.12 Exterior insulation and finish systems (EEFS). Spe-
cial inspections shall be required for all EIFS applications.

Exceptions:

1 . Special inspections shall not be required for EIFS ap-
plications installed over a water-resistive barrier with
a means of draining moisture to the exterior.

2. Special inspections shall not be required for EIFS ap-
plications installed over masonry or concrete walls.

1704.13 Special cases. Special inspections shall be required
for proposed work that is, in the opinion of the building official,
unusual in its nature, such as, but not limited to, the following
examples:

1. Construction materials and systems that are alternatives
to materials and systems prescribed by this code.

2. Unusual design applications of materials described in
this code.

3. Materials and systems required to be installed in accor-
dance with additional manufacturer's instructions that
prescribe requirements not contained in this code or in
standards referenced by this code.

[F] 1704.14 Special inspection for smoke control. Smoke
control systems shall be tested by a special inspector.

[F] 1704.14.1 Testing scope. The test scope shall be as fol-
lows:

1 . During erection of ductwork and prior to concealment
for the purposes of leakage testing and recording of
device location.

2. Prior to occupancy and after sufficient completion for
the purposes of pressure difference testing, flow mea-
surements and detection and control verification.

[F] 1704.14.2 Qualifications. Special inspection agencies
for smoke control shall have expertise in fire protection

2007 CALIFORNIA BUILDING CODE

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

engineering, mechanical engineering and certification as air
balancers.

SECTION 1705
STATEMENT OF SPECIAL INSPECTIONS

1705.1 General. Where special inspection or testing is
required by Section 1704, 1707 or 1708, the registered design
professional in responsible charge shall prepare a statement of
special inspections in accordance with Section 1705 for
submittal by the permit applicant (see Section 1704.1.1).

1705.2 Content of statement of special inspections. The

statement of special inspections shall identify the following:

1. The materials, systems, components and work required
to have special inspection or testing by the building offi-
cial or by the registered design professional responsible
for each portion of the work.

2. The type and extent of each special inspection.

3. The type and extent of each test.

4. Additional requirements for special inspection or testing
for seismic or wind resistance as specified in Section
1705.3, 1705.4, 1707 or 1708.

5. For each type of special inspection, identification as to
whether it will be continuous special inspection or peri-
odic special inspection.

1705.3 Seismic resistance. The statement of special inspec-
tions shall include seismic requirements for the following
cases:

1. The seismic-force-resisting systems in structures as-
signed to Seismic Design Category C, D, E or F in accor-
dance with Section 1613.

2. Designated seismic systems in structures assigned to
Seismic Design Category D, E or F.

3. The following additional systems and components in
structures assigned to Seismic Design Category C:

3.1. Heating, ventilating and air-conditioning
(HVAC) ductwork containing hazardous materi-
als and anchorage of such ductwork.

3.2. Piping systems and mechanical units containing
flammable, combustible or highly toxic materi-
als.

3.3. Anchorage of electrical equipment used for
emergency or standby power systems.

4. The following additional systems and components in
structures assigned to Seismic Design Category D:

4.1. Systems required for Seismic Design Category
C.

4.2. Exterior wall panels and their anchorage.

4.3. Suspended ceiling systems and their anchorage.

4.4. Access floors and their anchorage.

4.5. Steel storage racks and their anchorage, where
the importance factor is equal to 1.5 in accor-
dance with Section 15.5.3 of ASCE 7.

5. The following additional systems and components in
structures assigned to Seismic Design Category E or F:

5.1. Systems required for Seismic Design Categories
C and D.

5.2. Electrical equipment.

Exception: Seismic requirements are permitted to be
excluded from the statement of special inspections for struc-
tures designed and constructed in accordance with the fol-
lowing:

1 . The structure consists of light-frame construction; the
design spectral response acceleration at short periods,
S DS , as determined in Section 1613.5.4, does not ex-
ceed 0.5g; and the height of the structure does not ex-
ceed 35 feet (10 668 mm) above grade plane; or

2. The structure is constructed using a reinforced ma-
sonry structural system or reinforced concrete struc-
tural system; the design spectral response
acceleration at short periods, S DS , as determined in
Section 1613.5.4, does not exceed 0.5g; and the
height of the structure does not exceed 25 feet (7620
mm) above grade plane; or

3 . Detached one- or two-family dwellings not exceeding
two stories in height, provided the structure does not
have any of the following plan or vertical irregulari-
ties in accordance with Section 12.3.2 of ASCE 7:

3.1. Torsional irregularity.

3.2. Nonparallel systems.

3.3. Stiffness irregularity-extreme soft story and
soft story.

3.4. Discontinuity in capacity- weak story.

1705.3.1 Seismic requirements in the statement of spe-
cial inspections. When Section 1705.3 specifies that seis-
mic requirements be included, the statement of special
inspections shall identify the following:

1. The designated seismic systems and seis-
mic-force-resisting systems that are subject to special
inspections in accordance with Section 1705.3.

2. The additional special inspections and testing to be
provided as required by Sections 1707 and 1708 and
other applicable sections of this code, including the
applicable standards referenced by this code.

1705.4 Wind resistance. The statement of special inspections
shall include wind requirements for structures constructed in
the following areas:

1. In wind Exposure Category B, where the 3-second-gust
basic wind speed is 120 miles per hour (mph) (52.8 m/s)
or greater.

2. In wind Exposure Category C or D, where the 3-sec-
ond-gust basic wind speed is 110 mph (49 m/s) or
greater.

1705.4.1 Wind requirements in the statement of special
inspections. When Section 1705.4 specifies that wind
requirements be included, the statement of special inspec-
tions shall identify the main windforce-resisting systems

2007 CALIFORNIA BUILDING CODE

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

and wind-resisting components subject to special inspec-
tions as specified in Section 1705.4.2.

1705.4.2 Detailed requirements. The statement of special
inspections shall include at least the following systems and
components:

1 . Roof cladding and roof framing connections.

2. Wall connections to roof and floor diaphragms and
framing.

3. Roof and floor diaphragm systems, including collec-
tors, drag struts and boundary elements.

4. Vertical windforce-resisting systems, including
braced frames, moment frames and shear walls.

5. Windforce-resisting system connections to the foun-
dation.

6. Fabrication and installation of systems or compo-
nents required to meet the impact-resistance require-
ments of Section 1609.1.2.

Exception: Fabrication of manufactured systems or
components that have a label indicating compliance with
the wind-load and impact-resistance requirements of this
code.

SECTION 1706
CONTRACTOR RESPONSIBILITY

1706.1 Contractor responsibility. Each contractor responsi-
ble for the construction of a main wind- or seismic-force-resist-
ing system, designated seismic system or a wind- or
seismic-resisting component listed in the statement of special
inspections shall submit a written statement of responsibility to
the building official and the owner prior to the commencement
of work on the system or component. The contractor's state-
ment of responsibility shall contain the following:

1. Acknowledgment of awareness of the special require-
ments contained in the statement of special inspections;

2. Acknowledgment that control will be exercised to obtain
conformance with the construction documents approved
by the building official;

3. Procedures for exercising control within the contractor's
organization, the method and frequency of reporting and
the distribution of the reports; and

4. Identification and qualifications of the person(s) exercis-
ing such control and their position(s) in the organization.

SECTION 1707

SPECIAL INSPECTIONS FOR SEISMIC

RESISTANCE

1707.1 Special inspections for seismic resistance. Special
inspections itemized in Sections 1707.2 through 1707.10,
unless exempted by the exceptions of Section 1704.1, are
required for the following:

1. The seismic-force-resisting systems in structures as-
signed to Seismic Design Category C, D, E or F, as deter-
mined in Section 1613.

2. Designated seismic systems in structures assigned to
Seismic Design Category D, E or F.

3. Architectural, mechanical and electrical components in
structures assigned to Seismic Design Category C, D, E
or F that are required in Sections 1707.7 and 1707.8.

1707.2 Structural steel. Continuous special inspection is
required for structural welding in accordance with AISC 341 .

Exceptions:

1. Single-pass fillet welds not exceeding 5 / 16 inch (7.9
mm) in size.

2. Floor and roof deck welding.

1707.3 Structural wood. Continuous special inspection is
required during field gluing operations of elements of the seis-
mic-force-resisting system. Periodic special inspection is
required for nailing, bolting, anchoring and other fastening of
components within the seismic-force-resisting system, includ-
ing wood shear walls, wood diaphragms, drag struts, braces,
shear panels and hold-downs.

Exception: Special inspection is not required for wood
shear walls, shear panels and diaphragms, including nailing,
bolting, anchoring and other fastening to other components
of the seismic-force-resisting system, where the fastener
spacing of the sheathing is more than 4 inches (102 mm) on
center (o.c).

1707.4 Cold-formed steel framing. Periodic special inspec-
tion is required during welding operations of elements of the
seismic-force-resisting system. Periodic special inspection is
required for screw attachment, bolting, anchoring and other
fastening of components within the seismic-force-resisting
system, including struts, braces, and hold-downs.

1707.5 Pier foundations. Special inspection is required for
pier foundations for buildings assigned to Seismic Design Cat-
egory C, D, E or F in accordance with Section 1613. Periodic
special inspection is required during placement of reinforce-
ment and continuous special inspection is required during
placement of the concrete.

1707.6 Storage racks and access floors. Periodic special
inspection is required during the anchorage of access floors
and storage racks 8 feet (2438 mm) or greater in height in struc-
tures assigned to Seismic Design Category D, E or F.

1707.7 Architectural components. Periodic special inspec-
tion is required during the erection and fastening of exterior
cladding, interior and exterior nonhealing walls and interior
and exterior veneer in structures assigned to Seismic Design
Category D, E or F.

Exceptions:

1. Special inspection is not required for architectural
components in structures 30 feet (9144 mm) or less in
height.

2. Special inspection is not required for cladding and ve-
neer weighing 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.

2007 CALIFORNIA BUILDING CODE

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

1707.8 Mechanical and electrical components. Special
inspection for mechanical and electrical equipment shall be as
follows:

1 . Periodic special inspection is required during the anchor-
age of electrical equipment for emergency or standby
power systems in structures assigned to Seismic Design
Category C, D, E or F;

2. Periodic special inspection is required during the instal-
lation of anchorage of other electrical equipment in
structures assigned to Seismic Design Category E or F;

3 . Periodic special inspection is required during installation
of piping systems intended to carry flammable, combus-
tible or highly toxic contents and their associated me-
chanical units in structures assigned to Seismic Design
Category C, D, E or F;

4. Periodic special inspection is required during the instal-
lation of HVAC ductwork that will contain hazardous
materials in structures assigned to Seismic Design Cate-
gory C, D, E or F; and

5. Periodic special inspection is required during the instal-
lation of vibration isolation systems in structures as-
signed to Seismic Design Category C, D, E or F where
the construction documents require a nominal clearance
of 0.25 inches (6.4 mm) or less between the equipment
support frame and restraint.

1707.9 Designated seismic system verifications. The special
inspector shall examine designated seismic systems requiring
seismic qualification in accordance with Section 1708.5 and
verify that the label, anchorage or mounting conforms to the
certificate of compliance.

1707.10 Seismic isolation system. Periodic special inspection
is required during the fabrication and installation of isolator
units and energy dissipation devices that are part of the seismic
isolation system.

pancy Category IV, in accordance with Section 1604.5, shall
comply with the requirements of Table 1708.1.2.

TABLE 1708.1.2
LEVEL 1 QUALITY ASSURANCE

MINIMUM TESTS AND SUBMITTALS

Certificates of compliance used in masonry construction.

Verification of /,„ and/ ' AAC prior to construction, except where
specifically exempted by this code.

1708.1.3 Engineered masonry in Occupancy Category I,
II or III. The minimum testing and verification prior to con-
struction for masonry designed by Section 2107 or 2108 or
by chapters other than Chapter 5, 6 or 7 of ACI 530/ASCE
5/TMS 402 in structures classified as Occupancy Category
I, II or m, in accordance with Section 1604.5, shall comply
with Table 1708.1.2.

1708.1.4 Engineered masonry in Occupancy Category IV.

The minimum testing and verification prior to construction
for masonry designed by Section 2107 or 2108 or by chapters
other than Chapter 5, 6 or 7 of ACI 530/ASCE 5/TMS 402 in
structures classified as Occupancy Category TV, in accor-
dance with Section 1604.5, shall comply with Table
1708.1.4.

TABLE 1708.1.4
LEVEL 2 QUALITY ASSURANCE

MINIMUM TESTS AND SUBMITTALS

Certificates of compliance used in masonry construction.

Verification off,,, and/^ prior to construction and every 5,000
square feet during consu'uction.

Verification of proportions of materials in mortar and grout as
delivered to the' site.

For SI: 1 square foot = 0.0929 m 2 .

SECTION 1708

STRUCTURAL TESTING FOR SEISMIC

RESISTANCE

1708.1 Masonry. Testing and verification of masonry materi-
als and assemblies prior to construction shall comply with the
requirements of Sections 1708.1.1 through 1708.1.4, depend-
ing on the classification of the building or structure or nature of
the occupancy, as defined by this code.

1708.1.1 Empirically designed masonry and glass unit
masonry in Occupancy Category I, II or HI. For masonry
designed by Section 2109 or 2110 or by Chapter 5 or 7 of
ACI 530/ASCE 5/TMS 402 in structures classified as Occu-
pancy Category I, II or III, in accordance with Section
1604.5, certificates of compliance used in masonry con-
struction shall be verified prior to construction.

1708.1.2 Empirically designed masonry and glass unit
masonry in Occupancy Category TV. The minimum test-
ing and verification prior to construction for masonry
designed by Section 2109 or 2110 or by Chapter 5 or 7 of
ACI 530/ASCE 5/TMS 402 in structures classified as Occu-

1708.2 Testing for seismic resistance. The tests specified in
Sections 1708.3 through 1708.6 are required for the following:

1. The seismic-force-resisting systems in structures as-
signed to Seismic Design Category C, D, E or F, as deter-
mined in Section 1613.

2. Designated seismic systems in structures assigned to
Seismic Design Category D, E or F.

3. Architectural, mechanical and electrical components in
structures assigned to Seismic Design Category C, D, E
or F that are required in Section 1708.5.

1708.3 Reinforcing and prestressing steel. Certified mill test
reports shall be provided for each shipment of reinforcing steel
used to resist flexural, shear and axial forces in reinforced con-
crete intermediate frames, special moment frames and bound-
ary elements of special reinforced concrete or reinforced
masonry shear walls. Where ASTM A 615 reinforcing steel is
used to resist earthquake-induced flexural and axial forces in
special moment frames and in wall boundary elements of shear
walls in structures assigned to Seismic Design Category D, E or
F, as determined in Section 1613, the testing requirements of
ACI 318 shall be met. Where ASTM A 615 reinforcing steel is

2007 CALIFORNIA BUILDING CODE

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

to be welded, chemical tests shall be performed to determine
weldability in accordance with Section 3.5.2 of ACI 318.

1708.4 Structural steel. The testing contained in the quality
assurance plan shall be as required by AISC 341 and the addi-
tional requirements herein. The acceptance criteria for nonde-
structive testing shall be as required in AWS Dl.l as specified
by the registered design professional.

Base metal thicker than 1.5 inches (38 mm), where subject to
through-thickness weld shrinkage stains, shall be ultrasoni-
cally tested for discontinuities behind and adjacent to such
welds after joint completion. Any material discontinuities shall
be accepted or rejected on the basis of ASTM A 435 or ASTM
A 898 (Level 1 criteria) and criteria as established by the regis-
tered design professional(s) in responsible charge and the
construction documents.

1708.5 Seismic qualification of mechanical and electrical
equipment. The registered design professional in responsible
charge shall state the applicable seismic qualification require-
ments for designated seismic systems on the construction doc-
uments. Each manufacturer of designated seismic system
components shall test or analyze the component and its mount-
ing system or anchorage and submit a certificate of compliance
for review and acceptance by the registered design professional
in responsible charge of the design of the designated seismic
system and for approval by the building official. Qualification
shall be by an actual test on a shake table, by three-dimensional
shock tests, by an analytical method using dynamic character-
istics and forces, by the use of experience data (i.e., historical
data demonstrating acceptable seismic performance) or by a
more rigorous analysis providing for equivalent safety.

1708.6 Seismically isolated structures. For required system
tests, see Section 17.8 of ASCE 7.

SECTION 1709
STRUCTURAL OBSERVATIONS

1709.1 General. Where required by the provisions of Section

1709.2 or 1709.3 the owner shall employ a registered design
professional to perform structural observations as defined in
Section 1702.

At the conclusion of the work included in the permit, the
structural observer shall submit to the building official a writ-
ten statement that the site visits have been made and identify
any reported deficiencies that, to the best of the structural
observer's knowledge, have not been resolved.

1709.2 Structural observations for seismic resistance.

Structural observations shall be provided for those structures
included in Seismic Design Category D, E or F, as determined
in Section 1613, where one or more of the following conditions
exist:

1. The structure is classified as Occupancy Category III or
TV in accordance with Section 1604.5.

2. The height of the structure is greater than 75 feet (22 860
mm) above the base.

3. The structure is assigned to Seismic Design Category E,
is classified as Occupancy Category I or II in accordance

with Section 1604.5 and is greater than two stories in
height.

4. When so designated by the registered design profes-
sional in responsible charge of the design.

5. When such observation is specifically required by the
building official.

1709.3 Structural observations for wind requirements.

Structural observations shall be provided for those structures
sited where the basic wind speed exceeds 110 mph (49 m/s),
determined from Figure 1609, where one or more of the fol-
lowing conditions exist:

1. The structure is classified as Occupancy Category III or
IV in accordance with Table 1604.5.

2. The building height is greater than 75 feet (22 860 mm) .

3. When so designated by the registered design profes-
sional in responsible charge of the design.

4. When such observation is specifically required by the
building official.

SECTION 1710
DESIGN STRENGTHS OF MATERIALS

1710.1 Conformance to standards. The design strengths and
permissible stresses of any structural material that are identi-
fied by a manufacturer's designation as to manufacture and
grade by mill tests, or the strength and stress grade is otherwise
confirmed to the satisfaction of the building official, shall con-
form to the specifications and methods of design of accepted
engineering practice or the approved rales in the absence of
applicable standards.

1710.2 New materials. For materials that are not specifically
provided for in this code, the design strengths and permissible
stresses- shall be established by tests as provided for in Section
1711.

SECTION 1711
ALTERNATIVE TEST PROCEDURE

1711.1 General. In the absence of approved rules or other
approved standards, the building official shall make, or cause
to be made, the necessary tests and investigations; or the build-
ing official shall accept duly authenticated reports from
approved agencies in respect to the quality and manner of use
of new materials or assemblies as provided for in Section
104.11, Appendix Chapter 1. The cost of all tests and other
investigations required under the provisions of this code shall
be borne by the permit applicant.

SECTION 1712
TEST SAFE LOAD

1712.1 Where required. Where proposed construction is not
capable of being designed by approved engineering analysis,
or where proposed construction design method does not com-
ply with the applicable material design standard, the system of
construction or the structural unit and the connections shall be
subjected to the tests prescribed in Section 1714. The building

100

2007 CALIFORNIA BUILDING CODE

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

official shall accept certified reports of such tests conducted by
an approved testing agency, provided that such tests meet the
requirements of this code and approved procedures.

SECTION 1713
IN-SITU LOAD TESTS

1713.1 General. Whenever there is a reasonable doubt as to the
stability or load-bearing capacity of a completed building,
structure or portion thereof for the expected loads, an engineer-
ing assessment shall be required. The engineering assessment
shall involve either a structural analysis or an in-situ load test,
or both. The structural analysis shall be based on actual mate-
rial properties and other as-built conditions that affect stability
or load-bearing capacity, and shall be conducted in accordance
with the applicable design standard. If the structural assess-
ment determines that the load-bearing capacity is less than that
required by the code, load tests shall be conducted in accor-
dance with Section 1713.2. If the building, structure or portion
thereof is found to have inadequate stability or load-bearing
capacity for the expected loads, modifications to ensure struc-
tural adequacy or the removal of the inadequate construction
shall be required.

1713.2 Test standards. Structural components and assemblies
shall be tested in accordance with the appropriate material stan-
dards listed in Chapter 35 . In the absence of a standard that con-
tains an applicable load test procedure, the test procedure shall
be developed by a registered design professional and approved.
The test procedure shall simulate loads and conditions of appli-
cation that the completed structure or portion thereof will be
subjected to in normal use.

1713.3 In-situ load tests. In-situ load tests shall be conducted
in accordance with Section 1713.3.1 or 1713.3.2 and shall be
supervised by a registered design professional. The test shall
simulate the applicable loading conditions specified in Chapter
16 as necessary to address the concerns regarding structural
stability of the building, structure or portion thereof.

1713.3.1 Load test procedure specified. Where a standard
listed in Chapter 35 contains an applicable load test proce-
dure and acceptance criteria, the test procedure and accep-
tance criteria in the standard shall apply. In the absence of
specific load factors or acceptance criteria, the load factors
and acceptance criteria in Section 1713.3.2 shall apply.

1713.3.2 Load test procedure not specified. In the absence
of applicable load test procedures contained within a stan-
dard referenced by this code or acceptance criteria for a spe-
cific material or method of construction, such existing
structure shall be subjected to a test procedure developed by a
registered design professional that simulates applicable load-
ing 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 struc-
ture shall be considered 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 percent
of the maximum deflection.

3. During and immediately after the test, the structure
shall not show evidence of failure.

SECTION 1714
PRECONSTRUCTION LOAD TESTS

1714.1 General. In evaluating the physical properties of mate-
rials and methods of construction that are not capable of being
designed' by approved engineering analysis or do not comply
with applicable material design standards listed in Chapter 35,
the structural adequacy shall be predetermined based on the
load test criteria established in this section.

1714.2 Load test procedures specified. Where specific load
test procedures, load factors and acceptance criteria are
included in the applicable design standards listed in Chapter
35, such test procedures, load factors and acceptance criteria
shall apply. In the absence of specific test procedures, load fac-
tors or acceptance criteria, the corresponding provisions in
Section 1714.3 shall apply.

1714.3 Load test procedures not specified. Where load test
procedures are not specified in the applicable design standards
listed in Chapter 35, the load-bearing and deformation capacity
of structural components and assemblies shall be determined
on the basis of a test procedure developed by a registered
design professional that simulates applicable loading and
deformation conditions. For components and assemblies that
are not apart of the seismic-load-resisting system, the test shall
be as specified in Section 1714.3.1. Load tests shall simulate
the applicable loading conditions specified in Chapter 16.

1714.3.1 Test procedure. The test assembly shall be sub-
jected to an increasing superimposed load equal to not less
than two times the superimposed design load. The test load
shall be left in place for a period of 24 hours. The tested
assembly shall be considered to have successfully met the
test requirements if the assembly recovers not less than 75
percent of the maximum deflection within 24 hours after the
removal of the test load. The test assembly shall then be
reloaded and subjected to an increasing superimposed load
until either structural failure occurs or the superimposed
load is equal to two and one-half times the load at which the
deflection limitations specified in Section 1714.3.2 were
reached, or the load is equal to two and one-half times the
superimposed design load. In the case of structural compo-
nents and assemblies for which deflection limitations are
not specified in Section 17 14.3 .2, the test specimen shall be
subjected to an increasing superimposed load until struc-
tural failure occurs or the load is equal to two and one-half
times the desired superimposed design load. The allowable
superimposed design load shall be taken as the lesser of:

1. The load at the deflection limitation given in Section
1714.3.2.

2. The failure load divided by 2.5.

3. The maximum load applied divided by 2.5.

2007 CALIFORNIA BUILDING CODE

101

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

1714.3.2 Deflection. The deflection of structural members
under the design load shall not exceed the limitations in Sec-
tion 1604.3.

1714.4 Wall and partition assemblies. Load-bearing wall and
partition assemblies shall sustain the test load both with and
without window framing. The test load shall include all design
load components. Wall and partition assemblies shall be tested
both with and without door and window framing.

1714.5 Exterior window and door assemblies. The design
pressure rating of exterior windows and doors in buildings
shall be determined in accordance with Section 1714.5.1 or
1714.5.2.

Exception: Structural wind load design pressures for win-
dow units smaller than the size tested in accordance with
Section 1714.5.1 or 1714.5.2 shall be permitted to be higher
than the design value of the tested unit provided such higher
pressures are determined by accepted engineering analysis.
All components of the small unit shall be the same as the
tested unit. Where such calculated design pressures are
used, they shall be validated by an additional test of the win-
dow unit having the highest allowable design pressure.

1714.5.1 Exterior windows and doors. Exterior windows
and sliding doors shall be tested and labeled as conforming
to 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 1714.5.2. Products tested and labeled as conforming to
AAMA/WDMA/CSA 101/I.S.2/A440 shall not be subject
to the requirements of Sections 2403.2 and 2403.3.

1714.5.2 Exterior windows and door assemblies not pro-
vided for in Section 1714.5.1. Exterior window and door
assemblies shall be tested in accordance with ASTM E 330.
Exterior window and door assemblies containing glass shall
comply with Section 2403. The design pressure for testing
shall be calculated in accordance with Chapter 16. Each
assembly shall be tested for 10 seconds at a load equal to 1 .5
times the design pressure.

1714.6 Test specimens. Test specimens and construction shall
be representative of the materials, Workmanship and details
normally used in practice. The properties of the materials used
to construct the test assembly shall be determined on the basis
of tests on samples taken from the load assembly or on repre-
sentative samples of the materials used to construct the load test
assembly. Required tests shall be conducted or witnessed by an
approved agency.

SECTION 1715
MATERIAL AND TEST STANDARDS

1715.1 Test standards for joist hangers and connectors.

1715.1.1 Test standards for joist hangers. The vertical
load-bearing capacity, torsional moment capacity and
deflection characteristics of joist hangers shall be deter-
mined in accordance with ASTM D 1 76 1 using lumber hav-

ing a specific gravity of 0.49 or greater, but not greater than
0.55, as determined in accordance with AF&PA NDS for
the joist and headers.

Exception: The joist length shall not be required to
exceed 24 inches (610 mm).

1715.1.2 Vertical load capacity for joist hangers. The ver-
tical load capacity for the joist hanger shall be determined by
testing a minimum of three joist hanger assemblies as speci-
fied in ASTM D 1 76 1 . If the ultimate vertical load for any one
of the tests varies more than 20 percent from the average ulti-
mate vertical load, at least three additional tests shall be con-
ducted. The allowable vertical load 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).

3. The average from all tests of the vertical loads that
produce a vertical movement of the joist with respect
to the header of 0.125 inch (3.2 mm).

4. The sum of the allowable design loads for nails or
other fasteners utilized to secure the joist hanger to the
wood members and allowable bearing loads that con-
tribute to the capacity of the hanger.

5. The allowable design load for the wood members
forming the connection.

1715.1.3 Torsional moment capacity for joist hangers.

The torsional moment capacity for the joist hanger shall be
determined by testing at least three joist hanger assemblies
as specified in ASTM D 1761. The allowable torsional
moment of the joist hanger shall be the average torsional
moment at which the lateral movement of the top or bottom
of the joist with respect to the original position of the joist is
0.125 inch (3.2 mm).

1715.1.4 Design value modifications for joist hangers.

Allowable design values for joist hangers that are determined
by Item 4 or 5 in Section 1715.1.2 shall be permitted to be
modified by the appropriate duration of loading factors as
specified in AF&PA NDS but shall not exceed the direct loads
as determined by Item 1, 2 or 3 in Section 1715.1.2. Allowable
design values determined by Item 1, 2 or 3 in Section 1715.1.2
shall not be modified by duration of loading factors.

1715.2 Concrete and clay roof tiles.

1715.2.1 Overturning resistance. Concrete and clay roof
tiles shall be tested to determine their resistance to overturn-
ing due to wind in accordance with SBCCI SSTD 11 and
Chapter 15.

1715.2.2 Wind tunnel testing. When roof tiles do not sat-
isfy the limitations in Chapter 1 6 for rigid tile, a wind tunnel
test shall be used to determine the wind characteristics of the
concrete or clay tile roof covering in accordance with
SBCCI SSTD 11 and Chapter 15.

102

2007 CALIFORNIA BUILDING CODE

CALIFORNIA BUILDING CODE - MATRIX ADOPTION TABLE
CHAPTER 17A - STRUCTURAL TESTS AND SPECIAL INSPECTIONS

Adopting Agency

BSC

SFM

HCD

DSA

OSHPD

CSA

DHS

AGR

DWR

CEC

SLC

1/AC

Adopt Entire California Chapter

Adopt Entire Chapter as amended
(amended sections listed below)

Adopt only those sections that are
listed below

Chapter / Section

Codes

2007 CALIFORNIA BUILDING CODE

103

1 04 2007 CALIFORNIA BUILDING CODE

CHAPTER 174

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

SECTION 17014
GENERAL

1701A.1 Scope. The provisions of this chapter shall govern the
quality, workmanship and requirements for materials covered.
Materials of construction and tests shall conform to the appli-
cable standards listed in this code.

1701A.1.1 Application. The scope of application of Chap-
ter 17 A is as follows:

1. Structures regulated by the Division of the State
Architect — Structural Safety (DSA-SS), which include
those applications listed in Section 109.2 These ap-
plications include public elementary and secondary
schools, community colleges and state-owned or
state-leased essential services buildings

2. Structures regulated by the Office of Statewide Health ■
Planning and Development (OSHPD), which include
those applications listed in Sections 110.1 and 110.4.
These applications include hospitals, skilled nursing
facilities, intermediate care facilities and correc-
tional treatment centers.

1701A.1.2 Amendments in this chapter. DSA-SS and
OSHPD adopt this chapter and all amendments.

Exception: Amendments adopted by only one agency
appear in this chapter preceded with the appropriate
acronym of the adopting agency, as follows:

1 . Division of the State Architect - Structural Safety:

[DSA-SS] For applications listed in Section
109.2.

2. Office of Statewide Health Planning and Develop-
ment:

[OSHPD 1] For applications listed in Section
110.1.

[OSHPD 4] For applications listed in Section
110.4.

1701A.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 sub-
jected to the tests prescribed in this chapter and in the approved
rules to determine character, quality and limitations of use.

1701A.3 Used materials. The use of second-hand materials
that meet the minimum requirements of this code for new mate-
rials shall be permitted.

1701A.4 Special inspectors. [OSHPD 1 and 4] In addition to
the inspector(s) of record required by Title 24, Part 1, Section
7-144, the owner shall employ one or more special inspectors
who shallprovide inspections during construction on the types
of work listed under Chapters 17 A, 18A, 19 A, 20, 21 A, 22A, 23,
25, 34A and noted in the special test, inspection and observa-
tionplan required by Sections 7-141, 7-145 and 7-149 of Title
24, Parti, of the California Building Standards Administrative
Code.

1701A.5 Special inspectors. [DSA-SS] In addition to the pro-
ject inspector required by Title 24, Part 1, Section 4-333, the
owner shall employ one or more special inspectors who shall
provide inspections during construction on the types of work
listed under Chapters 17 A, 18A, 19 A, 20, 21 A, 22A, 23, 25, 34
and noted in the special test, inspection and observation plan
required by Section 4-335 of Title 24, Part 1, of the California
Building Standards Administrative Code.

SECTION 1702A
DEFINITIONS

1702A.1 General. The following words and terms shall, for the
purposes of this chapter and as used elsewhere in this code,
have the meanings shown herein.

APPROVED AGENCY. An established and recognized
agency regularly engaged in conducting tests or furnishing
inspection services, when such agency has been approved.

APPROVED FABRICATOR. An established and qualified
person, firm or corporation approved by the building official
pursuant to Chapter 17 of this code.

CERTIFICATE OF COMPLIANCE. A certificate stating
that materials and products meet specified standards or that
work was done in compliance with approved construction doc-
uments.

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, masomy units
and wood structural panels shall not be considered "fabricated
items."

INSPECTION CERTIFICATE. An identification applied on
a product by an approved agency containing the name of the
manufacturer, the function and performance characteristics,

2007 CALIFORNIA BUILDING CODE

105

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

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 1703A.5 and
"Label," "Manufacturer's designation" and "Mark").

LABEL. An identification applied on a product by the manu-
facturer that contains the name of the manufacturer, the func-
tion and performance characteristics of the product or material,
and the name and identification of an approved agency and that
indicates that the representative sample of the product or mate-
rial has been tested and evaluated by an approved agency (see
Section 1703A.5 and "Inspection certificate," "Manufacturer's
designation" and "Mark").

MANUFACTURER'S DESIGNATION. An identification
applied on a product by the manufacturer indicating that a
product or material complies with a specified standard or set of
rules (see also "Inspection certificate," "Label" and "Mark").

SPECIAL INSPECTION, CONTINUOUS. The full-time
observation of work requiring special inspection by an
approved special inspector who is present in the area where the
work is being performed.

SPRAYED FIRE-RESISTANT MATERIALS.

Cementitious or fibrous materials that are spray applied to pro-
vide fire-resistant protection of the substrates.

SECTION 17034
APPROVALS

1703A.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.

1703A.1.1 Independent. An approved agency shall be
objective and competent. The agency shall also disclose pos-
sible conflicts of interest so that objectivity can be confirmed.

1703A.1.2 Equipment. An approved agency shall have
adequate equipment to perform required tests. The equip-
ment shall be periodically calibrated.

1703A.1.3 Personnel. An approved agency shall employ
experienced personnel educated in conducting, supervising
and evaluating tests and/or inspections.

1703A.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.

1703A.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 build-
ing official's office and shall be open to public inspection at
appropriate times.

1703A.4 Performance. Specific information consisting of test
reports conducted by an approved testing agency in accordance
with standards referenced in Chapter 35, or other such informa-
tion as necessary, shall be provided for the building official to
determine that the material meets the applicable code require-
ments.

1703A.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 investi-
gations required under these provisions shall be paid by the
permit applicant.

1703A.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.

1703A.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
1703A. Products and materials required to be labeled shall be
labeled in accordance with the procedures set forth in Sections
1703A.5.1 through 1703A.5.3.

1703A.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.

1703A.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.

106

2007 CALIFORNIA BUILDING CODE

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

1703A.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.

1703A.6 Heretofore approved materials. The use of any

material already fabricated or of any construction already
erected, which conformed to requirements or approvals hereto-
fore in effect, shall be permitted to continue, if not detrimental
to life, health or safety to the public.

1703A.7 Evaluation and follow-up inspection services.

Where structural components or other items regulated by this
code are not visible for inspection after completion of a prefab-
ricated assembly, the permit applicant shall submit a report of
each prefabricated assembly. The report shall indicate the com-
plete details of the assembly, including a description of the
assembly and its components, the basis upon which the assem-
bly is being evaluated, test results and similar information and
other data as necessary for the building official to determine
conformance to this code. Such a report shall be approved by
the building official.

1703A.7.1 Follow-up inspection. The permit applicant
shall provide for special inspections of fabricated items in
accordance with Section 1704A.2.

1703A.7.2 Test and inspection records. Copies of neces-
sary test and inspection records shall be filed with the build-
ing official.

SECTION 1704,4
SPECIAL INSPECTIONS

1704A.1 General. Where application is made for construction
as described in this section, the owner shall employ one or more
special inspectors to provide inspections during construction on
the types of work listed under Section 1704A. The special
inspector shall be a qualified person who shall demonstrate com-
petence, to the satisfaction of the building official, for inspection
of the particular type of construction or operation requiring spe-
cial inspection. These inspections are in addition to the inspec-
tions specified in Section 109, Appendix Chapter 1.

Exceptions:

1 . Special inspections are not required for work of a mi-
nor nature or as warranted by conditions in the juris-
diction as approved by the building official.

3. Unless otherwise required by the building official,
special inspections are not required for occupancies
in Group R-3 and occupancies in Group U that are ac-
cessory to a residential occupancy including, but not
limited to, those listed in Section 312.1.

1704A.1.1 Statement of special inspections. The permit
applicant shall submit a statement of special inspections

prepared by the registered design professional in responsi-
ble charge in accordance with Section 106.1 Appendix
Chapter 1 as a condition for permit issuance. This statement
shall be in accordance with Section 1705A.

Exception: The statement of special inspections is per-
mitted to be prepared by a qualified person approved by
the building official for construction not designed by a
registered design professional.

1704A.1.2 Report requirement. The inspector(s) of record
and special inspectors shall keep records of inspections.
The inspector of record and special inspector shall furnish
inspection reports to the building official, and to the regis-
tered design professional in responsible charge as required
by Title 24, Part 1. Reports shall indicate that work
inspected was done in conformance to approved construc-
tion documents as required by Title 24, Parts 1 and 2. Dis-
crepancies shall be brought to the immediate attention of the
contractor for correction. If the discrepancies are not cor-
rected, the discrepancies shall be brought to the attention of
the building official and to the registered design profes-
sional in responsible charge prior to the completion of that
phase of the work. A final report documenting required spe-
cial inspections and correction of any discrepancies noted in
the inspections shall be submitted at a point in time agreed
upon by the permit applicant and the building official prior
to the start of work.

Exception: [DSA-SS] The term "inspector of record" is
synonymous with "project inspector."

1704A.2 Inspection of fabricators. Where fabrication of
structural load-bearing members and assemblies is being per-
formed on the premises of a fabricator's shop, special inspec-
tion of the fabricated items shall be required by this section and
as required elsewhere in this code.

1704A.2.1 Fabrication and implementation procedures.

Exception: Special inspections as required by Section
1704A.2 shall not be required where the fabricator is
approved in accordance with Section 1704A.2.2 except
as required by Sections 1 704 A3, 1 704A.4 and 1 704A.6.

1704A.2.2 Fabricator approval. Special inspections
required by this code are not required where the work is
done on the premises of a fabricator registered and approved
to perform such work without special inspection. Approval
shall be based upon review of the fabricator's written proce-
dural and quality control manuals and periodic auditing of
fabrication practices by an approved special inspection
agency. At completion of fabrication, the approved fabrica-
tor shall submit a certificate of compliance to the building
official stating that the work was performed in accordance
with the approved construction documents.

2007 CALIFORNIA BUILDING CODE

107

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

1704A.3 Steel construction. The special inspections for steel
elements of buildings and structures shall be as required by
Section 1704A3 and Table 1704A.3.

Exceptions:

2. 1 . Single-pass fillet welds not exceeding 5 / 16 inch
(7.9 mm) in size.

2.2. Floor and roof deck welding.

2.3. Welded studs when used for structural dia-
phragm.

2.4. Welded sheet steel for cold-formed steel
framing members such as studs and joists.

2.5. Welding of stairs and railing systems.

1704A.3.1 Welding. Welding inspection shall be in compli-
ance with AWS DLL The basis for welding inspector quali-
fication shall be AWS DLL

1704A.3.1.1 Inspection of welding. Inspection of all
shop and field-welding operations, including the instal-
lation of automatic end-welded stud shear connectors,
shall be made by a qualified welding inspector approved
by the enforcement agency. Such inspector shall be a per-
son trained and thoroughly experienced in inspecting
welding operations. The inspector's ability to distin-
guish between sound and unsound welding shall be reli-
ably established. The minimum requirements for a
qualified welding inspector shall be as those for an
AWS-certified welding inspector (CWI), as defined in the
provisions of the AWS QC1. All welding inspectors shall
be as approved by the enforcement agency.

The ability of each welder to produce sound welds of all
types required by the work shall be established by welder
qualification satisfactory to the enforcement agency.

Welding inspection of structural welding shall con-
form to the requirements of AWS Dl.l, except as modi-
fied by this section.

Welding inspection of cold-formed steel members
shall conform to the requirements of AWS Dl. 3.

The welding inspector shall make a systematic record
of all welds. This record shall include in addition to other
required records:

1. Identification marks of welders.

2. List of defective welds.

3. Manner of correction of defects.

The welding inspector shall check the material, equip-
ment, details of construction and procedure, as well as
the welds. The inspector shall also check the ability of the
welder. The inspector shall verify that the installation
procedure for automatic end-welded stud shear connec-
tors is in accordance with the requirements of AWS Dl.l
and the approved plans and specifications. The inspector
shall furnish the architect, structural engineer and the
enforcement agency with a verified report that the weld-
ing is proper and has been done in conformity with AWS
Dl.l and the approved plans and specifications. The
inspector shall use all means necessary to determine the
quality of the weld. The inspector may use gamma ray,
magnaflux, trepanning, sonics or any other aid to visual
inspection which the inspector may deem necessary to be
assured of the adequacy of the welding.

1704A.3.2 Details. The special inspector shall perform an
inspection of the steel frame to verify compliance with the
details shown on the approved construction documents,
such as bracing, stiffening, member locations and proper
application of joint details at each connection.

1704A.3.2.1 Inspection of shop fabrication. Inspection
of shop fabrication shall be required for significant
structural detailed connection and fabrication work as
directed by the enforcement agency. This inspection shall
be made by a qualified inspector approved by the
enforcement agency. The inspector shall furnish the
architect, structural engineer and the enforcement
agency with a report that the materials and workmanship
conform to the approved plans and specifications.

1704A.3.2.2 Steel joist and joist girder inspection. Spe-
cial inspection is required during the manufacture and
welding of steel joists or joist girders. The special inspec-
tor shall verify that proper quality control procedures
and tests have been employed for all materials and the
manufacturing process, and shall perform visual inspec-
tion of the finished product. The special inspector shall
place a distinguishing mark, and/or tag with this distin-
guishing mark, on each inspected joist or joist girder.
This mark or tag shall remain on the joist or joist girder
throughout the job-site receiving and erection process.

1704A.3.2.3 Light-framed steel truss inspection. The

manufacture of cold-formed light-framed steel trusses
. shall be continuously inspected by a qualified special
inspector approved by the enforcement agency. The spe-
cial inspector shall verify conformance of materials and
manufacture with approved plans and specifications. The
special inspector shall place a distinguishing mark,
and/or tag with this distinguishing mark, on each
inspected truss. This mark or tag shall remain on the truss
throughout the job-site receiving and erection process.

108

2007 CALIFORNIA BUILDING CODE

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

TABLE 1704A3
REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION

VERIFICATION AND INSPECTION i CONTINUOUS

PERIODIC

REFERENCED
STANDARD 3

CBC
REFERENCE

1 . Material verification of high-strength bolts, nuts and
washers'.

a. Identification markings to conform to ASTM
standards specified in the approved
construction documents.

—

Applicable ASTM material

specifications; AISC 360, Section

A3.3

—

b. Manufacturer's certificate of compliance
required.

—

' —

2. Inspection of high-strength bolting:

a. Bearing-type connections.

—

AISC 360, Section M2.5

1704A.3.3

b. Slip-critical connections.

3. Material verification of structural steel:

a. Identification markings to conform to ASTM
standards specified in the approved construction
documents.

—

ASTM A 6 or ASTM A 568

1708A.4

b. Manufacturers' certified mill test reports.

—

ASTM A 6 or ASTM A 568

4. Material verification of weld filler materials: j

a. Identification markings to conform to AWS
specification in the approved construction
documents.

—

AISC 360, Section A3.5

—

b. Manufacturer's certificate of compliance required.

—

5. Inspection of welding:
a. Structural steel:

—

1) Complete and partial penetration groove welds.

—

AWS Dl.l

1704A.3.1

2) Multipass fillet welds.

—

3) Single-pass fillet welds > 5 / 16 "

—

4) Single-pass fillet welds < 5 / i6 "

—

5) Floor and roof deck welds.

—

AWS D1.3

—

b. Reinforcing steel:

—

AWS D1.4
ACI 318: 3.5.2

—

1 ) Verification of weldability of reinforcing steel .
other than ASTM A 706.

—

2) Reinforcing steel-resisting flexural and axial
forces in intermediate and special moment
frames, and boundary elements of special
reinforced concrete shear walls and shear
reinforcement.

—

3) Shear reinforcement.

—

4) Other reinforcing steel.

—

6. Inspection of steel frame joint details for compliance
with approved construction documents:

a. Details such as bracing and stiffening.

b. Member locations.

c. Application of joint details at each connection.

—

1704A.3.2

For SI: 1 inch = 25.4 mm.

a. Where applicable, see also Section 1707A.1, Special inspection for seismic resistance.

2007 CALIFORNIA BUILDING CODE

109

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

1704A.3.3 High-strength bolts. Installation of high-
strength bolts shall be periodically inspected in accordance
with AISC specifications.

1704A.3.3.1 General. While the work is in progress, the
special inspector shall determine that the requirements for
bolts, nuts, washers and paint; bolted parts and installation
and tightening in such standards are met. For bolts requir-
ing pretensioning, the special inspector shall observe the
preinstallation testing and calibration procedures when
such procedures are required by the installation method or
by project plans or specifications; determine that all plies
of connected materials have been drawn together and
properly snugged and monitor the installation of bolts to
verify that the selected procedure for installation is prop-
erly used to tighten bolts. For joints required to be tight-
ened only to the snug-tight condition, the special inspector
need only verify that the connected materials have been
drawn together and properly snugged.

17044 .3.3.2 Periodic monitoring. Monitoring of bolt
installation for pretensioning is permitted to be per-
formed on a periodic basis when using the tum-of-nut

method with matchmarking techniques, the direct ten-
sion indicator method or the alternate design fastener
(twist-off bolt) method. Joints designated as snug tight
need be inspected only on a periodic basis.

1704A.3.3.3 Continuous monitoring. Monitoring of
bolt installation for pretensioning using the calibrated
wrench method or the tum-of-nut method without
matchmarking shall be performed on a continuous basis.

1704A.4 Concrete construction. The special inspections and
verifications for concrete construction shall be as required by
this section and Table 1704A.4.

1704A.4.1 Materials. In the absence of sufficient data or
documentation providing evidence of conformance to qual-
ity standards for materials in Chapter 3 of ACI 318, the
building official shall require testing of materials in accor-
dance with the appropriate standards and criteria for the
material in Chapter 3 of ACI 318. Weldability of reinforce-
ment, except that which conforms to ASTM A 706, shall be
determined in accordance with the requirements of Section
3.5.2 of ACI 318.

TABLE 1704A4
REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION

VERIFICATION AND INSPECTION

CONTINUOUS

PERIODIC

REFERENCED STANDARD 3

CBC REFERENCE

1 . Inspection of reinforcing steel, including
prestressing tendons, and placement.

—

ACI 318: 3.5, 7.1-7.7

1913A.4

2. Inspection of reinforcing steel welding in
accordance with Table 1704A.3, Item 5b.

—

AWS D1.4
ACI 318: 3.5.2

— ■

3. Inspect bolts to be installed in concrete prior to and
during placement of concrete where allowable
loads have been increased.

—

1911A.5

4. Verifying use of required design mix.

—

ACI 318: Ch. 4, 5.2-5.4

1904A.2.2,
1913A.2, 1913A.3

5. At the time fresh concrete is sampled to fabricate

specimens for strength tests, perform slump and air content
tests, and determine the temperature of the concrete.

—

ASTM C 172

ASTM C 31

ACI 318: 5.6, 5.8

1913A.10

6. Inspection of concrete and shotcrete placement for
proper application techniques.

—

ACI 318: 5.9, 5.10

1913A.6, 1913A.7,
1913A.8

7. Inspection for maintenance of specified curing
temperature and techniques.

—

ACI 318: 5.11-5.13

1913A.9

8. Inspection of prestressed concrete:

a. Application of prestressing forces.

b. Grouting of bonded prestressing tendons in
the seismic-force-resisting system.

X
X

—

ACI 318: 18.20
ACI 318: 18.18.4

—

9. Erection of precast concrete members.

—

ACI 318: Ch. 16

—

10. Verification of in-situ concrete strength, prior to stressing
of tendons in posttensioned concrete and prior to removal
of shores and forms from beams and structural slabs.

—

ACI 318: 6.2

—

1 1 . Inspect formwork for shape, location and

dimensions of the concrete member being formed.

—

ACI 318: 6.1.1

—

12. Post-installed anchors.

—

For SI: 1 inch = 25.4 mm.

a. Where applicable, see also Section 1707A.1, Special inspection for seismic resistance.

110

2007 CALIFORNIA BUILDING CODE

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

1704A.4.2 Inspection of welded reinforcing bars. Inspec-
tion of all shop and field structural welding operations shall
be made by a qualified welding inspector approved by the
enforcement agency. Such inspector shall be trained and
thoroughly experienced in inspecting reinforcing bar weld-
ing operations. The inspector's ability to distinguish
between sound and unsound welding shall be reliably estab-
lished.

The welding inspector shall make a systematic record of
all welds. This record shall include:

1. Identification marks of welders

2. List of defective welds.

3. Manner of correction of defects.

The welding inspector shall check the material, equip-
ment, details of construction and procedures as well as the
welds. The inspector shall also check the ability of the
welder. The welding inspector shall furnish the architect,
structural engineer and the enforcement agency with a veri-
fied report that the welding which is required to be inspected
is proper and has been done in conformity with the approved
plans and specifications. The welding inspector shall use all
means necessary to determine the quality of the weld. The
inspector may use gamma ray, magnaflux, trepanning,
sonics or any other aid to visual inspection which the
inspector may deem necessary to ensure the adequacy of the
welding.

1704A.4.3 Batch plant inspection. Except as provided
under Section 1704A.4.4, the quality and quantity of materi-
als used in transit-mixed concrete and in batched aggre-
gates shall be continuously inspected at the location where
materials are measured by an approved special inspector.

1704A.4.4 Waiver of batch plant inspection. Batch plant
inspection may be waived under either of the following con-
ditions:

1. The concrete plant complies fully with the require-
ments ofASTM C 94, Sections 8 and 9, and has a cur-
rent certificate from the National Ready Mixed
Concrete Association or another agency acceptable
to the enforcement agency. The certification shall in-
dicate that the plant has automatic batching and re-
cording capabilities.

2. For one-story wood-frame or one-story light-steel
buildings and isolated mat-type foundations support-
ing equipment only, where the specified compressive
strength, f ' c , of the concrete delivered to the job site is
3,500 psi (24.13 MPa) andwhere thef c used in design
is not greater than 2,500 psi (17.24 MPa).

When batch plant inspection is waived, the following
requirements shall apply and shall be described in the con-
tract specifications:

1. Approved inspector of the testing laboratory shall
check the first batching at the start of work and furnish
mix proportions to the licensed weighmaster.

2. Licensed weighmaster to positively identify materials
as to quantity and certify to each load by a ticket.

3. Tickets shall be transmitted to the inspector of record
by a truck driver with load identified thereon. The in-
spector will not accept the load without a load ticket
identifying the mix and will keep a daily record of
placements, identifying each truck, its load and time
of receipt and approximate location of deposit in the
structure and will transmit a copy of the daily record
to the enforcement agency.

Exception: [DSA-SS] The term "inspector of
record" is synonymous with "project inspector."

4. At the end of the project, the weighmaster shall fur-
nish an affidavit to the enforcement agency certifying
that all concrete furnished conforms in every particu-
lar to proportions established by mix designs.

1704A.4.5 Inspection of prestressed concrete.

1. In addition to the general inspection required for con-
crete work, all plant fabrication of prestressed con-
crete members or tensioning of posttensioned
members constructed at the site shall be continuously
inspected by an inspector specially approved for this
purpose by the enforcement agency.

2. To be eligible for approval, the inspector shall be ex-
amined as to his or her knowledge and experience in
prestressed concrete construction.

3. The prestressed concrete plant fabrication inspector
shall check the materials, equipment, tensioning pro-
cedure and construction of the prestressed members.
The inspector shall make a verified report identifying
the members by mark and shall include such pertinent
data as lot numbers of tendons used, tendon jacking
forces, age and strength of concrete at time of tendon
release and such other information that may be re-
quired.

4. The inspector of prestressed members post-tensioned
at the site shall check the condition oftheprestressing
tendons, anchorage assemblies and concrete in the
area of the anchorage, the tensioning equipment and
the tensioning procedure. The inspector shall make a
verified report of the prestressing operation, identify-
ing the members or tendons by mark and including
such pertinent data as the initial cable slack, net elon-
gation of tendons, jacking force developed and such
other information as may be required.

5. The verified reports of construction shall show that of
the inspector's own personal knowledge, the work
covered by the report has been performed and materi-
als used and installed in every material respect in
compliance with the duly approved plans and specifi-
cations for plant fabrication inspection. The verified
report shall be accompanied by test reports required
for materials used. For site post-tensioning inspec-
tions, the verified report shall be accompanied by
copies of calibration charts, certified by an approved
testing laboratory, showing the relationship between
gage readings and force applied by the jacks used in
the prestressing procedure.

2007 CALIFORNIA BUILDING CODE

111

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

1704A.4.6 Concrete preplacement inspection. Concrete shall
not be placed until the forms and reinforcement have been
inspected, all preparations for the placement have been com-
pleted, and the preparations have been checked by the inspec-
tor of record and special inspector, all subject to the
observation of the structural engineer or architect.

1 704A.4. 7 Placing record. A record shall be kept on the site of
the time and date of placing the concrete in each portion of the
structure. Such record shall be kept until the completion of the
structure and shall be open to the inspection of the enforcement
agency.

1704A.5 Masonry construction. Masonry construction shall be
inspected and evaluated in accordance with the requirements of
Sections 17044.5.1 through 1704A.5.3, depending on the classifi-
cation of the building or structure or nature of the occupancy, as
defined by this code.

1704A.5.1 Glass unit masonry and masonry veneer in
Occupancy Category II, III or IV. The minimum special
inspection program for, glass unit masonry or masonry veneer
designed by Chapter 21 A or 14, or by Chapter 6 of ACI
530/ASCE 5/TMS 402, in structures classified as Occupancy
Category II, III or IV, in accordance with Section 1604A.5,
shall comply with Table 1704A.5.1.

1704A.5.2 Engineered masonry in Occupancy Category I.

The minimum special inspection program for masonry
designed by Section 2107A or 2108A or by chapters other than
Chapter 6 of ACI 530/ASCE 5/TMS 402 in structures classi-
fied as Occupancy Category I in accordance with Section
1604A.5, shall comply with Table 1704A.5.1.

1704A.5.3 Engineered masonry in Occupancy Category 77,

III or IV. The minimum special inspection program for
masonry designed by Section 2107A or 2108A or by chapters
other than Chapter 6 of ACI 530/ASCE 5/TMS 402 in struc-
tures classified as Occupancy Category II, III or IV, in accor-
dance with Section 1604A.5, shall comply with Table
1704A.5.3.

1704A.6 Wood construction. Special inspections of the fabrica-
tion process of prefabricated wood structural elements and assem-
blies shall be in accordance with Section 1704A.2 except as
modified in this section. Special inspections of site- and shop-built
assemblies shall be in accordance with this section.

1704A.6.1 High-load diaphragms. High-load diaphragms
designed in accordance with Table 2306.3.2 shall be installed
with special inspections as indicated in Section 1704A.1. The
special inspector shall inspect the wood structural panel
sheathing to ascertain whether it is of the grade and thickness
shown on the approved building plans. Additionally, the spe-
cial 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 fas-
teners in each line and at edge margins agrees with the
approved building plans.

1704A.6.2 Wood structural elements and assemblies. Special
inspection of wood structural elements and assemblies is
required, as specified in this section, to ensure conformance

with approved drawings and specifications and applici
standards.

The special inspector shall furnish a verified report to the
design professional in general responsible charge of construc-
tion observation, the structural engineer and the enforcement
agency, in accordance with Title 24, Part 1 and this chap* ■ ~
The verified report shall list all inspected members or trui
and shall indicate whether or not the inspected members ur
trusses conform with applicable standards and the approved
drawings and specifications. Any nonconforming items shall
be indicated on the verified report.

1704A.6.2.1 Structural glued-laminated timber. Manufr-
ture of all structural glued-laminated timber shall be <
tinuously inspected by a qualified special inspector
approved by the enforcement agency.

The special inspector shall verify that proper quality con-
trol procedures and tests have been employed for all materi-
als and the manufacturing process, and shall perform visual
inspection of the finished product. Each inspected member
shall be stamped by the special inspector with an identifica-
tion mark.

Exception: Special inspection is not required for
noncustom members of 5'/ 8 inch (30 mm) maximum
width and 18 inch (457 mm) maximum depth, and with a
maximum clear span of 32 feet (9754 mm), manufactured
and marked in accordance withANSI/AITCA 190. 1 Sec-
tion 6.1.1 for noncustom members.

1704A.6.2.2 Manufactured open web trusses. The manu-
facture of open web trusses shall be continuously inspected
by a qualified special inspector approved by the enforce-
ment agency.

The special inspector shall verify that proper quality con-
trol procedures and tests have been employed for all materi-
als and the manufacturing process, and shall perform visual
inspection of the finished product. Each inspected truss
shall be stamped with an identification mark by the special
inspector.

1704A.6.3 Timber connectors. The installation of all timber
connectors shall be continuously inspected by a qualified
inspector approved by the enforcement agency. The inspc ■
shall furnish the architect, structural engineer and the enfc
ment agency with a report duly verified by him or her that tne
materials, timber connectors and workmanship conform to the
approved plans and specifications.

1704A.7 Soils. Special inspections for existing site soil condi-
tions, fill placement and load-bearing requirements shall be "«
required by this section and Table 1704A.7. The approved
report, required by Section 1802A.2, and the documents prepaid
by the registered design professional in responsible charge shall
be used to determine compliance. During fill placement, the spe-
cial inspector shall determine that proper materials and proce-
dures are used in accordance with the provisions of the approved
soils report, as specified in Section 1803A.5.

Exception: Special inspection is not required during pla^-
ment of controlled fill having a total depth of 12 inches (305
mm) or less.

112

2007 CALIFORNIA BUILDING CODE

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

TABLE 17044.5.1
LEVEL 1 SPECIAL INSPECTION

INSPECTION TASK

FREQUENCY OF INSPECTION

REFERENCE FOR CRITERIA

Continuous

during'task

listed

Periodically

during task

listed

CBC section

ACI 530/ASCE
5/TMS 402 a

ACI 530.1/ASCE
6/TMS 602 a

1. As masonry construction begins, the following
shall be verified to ensure compliance:

a. Proportions of site-prepared mortar.

—

Art. 2.6A

b. Construction of mortar joints.

—

Art. 3.3B

c. Location of reinforcement, connectors,
prestressing tendons and anchorages.

—

Art. 3.4, 3.6A

d. Prestressing technique.

—

— .

Art. 3.6B

e. Grade and size of prestressing tendons and
anchorages.

—

Art. 2.4B, 2.4H

2. The inspection program shall verify:

a. Size and location of structural elements.

—

Art. 3.3G

b. Type, size and location of anchors, including
other details of anchorage of masonry to
structural members, frames or other construction.

—

Sec. 1.2.2(e),
2.1.4,3.1.6

—

c. Specified size, grade and type of reinforcement.

—

Sec. 1.13

Art. 2.4,3.4

d. Welding of reinforcing bars.

—

— '

Sec. 2.1.10.7.2,
3.3.3.4(b)

—

e. Protection of masonry during cold weather
(temperature below 40°F) or hot weather
(temperature above 90°F).

—

Sec. 2104A.3,
2104A.4

—

Art. 1.8C, 1.8D

f. Application and measurement of prestressing force.

—

Art. 3.6B

3. Prior to grouting, the following shall be verified to
ensure compliance:

a. Grout space is clean.

—

Art. 3.2D

b. Placement of reinforcement and connectors and
prestressing tendons and anchorages.

—

Sec. 1.13

Art. 3.4

c. Proportions of site-prepared grout and prestressing
grout for bonded tendons.

—

Art. 2.6B

d. Construction of mortar joints.

—

Art. 3.3B

4. Grout placement shall be verified to ensure compliance
with code and construction document provisions.

—

Art 3.5

a. Grouting of prestressing bonded tendons.

—

. —

Art. 3.6C

5. Preparation of any required grout specimens, mortar
specimens and/or prisms shall be observed.

—

Sec. 2105A.2.2,
2105A.3

—

Art. 1.4

6. Compliance with required inspection provisions of the
construction documents and the approved submittals
shall be verified.

—

— ■

—

Art. 1.5

7. Post-installed anchors.

—

For SI: °C = (°F-32)/1.8.

a. The specific standards referenced are those listed in Chapter 35.

2007 CALIFORNIA BUILDING CODE

113

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

TABLE 1704A5.3
LEVEL 2 SPECIAL INSPECTION

INSPECTION TASK

FREQUENCY OF INSPECTION

REFERENCE FOR CRITERIA

Continuous

during task

listed

Periodically

during task

listed

CSC section

ACI 530/ ASCE 5/
TMS 402 a

ACI 530.1/ ASCE
6/TMS602 a

1 . From the beginning of masonry construction, the
following shall be verified to ensure compliance:

a. Proportions of site-prepared mortar, grout and
prestressing grout for bonded tendons.

—

Art. 2.6A

b. Placement of masonry units and construction
of mortar joints.

—

Art. 3.3B

c. Placement of reinforcement, connectors and
prestressing tendons and anchorages.

—

Sec. 1.13

Art. 3.4, 3.6A

d. Grout space prior to grouting.

—

Art. 3.2D

e. Placement of grout.

—

Art. 3.5

f. Placement of prestressing grout.

—

Art. 3.6C

2. The inspection program shall verify:

a. Size and location of structural elements.

—

Art. 3.3G

b. Type, size and location of anchors, including
other details of anchorage of masonry to
structural members, frames or other construction.

—

Sec. 1.2.2(e),
2.1.4,3.1.6

—

c. Specified size, grade and type of reinforcement.

—

Sec. 1.13

Art. 2.4, 3.4

d. Welding of reinforcing bars.

—

Sec. 2.1.10.7.2,
3.3.3.4(b)

—

e. Protection of masonry during cold weather
(temperature below 40°F) or hot weather
(temperature above 90°F).

—

Sec. 2104A.3,
2104A.4

—

Art. 1.8C, 1.8D

f. Application and measurement of prestressing force.

—

Art. 3.6B

3. Preparation of any required grout specimens,
mortar specimens and/or prisms shall be observed.

—

Sec. 2105A.2.2,
2105A.3

—

Art. 1.4

4. Compliance with required inspection provisions of the
construction documents and the approved submittals
shall be verified.

—

Art. 1.5

5. Post-installed anchors.

—

For SI: °C = (°F- 32)/1.8.

a. The specific standards referenced are those listed in Chapter 35

TABLE 17044.7
REQUIRED VERIFICATION AND INSPECTION OF SOILS

VERIFICATION AND INSPECTION TASK

CONTINUOUS DURING TASK LISTED

PERIODICALLY DURING TASK LISTED

1. Verify materials below footings are adequate to achieve the
design bearing capacity.

—

2. Verify excavations are extended to proper depth and have
reached proper material.

—

3. Perform classification and testing of controlled fill materials.

—

4. Verify use of proper materials, densities and lift thicknesses
during placement and compaction of controlled fill.

—

5. Prior to placement of controlled fill, observe subgrade and
verify that site has been prepared properly.

—

114

2007 CALIFORNIA BUILDING CODE

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

1704A.7.1 Soil fill. All fills used to support the foundations
of any building or structure shall be placed under the direc-
tion of a geotechnical engineer, and the placement of the fill
shall be inspected by the geotechnical engineer or his or her ■
qualified representative. It shall be the responsibility of such
geotechnical engineer to see that the procedures used in
placing fills meet the requirements of the specifications and
to coordinate all fill inspection and testing during the con-
struction involving such fills.

The duties of the geotechnical engineer shall include, but
need not be limited to, the observation of cleared areas and
benches prepared to receive fill; observation of the removal
of all unsuitable soils and other materials; the approval of
soils to be used as fill material; the inspection of placement
and compaction of fill materials; the testing of the com-
pleted fills; and the inspection or review of geotechnical
drainage devices where required by the soils investigation,
buttress fills or other similar protective measures.

A verified report shall be submitted to the enforcement
agency by the geotechnical engineer. The report shall indi-
cate that all the tests required by the plans and specifica-
tions were completed and that the tested materials were in
compliance with the plans and specifications and the rec-
ommendations of the soils investigation report.

1704A.8 Pile foundations. Special inspections shall be per-
formed during installation and testing of pile foundations as
required by Table 1704A. 8. The approved soils report, required
by Section 1802A.2, and the documents prepared by the regis-
tered design professional in responsible charge shall be used to
determine compliance.

1704A.8.1 Pile observation. The installation of piles shall
be continuously observed by a qualified representative of
the geotechnical engineer responsible for that portion of the
project. The representative of the geotechnical engineer

shall be examined by the enforcement agency to determine
his or her knowledge and experience in pile-driving opera-
tions. The enforcement agency shall approve or reject the
representative based on this examination and his or her
qualification record.

The representative of the geotechnical engineer shall
make a report of the pile- driving operation giving such per-
tinent data as the physical characteristics of the pile-driving
equipment, identifying marks for each pile, the total depth of
embedment for each pile and when the allowable pile loads
are determined by a dynamic load formula, the design for-
mula used and the permanent penetration under the last 10
blows. One copy of the report shall be sent to the enforce-
ment agency.

1704A.9 Pier foundations. Special inspections shall be per-
formed during installation and testing of pier foundations as
required by Table 1 704A. 9 . The approved soils report, required
by Section 1802A.2, and the documents prepared by the regis-
tered design professional in responsible charge shall be used to
determine compliance.

1704A.9.1 Pier observation. The belled base of each pier
shall be inspected by a qualified representative of the
geotechnical engineer to verify the bell size and foundation
soil classification. The sloped sides of the belled bases shall
be limited to a slope of two units vertical to one unit horizon-
tal (200-percent slope) unless reinforced as for a concrete
spread footing.

1704A.10 Sprayed fire-resistant materials. Special inspec-
tions for sprayed fire-resistant materials applied to structural
elements and decks shall be in accordance with Sections
1704A.10.1 through 1704A10.5. Special inspections shall be
based on the fire-resistance design as designated in the
approved construction documents.

TABLE 1704A8
REQUIRED VERIFICATION AND INSPECTION OF PILE FOUNDATIONS

VERIFICATION AND INSPECTION TASK

CONTINUOUS DURING
TASK LISTED

PERIODICALLY DURING
TASK LISTED

1. Verify pile materials, sizes and lengths comply with the requirements.

—

2. Determine capacities of test piles and conduct additional load tests, as required.

—

3. Observe driving operations and maintain complete and accurate records for each pile.

—

4. Verify placement locations and plumbness, confirm type and size of hammer, record
number of blows per foot of penetration, determine required penetrations to achieve
design capacity, record tip and butt elevations and document any pile damage.

—

5. For steel piles, perform additional inspections in accordance with Section 1704A.3.

—

6. For concrete piles and concrete-filled piles, perform additional inspections in
accordance with Section 1704A.4.

—

7. For specialty piles, perform additional inspections as determined by the registered
design professional in responsible charge.

—

8. For augered uncased piles and caisson piles, perform inspections in accordance with
Section 1704A.9.

—

2007 CALIFORNIA BUILDING CODE

115

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

TABLE 1704A.9
REQUIRED VERIFICATION AND INSPECTION OF PIER FOUNDATIONS

VERIFICATION AND INSPECTION TASK

CONTINUOUS DURING
TASK LISTED

PERIODICALLY DURING
TASK LISTED

1. Observe drilling operations and maintain complete and accurate records for each pier.

—

2. Verify placement locations and plumbness, confirm pier diameters, bell diameters
(if applicable), lengths, embedment into bedrock (if applicable) and adequate end
bearing strata capacity.

—

3. For concrete piers, perform additional inspections in accordance with Section 1704A.4.

—

4. For masonry piers, perform additional inspections in accordance with Section 1704A.5.

—

1704A.10.1 Structural member surface conditions. The

1704A.10.2 Application. The substrate shall have a mini-
mum ambient temperature before and after application as
specified in the approved manufacturer's written instruc-
tions. The area for application shall be ventilated during and
after application as required by the approved manufactur-
er's written instructions.

1704A.10.3 Thickness. The average thickness of the
sprayed fire-resistant materials applied to structural ele-
ments shall not be less than the thickness required by the
approved fire-resistant design. Individually measured
thickness, which exceeds the thickness specified in a design
by V 4 inch (6.4 mm) or more, shall be recorded as the thick-
ness specified in the design plus V 4 inch (6.4 mm). For
design thicknesses 1 inch (25 mm) or greater, the minimum
allowable individual thickness shall be the design thickness
minus V 4 inch (6.4 mm). For design thicknesses less than 1
inch (25 mm), the minimum allowable individual thickness
shall be the design thickness minus 25 percent. Thickness
shall be determined in accordance with ASTM E 605. Sam-
ples of the sprayed fire-resistant materials shall be selected
in accordance with Sections 1704A 10.3.1 and
1704A.10.3.2.

1704A.10.3.1 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 by taking the average of
not less than four measurements for each 1 ,000 square
feet (93 m 2 ) of the sprayed area on each floor or part
thereof.

1704A.10.3.2 Structural framing members. The thick-
ness of the sprayed fire-resistant material applied to
structural members shall be determined in accordance
with ASTM E 605. Thickness testing shall be performed
on not less than 25 percent of the structural members on
each floor.

1704A.10.4 Density. The density of the sprayed fire-resis-
tant material shall not be less than the density specified in

the approved fire-resistant design. Density of the sprayed
fire-resistant material shall be determined in accordance
with ASTM E 605.

1704A.10.5 Bond strength. The cohesive/adhesive bond
strength of the cured sprayed fire-resistant material applied
to structural elements shall not be less than 150 pounds per
square foot (psf) (7. 1 8 kN/m 2 ). The cohesive/adhesive bond
strength shall be determined in accordance with the field
test specified in ASTM E 736 by testing in-place samples of
the sprayed fire-resistant material selected in accordance
with Sections 1704A.10.5.1 and 1704A.10.5.2.

1704A.10.5.1 Floor, roof and wall assemblies. The test
samples for determining the cohesive/adhesive bond
strength of the sprayed fire-resistant materials shall be
selected from each floor, roof and wall assembly at the
rate of not less than one sample for every 10,000 square
feet (929 m 2 ) or part thereof of the sprayed area in each
story.

1704A.10.5.2 Structural framing members. The test
samples for determining the cohesive/adhesive bond
strength of the sprayed fire-resistant materials shall be
selected from beams, girders, joists, trusses and columns
at the rate of not less than one sample for each type of
structural framing member for each 10,000 square feet
(929 m 2 ) of floor area or part thereof in each story.

1704A.11 Mastic and intumescent fire-resistant coatings.

1704A.12 Exterior insulation and finish systems (EIFS).
Special inspections shall be required for all EIFS applications.

Exceptions:

1 . Special inspections shall not be required for EIFS ap-
plications installed over a water-resistive barrier with
a means of draining moisture to the exterior.

2. Special inspections shall not be required for EIFS ap-
plications installed over masonry or concrete walls.

1704A.13 Special cases. Special inspections shall be required
for proposed work that is, in the opinion of the building official,

116

2007 CALIFORNIA BUILDING CODE

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

unusual in its nature, such as, but not limited to, the following
examples:

1. Construction materials and systems that are alternatives
to materials and systems prescribed by this code.

2. Unusual design applications of materials described in
this code.

[F] 17044.14 Special inspection for smoke control. Smoke
control systems shall be tested by a special inspector.

[F] 1704A.14.1 Testing scope. The test scope shall be as
follows:

1 . During erection of ductwork and prior to concealment
for the purposes of leakage testing and recording of
device location.

2. Prior to occupancy and after sufficient completion for
the purposes of pressure difference testing, flow mea-
surements and detection and control verification.

[F] 1704A.14.2 Qualifications. Special inspection agen-
cies for smoke control shall have expertise in fire protection
engineering, mechanical engineering and certification as air
balancers.

1704A.15 Shotcrete. All shotcrete work shall be continuously
inspected during placing by an inspector specially approved
for that purpose by the enforcement agency. The special
shotcrete inspector shall check the materials, placing equip-
ment, details of construction and construction procedure. The
inspector shall furnish a verified report that of his or her own
personal knowledge the work covered by the report has been
performed and materials used and installed in every material
respect in compliance with the duly approved plans and speci-
fications.

1704A.15.1 Visual examination for structural soundness
of in-place shotcrete. Completed shotcrete work shall be '
checked visually for reinforcing bar embedment, voids, rock
pockets, sand streaks and similar deficiencies by examining
a minimum of three 3-inch (76 mm) cores taken from three
areas chosen by the design engineer which represent the
worst congestion of reinforcing bars occurring in the pro-
ject. Extra reinforcing bars may be added to noncongested
areas and cores may be taken from these areas. The cores
shall be examined by the special inspector and a report sub-
mitted to the enforcement agency prior to final approval of
the shotcrete.

Exception: Shotcrete work fully supported on earth,
minor repairs, and when, in the opinion of the enforce-
ment agency, no special hazard exists.

1704A.16 Reinforced gypsum concrete. All gypsum concrete
work shall be continuously inspected when mixed and placed.

SECTION 17054
STATEMENT OF SPECIAL INSPECTIONS

1705/1.1 General. Where special inspection or testing is
required by Section 1704A, 1707A or 1708A, the registered
design professional in responsible charge shall prepare a state-
ment of special inspections in accordance with Section 1705A
for submittal by the permit applicant (see Section 1704A. 1.1).

1705A.2 Content of statement of special inspections. The

statement of special inspections shall identify the following:

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 Section
1705A.3, 1705A.4, 1707A or 1708A.

5. For each type of special inspection, identification as to
whether it will be continuous special inspection or peri-
odic special inspection.

1705A.3 Seismic resistance. The statement of special inspec-
tions shall include seismic requirements for the following
cases:

1. The seismic-force-resisting systems in structures as-
signed to Seismic Design Category D, E or F in accor-
dance with Section 1613A.

2. Designated seismic systems in structures assigned to
Seismic Design Category D, E or F.

3. The following additional systems and components in
structures assigned to Seismic Design Category C:

3.1. Heating, ventilating and air-conditioning
(HVAC) ductwork containing hazardous materi-
als and anchorage of such ductwork.

3.2. Piping systems and mechanical units containing
flammable, combustible or highly toxic materi-
als.

3.3. Anchorage of electrical equipment used for
emergency or standby power systems.

4. The following additional systems and components in
structures assigned to Seismic Design Category D:

4. 1 . Systems required for Seismic Design Category C.

4.2. Exterior wall panels and their anchorage.

4.3. Suspended ceiling systems and their anchorage.

4.4. Access floors and their anchorage.

4.5. Steel storage racks and their anchorage, where
the importance factor is equal to 1.5 in accor-
dance with Section 15.5.3 of ASCE 7.

5. The following additional systems and components in
structures assigned to Seismic Design Category E or F:

5.1. Systems required for Seismic Design Categories
C and D.

5.2. Electrical equipment.

2007 CALIFORNIA BUILDING CODE

117

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

1705A.3.1 Seismic requirements in the statement of spe-
cial inspections. When Section 1705A.3 specifies that seis-
mic requirements be included, the statement of special
inspections shall identify the following:

1. The designated seismic systems and seis-
mic-force-resisting systems that are subject to special
inspections in accordance with Section 1705A.3.

2. The additional special inspections and testing to be
provided as required by Sections 1707A and 1708A
and other applicable sections of this code, including
the applicable standards referenced by this code.

1705A.4 Wind resistance. The statement of special inspec-
tions shall include wind requirements for structures con-
structed in the following areas:

1. In wind Exposure Category B, where the 3-second-gust
basic wind speed is 120 miles per hour (mph) (52.8 m/s)
or greater.

2. In wind Exposure Category C or D, where the 3-sec-
ond-gust basic wind speed is 110 mph (49 m/s) or
greater.

1705A.4.1 Wind requirements in the statement of special
inspections. When Section 1705A.4 specifies that wind
requirements be included, the statement of special inspec-
tions shall identify the main windforce-resisting systems
and wind-resisting components subject to special inspec-
tions as specified in Section 1705A.4.2.

1705A.4.2 Detailed requirements. The statement of spe-
cial inspections shall include at least the following systems
and components:

1 . Roof cladding and roof framing connections.

2. Wall connections to roof and floor diaphragms and
framing.

3. Roof and floor diaphragm systems, including collec-
tors, drag struts and boundary elements.

4. Vertical windforce-resisting systems, including
braced frames, moment frames and shear walls.

5. Windforce-resisting system connections to the foun-
dation.

6. Fabrication and installation of systems or compo-
nents required to meet the impact-resistance require-
ments of Section 1609A.1.2.

Exception: Fabrication of manufactured systems
or components that have a label indicating compli-
ance with the wind-load and impact-resistance
requirements of this code.

SECTION 17064
CONTRACTOR RESPONSIBILITY

1706A.1 Contractor responsibility. Each contractor respon-
sible for the construction of a main wind- or seis-
mic-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 respon-
sibility to the building official and the owner prior to the com-
mencement of work on the system or component. The

contractor's statement of responsibility shall contain the fol-
lowing:

1. Acknowledgment of awareness of the special require-
ments contained in the statement of special inspections;

2. Acknowledgment that control will be exercised to obtain
conformance with the construction documents approved
by the building official;

3. Procedures for exercising control within the contractor's
organization, the method and frequency of reporting and
the distribution of the reports; and

4. Identification and qualifications of the person(s) exercis-
ing such control and their position(s) in the organization.

SECTION 1707,4

SPECIAL INSPECTIONS FOR SEISMIC

RESISTANCE

1707A.1 Special inspections for seismic resistance. Special
inspections itemized in Sections 1707A.2 through 1707A.10,
unless exempted by the exceptions of Section 1704A. 1, are
required for the following:

1. The seismic-force-resisting systems in structures as-
signed to Seismic Design Category D, E or F, as deter-
mined in Section 1613A.

2. Designated seismic systems in structures assigned to
Seismic Design Category D, E or F.

3. Architectural, mechanical and electrical components in
structures assigned to Seismic Design Category D, E or F
that are required in Sections 1707A.7 and 1707A.8.

1707A.2 Structural steel. Continuous special inspection is
required for structural welding in accordance with AISC 341 .

Exceptions:

1. Single-pass fillet welds not exceeding 5 / 16 inch (7.9
mm) in size.

2. Floor and roof deck welding.

1707A.3 Structural wood. Continuous special inspection is
required during field gluing operations of elements of the seis-
"mic-force-resisting system. Periodic special inspection is
required for nailing, bolting, anchoring and other fastening of
components within the seismic-force-resisting system, includ-
ing wood shear walls, wood diaphragms, drag struts, braces,
shear panels and hold-downs.

1707A.4 Cold-formed steel framing. Periodic special inspec-
tion is required during welding operations of elements of the
seismic-force-resisting system. Periodic special inspection is
required for screw attachment, bolting, anchoring and other
fastening of components within the seismic-force-resisting
system, including struts, braces, and hold-downs.

1707A.5 Pier foundations. Special inspection is required for
pier foundations for buildings assigned to Seismic Design Cat-
egory D, E or F in accordance with Section 1613A. Periodic
special inspection is required during placement of reinforce-
ment and continuous special inspection is required during
placement of the concrete.

118

2007 CALIFORNIA BUILDING CODE

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

1707A.6 Storage racks and access floors. Periodic special
inspection is required during the anchorage of access floors
and storage racks 8 feet (2438 mm) or greater in height in struc-
tures assigned to Seismic Design Category D, E or F.

1707A.7 Architectural components. Periodic special inspec-
tion is required during the erection and fastening of exterior
cladding, interior and exterior nonbearing walls and interior
and exterior veneer in structures assigned to Seismic Design
Category D, E or F.

1707A.8 Mechanical and electrical components. Special
inspection for mechanical and electrical equipment shall be as
follows:

1 . Periodic special inspection is required during the anchor-
age of electrical equipment for emergency or standby
power systems in structures assigned to Seismic Design
Category D, E or F;

2. Periodic special inspection is required during the instal-
lation of anchorage of other electrical equipment in
structures assigned to Seismic Design Category E or F;

4. Periodic special inspection is required during the instal-
lation of HVAC ductwork that will contain hazardous
materials in structures assigned to Seismic Design Cate-
gory D, E or F; and

5. Periodic special inspection is required during the instal-
lation of vibration isolation systems in structures as-
signed to Seismic Design Category D, E or F where the
construction documents require a nominal clearance of
0.25 inches (6.4 mm) or less between the equipment
support frame and restraint.

1707A.9 Designated seismic system verifications. The spe-
cial inspector shall examine designated seismic systems requir-
ing seismic qualification in accordance with Section 1708A.5
and verify that the label, anchorage or mounting conforms to
the certificate of compliance.

1707A.10 Seismic isolation system. Periodic special inspec-
tion is required during the fabrication and installation of isola-
tor units and energy dissipation devices that are part of the
seismic isolation system. Continuous special inspection is
required for prototype and production testing of isolator units
and energy dissipation devices that are part of the seismic iso-
lation system.

SECTION 17084

STRUCTURAL TESTING FOR SEISMIC

RESISTANCE

1708A.1 Masonry. Testing and verification of masonry mate-
rials and assemblies prior to construction shall comply with the
requirements of Sections 1708A. 1.1 through 1708A.1.4,
depending on the classification of the building or structure or
nature of the occupancy, as defined by this code.

1708A.1.1 Glass unit masonry in Occupancy Category I.

For masonry designed by Section2110 A or2115A in struc-
tures classified as Occupancy Category I, in accordance
with Section 1604A.5, certificates of compliance used in
masonry construction shall be verified prior to construction.

1708A.1.2 Glass unit masonry in Occupancy Category

II, III or IV. The minimum testing and verification prior to
construction for masonry designed by Section 2110A or
2115 A in structures classified as Occupancy Category II, III
or IV, in accordance with Section 1604A.5, shall comply
with the requirements of Table 1708A.1.2.

TABLE1708A1.2
LEVEL 1 QUALITY ASSURANCE

MINIMUM TESTS AND SUBMITTALS

Certificates of compliance used in masonry construction.

Verification of /',„ prior to construction, except where specifically
exempted by this code.

1708A.1.3 Engineered masonry in Occupancy Category

I. The minimum testing and verification prior to construc-
tion for masonry designed by Section 21 07A or 2108A or by
chapters other than Chapter 5, 6 or 7 of ACI 530/ASCE
5/TMS 402 in structures classified as Occupancy Category

I, in accordance with Section 1604A.5, shall comply with
Table 1708A. 1.2.

1708A.1.4 Engineered masonry in Occupancy Category

II, III or TV. The minimum testing and verification prior to
construction for masonry designed by Section 2107A or
2108A or by chapters other than Chapter 5, 6 or 7 of ACI
530/ASCE 5/TMS 402 in structures classified as Occu-
pancy Category II, III or IV, in accordance with Section
1604A.5, shall comply with Table 1708A.1.4.

TABLE 1708.1.4
LEVEL 2 QUALITY ASSURANCE

MINIMUM TESTS AND SUBMITTALS

Certificates of compliance used in masonry construction.

Verification of /',„ prior to construction and every 5,000 square
feet during construction.

Verification of proportions of materials in mortar and grout as
delivered to the site.

For SI: 1 square foot = 0.0929 m 2 .

1708A.2 Testing for seismic resistance. The tests specified in
Sections 1708A.3 through 1708A.6 are required for the follow-
ing:

1. The seismic-force-resisting systems in structures as-
signed to Seismic Design Category D, E or F, as deter-
mined in Section 1613A.

2. Designated seismic systems in structures assigned to
Seismic Design Category D, E or F.

3. Architectural, mechanical and electrical components in
structures assigned to Seismic Design Category D, E or F
that are required in Section 1708A.5.

1708A.3 Reinforcing and prestressing steel. Certified mill
test reports shall be provided for each shipment of reinforcing

2007 CALIFORNIA BUILDING CODE

119

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

steel used to resist flexural, shear and axial forces in reinforced
concrete intermediate frames, special moment frames and
boundary elements of special reinforced concrete or reinforced
masonry shear walls. Where ASTM A 615 reinforcing steel is
used to resist earthquake-induced flexural and axial forces in
special moment frames and in wall boundary elements of shear
walls in structures assigned to Seismic Design Category D, E or
F, as determined in Section 1613A, the testing requirements of
ACI 318 shall be met. Where ASTM A 615 reinforcing steel is
to be welded, chemical tests shall be performed to determine
weldability in accordance with Section 3.5.2 of ACI 318.

1708A.4 Structural steel. The testing contained in the quality
assurance plan shall be as required by AISC 341 and the addi-
tional requirements herein. The acceptance criteria for nonde-
structive testing shall be as required in AWS D 1.1 as specified
by the registered design professional.

Base metal thicker than 1.5 inches (38 mm), where subject to
through-thickness weld shrinkage strains, shall be ultrasoni-
cally tested for discontinuities behind and adjacent to such
welds after joint completion. Any material discontinuities shall
be accepted or rejected on the basis of ASTM A 435 or ASTM
A 898 (Level 1 criteria) and criteria as established by the regis-
tered design professional(s) in responsible charge and the
construction documents.

1708A.5 Seismic qualification of mechanical and electrical
equipment. The registered design professional in responsible
charge shall state the applicable seismic qualification require-
ments for designated seismic systems on the construction doc-
uments. Each manufacturer of designated seismic system
components shall test or analyze the component and its mount-
ing system or anchorage and submit a certificate of compliance
for review and acceptance by the registered design professional
in responsible charge of the design of the designated seismic
system and for approval by the building official. Qualification
shall be by an actual test on a shake table, by three-dimensional
shock tests, by an analytical method using dynamic character-
istics and forces, by the use of experience data (i.e., historical
data demonstrating acceptable seismic performance) or by a
more rigorous analysis providing for equivalent safety.

1708A.6 Seismically isolated structures. For required system
tests, see Section 17.8 of ASCE 7.

SECTION 17094
STRUCTURAL OBSERVATIONS

1709A.1 General. Where required by the provisions of Section
1 109 A. 2 or 1 109 A. 3 the owner shall employ a registered design
professional to perform structural observations as defined in
Section 1702A.

1709A.2 Structural observations for seismic resistance.

Observation of the construction shall be provided by the archi-
tect or engineer in general responsible charge as set forth in
Title 24, Part 1.

1709A.3 Structural observations for wind requirements.

Observation of the construction shall be provided by the archi-
tect or engineer in general responsible charge as set forth in
Title 24, Part 1.

SECTION 17104
DESIGN STRENGTHS OF MATERIALS

1710A.1 Conformance to standards. The design strengths
and permissible stresses of any structural material that are iden-
tified by a manufacturer's designation as to manufacture and
grade by mill tests, or the strength and stress grade is otherwise
confirmed to the satisfaction of the building official, shall con-
form to the specifications and methods of design of accepted
engineering practice or the approved rules in the absence of
applicable standards.

1710A.2 New materials. For materials that are not specifically
provided for in this code, the design strengths and permissible
stresses shall be established by tests as provided for in Section
171 1A.

SECTION 17114
ALTERNATIVE TEST PROCEDURE

1711A.1 General. In the absence of approved rules or other
approved standards, the building official shall make, or cause
to be made, the necessary tests and investigations; or the build-
ing official shall accept duly authenticated reports from
approved agencies in respect to the quality and manner of use
of new materials or assemblies as provided for in Section
104.11, Appendix Chapter 1. The cost of all tests and other
investigations required under the provisions of this code shall
be borne by the permit applicant.

SECTION 17124
TEST SAFE LOAD

1712A.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 1714A. The build-
ing official shall accept certified reports of such tests conducted
by an approved testing agency, provided that such tests meet
the requirements of this code and approved procedures.

SECTION 17134
IN-SITU LOAD TESTS

1713A.1 General. Whenever there is a reasonable doubt as to
the stability or load-bearing capacity of a completed building,
structure or portion thereof for the expected loads, an engineer-
ing assessment shall be required. The engineering assessment
shall involve either a structural analysis or an in-situ load test,
or both. The structural analysis shall be based on actual mate-
rial properties and other as-built conditions that affect stability
or load-bearing capacity, and shall be conducted in accordance
with the applicable design standard. If the structural assess-

120

2007 CALIFORNIA BUILDING CODE

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

ment determines that the load-bearing capacity is less than that
required by the code, load tests shall be conducted in accor-
dance with Section 1713A.2. If the building, structure or por-
tion 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.

1713A.2 Test standards. Structural components and assem-
blies shall be tested in accordance with the appropriate material
standards listed in Chapter 35. 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 condi-
tions of application that the completed structure or portion
thereof will be subjected to in normal use.

1713A.3 In-situ load tests. In-situ load tests shall be con-
ducted in accordance with Section 1 7 1 3A. 3 . 1 or 1 7 1 3 A. 3 .2 and
shall be supervised by a registered design professional. The test
shall simulate the applicable loading conditions specified in
Chapter 16A as necessary to address the concerns regarding
structural stability of the building, structure or portion thereof.

1713A.3.1 Load test procedure specified. Where a stan-
dard listed in Chapter 35 contains an applicable load test
procedure and acceptance criteria, the test procedure and
acceptance criteria in the standard shall apply. In the
absence of specific load factors or acceptance criteria, the
load factors and acceptance criteria in Section 1713A.3.2
shall apply.

1713A.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 procedure developed by
a registered design professional that simulates applicable
loading and deformation conditions. For components that
are not a part of the seismic-load-resisting system, the test
load shall be equal to two times the unfactored design loads.
The test load shall be left in place for a period of 24 hours.
The structure shall be considered to have successfully met
the test requirements where the following criteria are satis-
fied:

1 . Under the design load, the deflection shall not exceed
the limitations specified in Section 1604A.3.

2. Within 24 hours after removal of the test load, the
structure shall have recovered not less than 75 percent
of the maximum deflection.

3. During and immediately after the test, the structure
shall not show evidence of failure.

SECTION 17144
PRECONSTRUCTION LOAD TESTS

1714A.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 applicable material design standards listed in
Chapter 35, the structural adequacy shall be predetermined
based on the load test criteria established in this section.

1714A.2 Load test procedures specified. Where specific load
test procedures, load factors and acceptance criteria are
included in the applicable design standards listed in Chapter
35, such test procedures, load factors and acceptance criteria
shall apply. In the absence of specific test procedures, load fac-
tors or acceptance criteria, the corresponding provisions in
Section 1714A.3 shall apply.

1714A.3 Load test procedures not specified. Where load test
procedures are not specified in the applicable design standards
listed in Chapter 35, the load-bearing and deformation capacity
of structural components and assemblies shall be determined
on the basis of a test procedure developed by a registered
design professional that simulates applicable loading and
deformation conditions. For components and assemblies that
are not a part of the seismic-load-resisting system, the test shall
be as specified in Section 1714A.3.1. Load tests shall simulate
the applicable loading conditions specified in Chapter 16A.

1714A.3.1 Test procedure. The test assembly shall be sub-
jected to an increasing superimposed load equal to not less
than two times the superimposed design load. The test load
shall be left in place for a period of 24 hours. The tested
assembly shall be considered to have successfully met the
test requirements if the assembly recovers not less than 75
percent of the maximum deflection within 24 hours after the
removal of the test load. The test assembly shall then be
reloaded and subjected to an increasing superimposed load
until either structural failure occurs or the superimposed
load is equal to two and one-half times the load at which the
deflection limitations specified in Section 1714A.3.2 were
reached, or the load is equal to two and one-half times the
superimposed design load. In the case of structural compo-
nents and assemblies for which deflection limitations are
not specified in Section 1714A.3.2, the test specimen shall
be subjected to an increasing superimposed load until struc-
tural failure occurs or the load is equal to two and one-half
times the desired superimposed design load. The allowable
superimposed design load shall be taken as the lesser of:

1. The load at the deflection limitation given in Section
1714A.3.2.

2. The failure load divided by 2.5.

3. The maximum load applied divided by 2.5.

1714A.3.2 Deflection. The deflection of structural mem-
bers under the design load shall not exceed the limitations in
Section 1604A.3.

1714A.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.

1714A.5 Exterior window and door assemblies. The design
pressure rating of exterior windows and doors in buildings
shall be determined in accordance with Section 1714A.5.1 or
1714A.5.2.

Exception: Structural wind load design pressures for win-
dow units smaller than the size tested in accordance with
Section 1714A.5.1 or 1714A.5.2 shall be permitted to be
higher than the design value of the tested unit provided such

2007 CALIFORNIA BUILDING CODE

121

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

higher pressures are determined by accepted engineering
analysis. All components of the small unit shall be the same
as the tested unit. Where such calculated design pressures
are used, they shall be validated by an additional test of the
window unit having the highest allowable design pressure.

1714A.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 Section 1714A.5.2. Prod-
ucts tested and labeled as conforming to AAMA/WDMA/
CSA 101/LS.2/A440 shall not be subject to the requirements
of Sections 2403.2 and 2403.3.

17144.5.2 Exterior windows and door assemblies not
provided for in Section 1714.5.1. Exterior window and
door assemblies shall be tested in accordance with ASTM E
330. Exterior window and door assemblies containing glass
shall comply with Section 2403. The design pressure for
testing shall be calculated in accordance with Chapter 16A.
Each assembly shall be tested for 10 seconds at a load equal
to 1.5 times the design pressure.

1714A.6 Test specimens. Test specimens and construction
shall be representative of the materials, workmanship and
details normally used in practice. The properties of the materi-
als 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 construct the
load test assembly. Required tests shall be conducted or wit-
nessed by an approved agency.

SECTION 17154
MATERIAL AND TEST STANDARDS

1715A.1 Test standards for joist hangers and connectors.

1715A.1.1 Test standards for joist hangers. The vertical
load-bearing capacity, torsional moment capacity and
deflection characteristics of joist hangers shall be deter-
mined in accordance with ASTM D 1 76 1 using lumber hav-
ing a specific gravity of 0.49 or greater, but not greater than
0.55, as determined in accordance with AF&PA NDS for
the joist and headers.

Exception: The joist length shall not be required to
exceed 24 inches (610 mm).

1715A.1.2 Vertical load capacity for joist hangers. The

vertical load capacity for the joist hanger shall be deter-
mined by testing a minimum of three joist hanger assem-
blies 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 addi-
tional tests shall be conducted. The allowable vertical load
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).

3. The average from all tests of the vertical loads that
produce a vertical movement of the joist with respect
to the header of 0.125 inch (3.2 mm).

5. The allowable design load for the wood members
forming the connection.

1715A.1.3 Torsional moment capacity for joist hangers.

1715A.1.4 Design value modifications for joist hangers.

Allowable design values for joist hangers that are deter-
mined by Item 4 or 5 in Section 1715A. 1.2 shall be permit-
ted to be modified by the appropriate duration of loading
factors as specified in AF&PA NDS but shall not exceed the
direct loads as determined by Item 1, 2 or 3 in Section
1715A. 1.2. Allowable design values determined by Item 1,
2 or 3 in Section 1715A.1.2 shall not be modified by dura-
tion of loading factors.

1715A.2 Concrete and clay roof tiles.

1715A.2.1 Overturning resistance. Concrete and clay roof
tiles shall be tested to determine their resistance to overturn-
ing due to wind in accordance with SBCCI SSTD 1 1 and
Chapter 15.

1715A.2.2 Wind tunnel testing. When roof tiles do not sat-
isfy the limitations in Chapter 16A for rigid tile, a wind tun-
nel test shall be used to determine the wind characteristics of
the concrete or clay tile roof covering in accordance with
SBCCI SSTD 11 and Chapter 15.

122

2007 CALIFORNIA BUILDING CODE

CALIFORNIA BUILDING CODE - MATRIX ADOPTION TABLE
CHAPTER 18 - SOILS AND FOUNDATIONS

Adopting Agency

BSC

SFM

HCD

DSA

OSHPD

CSA

DHS

AGR

DWR

CEC

SLC

1/AC

Adopt Entire Chapter

Adopt Entire Chapter as
amended (amended sections
listed below)

Adopt only those sections that
are listed below

Chapter /Section

Codes

1801.2

IBC

1802.1.1

1802.2

IBC

1802.6

IBC

1802.7

1802.8

2007 CALIFORNIA BUILDING CODE

123

124 2007 CALIFORNIA BUILDING CODE

CHAPTER 18

SOILS AND FOUNDATIONS

SECTION 1801
GENERAL

1801.1 Scope. The provisions of this chapter shall apply to
building and foundation systems in those areas not subject to
scour or water pressure by wind and wave action. Buildings
and foundations subject to such scour or water pressure loads
shall be designed in accordance with Chapter 16.

1801.2 Design. Allowable bearing pressures, allowable
stresses and design formulas provided in this chapter shall be
used with the allowable stress design load combinations speci-
fied in Section 1605.3. The quality and design of materials used
structurally in excavations, footings and foundations shall con-
form to the requirements specified in Chapters 16, 19, 21, 22
and 23 of this code. Excavations and fills shall also comply
with Chapter 33.

[HCD 1] For limited-density owner-built rural dwellings,
pier foundations, stone masonry footings and foundations,
pressure-treated lumber, poles, or equivalent foundation
materials or designs may be used provided that the bearing
is sufficient for the purpose intended.

1801.2.1 Foundation design for seismic overturning.

Where the foundation is proportioned using the load combi-
nations of Section 1605.2, and the computation of the seis-
mic overturning moment is by the equivalent lateral-force
method or the modal analysis method, the proportioning
shall be in accordance with Section 12.13.4 of ASCE 7.

SECTION 1802
FOUNDATION AND SOILS INVESTIGATIONS

1802.1 General. Foundation and soils investigations shall be
conducted in conformance with Sections 1802.2 through
1802.5. Where required by the building official, the classifica-
tion and investigation of the soil shall be made by a registered
design professional.

1802.1.1 General and where required for applications
listed in Section 108.2.1.1 regulated by the Department of
Housing and Community Development. [HCD 1] Founda-
tion and soils investigations shall be conducted in confer-
ence with Health and Safety Code Sections 17953 through
1 7955 as summarized below.

1802.1.1.1 Preliminary soilreport. Each city, county, or
city and county shall enact an ordinance which requires
a preliminary soil report, prepared by a civil engineer
who is registered by the state. The report shall be based
upon adequate test borings or excavations, of every sub-
division, where a tentative and final map is required pur-
suant to Section 66426 of the Government Code.

The preliminary soil report may be waived if the build-
ing department of the city, county or city and county, or
other enforcement agency charged with the administra-
tion and enforcement of the provisions of this part, shall

determine that, due to the knowledge such department
has as to the soil qualities of the soil of the subdivision or
lot, no preliminary analysis is necessary.

1802.1.1.2 Soil investigation by lot, necessity, prepara-
tion, and recommendations. If the preliminary soil
report indicates the presence of critically expansive soils
or other soil problems which, if not corrected, would lead
to structural defects, such ordinance shall require a soil
investigation of each lot in the subdivision.

The soil investigation shall bepreparedby a civil engi-
neer who is registered in this state. It shall recommend
corrective action which is likely to prevent structural
damage to each dwelling proposed to be constructed on
the expansive soil.

1802.1.1.3 Approval, building permit conditions,
appeal. The building department of each city, county or
city and county, or other enforcement agency charged
with the administration and enforcement of the provi-
sions of this part, shall approve the soil investigation if it
determines that the recommended action is likely to pre-
vent structural damage to each dwelling to be con-
structed. As a condition to the building permit, the
ordinance shall require that the approved recommended
action be incorporated in the construction of each dwell-
ing. Appeal from such determination shall be to the local
appeals board.

1802.2 Where required. The owner or applicant shall submit a
foundation and soils investigation to the building official where
required in Sections 1802.2.1 through 1802.2.7.

Exception: The building official need not require a founda-
tion or soils investigation where satisfactory data from adja-
cent areas is available that demonstrates an investigation is
not necessary for any of the conditions in Sections 1 802.2. 1
through 1802.2.6.

[OSHPD 2] Geotechnical reports are not required for
one-story, wood-frame and light-steel-frame buildings
of Type V construction and 4,000 square feet (371 m 2 )or
less in floor area, not located within Earthquake Fault
Zones or Seismic Hazard Zones as shown in the most
recently published maps from California Geological
Survey (CGS). Allowable foundation and lateral soil
pressure values may be determined from Table 1804.2.

1802.2.1 Questionable soil. Where the classification,
strength or compressibility of the soil are in doubt or where
a load-bearing value superior to that specified in this code is
claimed, the building official shall require that the necessary
investigation be made. Such investigation shall comply with
the provisions of Sections 1802.4 through 1802.6.

1802.2.2 Expansive soils. In areas likely to have expansive
soil, the building official shall require soil tests to determine
where such soils do exist.

2007 CALIFORNIA BUILDING CODE

125

SOILS AND FOUNDATIONS

1802.2.3 Ground-water table. A subsurface soil investiga-
tion shall be performed to determine whether the existing
ground-water table is above or within 5 feet (1524 mm)
below the elevation of the lowest floor level where such
floor is located below the finished ground level adjacent to
the foundation.

Exception: A subsurface soil investigation shall not be
required where waterproofing is provided in accordance
with Section 1807.

1802.2.4 Pile and pier foundations. Pile and pier founda-
tions shall be designed and installed on the basis of a foun-
dation investigation and report as specified in Sections
1802.4 through 1802.6 and Section 1808.2.2.

1802.2.5 Rock strata. Where subsurface explorations at the
project site indicate variations or doubtful characteristics in
the structure of the rock upon which foundations are to be
constructed, a sufficient number of borings shall be made to
a depth of not less than 10 feet (3048 mm) below the level of
the foundations to provide assurance of the soundness of the
foundation bed and its load-bearing capacity.

1802.2.6 Seismic Design Category C. Where a structure is
determined to be in Seismic Design Category C in accor-
dance with Section 1613, an investigation shall be con-
ducted and shall include an evaluation of the following
potential hazards resulting from earthquake motions: slope
instability, liquefaction and surface rupture due to faulting
or lateral spreading.

1802.2.7 Seismic Design Category D, E or F. Where the
structure is determined to be in Seismic Design Category D,
E or F, in accordance with Section 1613, the soils investiga-
tion requirements for Seismic Design Category C, given in
Section 1802.2.6, shall be met, in addition to the following.
The investigation shall include:

1 . A determination of lateral pressures on basement and
retaining walls due to earthquake motions.

2. An assessment of potential consequences of any liq-
uefaction and soil strength loss, including estimation
of differential settlement, lateral movement or reduc-
tion in foundation soil-bearing capacity, and shall ad-
dress mitigation measures. Such measures shall be
given consideration in the design of the structure and
can include but are not limited to ground stabilization,
selection of appropriate foundation type and depths,
selection of appropriate structural systems to accom-
modate anticipated displacements or any combina-
tion of these measures. The potential for liquefaction
and soil strength loss shall be evaluated for site peak
ground acceleration magnitudes and source charac-
teristics consistent with the design earthquake ground
motions. Peak ground acceleration shall be deter-
mined from a site-specific study taking into account
soil amplification effects, as specified in Chapter 21
ofASCE7.

Exception: A site-specific study need not be per-
formed, provided that peak ground acceleration
equal to S DS /2.5 is used, where S DS is determined in
accordance with Section 21.2.1 of ASCE 7.

1802.3 Soil classification. Where required, soils shall be clas-
sified in accordance with Section 1802.3.1 or 1802.3.2.

1802.3.1 General. For the purposes of this chapter, the defi-
nition and classification of soil materials for use in Table
1804.2 shall be in accordance with ASTM D 2487.

1802.3.2 Expansive soils. Soils meeting all four of the fol-
lowing provisions shall be considered expansive, except
that tests to show compliance with Items 1, 2 and 3 shall not
be required if the test prescribed in Item 4 is conducted:

1. Plasticity index (PI) of 15 or greater, determined in
accordance with ASTM D 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 1 percent of the soil particles are less than
5 micrometers in size, determined in accordance with
ASTM D 422.

4. Expansion index greater than 20, determined in ac-
cordance with ASTM D 4829.

1802.4 Investigation. Soil classification shall be based on
observation and any necessary tests of the materials disclosed
by borings, test pits or other subsurface exploration made in
appropriate locations. Additional studies shall be made as nec-
essary to evaluate slope stability, soil strength, position and
adequacy of load-bearing soils, the effect of moisture variation
on soil-bearing capacity, compressibility, liquefaction and
expansiveness.

1802.4.1 Exploratory boring. The scope of the soil investi-
gation including the number and types of borings or
soundings, the equipment used to drill and sample, the
in-situ testing equipment and the laboratory testing program
shall be determined by a registered design professional.

1802.5 Soil boring and sampling. The soil boring and sam-
pling procedure and apparatus shall be in accordance with gen-
erally accepted engineering practice. The registered design
professional shall have a fully qualified representative on the
site during all boring and sampling operations.

1802.6 Reports. The soil classification and design load-bear-
ing capacity shall be shown on the construction document.
Where required by the building official, a written report of the
investigation shall be submitted that includes, but need not be
limited to, the following information:

1 . A plot showing the location of test borings and/or exca-
vations.

2. A complete record of the soil samples.

3. A record of the soil profile.

4. Elevation of the water table, if encountered.

5. Recommendations for foundation type and design crite-
ria, including but not limited to: bearing capacity of natu-
ral or compacted soil; provisions to mitigate the effects
of expansive soils; mitigation of the effects of liquefac-
tion, differential settlement and varying soil strength;
and the effects of adjacent loads.

6. Expected total and differential settlement.

126

2007 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATIONS

7. Pile and pier foundation information in accordance
with Section 1808.2.2.

8. Special design and construction provisions for footings
or foundations founded on expansive soils, as neces-
sary.

9. Compacted fill material properties and testing in accor-
dance with Section 1803.5.

10. [OSHPD 2] The report shall consider the effects of
seismic hazard per Sections 1802A.7 and 1802A.8.

1802.7 Engineering geologic reports. [OSHPD 2]

1802.7.1 Geologic and earthquake engineering reports
shall be required for all proposed construction.

Exceptions:

1. Reports are not required for one-story,
wood-frame and light-steel-frame buildings of
Type V construction and4,000 square feet (371m 2 )
or less in floor area, not located within Earthquake
Fault Zones or Seismic Hazard Zones as shown in
the most recently published maps from California
Geological Survey (CGS); nonstructural, associ-
ated structural or nonrequired structural alter-
ations and incidental structural additions or
alterations, and structural repairs for other than
earthquake damage (see Section 3402 A.l for defi-
nitions of terms in this section).

2. A previous report for a specific site may be resub-
mitted, provided that a reevaluation is made and
the report is found to be currently appropriate.

1802.7.2 The purpose of the engineering geologic report
shall be to identify geologic and seismic conditions that may
require project mitigations. The reports shall contain data
which provide an assessment of the nature of the site and
potential for earthquake damage based on appropriate
investigations of the regional and site geology, project foun-
dation conditions and the potential seismic shaking at the
site. The report shall be prepared by a California-certified
engineering geologist in consultation with a California-reg-
istered geotechnical engineer.

The preparation of the engineering geologic report shall
consider the most recent CGS Note 48: Checklist for the
Review of Engineering Geology and Seismology Reports for
California Public School, Hospitals, and Essential Services
Buildings. In addition, the most recent version of CGS Spe-
cial Publication 42: Fault Rupture Hazard Zones in Califor-
nia, shall be considered for project sites proposed within an
Alquist-Priolo Earthquake Fault Zone. The most recent ver-
sion of CGS Special Publication 11 7: Guidelines for Evalu-
ating and Mitigating Seismic Hazards in California, shall
be considered for project sites proposed within a Seismic
Hazard Zone. All conclusions shall be fully supported by
satisfactory data and analysis.

The report shall include, but shall not be limited to, the
following:

1. Geologic investigation.

2. Evaluation of the known active and potentially ac-
tive faults, both regional and local.

3. Ground-motion parameters, as required by Sec-
tion 1613 andASCE 7.

4. Evaluation of slope stability at or near the site
and;

5. The liquefaction and settlement potential of the
earth materials in the foundation.

1802.8 Geotechnical and supplemental ground-response
reports. [OSHPD 2]

1802.8.1 Geotechnical report. The geotechnical report
shall provide completed evaluations of the foundation con-

\ ditions of the site and the potential geologic/seismic hazards
affecting the site. The geotechnical report shall include, but
shall not be limited to, site-specific evaluations of design
criteria related to the nature and extent of foundation mate-
rials, groundwater conditions, liquefaction potential, set-
tlement potential and slope stability. The report shall
contain the results of the analysis of problem areas identi-
fied in the engineering geologic report. The geotechnical
report shall incorporate estimates of the characteristics of
site ground motion provided in the engineering geologic
report.

The geotechnical report shall be prepared by a
geotechnical engineer registered in the state of California
with the advice of the certified engineering geologist and
other technical experts, as necessary. The approved, engi-
neering geologic report shall be submitted with or as part of
the geotechnical report.

1802.8.2 Supplemental ground-response report. If

site-specific ground-motion procedures, as set forth in
ASCE 7 Chapter 21, or ground-motion time-history analy-
sis, as set forth in ASCE 7 Chapter 16 or Section 17.3, are
used for design, then a supplemental ground-response
report may be required. All conclusions and ground-motion
parameters shall be fully supported by satisfactory data and
analysis.

1802.8.2.1 The ground-motion element shall be pre-
pared by a registered geotechnical engineer or geophy si-
cist (depending on the scope of the element), or
engineering geologist licensed in the state of California,
and having professional specialization in earthquake
analysis. The ground-motion element shall present a
detailed characterization of earthquake ground motions
for the site, which incorporates data given in the
geotechnical report. The level of ground motion consid-
ered by the ground-motion element shall be as described
in ASCE 7 Chapter 21. The characterization of ground
motion in the ground-motion element shall be given,
according to the requirments of the analysis, in terms of:

1. Elastic structural response spectra.

2. Time-history plot of predicted ground motion at
the site.

3. Other analyses in conformance with accepted en-
gineering and seismological practice.

1802.8.2.2 The advanced geotechnical element shall
contain the results of dynamic geotechnical analyses
specified by the approved geotechnical report. Where

2007 CALIFORNIA BUILDING CODE

127

SOILS AND FOUNDATIONS

site response analysis, as set forth in ASCE 7 Section
21.1, is required, the response model shall be fully
explained. The input data and assumptions shall be fully
documented, and the surface ground motions recom-
mended for design shall be clearly identified.

The supplemental ground-response report shall be
submitted to the Office of Statewide Health Planning and
Development for review and approval. The review shall
determine whether the ground-motion response evalua-
tions of the site are adequately represented. The enforce-
ment agency, in consultation with its advisors, may
require additional information, analysis or clarification
of potential ground-response issues reported in the sup-
plemental ground-response report for the proposed
building site.

SECTION 1803
EXCAVATION, GRADING AND FILL

1803.1 Excavations near footings or foundations. Excava-
tions for any purpose shall not remove lateral support from any
footing or foundation without first underpinning or protecting
the footing or foundation against settlement or lateral
translation.

1803.2 Placement of backfill. The excavation outside the
foundation shall be backfilled with soil that is free of organic
material, construction debris, cobbles and boulders or a con-
trolled low-strength material (CLSM). The backfill shall be
placed in lifts and compacted, in a manner that does not damage
the foundation or the waterproofing or dampproofing material.

Exception: Controlled low-strength material need not be
compacted.

1803.3 Site grading. The ground immediately adjacent to the
foundation shall be sloped away from the building at a slope of
not less than one unit vertical in 20 units horizontal (5-percent
slope) for a minimum distance of 10 feet (3048 mm) measured
perpendicular to the face of the wall. If physical obstructions or
lot lines prohibit 10 feet (3048 mm) of horizontal 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 foun-
dation. Impervious surfaces within 10 feet (3048 mm) of the
building foundation shall be sloped a minimum of 2 percent
away from the building.

Exception: Where climatic or soil conditions warrant, the
slope of the ground away from the building foundation is
permitted to be reduced to not less than one unit vertical in
48 units horizontal (2-percent slope).

The procedure used to establish the final ground level adja-
cent to the foundation shall account for additional settlement of
the backfill.

1803.4 Grading and fill in flood hazard areas. In 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 mini-
mize shifting, slumping and erosion during the rise and
fall of flood water and, as applicable, wave action.

2. In floodways, unless it has been demonstrated through
hydrologic and hydraulic analyses performed by a regis-
tered design professional in accordance with standard
engineering practice that the proposed grading or fill, or
both, will not result in any increase in flood levels during
the occurrence of the design flood.

3. In flood hazard areas subject to high- velocity wave ac-
tion, unless such fill is conducted and/or placed to avoid
diversion of water and waves toward any building or
structure.

4. Where design flood elevations are specified but
floodways have not been designated, unless it has been
demonstrated that the cumulative effect of the proposed
flood hazard area encroachment, when combined with
all other existing and anticipated flood hazard area en-
croachment, will not increase the design flood elevation
more than 1 foot (305 mm) at any point.

1803.5 Compacted fill material. Where footings will bear on
compacted fill material, the compacted fill shall comply with
the provisions of an approved report, which shall contain the
following:

1. Specifications for the preparation of the site prior to
placement of compacted fill material.

2. Specifications for material to be used as compacted fill.

3. Test method to be used to determine the maximum dry
density and optimum moisture content of the material to
be used as compacted fill.

4. Maximum allowable thickness of each lift of compacted
fill material.

5. Field test method for determining the in-place dry den-
sity of the compacted fill.

6. Minimum acceptable in-place dry density expressed as a
percentage of the maximum dry density determined in
accordance with Item 3.

7. Number and frequency of field tests required to deter-
mine compliance with Item 6.

Exception: Compacted fill material less than 12 inches
(305 mm) in depth need not comply with an approved
report, provided it has been compacted to a minimum of 90
percent Modified Proctor in accordance with ASTM D
1557. The compaction shall be verified by a qualified
inspector approved by the building official.

1803.6 Controlled low-strength material (CLSM). Where
footings will bear on controlled low-strength material
(CLSM), the CLSM shall comply with the provisions of an
approved report, which shall contain the following:

1. Specifications for the preparation of the site prior to
placement of the CLSM.

2. Specifications for the CLSM.

3. Laboratory or field test method(s) to be used to deter-
mine the compressive strength or bearing capacity of the
CLSM.

128

2007 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATIONS

4. Test methods for determining the acceptance of the
CLSM in the field.

5. Number and frequency of field tests required to deter-
mine compliance with Item 4.

SECTION 1804
ALLOWABLE LOAD-BEARING VALUES OF SOILS

1804.1 Design. The presumptive load-bearing values provided
in Table 1804.2 shall be used with the allowable stress design
load combinations specified in Section 1605.3.

1804.2 Presumptive load-bearing values. The maximum allow-
able foundation pressure, lateral pressure or lateral sliding-resis-
tance values for supporting soils near the surface shall not exceed
the values specified in Table 1804.2 unless data to substantiate the
use of a higher value are submitted and approved.

Presumptive load-bearing values shall apply to materials
with similar physical characteristics and dispositions.

Mud, organic silt, organic clays, peat or unprepared fill shall
not be assumed to have a presumptive load-bearing capacity
unless data to substantiate the use of such a value are submitted.

Exception: A presumptive load-bearing capacity is permit-
ted to be used where the building official deems the
load-bearing capacity of mud, organic silt or unprepared fill
is adequate for the support of lightweight and temporary
structures.

1804.3 Lateral sliding resistance. The resistance of structural
walls to lateral sliding shall be calculated by combining the val-
ues derived from the lateral bearing and the lateral sliding resis-
tance shown in Table 1804.2 unless data to substantiate the use
of higher values are submitted for approval. For clay, sandy
clay, silty clay and clayey silt, in no case shall the lateral sliding
resistance exceed one-half the dead load.

1804.3.1 Increases in allowable lateral sliding resistance.

The resistance values derived from the table are permitted to

be increased by the tabular value for each additional foot
(305 mm) of depth to a maximum of 15 times the tabular
value.

Isolated poles for uses such as flagpoles or signs and
poles used to support buildings that are not adversely
affected by a 0.5 inch (12.7 mm) motion at the ground sur-
face due to short-term lateral loads are permitted to be
designed using lateral-bearing values equal to two times the
tabular values.

SECTION 1805
FOOTINGS AND FOUNDATIONS

1805.1 General. Footings and foundations shall be designed
and constructed in accordance with Sections 1805.1 through
1805.9. Footings and foundations shall be built on undisturbed
soil, compacted fill material or CLSM. Compacted fill material
shall be placed in accordance with Section 1 803.5. CLSM shall
be placed in accordance with Section 1803.6.

The top surface of footings shall be level. The bottom sur-
face of footings is permitted to have a slope not exceeding one
unit vertical in 1 units horizontal ( 1 0-percent slope) . Footings
shall be stepped where it is necessary to change the elevation of
the top surface of the footing or where the surface of the ground
slopes more than one unit vertical in 10 units horizontal
(10-percent slope).

1805.2 Depth of footings. The minimum depth of footings
below the undisturbed ground surface shall be 12 inches (305
mm). Where applicable, the depth of footings shall also con-
form to Sections 1805.2.1 through 1805.2.3.

1805.2.1 Frost protection. Except where otherwise pro-
tected from frost, foundation walls, piers and other perma-
nent supports of buildings and structures shall be protected
by one or more of the following methods:

1 . Extending below the frost line of the locality;

2. Constructing in accordance with ASCE 32; or

TABLE 1804.2
ALLOWABLE FOUNDATION AND LATERAL PRESSURE

CLASS OF MATERIALS

ALLOWABLE FOUNDATION
PRESSURE (psf) d

LATERAL BEARING
(psf/f below natural grade) d

LATERAL SLIDING

Coefficient
of friction 3

Resistance
(psf) b

1. Crystalline bedrock

12,000

1,200

■ 0.70

—

2. Sedimentary and foliated rock

4,000

400

0.35

—

3. Sandy gravel and/or gravel (GW and GP)

3,000

200

0.35

—

4. Sand, silty sand, clayey sand, silty gravel and
clayey gravel (SW, SP, SM, SC, GM and GC)

2,000

150

0.25

—

5. Clay, sandy clay, silty clay, clayey silt, silt and
sandy silt (CL, ML, MH and CH)

l,500 c

100

—

130

For SI: 1 pound per square foot = 0.0479 kPa, 1 pound per square foot per foot = 0. 157 kPa/m.

a. Coefficient to be multiplied by the dead load.

b. Lateral sliding resistance value to be multiplied by the contact area, as limited by Section 1804.3.

c. Where the building official determines that in-place soils with an allowable bearing capacity of less than 1 ,500 psf are likely to be present at the site, the allowable
bearing capacity shall be determined by a soils investigation.

d. An increase of one-third is permitted when using the alternate load combinations in Section 1605.3.2 that include wind or earthquale loads.

2007 CALIFORNIA BUILDING CODE

129

SOILS AND FOUNDATIONS

3. Erecting on solid rock.

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

1. Classified in Occupancy Category I, in ac-
cordance with Sectionl604.5;

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.

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

1805.2.2 Isolated footings. Footings on granular soil shall
be so located that the line drawn between the lower edges of
adjoining footings shall not have a slope steeper than 30
degrees (0.52 rad) with the horizontal, unless the material
supporting the higher footing is braced or retained or other-
wise laterally supported in an approved manner or a greater
slope has been properly established by engineering
analysis.

1805.2.3 Shifting or moving soils. Where it is known that
the shallow subsoils are of a shifting or moving character,
footings shall be carried to a sufficient depth to ensure
stability.

1805.3 Footings on or adjacent to slopes. The placement of
buildings and structures on or adjacent to slopes steeper than
one unit vertical in three units horizontal (33.3-percent slope)
shall conform to Sections 1805.3.1 through 1805.3.5.

1805.3.1 Building clearance from ascending slopes. In

general, buildings below slopes shall be set a sufficient dis-
tance from the slope to provide protection from slope drain-
age, erosion and shallow failures. Except as provided for in
Section 1805.3.5 and Figure 1805.3.1, the following criteria
will be assumed to provide this protection. Where the exist-
ing slope is steeper than one unit vertical in one unit hori-
zontal (100-percent slope), the toe of the slope shall be

assumed to be at the intersection of a horizontal plane drawn
from the top of the foundation and a plane drawn tangent to
the slope at an angle of 45 degrees (0.79 rad) to the horizon-
tal. Where a retaining wall is constructed at the toe of the
slope, the height of the slope shall be measured from the top
of the wall to the top of the slope.

1805.3.2 Footing setback from descending slope surface.

Footings on or adjacent to slope surfaces shall be founded in
firm material with an embedment and set back from the
slope surface sufficient to provide vertical and lateral sup-
port for the footing without detrimental settlement. Except
as provided for in Section 1805.3.5 and Figure 1805.3.1, the
following setback is deemed adequate to meet the criteria.
Where the slope is steeper than 1 unit vertical in 1 unit hori-
zontal (100-percent slope), the required setback shall be
measured from an imaginary plane 45 degrees (0.79 rad) to
the horizontal, projected upward from the toe of the slope.

1805.3.3 Pools. The setback between pools regulated by
this code and slopes shall be equal to one-half the building
footing setback distance required by this section. That por-
tion of the pool wall within a horizontal distance of 7 feet
(2134 mm) from the top of the slope shall be capable of sup-
porting the water in the pool without soil support.

1805.3.4 Foundation elevation. On graded sites, the top of
any exterior foundation shall extend above the elevation of
the street gutter at point of discharge or the inlet of an
approved drainage device a minimum of 12 inches (305
mm) plus 2 percent. Alternate elevations are permitted sub-
ject to the approval of the building official, provided it can
be demonstrated that required drainage to the point of dis-
charge and away from the structure is provided at all
locations on the site.

1805.3.5 Alternate setback and clearance. Alternate set-
backs and clearances are permitted, subject to the approval
of the building official. The building official is permitted to
require an investigation and recommendation of a registered
design professional to demonstrate that the intent of this
section has been satisfied. Such an investigation shall

K H/2 BUT NEED NOT EXCEED 15FT.MAX.

For SI: 1 foot = 304.8 mm.

FIGURE 1805.3.1
FOUNDATION CLEARANCES FROM SLOPES

130

2007 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATIONS

include consideration of material, height of slope, slope gra-
dient, load intensity and erosion characteristics of slope
material.

1805.4 Footings. Footings shall be designed and constructed
in accordance with Sections 1805.4.1 through 1805.4.6.

1805.4.1 Design. Footings shall be so designed that the
allowable bearing capacity of the soil is not exceeded, and
that differential settlement is minimized. The minimum
width of footings shall be 12 inches (305 mm).

Footings in areas with expansive soils shall be designed
in accordance with the provisions of Section 1805.8.

1805.4.1.1 Design loads. Footings shall be designed for
the most unfavorable effects due to the combinations of
loads specified in Section 1605.2 or 1605.3. The dead
load is permitted to include the weight of foundations,
footings and overlying fill. Reduced live loads, as speci-
fied in Sections 1607.9 and 1607.11, are permitted to be
used in the design of footings.

1805.4.1.2 Vibratory loads. Where machinery opera-
tions or other vibrations are transmitted through the
foundation, consideration shall be given in the footing
design to prevent detrimental disturbances of the soil.

1805.4.2 Concrete footings. The design, materials and con-
, struction of concrete footings shall comply with Sections

1805.4.2.1 through 1805.4.2.6 and the provisions of Chap-
ter 19.

Exception: Where a specific design is not provided, con-
crete footings supporting walls of light-frame construc-
tion are permitted to be designed in accordance with
Table 1805.4.2.

1805.4.2.1 Concrete strength. Concrete in footings
shall have a specified compressive strength (f c ) of not
less than 2,500 pounds per square inch (psi) (17 237 kPa)
at 28 days.

1805.4.2.2 Footing seismic ties. Where a structure is
assigned to Seismic Design Category D, E or F in accor-

dance with Section 1613, individual spread footings
founded on soil defined in Section 1613.5.2 as Site Class
E or F shall be interconnected by ties. Ties shall be capa-
ble of carrying, in tension or compression, a force equal
to the product of the larger footing load times.the seismic
coefficient, S DS divided by 10 unless it is demonstrated
that equivalent restraint is provided by reinforced con-
crete beams within slabs on grade or reinforced concrete
slabs on grade.

1805.4.2.3 Plain concrete footings. The edge thickness
of plain concrete footings supporting walls of other than
light-frame construction shall not be less than 8 inches
(203 mm) where placed on soil.

Exception: For plain concrete footings supporting
Group R-3 occupancies, the edge thickness is permit-
ted to be 6 inches (152 mm), provided that the footing
does not extend beyond a distance greater than the
thickness of the footing on either side of the supported
wall.

1805.4.2.4 Placement of concrete. Concrete footings
shall not be placed through water unless a trernie or other
method approved by the building official is used. Where
placed under or in the presence of water, the concrete
shall be deposited by approved means to ensure mini-
mum segregation of the mix and negligible turbulence of
the water.

1805.4.2.5 Protection of concrete. Concrete footings
shall be protected from freezing during depositing and
for a period of not less than five days thereafter. Water
shall not be allowed to flow through the deposited
concrete.

1805.4.2.6 Forming of concrete. Concrete footings are
permitted to be cast against the earth where, in the opin-
ion of the building official, soil conditions do not require
forming. Where forming is required, it shall be in accor-
dance with Chapter 6 of ACI 318.

TABLE 1805.4.2
FOOTINGS SUPPORTING WALLS OF LIGHT-FRAME CONSTRUCTION 3 ' bcde

NUMBER OF FLOORS
SUPPORTED BY THE FOOTING*

WIDTH OF FOOTING
(inches)

THICKNESS OF FOOTING
(inches)

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

a. Depth of footings shall be in accordance with Section 1805.2.

b. The ground under the floor is permitted to be excavated to the elevation of the top of the footing.

c. Interior-stud-bearing walls are permitted to be supported by isolated footings. The footing width and length shall be twice the width shown in this table, and foot-
ings shall be spaced not more than 6 feet on center.

d. See Section 1908 for additional requirements for footings of structures assigned to Seismic Design Category C, D, E or F.

e. For thickness of foundation walls, see Section 1805.5.

f. Footings are permitted to support a roof in addition to the stipulated number of floors. Footings supporting roof only shall be as required for supporting one floor.

g. Plain concrete footings for Group R-3 occupancies are permitted to be 6 inches thick.

2007 CALIFORNIA BUILDING CODE

131

SOILS AND FOUNDATIONS

1805.4.3 Masonry-unit footings. The design, materials
and construction of masonry-unit footings shall comply
with Sections 1805.4.3.1 and 1805.4.3.2, and the provisions
of Chapter 21.

Exception: Where a specific design is not provided,
masonry-unit footings supporting walls of light-frame
construction are permitted to be designed in accordance
with Table 1805.4.2.

1805.4.3.1 Dimensions. Masonry-unit footings shall be
laid in Type M or S mortar complying with Section
2103.8 and the depth shall not be less than twice the pro-
jection beyond the wall, pier or column. The width shall
not be less than 8 inches (203 mm) wider than the wall
supported thereon.

1805.4.3.2 Offsets. The maximum offset of each course
in brick foundation walls stepped up from the footings
shall be 1 .5 inches (38 mm) where laid in single courses,
and 3 inches (76 mm) where laid in double courses.

1805.4.4 Steel grillage footings. Grillage footings of struc-
tural steel shapes shall be separated with approved steel
spacers and be entirely encased in concrete with at least 6
inches (152 mm) on the bottom and at least 4 inches (102
mm) at all other points. The spaces between the shapes shall
be completely filled with concrete or cement grout.

1805.4.5 Timber footings. Timber footings are permitted
for buildings of Type V construction and as otherwise
approved by the building official. Such footings shall be
treated in accordance with AWPA Ul (Commodity Specifi-
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 com-
pressive stresses perpendicular to the grain in untreated tim-
ber 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.

1805.4.6 Wood foundations. Wood foundation systems
shall be designed and installed in accordance with AF&PA
Technical Report No. 7. Lumber and plywood shall be
treated in accordance with AWPA Ul (Commodity Specifi-
cation A, Use Category 4B and Section 5.2) and shall be
identified in accordance with Section 2303.1.8.1.

1805.5 Foundation walls. Concrete and masonry foundation
walls shall be designed in accordance with Chapter 19 or 21,
respectively. Foundation walls that are laterally supported at
the top and bottom and within the parameters of Tables
1805.5(1) through 1805.5(5) are permitted to be designed and
constructed in accordance with Sections 1805.5.1 through
1805.5.5.

TABLE 1805.5(1)
PLAIN MASONRY FOUNDATION WALLS 3 ' bc

MAXIMUM

WALL HEIGHT

(feet)

MAXIMUM UNBALANCED

BACKFILL HEIGHT"

(feet)

MINIMUM NOMINAL WALL THICKNESS (inches)

Soil classes and lateral soil load a (psf per foot below natural grade)

GW, GP, SW and SP soils
30

GM, GC, SM, SM-SC and ML soils
45

SC, ML-CL and Inorganic CL soils
60

4 (or less)
5
6
7

8
8

10
12

10 (solid )

10
10 (solid )
10 (solid )

4 (or less)
5
6
7
8

8
8

10 (solid )

12
12 (solid )
12 (solid )

12 (solid )

Noted

4 (or less)
5
6
7
8
9

12 (solid c )

12 (solid )

Noted

12 (solid )

Noted

12 (solid )

Noted

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0. 157kPa/m.

a. For design lateral soil loads, see Section 16 10. Soil classes are in accordance with the Unified Soil Classification System and design lateral soil loads are for moist
soil conditions without hydrostatic pressure.

b. Provisions for this table are based on construction requirements specified in Section 1805.5.2.2.

c. Solid grouted hollow units or solid masonry units.

d. A design in compliance with Chapter 21 or reinforcement in accordance with Tkble 1805.5(2) is required.

e. For height of unbalanced backfill, see Section 1805.5.1.2.

132

2007 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATIONS

TABLE 1805.5(2)
8-INCH MASONRY FOUNDATION WALLS WITH REINFORCEMENT WHERE d > 5 INCHES 3 ' b0

MAXIMUM WALL HEIGHT

MAXIMUM UNBALANCED
BACKFILL HEIGHT 1

VERTICAL REINFORCEMENT

Soil classes and lateral soil load 3 (psf per foot below natural grade)

GW, GP, SW and SP soils

GM, GC, SM, SM-SC and ML soils

SC, ML-CL and Inorganic CL soils

(feet-inches)

4-0 (or less)

#4at48"o.c.

#4 at 48" o.c.

,#4 at 48" o.c.

7-4

5-0
6-0

#4 at 48" o.c.
#4 at 48" o.c.

#4 at 48" o.c.
#5 at 48" o.c.

7-4

#5 at 48" o.c.

#6 at 48" o.c.

#7 at 48" o.c.

4-0 (or less)

#4 at 48" o.c.

5-0

#4 at 48" o.c.

8-0

6-0

#4 at 48" o.c.

#5 at 48" o.c.

7-0

#5 at 48" o.c. .

#6 at 48" o.c.

#7 at 48" o.c.

8-0

#5 at 48" o.c.

#6 at 48" o.c.

#7 at 48" o.c.

4-0 (or less)

#4 at 48" o.c.

5-0

#4 at 48" o.c.

#5 at 48" o.c.

8-8

6-0

#4 at 48" o.c.

#5 at 48" o.c.

#6 at 48" o.c.

7-0

#5 at 48" o.c.

#6 at 48" o.c.

#7 at 48" o.c.

8-8

#6 at 48" o.c.

#7 at 48" o.c.

#8 at 48" o.c.

4-0 (or less)

#4 at 48" o.c.

5-0

#4 at 48" o.c.

#5 at 48" o.c.

9-4

6-0
7-0

#4 at 48" o.c.
#5 at 48" o.c.

#5 at 48" o.c.
#6 at 48" o.c.

#6 at 48" o.c.
#7 at 48" o.c.

8-0

#6 at 48" o.c.

#7 at 48" o.c.

#8 at 48" o.c.

9-4

#7 at 48" o.c.

#8 at 48" o.c.

#9 at 48" o.c.

4-0 (or less)

#4 at 48" o.c.

5-0

#4 at 48" o.c.

#5 at 48" o.c.

6-0

#4 at 48" o.c.

#5 at 48" o.c.

#6 at 48" o.c.

10-0

7-0

#5 at 48" o.c.

#6 at 48" o.c.

#7 at 48" o.c.

8-0

#6 at 48" o.c.

#7 at 48" o.c.

#8 at 48" o.c.

9-0

#7 at 48" o.c.

#8 at 48" o.c.

#9 at 48" o.c.

10-0

#7 at 48" o.c.

#9 at 48" o.c.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157kPa/m.

b. Provisions for this table are based on construction requirements specified in Section 1805.5.2.2.

c. For alternative reinforcement, see Section 1805.5.3.

d. For heightof unbalanced backfill, seeSection 1805.5.1.2.

2007 CALIFORNIA BUILDING CODE

133

SOILS AND FOUNDATIONS

TABLE 1805.5(3)
10-INCH MASONRY FOUNDATION WALLS WITH REINFORCEMENT WHERE d > 6.75 INCHES 3 ' bc

MAXIMUM WALL HEIGHT
(feet-inches)

MAXIMUM UNBALANCED

BACKFILL HEIGHT"

(feet-inches)

VERTICAL REINFORCEMENT

Soil classes and lateral soil load 3 (psf per foot below natural grade)

GW, GP, SW and SP soils
30

GM, GC, SM, SM-SC and ML soils
45

SC, ML-CL and Inorganic CL soils
60

4-0 (or less)

#4 at 56" o.c.

7-4

5-0
6-0

#4 at 56" o.c.
#4 at 56" o.c.

#4 at 56" o.c.
#5 at 56" o.c.

7-4

#4 at 56" o.c.

#5 at 56" o.c.

#6 at 56" o.c.

4-0 (or less)

#4 at 56" o.c.

5-0

#4 at 56" o.c.

8-0

6-0

#4 at 56" o.c.

#5 at 56" o.c.

7-0

#4 at 56" o.c.

#5 at 56" o.c.

#6 at 56" o.c.

8-0

#5 at 56" o.c.

#6 at 56" o.c.

#7 at 56" o.c.

4-0 (or less)

#4 at 56" o.c.

5-0

#4 at 56" o.c.

8-8

6-0

#4 at 56" o.c.

#5 at 56" o.c.

7-0

#4 at 56" o.c.

#5 at 56" o.c.

#6 at 56" o.c.

8-8

#5 at 56" o.c.

#7 at 56" o.c.

#8 at 56" o.c.

4-0 (or less)

#4 at 56" o.c.

5-0

#4 at 56" o.c.

9-4

6-0
7-0

#4 at 56" o.c.
#4 at 56" o.c.

#5 at 56" o.c.
#5 at 56" o.c.

#5 at 56" o.c.
#6 at 56" o.c.

8-0

#5 at 56" o.c.

#6 at 56" o.c.

#7 at 56" o.c.

9-4

#6 at 56" o.c.

#7 at 56" o.c.

#8 at 56" o.c.

4-0 (or less)

#4 at 56" o.c.

5-0

#4 at 56" o.c.

6-0

#4 at 56" o.c.

#5 at 56" o.c.

10-0

7-0

#5 at 56" o.c.

#6 at 56" o.c.

#7 at 56" o.c.

8-0

#5 at 56" o.c.

#7 at 56" o.c.

#8 at 56" o.c.

9-0

#6 at 56" o.c.

#7 at 56" o.c.

#9 at 56" o.c.

10-0

#7 at 56" o.c.

#8 at 56" o.c.

#9 at 56" o.c.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157kPa/m.

a. For design lateral soil loads, see Section 1610. Soil classes are in accordance with the Unified Soil Classification System and design lateral soil loads are for moist
soil conditions without hydrostatic pressure.

b. Provisions for this table are based on construction requirements specified in Section 1805.5.2.2.

c. For alternative reinforcement, see Section 1805.5.3.

d. For height of unbalanced fill, see Section 1805.5.1.2.

134

2007 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATIONS

TABLE 1805.5(4)
12-INCH MASONRY FOUNDATION WALLS WITH REINFORCEMENT WHERE d > 8.75 INCHES 3 ' bc

MAXIMUM WALL HEIGHT
(feet-inches)

MAXIMUM UNBALANCED

BACKFILL HEIGHT"

(feet-inches)

VERTICAL REINFORCEMENT

Soil classes and lateral soil load a (psf per foot below natural grade)

GW, GP, SW and SP soils
30

GM, GC, SM, SM-SC and ML soils
45

SC, ML-CL and Inorganic CL soils
60

4-0 (or less)

#4 at 72" o.c.

7-4

5-0
6-0

#4 at 72" o.c.
#4 at 72" o.c.

#4 at 72" o.c.
#5 at 72" o.c.

7-4

#4 at 72" o.c.

#5 at 72" o.c.

. #6 at 72" o.c.

4-0 (or less)

#4 at 72" o.c.

5-0

#4 at 72" o.c.

8-0

6-0

#4 at 72" o.c.

#5 at 72" o.c.

7-0

#4 at 72" o.c.

#5 at 72" o.c.

#6 at 72" o.c.

8-0

#5 at 72" o.c.

#6 at 72" o.c.

#7 at 72" o.c.

4-0 (or less)

#4 at 72" o.c.

5-0

#4 at 72" o.c.

8-8

6-0

#4 at 72" o.c.

#5 at 72" o.c.

7-0

#4 at 72" o.c.

#5 at 72" o.c.

#6 at 72" o.c.

8-8

#5 at 72" o.c.

#7 at 72" o.c.

#8 at 72" o.c.

4-0 (or less)

#4 at 72" o.c.

5-0

#4 at 72" o.c.

9-4

6-0
7-0

#4 at 72" o.c.
#4 at 72" o.c.

#5 at 72" o.c.
#5 at 72" o.c.

#5 at 72" o.c.
#6 at 72" o.c.

8-0

#5 at 72" o.c.

#6 at 72" o.c.

#7 at 72" o.c.

9-4

#6 at 72" o.c.

#7 at 72" o.c.

#8 at 72" o.c.

4-0 (or less)

#4 at 72" o.c.

. #4 at 72" o.c.

5-0

#4 at 72" o.c.

6-0

#4 at 72" o.c.

#5 at 72" o.c.

10-0

7-0

#4 at 72" o.c.

#6 at 72" o.c.

8-0

#5 at 72" o.c.

#6 at 72" o.c.

#7 at 72" o.c.

9-0

#6 at 72" o.c.

#7 at 72" o.c.

#8 at 72" o.c.

10-0

#7 at 72" o.c.

#8 at 72" o.c.

#9 at 72" o.c.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157kPa/m.

a. For design lateral soil loads, see Section 1 610. Soil classes are in accordance with the Unified Soil Classification System and design lateral soil loads are for moist
soil conditions without hydrostatic pressure.

b. Provisions for this table are based on construction requirements specified in Section 1805.5.2.2.

c. For alternative reinforcement, see Section 1805.5.3.

d. For height of unbalanced backfill, see Section 1805.5.1.2.

2007 CALIFORNIA BUILDING CODE

135

SOILS AND FOUNDATIONS

TABLE 1805.5(5)
CONCRETE FOUNDATION WALLS"

MAXIMUM

VERTICAL REINFORCEMENT AND SPACING (inches)

Design lateral soil load a (psf per foot of depth)

WALL
HEIGHT

UNBALANCED
BACKFILL

Minimum wall thickness (inches)

(feet)

HEIGHT* (feet)

7.5

9.5

11.5

7.5

9.5

11.5

7.5

9.5

11.5

#5 at 48"

#5 at 46"

#6 at 48"

#5 at 43"

#5 at 41"

#6 at 43"

#5 at 47"

#6 at 43"

#6 at 32"

#6 at 44"

#5 at 39"

#5 at 37"

#6 at 38"

#5 at 37"

#5 at 41"

#6 at 38"

#5 at 37"

#7 at 39"

#6 at 39"

#4 at 48"

9 d

#6 at 46"

#7 at 41"

#6 at 41"

#7 at 31"

#7 at 41"

#6 at 39"

#5 at 37"

#6 at 48"

#6 at 35"

#6 at 48"

#5 at 38"

#7 at 47"

#6 at 47"

#7 at 35"

#7 at 48"

#6 at 45"

9 d

#6 at 41"

#4 at 48"

#7 at 37"

#7 at 48"

#4 at 48"

#6 at 22"

#7 at 37"

#7 at 47"

10 d

#7 at 45"

#6 at 45"

#7 at 31"

#7 at 40"

#6 at 38"

#6 at 22"

#7 at 30"

#7 at 38"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.157kPa/m.

a. For design lateral soil loads for different classes of soil, see Section 1610.

b. Provisions for this table are based on construction requirements specified in Section 1805.5.2.1.

c. "PC" means plain concrete.

d. Where design lateral soil loads from Table 1 6 1 0. 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 1805.5.1.2.

136

2007 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATIONS

1805.5.1 Foundation wall thickness. The minimum thick-
ness of concrete and masonry foundation walls shall comply
with Sections 1805.5.1.1 through 1805.5.1.3.

1805.5.1.1 Thickness at top of foundation wall. The

thickness of foundation walls shall not be less than the
thickness of the wall supported, except that foundation
walls of at least 8-inch (203 mm) nominal width are per-
mitted to support brick-veneered frame walls and
10-inch- wide (254 mm) cavity walls provided the
requirements of Section 1805.5.1.2 are met. Corbeling
of masonry shall be in accordance with Section 2104.2.
Where an 8-inch (203 mm) wall is corbeled, the top cor-
bel shall not extend higher than the bottom of the floor
framing and shall be a full course of headers at least 6
inches (152 mm) in length or the top course bed joint
shall be tied to the vertical wall projection. The tie shall
be W2.8 (4.8 mm) and spaced at a maximum horizontal
distance of 36 inches (914 mm); the hollow space behind
the corbelled masonry shall be filled with mortar or
grout.

1805.5.1.2 Thickness based on soil loads, unbalanced
backfill height and wall height. The thickness of foun-
dation walls shall comply with the requirements of Table
1805.5(5) for concrete walls, Table 1805.5(1) for plain
masonry walls or Table 1805.5(2), 1805.5(3) or
1805.5(4) for masonry walls with reinforcement. When
using the tables, masonry shall be laid in running bond
and the mortar shall be Type M or S..

Unbalanced backfill height is the difference in height
between the exterior finish ground level and the lower of
the top of the concrete footing that supports the founda-
tion wall or the interior finish ground level. Where an
interior concrete slab on grade is provided and is in con-
tact with the interior surface of the foundation wall, the
unbalanced backfill height is permitted to be measured
from the exterior finish ground level to the top of the
interior concrete slab

1805.5.1.3 Rubble stone. Foundation walls of rough or
random rubble stone shall not be less than 16 inches (406
mm) thick. Rubble stone shall not be used for founda-
tions for structures in Seismic Design Category C, D, E
orF.

1805.5.2 Foundation wall materials. Concrete foundation
walls constructed in accordance with Table 1805.5(5) shall
comply with Section 1805.5.2.1. Masonry foundation walls
constructed in accordance with Table 1805.5(1), 1805.5(2),
1805.5(3) or 1805.5(4) shall comply with Section
1805.5.2.2.

1805.5.2.1 Concrete foundation walls. Concrete foun-
dation walls shall comply with the following:

1. The size and spacing of vertical reinforcement
shown in Table 1805.5(5) is based on the use of re-
inforcement with a minimum yield strength of
60,000 psi (414 MPa). Vertical reinforcement with
a minimum yield strength of 40,000 psi (276 MPa)
or 50,000 psi (345 MPa) is permitted, provided the
same size bar is used and the spacing shown in the

table is reduced by multiplying the spacing by 0.67
or 0.83, respectively.

2. Vertical reinforcement, when required, shall be
placed nearest the inside face of the wall a dis-
tance, d, from the outside face (soil side) of the
wall. The distance, d is equal to the wall thickness,
t minus 1.25 inches (32 mm) plus one-half the bar
diameter, d b [d = t-{\ .25 + d b 12)]. The reinforce-
ment 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 ± V 2 inch (12.7 mm) where d is greater
than 8 inches (203 mm).

3. In lieu of the reinforcement shown in Table
1805.5(5), smaller reinforcing bar sizes with
closer spacings that provide an equivalent
cross-sectional area of reinforcement per unit
length of wall are permitted.

4. Concrete cover for reinforcement measured from
the inside face of the wall shall not be less than 3 / 4
inch (19.1 mm). Concrete cover for reinforcement
measured from the outside face of the wall shall
not be less than 1.5 inches (38 mm) for No. 5 bars
and smaller and not less than 2 inches (5 1 mm) for
larger bars.

5. Concrete shall have a specified compressive
strength,/^ of not less than 2,500 psi (17.2 MPa) at
28 days.

6. The unfactored axial load per linear foot of wall
shall not exceed l.2tf' c where r is the specified wall
thickness in inches.

1805.5.2.2 Masonry foundation walls. Masonry foun-
dation walls shall comply with the following:

1 . Vertical reinforcement shall have a minimum yield
strength of 60,000 psi (414 MPa).

2. The specified location of the reinforcement shall
equal or exceed the effective depth distance, d
noted in Tables 1805.5(2), 1805.5(3) and
1805.5(4) and shall be measured from the face of
the exterior (soil) side of the wall to the center of
the vertical reinforcement. The reinforcement
shall be placed within the tolerances specified in
ACL530.1/ASCE 6/TMS 402, Article 3.4 B7 of
the specified location.

3. Grout shall comply with Section 2103.12.

4. Concrete masonry units shall comply with ASTM
C90.

5. Clay masonry units shall comply with ASTM C
652 for hollow brick, except compliance with
ASTM C 62 or ASTM C 216 is permitted when
solid masonry units are installed in accordance
with Table 1805.5(1) for plain masonry.

6. Masonry units shall be installed with Type M or S
mortar in accordance with Section 2103.8.

7. The unfactored axial load per linear foot of wall
shall not exceed 1.2 tf m where t is the specified

2007 CALIFORNIA BUILDING CODE

137

SOILS AND FOUNDATIONS

well thickness in inches and f m is the specified
compressive strength of masonry in pounds per
square inch.

1805.5.3 Alternative foundation wall reinforcement. In

lieu of the reinforcement provisions for masonry foundation
walls in Table 1805.5(2), 1805.5(3) or 1805.5(4), alterna-
tive reinforcing bar sizes and spacings having an equivalent
cross-sectional area of reinforcement per linear foot (mm)
of wall are permitted to be used, provided the spacing of
reinforcement does not exceed 72 inches (1829 mm) and
reinforcing bar sizes do not exceed No. 11.

1805.5.4 Hollow masonry walls. At least 4 inches (102
mm) of solid masonry shall be provided at girder supports at
the top of hollow masonry unit foundation walls.

1805.5.5 Seismic requirements. Tables 1805.5(1) through
1805.5(5) shall be subject to the following limitations in
Sections 1805.5.5.1 and 1805.5.5.2 based on the seismic
design category assigned to the structure as defined in Sec-
tion 1613.

1805.5.5.1 Seismic requirements for concrete founda-
tion walls. Concrete foundation walls designed using
Table 1805.5(5) shall be subject to the following limita-
tions:

1 . Seismic Design Categories A and B . No additional
seismic requirements, except provide not less than
two No. 5 bars around window and door openings.
Such bars shall extend atleast24 inches (610mm)
beyond the corners of the openings.

2. Seismic Design Categories C, D, E and F. Tables
shall not be used except as allowed for plain con-
crete members in Section 1908.1.15.

1805.5.5.2 Seismic requirements for masonry foun-
dation walls. Masonry foundation walls designed using
Tables 1805.5(1) through 1805.5(4) shall be subject to
the following limitations:

1 . Seismic Design Categories A and B . No additional
seismic requirements.

2. Seismic Design Category C. A design using Tables
1805.5(1) through 1805.5(4) is subject to the seis-
mic requirements of Section 2106.4.

3 . Seismic Design Category D. A design using Tables
1805.2(2) through 1805.5(4) is subject to the seis-
mic requirements of Section 2106.5.

4. Seismic Design Categories E and F. A design using
Tables 1805.2(2) through 1805.5(4) is subject to
the seismic requirements of Section 2106.6.

1805.5.6 Foundation wall drainage. Foundation walls
shall be designed to support the weight of the full hydro-
static pressure of undrained backfill unless a drainage sys-
tem is installed in accordance with Sections 1807.4.2 and
1807.4.3.

1805.5.7 Pier and curtain wall foundations. Except in
Seismic Design Categories D, E and F, pier and curtain wall
foundations are permitted to be used to support light-frame

construction not more than two stories in height, provided
the following requirements are met:

1. All load-bearing walls shall be placed on continuous
concrete footings bonded integrally with the exterior
wall footings.

2. The minimum actual thickness of a load-bearing ma-
sonry wall shall not be less than 4 inches (102 mm)
nominal or 3.625 inches (92 mm) actual thickness,
and shall be bonded integrally with piers spaced 6 feet
(1829 mm) on center (o.c).

3. Piers shall be constructed in accordance with Chapter
21 and the following:

3.1. The unsupported height of the masonry piers
shall not exceed 10 times their least dimen-
sion.

3.2. Where structural clay tile or hollow concrete
masonry units are used for piers supporting
beams and girders, the cellular spaces shall be
filled solidly with concrete or Type M or S
mortar.

Exception: Unfilled hollow piers are per-
mitted where the unsupported height of the
pier is not more than four times its least
dimension.

3.3. Hollow piers shall be capped with 4 inches
(102 mm) of solid masonry or concrete or the
cavities of the top course shall be filled with
concrete or grout.

4. The maximum height of a 4-inch (102 mm)
load-bearing masonry foundation wall supporting
wood frame walls and floors shall not be more than 4
feet (1219 mm) in height.

5. The unbalanced fill for 4-inch (102 mm) foundation
walls shall not exceed 24 inches (610 mm) for solid
masonry, nor 12 inches (305 mm) for hollow ma-
sonry.

1805.6 Foundation plate or sill bolting. Wood foundation
plates or sills shall be bolted or strapped to the foundation or
foundation wall as provided in Chapter 23.

1805.7 Designs employing lateral bearing. Designs to resist
both axial and lateral loads employing posts or poles as col-
umns embedded in earth or embedded in concrete footings in
the earth shall conform to the requirements of Sections
1805.7.1 through 1805.7.3.

1805.7.1 Limitations. The design procedures outlined in
this section are subject to the following limitations:

1 . The frictional resistance for structural walls and slabs
on silts and clays shall be limited to one-half of the
normal force imposed on the soil by the weight of the
footing or slab.

2. Posts embedded in earth shall not be used to provide
lateral support for structural or nonstructural materi-
als such as plaster, masonry or concrete unless brac-
ing is provided that develops the limited deflection
required.

138

2007 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATIONS

Wood poles shall be treated in accordance with AWPA
Ul for sawn timber posts (Commodity Specification A, Use
Category 4B) and for round timber posts (Commodity
Specification B, Use Category 4B).

1805.7.2 Design criteria. The depth to resist lateral loads
shall be determined by the design criteria established in Sec-
tions 1805.7.2.1 through 1805.7.2.3, or by other methods
approved by the building official.

1805.7.2.1 Nonconstrained. The following formula
shall be used in determining the depth of embedment
required to resist lateral loads where no constraint is pro-
vided at the ground surface, such as rigid floor or rigid
ground surface pavement, and where no lateral con-

. straint is provided above the ground surface, such as a
structural diaphragm.

d=0.5A{l + [l + (4.36A/A)]V 2 } (Equation 18-1)

where:

A = 23AP/S l b.

b = Diameter of round post or footing or diagonal di-
mension of square post or footing, feet (m).

d = Depth of embedment in earth in feet (m) but not
over 12 feet (3658 mm) for purpose of computing
lateral pressure.

h = Distance in feet (m) from ground surface to point
of application of "P."

P = Applied lateral force in pounds (kN).

Si = Allowable lateral soil-bearing pressure as set
forth in Section 1804.3 based on a depth of
one-third the depth of embedment in pounds per
square foot (psf) (kPa).

1805.7.2.2 Constrained. The following formula shall be
•used to determine the depth of embedment required to
resist lateral loads where constraint is provided at the
ground surface, such as a rigid floor or pavement.

d 2 =4.25(Ph/S 3 b)
or alternatively
d 2 =4.25(M/S 3 b)
where:

(Equation 18-2)

(Equation 18-3)

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 1804.3 based on a depth equal to
the depth of embedment in pounds per square
foot (kPa)

1805.7.2.3 Vertical load. The resistance to vertical loads
shall be determined by the allowable soil-bearing pres-
sure set forth in Table 1804.2.

1805.7.3 Backfill. The backfill in the annular space around
columns not embedded in poured footings shall be by one of
the following methods:

1 . B ackfill shall be of concrete with an ultimate strength
of 2,000 psi (13.8 MPa) at 28 days. The hole shall not

be less than 4 inches (102 mm) larger than the diame-
ter of the column at its bottom or 4 inches (102 mm)
larger than the diagonal dimension of a square or rect-
angular column.

2. Backfill shall be of clean sand. The sand shall be thor-
oughly compacted by tamping in layers not more than
8 inches (203 mm) in depth.

3. Backfill shall be of controlled low-strength material
(CLSM).

1805.8 Design for expansive soils. Footings or foundations for
buildings and structures founded on expansive soils shall be
designed in accordance with Section 1805.8.1 or 1805.8.2.

Footing or foundation design need not comply with Section
1805.8.1 or 1805.8.2 where the soil is removed in accordance
with Section 1 805 . 8 . 3 , nor where the building official approves
stabilization of the soil in accordance with Section 1805.8.4.

1805.8.1 Foundations. Footings or foundations placed on
or within the active zone of expansive soils shall be designed
to resist differential volume changes and to prevent struc-
tural damage to the supported structure. Deflection and
racking of the supported structure shall be limited to that
which will not interfere with the usability and serviceability
of the structure.

Foundations placed below where volume change occurs
or below expansive soil shall comply with the following
provisions:

1. Foundations extending into or penetrating expansive
soils shall be designed to prevent uplift of the sup-
ported structure.

2. Foundations penetrating expansive soils shall be de-
signed to resist forces exerted on the foundation due
to soil volume changes or shall be isolated from the
expansive soil.

1805.8.2 Slab-on-ground foundations. Moments, shears
and deflections for use in designing slab-on-ground, mat or
raft foundations on expansive soils shall be determined in
accordance with 1 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 foundations on
expansive soils shall be designed in accordance with
WRI/CRSI Design of Slab-on-Ground Foundations and
post-tensioned slab-on-ground, mat or raft foundations on
expansive soils shall be designed in accordance with PTI
Standard Requirements for Design of Shallow
Post-Tensioned Concrete Foundations on Expansive Soils.
It shall be permitted to analyze and design such slabs by
other methods that account for soil-structure interaction, the
deformed shape of the soil support, the plate or stiffened
plate action of the slab as well as both center lift and edge lift
conditions. Such alternative methods shall be rational and
the basis for all aspects and parameters of the method shall
be available for peer review.

1805.8.3 Removal of expansive soil. Where expansive soil
is removed in lieu of designing footings or foundations in
accordance with Section 1805.8.1 of 1805.8.2, the soil shall

2007 CALIFORNIA BUILDING CODE

139

SOILS AND FOUNDATIONS

be removed to a depth sufficient to ensure a constant mois-
ture content in the remaining soil. Fill material shall not con-
tain expansive soils and shall comply with Section 1 803 .5 or
1803.6.

Exception: Expansive soil need not be removed to the
depth of constant moisture, provided the confining pres-
sure in the expansive soil created by the fill and sup-
ported structure exceeds the swell pressure.

1805.8.4 Stabilization. Where the active zone of expansive
soils is stabilized in lieu of designing footings or founda-
tions in accordance with Section 1805.8.1 or 1805.8.2, the
soil shall be stabilized by chemical, dewatering,
presaturation or equivalent techniques.

1805.9 Seismic requirements. See Section 1908 for addi-
tional requirements for footings and foundations of structures
assigned to Seismic Design Category C, D, E or F.

For structures assigned to Seismic Design Category D, E or
F, provisions of ACI 318, Sections 21.10.1 to 21.10.3, shall
apply when not in conflict with the provisions of Section 1 805.
Concrete shall have a specified compressive strength of not less
than 3,000 psi (20.68 MPa) at 28 days.

Exceptions:

1. Group R or U occupancies of light-frame construc-
tion and two stories or less in height are permitted to
use concrete with a specified compressive strength of
not less than 2,500 psi (17.2 MPa) at 28.

2. Detached one- and two-family dwellings of
light-frame construction and two stories or less in
height are not required to comply with the provisions
of ACI 318, Sections 21.10.1 to 21.10.3.

SECTION 1806
RETAINING WALLS

1806.1 General. Retaining walls shall be designed to ensure
stability against overturning, sliding, excessive foundation
pressure and water uplift. Retaining walls shall be designed for
a safety factor of 1.5 against lateral sliding and overturning.

SECTION 1807
DAMPPROOFING AND WATERPROOFING

1807.1 Where required. Walls or portions thereof that retain
earth and enclose interior spaces and floors below grade shall
be waterproofed and dampproofed in accordance with this sec-
tion, with the exception of those spaces containing groups
other than residential and institutional where such omission is
not detrimental to the building or occupancy.

Ventilation for crawl spaces shall comply with Section
1203.4.

1807.1.1 Story above grade plane. Where a basement is
considered a story above grade plane and the finished
ground level adjacent to the basement wall is below the
basement floor elevation for 25 percent or more of the per-
imeter, the floor and walls shall be dampproofed in accor-
dance with Section 1807.2 and a foundation drain shall be

installed in accordance with Section 1807.4.2. The
foundation drain shall be installed around the portion of the
perimeter where the basement floor is below ground level.
The provisions of Sections 1802.2.3, 1807.3 and 1807.4.1
shall not apply in this case.

1807.1.2 Under-floor space. The finished ground level of
an under-floor space such as a crawl space shall not be
located below the bottom of the footings. Where there is evi-
dence that the ground-water table rises to within 6 inches
(152 mm) of the ground level at the outside building perime-
ter, or that the surface water does not readily drain from the
building site, the ground level of the under-floor space shall
be as high as the outside finished ground level, unless an
approved drainage system is provided. The provisions of
Sections 1802.2.3, 1807.2, 1807.3 and 1807.4 shall not
apply in this case.

1807.1.2.1 Flood hazard areas. For buildings and struc-
tures in flood hazard areas as established in Section
1 6 1 2. 3 , the finished ground level of an under-floor space
such as a crawl space shall be equal to or higher than the
outside finished ground level.

Exception: Under-floor spaces of Group R-3 build-
ings that meet the requirements of FEMA/
FIA-TB-11.

1807.1.3 Ground-water control. Where the ground-water
table is lowered and maintained at an elevation not less than
6 inches (152 mm) below the bottom of the lowest floor, the
floor and walls shall be dampproofed in accordance with
Section 1807.2. The design of the system to lower the
ground-water table shall be based on accepted principles of
engineering that shall consider, but not necessarily be lim-
ited to, permeability of the soil, rate at which water enters
the drainage system, rated capacity of pumps, head against
which pumps are to operate and the rated capacity of the dis-
posal area of the system.

1807.2 Dampproofing required. Where hydrostatic pressure
will not occur as determined by Section 1802.2.3, floors and
walls for other than wood foundation systems shall be
dampproofed in accordance with this section. Wood founda-
tion systems shall be constructed in accordance with AF&PA
Technical Report No. 7.

1807.2.1 Floors. Dampproofing materials for floors shall
be installed between the floor and the base course required
by Section 1807.4.1, except where a separate floor is pro-
vided above a concrete slab.

Where installed beneath the slab, dampproofing shall
consist of not less than 6-mil (0.006 inch; 0. 152 mm) poly-
ethylene with joints lapped not less than 6 inches (152 mm),
or other approved methods or materials. Where permitted to
be installed on top of the slab, dampproofing shall consist of
mopped-on bitumen, not less than 4-mil (0.004 inch; 0. 102
mm) polyethylene, or other approved methods or materials.
Joints in the membrane shall be lapped and sealed in accor-
dance with the manufacturer's installation instructions.

1807.2.2 Walls. Dampproofing materials for walls shall be
installed on the exterior surface of the wall, and shall extend
from the top of the footing to above ground level.

140

2007 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATIONS

Dampproofing shall consist of a bituminous material, 3
pounds per square yard (16 N/m 2 ) of acrylic modified
cement, 0.125 inch (3.2 mm) coat of surface-bonding mor-
tar complying with ASTM C 887, any of the materials per-
mitted for waterproofing by Section 1807.3.2 or other
approved methods or materials.

1807.2.2.1 Surface preparation of walls. Prior to appli-
cation of dampproofing materials on concrete walls,
holes and recesses resulting from the removal of form
ties shall be sealed with a bituminous material or other
approved methods or materials. Unit masonry walls shall
be parged on the exterior surface below ground level with
not less than 0.375 inch (9.5 mm) of portland cement
mortar. The parging shall be coved at the footing.

Exception: Parging of unit masonry walls is not
required where a material is approved for direct appli-
cation to the masonry.

1807.3 Waterproofing required. Where the ground-water
investigation required by Section 1802.2.3 indicates that a
hydrostatic pressure condition exists, and the design does not
include a ground-water control system as described in Section
1 807 . 1 . 3 , walls and floors shall be waterproofed in accordance
with this section.

1807.3.1 Floors. Floors required to be waterproofed shall
be of concrete and designed and constructed to withstand
the hydrostatic pressures to which the floors will be sub-
jected.

Waterproofing shall be accomplished by placing a mem-
brane of rubberized asphalt, butyl rubber, fully
adhered/fully bonded HDPE or polyolefin composite mem-
brane or not less than 6-mil [0.006 inch (0. 152 mm)] polyvi-
nyl chloride with joints lapped not less than 6 inches (152
mm) or other approved materials under the slab. Joints in the
membrane shall be lapped and sealed in accordance with the
manufacturer's installation instructions.

1807.3.2 Walls. Walls required to be waterproofed shall be
of concrete or masonry and shall be designed and con-
structed to withstand the hydrostatic pressures and other lat-
eral loads to which the walls will be subjected.

Waterproofing shall be applied from the bottom of the
wall to not less than 12 inches (305 mm) above the maxi-
mum elevation of the ground-water table. The remainder of
the wall shall be dampproofed in accordance with Section
1807.2.2. Waterproofing shall consist of two-ply
hot-mopped felts, not less than 6-mil (0.006 inch; 0.152
mm) polyvinyl chloride, 40-mil (0.040 inch; 1.02 mm)
polymer-modified asphalt, 6-mil (0.006 inch; 0.152 mm)
polyethylene or other approved methods or materials capa-
ble of bridging nonstructural cracks. Joints in the membrane
shall be lapped and sealed in accordance with the manufac-
turer's installation instructions.

1807.3.2.1 Surface preparation of walls. Prior to the
application of waterproofing materials on concrete or
masonry walls, the walls shall be prepared in accordance
with Section 1807.2.2.1.

1807.3.3 Joints and penetrations. Joints in walls and
floors, joints between the wall and floor and penetrations of

the wall and floor shall be made water-tight utilizing
approved methods and materials.

1807.4 Subsoil drainage system. Where a hydrostatic pres-
sure condition does not exist, dampproofing shall be provided
and a base shall be installed under the floor and a drain installed
around the foundation perimeter. A subsoil drainage system
designed and constructed in accordance with Section 1807.1.3
shall be deemed adequate for lowering the ground-water table.

1807.4.1 Floor base course. Floors of basements, except as
provided for in Section 1 807 . 1 . 1 , shall be placed over a floor
base course not less than 4 inches (102 mm) in thickness that
consists of gravel or crushed stone containing not more than
10 percent of material that passes through aNo. 4 (4.75 mm)
sieve.

Exception: Where a site is located in well-drained gravel
or sand/gravel mixture soils, a floor base course is not
required.

1807.4.2 Foundation drain. A drain shall be placed around
the perimeter of a foundation that consists of gravel or
crushed stone containing not more than 10-percent material
that passes through a No. 4 (4.75 mm) sieve. The drain shall
extend a minimum of 12 inches (305 mm) beyond the out-
side edge of the footing. The thickness shall be such that the
bottom of the drain is not higher than the bottom of the base
under the floor, and that the top of the drain is not less than 6
inches (152 mm) above the top of the footing. The top of the
drain shall be covered with an approved filter membrane
material. Where a drain tile or perforated pipe is used, the
invert of the pipe or tile shall not be higher than the floor ele-
vation. The top of joints or the top of perforations shall be
protected with an approved filter membrane material. The
pipe or tile shall be placed on not less than 2 inches (5 1 mm)
of gravel or crushed stone complying with Section
1807.4.1, and shall be covered with not less than 6 inches
(152 mm) of the same material.

1807.4.3 Drainage discharge. The floor base and founda-
tion perimeter drain shall discharge by gravity or mechani-
cal means into an approved drainage system that complies
with the California Plumbing Code.

Exception: Where a site is located in well-drained gravel
or sand/gravel mixture soils, a dedicated drainage system
is not required.

SECTION 1808
PIER AND PILE FOUNDATIONS

1808.1 Definitions. The following words and terms shall, for
the purposes of this section, have the meanings shown herein.

FLEXURAL LENGTH. Flexural length is the length of the
pile from the first point of zero lateral deflection to the under-
side of the pile cap or grade beam.

MICROPILES. Micropiles are 12-inch-diameter (305 mm)
or less bored, grouted-in-place piles incorporating steel pipe
(casing) and/or steel reinforcement.

PIER FOUNDATIONS. Pier foundations consist of isolated
masonry or cast-in-place concrete structural elements extend-

2007 CALIFORNIA BUILDING CODE

141

SOILS AND FOUNDATIONS

ing into firm materials. Piers are relatively short in comparison
to their width, with lengths less than or equal to 12 times the
least horizontal dimension of the pier. Piers derive their
load-carrying capacity through skin friction, through end bear-
ing, or a combination of both.

Belled piers. Belled piers are cast-in-place concrete piers
constructed with a base that is larger than the diameter of the
remainder of the pier. The belled base is designed to
increase the load-bearing area of the pier in end bearing.

PILE FOUNDATIONS. Pile foundations consist of concrete,
wood or steel structural elements either driven into the ground
or cast in place. Piles are relatively slender in comparison to
their length, with lengths exceeding 12 times the least horizon-
tal dimension. Piles derive their load-carrying capacity through
skin friction, end bearing or a combination of both.

Augered uncased piles. Augered uncased piles are con-
structed by depositing concrete into an uncased augered
hole, either during or after the withdrawal of the auger.

Caisson piles. Caisson piles are cast-in-place concrete piles
extending into bedrock. The upper portion of a caisson pile
consists of a cased pile that extends to the bedrock. The
lower portion of the caisson pile consists of an uncased
socket drilled into the bedrock.

Concrete-filled steel pipe and tube piles. Concrete-filled
steel pipe and tube piles are constructed by driving a steel
pipe or tube section into the soil and filling the pipe or tube
section with concrete. The steel pipe or tube section is left in
place during and after the deposition of the concrete.

Driven uncased piles. Driven uncased piles are constructed
by driving a steel shell into the soil to shore an unexcavated
hole that is later filled with concrete. The steel casing is
lifted out of the hole during the deposition of the concrete.

Enlarged base piles. Enlarged base piles are cast-in-place
concrete piles constructed with a base that is larger than the
diameter of the remainder of the pile. The enlarged base is
designed to increase the load-bearing area of the pile in end
bearing.

Steel-cased piles. Steel-cased piles are constructed by driv-
ing a steel shell into the soil to shore an unexcavated hole.
The steel casing is left permanently in place and filled with
concrete.

Timber piles. Timber piles are round, tapered timbers with
the small (tip) end embedded into the soil.

1808.2 Piers and piles-general requirements.

1808.2.1 Design. Piles are permitted to be designed in
accordance with provisions for piers in Section 1808 and
Sections 1812.3 through 1812.10 where either of the fol-
lowing conditions exists, subject to the approval of the
building official:

1 . Group R-3 and U occupancies not exceeding two sto-
ries of light-frame construction, or

2. Where the surrounding foundation materials furnish
adequate lateral support for the pile.

1808.2.2 General. Pier and pile foundations shall be
designed and installed on the basis of a foundation investi-

gation as defined in Section 1802, unless sufficient data
upon which to base the design and installation is available.

The investigation and report provisions of Section 1802
shall be expanded to include, but not be limited to, the
following:

1 . Recommended pier or pile types and installed capaci-
ties.

2. Recommended center-to-center spacing of piers or
piles.

3. Driving criteria.

4. Installation procedures.

5. Field inspection and reporting procedures (to include
procedures for verification of the installed bearing ca-
pacity where required).

6. Pier or pile load test requirements.

7. Durability of pier or pile materials.

8. Designation of bearing stratum or strata.

9. Reductions for group action, where necessary.

1808.2.3 Special types of piles. The use of types of piles not
specifically mentioned herein is permitted, subject to the
approval of the building official, upon the submission of
acceptable test data, calculations and other information
relating to the structural properties and load capacity of such
piles. The allowable stresses shall not in any case exceed the
limitations specified herein.

1808.2.4 Pile caps. Pile caps shall be of reinforced concrete,
and shall include all elements to which piles are connected,
including grade beams and mats. The soil immediately
below the pile cap shall not be considered as carrying any
vertical load. The tops of piles shall be embedded not less
than 3 inches (76 mm) into pile caps and the caps shall
extend at least 4 inches (102 mm) beyond the edges of piles.
The tops of piles shall be cut back to sound material before
capping.

1808.2.5 Stability. Piers or piles shall be braced to provide
lateral stability in all directions. Three or more piles con-
nected by a rigid cap shall be considered braced, provided
that the piles are located in radial directions from the cen-
troid of the group not less than 60 degrees (1 rad) apart. A
two-pile group in a rigid cap shall be considered to be
braced along the axis connecting the two piles. Methods
used to brace piers or piles shall be subject to the approval of
the building official.

Piles supporting walls shall be driven alternately in lines
spaced at least 1 foot (305 mm) apart and located symmetri-
cally under the center of gravity of the wall load carried,
unless effective measures are taken to provide for eccentric-
ity and lateral forces, or the wall piles are adequately braced
to provide for lateral stability. A single row of piles without
lateral bracing is permitted for one- and two-family dwell-
ings and lightweight construction not exceeding two stories
or 35 feet (10 668 mm) in height, provided the centers of the
piles are located within the width of the foundation wall.

1808.2.6 Structural integrity. Piers or piles shall be
installed in such a manner and sequence as to prevent distor-

142

2007 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATIONS

tion or damage that may adversely affect the structural
integrity of piles being installed or already in place.

1808.2.7 Splices. Splices shall be constructed so as to pro-
vide and maintain true alignment and position of the compo-
nent parts of the pier or pile during installation and
subsequent thereto and shall be of adequate strength to
transmit the vertical and lateral loads and moments occur-
ring at the location of the splice during driving and under
service loading. Splices shall develop not less than 50 per-
cent of the least capacity of the pier or pile in bending. In
addition, splices occurring in the upper 10 feet (3048 mm)
of the embedded portion of the pier or pile shall be capable
of resisting at allowable working stresses the moment and
shear that would result from an assumed eccentricity of the
pier or pile load of 3 inches (76 mm), or the pier or pile shall
be braced in accordance with Section 1 808 .2.5 to other piers
or piles that do not have splices in the upper 10 feet (3048
mm) of embedment.

1808.2.8 Allowable pier or pile loads.

1808.2.8.1 Determination of allowable loads. The

allowable axial and lateral loads on piers or piles shall be
determined by an approved formula, load tests or method
of analysis.

1808.2.8.2 Driving criteria. The allowable compressive
load on any pile where determined by the application of
an approved driving formula shall not exceed 40 tons
(356 kN). For allowable loads above 40 tons (356 kN),
the wave equation method of analysis shall be used to
estimate pile driveability of both driving stresses and net
displacement per blow at the ultimate load. Allowable
loads shall be verified by load tests in accordance with
Section 1808.2.8.3. The formula or wave equation load
shall be determined for gravity-drop or power-actuated
hammers and the hammer energy used shall be the maxi-
mum consistent with the size, strength and weight of the
driven piles. The use of a follower is permitted only with
the approval of the building official. The introduction of
fresh hammer cushion or pile cushion material just prior
to final penetration is not permitted.

1808.2.8.3 Load tests. Where design compressive loads
per pier or pile are greater than those permitted by Sec-
tion 1808.2.10 or where the design load for any pier or
pile foundation is in doubt, control test piers or piles shall
be tested in accordance with ASTM D 1 143 or ASTM D
4945. At least one pier or pile shall be test loaded in each
area of uniform subsoil conditions. Where required by
the building official, additional piers or piles shall be
load tested where necessary to establish the safe design
capacity. The resulting allowable loads shall not be more
than one-half of the ultimate axial load capacity of the
test pier or pile as assessed by one of the published meth-
ods listed in Section 1808.2.8.3.1 with consideration for
the test type, duration and subsoil. The ultimate axial
load capacity shall be determined by a registered design
professional with consideration given to tolerable total
and differential settlements at design load in accordance
with Section 1808.2.12. In subsequent installation of the
balance of foundation piles, all piles shall be deemed to

have a supporting capacity equal to the control pile
where such piles are of the same type, size and relative
length as the test pile; are installed using the same or
comparable methods and equipment as the test pile; are
installed in similar subsoil conditions as the test pile;
and, for driven piles, where the rate of penetration (e.g.,
net displacement per blow) of such piles is equal to or
less than that of the test pile driven with the same hammer
through a comparable driving distance.

1808.2.8.3.1 Load test evaluation. It shall be permit-
ted to evaluate pile load tests with any of the following
methods:

1. Davisson Offset Limit.

2. Brinch-Hansen 90% Criterion.

3. Butler-Hoy Criterion.

4. Other methods approved by the building offi-
cial.

1808.2.8.4 Allowable frictional resistance. The

assumed frictional resistance developed by any pier or
uncased cast-in-place pile shall not exceed one-sixth of
the bearing value of the soil material at minimum depth
as set forth in Table 1804.2, up to a maximum of 500 psf
(24 kPa), unless a greater value is allowed by the building
official after a soil investigation, as specified in Section
1 802, is submitted or a greater value is substantiated by a
load test in accordance with Section 1808.2.8.3. Fric-
tional resistance and bearing resistance shall not be
assumed to act simultaneously unless recommended by a
soil investigation as specified in Section 1802.

1808.2.8.5 Uplift capacity. Where required by the
design, the uplift capacity of a single pier or pile shall be
determined by an approved method of analysis based on
a minimum factor of safety of three or by load tests con-
ducted in accordance with ASTM D 3689. The maxi-
mum allowable uplift load shall not exceed the ultimate
load capacity as determined in Section 1808.2.8.3
divided by a factor of safety of two. For pile groups sub-
jected to uplift, the allowable working uplift load for the
group shall be the lesser of:

1. The proposed individual pile uplift working load
times the number of piles in the group.

2. Two-thirds of the effective weight of the pile group
and the soil contained within a block defined by
the perimeter of the group and the length of the
pile.

1808.2.8.6 Load-bearing capacity. Piers, individual
piles and groups of piles shall develop ultimate load
capacities of at least twice the design working loads in
the designated load-bearing layers. Analysis shall show
that no soil layer underlying the designated load-bearing
layers causes the load-bearing capacity safety factor to
be less than two.

1808.2.8.7 Bent piers or piles. The load-bearing capac-
ity of piers or piles discovered to have a sharp or sweep-
ing bend shall be determined by an approved method of
analysis or by load testing a representative pier or pile.

2007 CALIFORNIA BUILDING CODE

143

SOILS AND FOUNDATIONS

1808.2.8.8 Overloads on piers or piles. The maximum
compressive load on any pier or pile due to mislocation
shall not exceed 110 percent of the allowable design
load.

1808.2.9 Lateral support.

1808.2.9.1 General. Any soil other than fluid soil shall
be deemed to afford sufficient lateral support to the pier
or pile to prevent buckling and to permit the design of the
pier or pile in accordance with accepted engineering
practice and the applicable provisions of this code.

1808.2.9.2 Unbraced piles. Piles standing unbraced in
air, water or in fluid soils shall be designed as columns in
accordance with the provisions of this code. Such piles
driven into firm ground can be considered fixed and lat-
erally supported at 5 feet (1524 mm) below the ground
surface and in soft material at 10 feet (3048 mm) below
the ground surface unless otherwise prescribed by the
building official after a foundation investigation by an
approved agency.

1808.2.9.3 Allowable lateral load. Where required by
the design, the lateral load capacity of a pier, a single pile
or a pile group shall be determined by an approved
method of analysis or by lateral load tests to at least twice
the proposed design working load. The resulting allow-
able load shall not be more than one-half of that test load
that produces a gross lateral movement of 1 inch (25 mm)
at the ground surface.

1808.2.10 Use of higher allowable pier or pile stresses.
Allowable stresses greater than those specified for piers or
for each pile type in Sections 1809 and 1810 are permitted
where supporting data justifying such higher stresses is filed
with the building official. Such substantiating data shall
include:

1. A soils investigation in accordance with Section
1802.

2. Pier or pile load tests in accordance with Section
1808.2.8.3, regardless of the load supported by the
pier or pile.

The design and installation of the pier or pile foundation
shall be under the direct supervision of a registered design
professional knowledgeable in the field of soil mechanics
and pier or pile foundations who shall certify to the building
official that the piers or piles as installed satisfy the design
criteria.

1808.2.11 Piles in subsiding areas. Where piles are
installed through subsiding fills or other subsiding strata
and derive support from underlying firmer materials, con-
sideration shall be given to the downward frictional forces
that may be imposed on the piles by the subsiding upper
strata.

Where the influence of subsiding fills is considered as
imposing loads on the pile, the allowable stresses specified
in this chapter are permitted to be increased where satisfac-
tory substantiating data are submitted.

1808.2.12 Settlement analysis. The settlement of piers,
individual piles or groups of piles shall be estimated based

on approved methods of analysis. The predicted settlement
shall cause neither harmful distortion of, nor instability in,
the structure, nor cause any stresses to exceed allowable
values.

1808.2.13 Preexcavation. The use of jetting, augering or
other methods of preexcavation shall be subject to the
approval of the building official. Where permitted,
preexcavation shall be carried out in the same manner as
used for piers or piles subject to load tests and in such a man-
ner that will not impair the carrying capacity of the piers or
piles already in place or damage adjacent structures. Pile
tips shall be driven below the preexcavated depth until the
required resistance or penetration is obtained.

1808.2.14 Installation sequence. Piles shall be installed in
such sequence as to avoid compacting the surrounding soil
to the extent that other piles cannot be installed properly,
and to prevent ground movements that are capable of dam-
aging adjacent structures.

1808.2.15 Use of vibratory drivers. Vibratory drivers shall
only be used to install piles where the pile load capacity is
verified by load tests in accordance with Section 1808.2.8.3.
The installation of production piles shall be controlled
according to power consumption, rate of penetration or
other approved means that ensure pile capacities equal or
exceed those of the test piles.

1808.2.16 Pile driveability. Pile cross sections shall be of
sufficient size and strength to withstand driving stresses
without damage to the pile, and to provide sufficient stiff-
ness to transmit the required driving forces.

1808.2.17 Protection of pile materials. Where boring
records or site conditions indicate possible deleterious
action on pier or pile materials because of soil constituents,
changing water levels or other factors, the pier or pile mate-
rials shall be adequately protected by materials, methods or
processes approved by the building official. Protective
materials shall be applied to the piles so as not to be rendered
ineffective by driving. The effectiveness of such protective
measures for the particular purpose shall have been thor-
oughly established by satisfactory service records or other
evidence.

1808.2.18 Use of existing piers or piles. Piers or piles left
in place where a structure has been demolished shall not be
used for the support of new construction unless satisfactory
evidence is submitted to the building official, which indi-
cates that the piers or piles are sound and meet the require-
ments of this code. Such piers or piles shall be load tested or
redriven to verify their capacities. The design load applied
to such piers or piles shall be the lowest allowable load as
determined by tests or redriving data.

1808.2.19 Heaved piles. Piles that have heaved during the
driving of adjacent piles shall be redriven as necessary to
develop the required capacity and penetration, or the capac-
ity of the pile shall be verified by load tests in accordance
with Section 1808.2.8.3.

1808.2.20 Identification. Pier or pile materials shall be
identified for conformity to the specified grade with this
identity maintained continuously from the point of manu-

144

2007 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATIONS

facture to the point of installation or shall be tested by an
approved agency to determine conformity to the specified
grade. The approved agency shall furnish an affidavit of
compliance to the building official.

1808.2.21 Pier or pile location plan. A plan showing the
location and designation of piers or piles by an identifica-
tion system shall be filed with the building official prior to
installation of such piers or piles. Detailed records for piers
or individual piles shall bear an identification correspond-
ing to that shown on the plan.

1808.2.22 Special inspection. Special inspections in accor-
dance with Sections 1704.8 and 1704.9 shall be provided
for piles and piers, respectively.

1808.2.23 Seismic design of piers or piles.

1808.2.23.1 Seismic Design Category C. Where a
structure is assigned to Seismic Design Category C in
accordance with Section 1613, the following shall apply.
Individual pile caps, piers or piles shall be intercon-
nected by ties. Ties shall be capable of carrying, in ten-
sion and compression, a force equal to the product of the
larger pile cap or column load times the seismic coeffi-
cient, S DS divided by 10 unless it can be demonstrated
that equivalent restraint is provided by reinforced con-
crete beams within slabs on grade, reinforced concrete
slabs on grade, confinement by competent rock, hard
cohesive soils or very dense granular soils.

Exception: Piers supporting foundation walls, iso-
lated interior posts detailed so the pier is not subject to
lateral loads, lightly loaded exterior decks and patios
of Group R-3 and U occupancies not exceeding two
stories of light-frame construction, are not subject to
interconnection if it can be shown the soils are of ade-
quate stiffness, subject to the approval of the building
official.

1808.2.23.1.1 Connection to pile cap. Concrete piles
and concrete-filled steel pipe piles shall be connected
to the pile cap by embedding the pile reinforcement or
field-placed dowels anchored in the concrete pile in
the pile cap for a distance equal to the development
length. For deformed bars, the development length is
the full development length for compression or ten-
sion, in the case of uplift, without reduction in length
for excess area. Alternative measures for laterally
confining concrete and maintaining toughness and
ductile-like behavior at the top of the pile will be per-
mitted provided the design is such that any hinging
occurs in the confined region.

Ends of hoops, spirals and ties shall be terminated
with seismic hooks, as defined in Section 21.1 of ACI
318, turned into the confined concrete core. The mini-
mum transverse steel ratio for confinement shall not
be less than one-half of that required for columns.

For resistance to uplift forces, anchorage of steel
pipe (round HSS sections), concrete-filled steel pipe
or H-piles to the pile cap shall be made by means other
than concrete bond to the bare steel section.

Exception: Anchorage of concrete-filled steel
pipe piles is permitted to be accomplished using
deformed bars developed into the concrete portion
of the pile.

Splices of pile segments shall develop the full
strength of the pile, but the splice need not develop the
nominal strength of the pile in tension, shear and
bending when it has been designed to resist axial and
shear forces and moments from the load combina-
tions of Section 1605.4.

1808.2.23.1.2 Design details. Pier or pile moments,
shears and lateral deflections used for design shall be
established considering the nonlinear interaction of
the shaft and soil, as recommended by a registered
design professional. Where the ratio of the depth of
embedment of the pile-to-pile diameter or width is
less than or equal to six, the pile may be assumed to be
rigid.

Pile group effects from soil on lateral pile nominal
strength shall be included where pile center-to-center
spacing in the direction of lateral force is less than
eight pile diameters. Pile group effects on vertical
nominal strength shall be included where pile cen-
ter-to-center spacing is less than three pile diameters.
The pile uplift soil nominal strength shall be taken as
the pile uplift strength as limited by the frictional
force developed between the soil and the pile.

Where a minimum length for reinforcement or the
extent of closely spaced confinement reinforcement is
specified at the top of the pier or pile, provisions shall
be made so that those specified lengths or extents are
maintained after pier or pile cutoff.

1808.2.23.2 Seismic Design Category D, E or F. Where
a structure is assigned to Seismic Design Category D, E
or F in accordance with Section 1613, the requirements
for Seismic Design Category C given in Section
1808.2.23.1 shall be met, in addition to the following.
Provisions of ACI 318, Section 21.10.4, shall apply
when not in conflict with the provisions of Sections 1 808
through 1812. Concrete shall have a specified compres-
sive strength of not less than 3,000 psi (20.68 MPa) at 28
days.

Exceptions:

1. Group R or U occupancies of light-frame con-
struction and two stories or less in height are
permitted to use concrete with a specified com-
pressive strength of not less than 2,500 psi (17.2
MPa) at 28 days.

2. Detached one- and two-family dwellings of
light-frame construction and two stories or less
in height are not required to comply with the
provisions of ACI 318, Section 21.10.4.

3. Section 21 . 10.4.4( a) of ACI 3 1 8 need not apply
to concrete piles.

1808.2.23.2.1 Design details for piers, piles and
grade beams. Piers or piles shall be designed and

2007 CALIFORNIA BUILDING CODE

145

SOILS AND FOUNDATIONS

constructed to withstand maximum imposed curva-
tures from earthquake ground motions and structure
response. Curvatures shall include free-field soil
strains modified for soil-pile-structure interaction
coupled with pier or pile deformations induced by lat-
eral pier or pile resistance to structure seismic forces.
Concrete piers or piles on Site Class E or F sites, as
determined in Section 1613.5.2, shall be designed and
detailed in accordance with Sections 21.4.4.1,
21.4.4.2 and 21.4.4.3 of ACI 318 within seven pile
diameters of the pile cap and the interfaces of soft to
medium stiff clay or liquefiable strata. For precast
prestressed concrete piles, detailing provisions as
given in Sections 1809.2.3.2.1 and 1809.2.3.2.2 shall
apply. Grade beams shall be designed as beams in
accordance with ACI 318, Chapter 21. When grade
beams have the capacity to resist the forces from the
load combinations in Section 1605.4, they need not
conform to ACI 318, Chapter 21.

1808.2.23.2.2 Connection to pile cap. For piles
required to resist uplift forces or provide rotational
restraint, design of anchorage of piles into the pile cap
shall be provided considering the combined effect of
axial forces due to uplift and bending moments due to
fixity to the pile cap. Anchorage shall develop a mini-
mum of 25 percent of the strength of the pile in ten-
sion. Anchorage into the pile cap shall be capable of
developing the following:

1. In the case of uplift, the lesser of the nominal
tensile strength of the longitudinal reinforce-
ment in a concrete pile, or the nominal tensile
strength of a steel pile, or the pile uplift soil
nominal strength factored by 1.3 or the axial
tension force resulting from the load combina-
tions of Section 1605.4.

2. In the case of rotational restraint, the lesser of
the axial and shear forces, and moments result-
ing from the load combinations of Section
1605.4 or development of the full axial, bend-
ing and shear nominal strength of the pile.

1808.2.23.2.3 Flexural strength. Where the vertical
lateral-force-resisting elements are columns, the
grade beam or pile cap flexural strengths shall exceed
the column flexural strength.

The connection between batter piles and grade
beams or pile caps shall be designed to resist the nom-
inal strength of the pile acting as a short column. Bat-
ter piles and their connection shall be capable of
resisting forces and moments from the load combina-
tions of Section 1605.4.

SECTION 1809
DRIVEN PILE FOUNDATIONS

1809.1 Timber piles. Timber piles shall be designed in accor-
dance with the AF&PA NDS.

1809.1.1 Materials. Round timber piles shall conform to
ASTM D 25. Sawn timber piles shall conform to DOC
PS-20.

1809.1.2 Preservative treatment. Timber piles used to
support permanent structures shall be treated in accordance
with this section unless it is established that the tops of the
untreated timber piles will be below the lowest
ground-water level assumed to exist during the life of the
structure. Preservative and minimum final retention shall be
in accordance with AWPA Ul (Commodity Specification E,
Use Category 4C) for round timber piles and AWPA Ul
(Commodity Specification A, Use Category 4B) for sawn
timber piles. Preservative-treated timber piles shall be sub-
ject to a quality control program administered by an
approved agency. Pile cutoffs shall be treated in accordance
with AWPA M4.

1809.1.3 Defective piles. Any substantial sudden increase
in rate of penetration of a timber pile shall be investigated
for possible damage. If the sudden increase in rate of pene-
tration cannot be correlated to soil strata, the pile shall be
removed for inspection or rejected.

1809.1.4 Allowable stresses. The allowable stresses shall
be in accordance with the AF&PA NDS.

1809.2 Precast concrete piles.

1809.2.1 General. The materials, reinforcement and instal-
lation of precast concrete piles shall conform to Sections
1809.2.1.1 through 1809.2.1.4.

1809.2.1.1 Design and manufacture. Piles shall be
designed and manufactured in accordance with accepted
engineering practice to resist all stresses induced by han-
dling, driving and service loads.

1809.2.1.2 Minimum dimension. The minimum lateral
dimension shall be 8 inches (203 mm). Corners of square
piles shall be chamfered.

1809.2.1.3 Reinforcement. Longitudinal steel shall be
arranged in a symmetrical pattern and be laterally tied
with steel ties or wire spiral spaced not more than 4
inches (102 mm) apart, center to center, for a distance of
2 feet (610 mm) from the ends of the pile; and not more
than 6 inches (152 mm) elsewhere except that at the ends
of each pile, the first five ties or spirals shall be spaced 1
inch (25 mm) center to center. The gage of ties and spi-
rals shall be as follows:

For piles having a diameter of 16 inches (406 mm) or
less, wire shall not be smaller than 0.22 inch (5.6 mm)
(No. 5 gage).

For piles having a diameter of more than 16 inches
(406 mm) and less than 20 inches (508 mm), wire shall
not be smaller than 0.238 inch (6 mm) (No. 4 gage).

For piles having a diameter of 20 inches (508 mm) and
larger, wire shall not be smaller than 0.25 inch (6.4 mm)
round or 0.259 inch (6.6 mm) (No. 3 gage).

1809.2.1.4 Installation. Piles shall be handled and
driven so as not to cause injury or overstressing, which
affects durability or strength.

146

2007 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATIONS

1809.2.2 Precast nonprestressed piles. Precast
nonprestressed concrete piles shall conform to Sections
1809.2.2.1 through 1809.2.2.5.

1809.2.2.1 Materials. Concrete shall have a 28-day
specified compressive strength (f c ) of not less than 3,000
psi (20.68 MPa).

1809.2.2.2 Minimum reinforcement. The minimum
amount of longitudinal reinforcement shall be 0.8 per-
cent of the concrete section and shall consist of at least
four bars.

1809.2.2.2.1 Seismic reinforcement in Seismic
Design Category C. Where a structure is assigned to
Seismic Design Category C in accordance with Sec-
tion 1613, the following shall apply. Longitudinal
reinforcement with a minimum steel ratio of 0.01
shall be provided throughout the length of precast
concrete piles. Within three pile diameters of the bot-
tom of the pile cap, the longitudinal reinforcement
shall be confined with closed ties or spirals of a mini-
mum 3 / 8 inch (9.5 mm) diameter. Ties or spirals shall
be provided at a maximum spacing of eight times the
diameter of the smallest longitudinal bar, not to
exceed 6 inches (152 mm). Throughout the remainder
of the pile, the closed ties or spirals shall have a maxi-
mum spacing of 16 times the smallest longitudinal bar
diameter not to exceed 8 inches (203 mm).

1809.2.2.2.2 Seismic reinforcement in Seismic
Design Category D, E or F. Where a structure is
assigned to Seismic Design Category D, E or F in
accordance with Section 1613, the requirements for
Seismic Design Category C in Section 1809.2.2.2.1
shall apply except as modified by this section. Trans-
verse confinement reinforcement consisting of closed
ties or equivalent spirals shall be provided in accor-
dance with Sections 21.4.4. 1,21.4.4.2 and 21.4.4.3 of
ACI 318 within three pile diameters of the bottom of
the pile cap. For other than Site Class E or F, or
liquefiable sites and where spirals are used as the
transverse reinforcement, a volumetric ratio of spiral
reinforcement of not less than one-half that required
by Section 21 .4.4. 1 (a) of ACI 3 1 8 shall be permitted.

1809.2.2.3 Allowable stresses. The allowable compres-
sive stress in the concrete shall not exceed 33 percent of
the 28-day specified compressive strength if c ) applied to
the gross cross-sectional area of the pile. The allowable
compressive stress in the reinforcing steel shall not
exceed 40 percent of the yield strength of the steel (f y ) or
a maximum of 30,000 psi (207 MPa). The allowable ten-
sile stress in the reinforcing steel shall not exceed 50 per-
cent of the yield strength of the steel (/ } ,) or a maximum
of 24,000 psi (165 MPa).

1809.2.2.4 Installation. A precast concrete pile shall not
be driven before the concrete has attained a compressive
strength of at least 75 percent of the 28-day specified
compressive strength (f c ), but not less than the strength
sufficient to withstand handling and driving forces.

1809.2.2.5 Concrete cover. Reinforcement for piles that
are not manufactured under plant conditions shall have a
concrete cover of not less than 2 inches (51 mm).

Reinforcement for piles manufactured under plant
control conditions shall have a concrete cover of not less
than 1.25 inches (32 mm) for No. 5 bars and smaller, and
not less than 1.5 inches (38 mm) for No. 6 through No. 1 1
bars except that longitudinal bars spaced less than 1.5
inches (38 mm) clear distance apart shall be considered
bundled bars for which the minimum concrete cover
shall be equal to that for the equivalent diameter of the
bundled bars.

Reinforcement for piles exposed to seawater shall
have a concrete cover of not less than 3 inches (76 mm).

1809.2.3 Precast prestressed piles. Precast prestressed
concrete piles shall conform to the requirements of Sections
1809.2.3.1 through 1809.2.3.5.

1809.2.3.1 Materials. Prestressing steel shall conform
to ASTM A 416. Concrete shall have a 28-day specified
compressive strength (f c ) of not less than 5,000 psi
(34.48 MPa).

1809.2.3.2 Design. Precast prestressed piles shall be
designed to resist stresses induced by handling and driv-
ing as well as by loads. The effective prestress in the pile
shall not be less than 400 psi (2.76 MPa) for piles up to 30
feet (9144 mm) in length, 550 psi (3.79 MPa) for piles up
to 50 feet (15 240 mm) in length and 700 psi (4.83 MPa)
for piles greater than 50 feet (15 240 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.

1809.2.3.2.1 Design in Seismic Design Category C.

Where a structure is assigned to Seismic Design Cate-
gory C in accordance with Section 1613, the follow-
ing shall apply. The minimum volumetric ratio of
spiral reinforcement shall not be less than 0.007 or the
amount required by the following formula for the
upper 20 feet (6096 mm) of the pile.

p s =0.12f' c /f yh (Equation 18-4)

where:

f' c - Specified compressive strength of concrete, psi
(MPa)

f yh - Yield strength of spiral reinforcement < 85 ,000
psi (586 MPa)

p= Spiral reinforcement index (vol. spiral/vol.
core)

At least one-half the volumetric ratio required by
Equation 18-4 shall be provided below the upper 20
feet (6096 mm) of the pile.

The pile cap connection by means of dowels as
indicated in Section 1808.2.23.1 is permitted. Pile cap
connection by means of developing pile reinforcing
strand is permitted provided that the pile reinforcing
strand results in a ductile connection.

2007 CALIFORNIA BUILDING CODE

147

SOILS AND FOUNDATIONS

1809.2.3.2.2 Design in Seismic Design Category D,

E or F. Where a structure is assigned to Seismic
Design Category D, E or F in accordance with Section
1613, the requirements for Seismic Design Category
C in Section 1809.2.3.2.1 shall be met, in addition to
the following:

1 . Requirements in ACI 318, Chapter 2 1 , need not
apply, unless specifically referenced.

2. Where the total pile length in the soil is 35 feet
(10 668 mm) or less, the lateral transverse rein-
forcement in the ductile region shall occur
through the length of the pile. Where the pile
length exceeds 35 feet (10 668 mm), the ductile
pile region shall be taken as the greater of 35
feet (10 668 mm) or the distance from the un-
derside of the pile cap to the point of zero curva-
ture plus three times the least pile dimension.

3. In the ductile region, the center-to-center spac-
ing of the spirals or hoop reinforcement shall
not exceed one-fifth of the least pile dimension,
six times the diameter of the longtitudinal
strand, or 8 inches (203 mm), whichever is
smaller.

4. Circular spiral reinforcement shall be spliced
by lapping one full turn and bending the end of
the spiral to a 90-degree hook or by use of a me-
chanical or welded splice complying with Sec.
12.14.3 of ACI 318.

5. Where the transverse reinforcement consists of
circular spirals, the volumetric ratio of spiral
transverse reinforcement in the ductile region
shall comply with the following:

p s = 0.25(f' c /f yh )(A g 'A dr 1.0)[0.5 + lAP/(f A)]

(Equation 18-5)

but not less than:

p s = 0. I2(f 'Jf yh )[0.5 + 1 APlif \ A g )]

(Equation 18-6)

and need not exceed:

p s = 0.02 1 (Equation 18-7)

where:

A g = Pile cross-sectional area, square inches
(mm 2 )

A ch = Core area defined by spiral outside diam-
eter, square inches (mm 2 )

f' c = Specified compressive strength of con-
crete, psi (MPa).

f yh = Yield strength of spiral reinforcement <
85,000 psi (586 MPa).

P = Axial load on pile, pounds (kN), as deter-
mined from Equations 16-5 and 16-6.

p s - Volumetric ratio (vol. spiral/ vol. core).

This required amount of spiral reinforcement
is permitted to be obtained by providing an
inner and outer spiral.

6. When transverse reinforcement consists of
rectangular hoops and cross ties, the total
cross-sectional area of lateral transverse rein-
forcement in the ductile region with spacings,
and perpendicular to dimension, h c shall con-
form to:

A sh = 0.3 sh c (f' c /f yl XA s /A ch - 1.0)[0.5 + 1.4 PI
(f'cA g )]

(Equation 18-8)

but not less than:

A sh = 0.12 sh c (f ' c // y ,)[0.5 + 1.4 P/(f A)]

(Equation 18-9)

where:
f yh = < 70,000 psi (483 MPa).

h c = Cross-sectional dimension of pile core
measured center to center of hoop rein-
forcement, inch (mm).

s = Spacing of transverse reinforcement
measured along length of pile, inch
(mm).

A sh = Cross-sectional area of tranverse rein-
forcement, square inches (mm 2 ).

f' c - Specified compressive strength of con-
crete, psi (MPa).

The hoops and cross ties shall be equivalent to
deformed bars not less than No. 3 in size. Rectangular
hoop ends shall terminate at a corner with seismic
hooks.

Outside of the length of the pile requiring trans-
verse confinement reinforcing, the spiral or hoop
reinforcing with a volumetric ratio not less than
one-half of that required for transverse confinement
reinforcing shall be provided.

1809.2.3.3 Allowable stresses. The allowable design
compressive stress, f c in concrete shall be determined as
follows:

f c = 033f' c -0.27f pc (Equation 18-10)

where:

f' c = The 28-day specified compressive strength of the
concrete.

f pc - The effective prestress stress on the gross sec-
tion.

1809.2.3.4 Installation. A prestressed pile shall not be
driven before the concrete has attained a compressive
strength of at least 75 percent of the 28-day specified

148

2007 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATIONS

compressive strength (f c ), but not less than the strength
sufficient to withstand handling and driving forces.

1809.2.3.5 Concrete cover. Prestressing steel and pile
reinforcement shall have a concrete cover of not less than
1V 4 inches (32 mm) for square piles of 12 inches (305
mm) or smaller size and 1V 2 inches (38 mm) for larger
piles, except that for piles exposed to seawater, the mini-
mum protective concrete cover shall not be less than 2V 2
inches (64 mm).

1809.3 Structural steel piles. Structural steel piles shall con-
form to the requirements of Sections 1809.3.1 through
1809.3.4.

1809.3.1 Materials. Structural steel piles, steel pipe and
fully welded steel piles fabricated from plates shall conform
to ASTM A 36, ASTM A 252, ASTM A 283, ASTM A 572,
ASTM A 588, ASTM A 690, ASTM A 913 or ASTM A
992.

1809.3.2 Allowable stresses. The allowable axial stresses
shall not exceed 35 percent of the minimum specified yield
strength (F y ).

Exception: Where justified in accordance with Section
1808.2.10, the allowable axial stress is permitted to be
increased above 0.35F,, but shall not exceed 0.5 F y .

1809.3.3 Dimensions of H-piles. Sections of H-piles shall
comply with the following:

1. The flange projections shall not exceed 14 times the
minimum thickness of metal in either the flange or the
web and the flange widths shall not be less than 80
percent of the depth of the section.

2. The nominal depth in the direction of the web shall
not be less than 8 inches (203 mm).

3. Flanges and web shall have a minimum nominal
thickness of 3 / 8 inch (9.5 mm).

1809.3.4 Dimensions of steel pipe piles. Steel pipe piles
driven open ended shall have a nominal outside diameter of
not less than 8 inches (203 mm). The pipe shall have a mini-
mum cross section of 0.34 square inch (219 mm 2 ) to resist
each 1 ,000 foot-pounds (1356 N-m) of pile hammer energy,
or shall have the equivalent strength for steels having a yield
strength greater than 35,000 psi (241 Mpa) or the wave
equation analysis shall be permitted to be used to assess
compression stresses induced by driving to evaluate if the
pile section is appropriate for the selected hammer. Where
pipe wall thickness less than 0.179 inch (4.6 mm) is driven
open ended, a suitable cutting shoe shall be provided.

SECTION 1810
CAST-IN-PLACE CONCRETE PILE FOUNDATIONS

1810.1 General. The materials, reinforcement and installation
of cast-in-place concrete piles shall conform to Sections
1810.1.1 through 1810.1.3.

1810.1.1 Materials. Concrete shall have a 28-day specified
compressive strength (f c ) of not less than 2,500 psi (17.24
MPa). Where concrete is placed through a funnel hopper at
the top of the pile, the concrete mix shall be designed and

proportioned so as to produce a cohesive workable mix hav-
ing a slump of not less than 4 inches (102 mm) and not more
than 6 inches (152 mm). Where concrete is to be pumped,
the mix design including slump shall be adjusted to produce
a pumpable concrete.

1810.1.2 Reinforcement. Except for steel dowels embed-
ded 5 feet (1524 mm) or less in the pile and as provided in
Section 1810.3.4, reinforcement where required shall be
assembled and tied together and shall be placed in the pile as
a unit before the reinforced portion of the pile is filled with
concrete except in augered uncased cast-in-place piles. Tied
reinforcement in augered uncased cast-in-place piles shall
be placed after piles are concreted, while the concrete is still
in a semifluid state.

1810.1.2.1 Reinforcement in Seismic Design Cate-
gory C. Where a structure is assigned to Seismic Design
Category C in accordance with Section 1613, the follow-
ing shall apply. A minimum longitudinal reinforcement
ratio of 0.0025 shall be provided for uncased
cast-in-place concrete drilled or augered piles, piers or
caissons in the top one-third of the pile length, a mini-
mum length of 10 feet (3048 mm) below the ground or
that required by analysis, whichever length is greatest.
The minimum reinforcement ratio, but no less than that
ratio required by rational analysis, shall be continued
throughout the flexural length of the pile. There shall be a
minimum of four longitudinal bars with closed ties (or
equivalent spirals) of a minimum 3 / 8 inch (9 mm) diame-
ter provided at 16-longitudinal-bar diameter maximum
spacing. Transverse confinement reinforcement with a
maximum spacing of 6 inches (152 mm) of 8-longitudi-
nal-bar diameters, whichever is less, shall be provided
within a distance equal to three times the least pile
dimension of the bottom of the pile cap.

1810.1.2.2 Reinforcement in Seismic Design Cate-
gory D, E or F. Where a structure is assigned to Seismic
Design Category D, E or F in accordance with Section
1613, the requirements for Seismic Design Category C
given above shall be met, in addition to the following. A
minimum longitudinal reinforcement ratio of 0.005 shall
be provided for uncased cast-in-place drilled or augered
concrete piles, piers or caissons in the top one-half of the
pile length a minimum length of 10 feet (3048 mm)
below ground or throughout the flexural length of the
pile, whichever length is greatest. The flexural length
shall be taken as the length of the pile to a point where the
concrete section cracking moment strength multiplied by
0.4 exceeds the required moment strength at that point.
There shall be a minimum of four longitudinal bars with
transverse confinement reinforcement provided in the
pile in accordance with Sections 21.4.4.1, 21.4.4.2 and
21.4.4.3 of ACI 318 within three times the least pile
dimension of the bottom of the pile cap. A transverse spi-
ral reinforcement ratio of not less than one-half of that
required in Section 21 .4.4. 1 ( a) of ACI 3 1 8 for other than
Class E, F or liquefiable sites is permitted. Tie spacing
throughout the remainder of the concrete section shall
neither exceed 12-longitudinal-bar diameters, one-half
the least dimension of the section, nor 12 inches (305

2007 CALIFORNIA BUILDING CODE

149

SOILS AND FOUNDATIONS

mm). Ties shall be a minimum of No. 3 bars for piles with
a least dimension up to 20 inches (508 mm), and No. 4
bars for larger piles.

1810.1.3 Concrete placement. Concrete shall be placed in
such a manner as to ensure the exclusion of any foreign mat-
ter and to secure a full-sized shaft. Concrete shall not be
placed through water except where a tremie or other
approved method is used. When depositing concrete from
the top of the pile, the concrete shall not be chuted directly
into the pile but shall be poured in a rapid and continuous
operation through a funnel hopper centered at the top of the
pile.

1810.2 Enlarged base piles. Enlarged base piles shall conform
to the requirements of Sections 1810.2.1 through 1810.2.5.

1810.2.1 Materials. The maximum size for coarse aggre-
gate for concrete shall be 3 / 4 inch (19.1 mm). Concrete to be
compacted shall have a zero slump.

1810.2.2 Allowable stresses. The maximum allowable
design compressive stress for concrete not placed in a per-
manent steel casing shall be 25 percent of the 28-day speci-
fied compressive strength (f c ). Where the concrete is place
in a permanent steel casing, the maximum allowable con-
crete stress shall be 33 percent of the 28-day specified com-
pressive strength (f c ).

1810.2.3 Installation. Enlarged bases formed either by
compacting concrete or driving a precast base shall be
formed in or driven into granular soils. Piles shall be con-
structed in the same manner as successful prototype test
piles driven for the project. Pile shafts extending through
peat or other organic soil shall be encased in a permanent
steel casing. Where a cased shaft is used, the shaft shall be
adequately reinforced to resist column action or the annular
space around the pile shaft shall be filled sufficiently to rees-
tablish lateral support by the soil. Where pile heave occurs,
the pile shall be replaced unless it is demonstrated that the
pile is undamaged and capable of carrying twice its design
load.

1810.2.4 Load-bearing capacity. Pile load-bearing capac-
ity shall be verified by load tests in accordance with Section
1808.2.8.3.

1810.2.5 Concrete cover. The minimum concrete cover
shall be 2V 2 inches (64 mm) for uncased shafts and 1 inch
(25 mm) for cased shafts.

1810.3 Drilled or augered uncased piles. Drilled or augered
uncased piles shall conform to Sections 1810.3.1 through
1810.3.5.

1810.3.1 Allowable stresses. The allowable design stress in
the concrete of drilled or augered uncased piles shall not
exceed 33 percent of the 28-day specified compressive
strength (f c ). The allowable compressive stress of reinforce-
ment shall not exceed 40 percent of the yield strength of the
steel or 25,500 psi (175.8 MPa).

1810.3.2 Dimensions. The pile length shall not exceed 30
times the average diameter. The minimum diameter shall be
12 inches (305 mm).

Exception: The length of the pile is permitted to exceed
30 times the diameter, provided that the design and
installation of the pile foundation are under the direct
supervision of a registered design professional knowl-
edgeable in the field of soil mechanics and pile founda-
tions. The registered design professional shall certify to
the building official that the piles were installed in com-
pliance with the approved construction documents.

1810.3.3 Installation. Where pile shafts are formed
through unstable soils and concrete is placed in an
open-drilled hole, a steel liner shall be inserted in the hole
prior to placing the concrete. Where the steel liner is with-
drawn during concreting, the level of concrete shall be
maintained above the bottom of the liner at a sufficient
height to offset any hydrostatic or lateral soil pressure.

Where concrete is placed by pumping through a hol-
low-stem auger, the auger shall be permitted to rotate in a
clockwise direction during withdrawal. The auger shall be
withdrawn in continuous increments. Concreting pumping
pressures shall be measured and maintained high enough at
all times to offset hydrostatic and lateral earth pressures.
Concrete volumes shall be measured to ensure that the vol-
ume of concrete placed in each pile is equal to or greater
than the theoretical volume of the hole created by the auger.
Where the installation process of any pile is interrupted or a
loss of concreting pressure occurs, the pile shall be redrilled
to 5 feet (1524 mm) below the elevation of the tip of the
auger when the installation was interrupted or concrete
pressure was lost and reformed. Augered cast-in-place piles
shall not be installed within six pile diameters center to cen-
ter of a pile filled with concrete less than 1 2 hours old, unless
approved by the building official. If the concrete level in any
completed pile drops due to installation of an adjacent pile,
the pile shall be replaced.

1810.3.4 Reinforcement. For piles installed with a hol-
low-stem auger where full-length longitudinal steel rein-
forcement is placed without lateral ties, the reinforcement
shall be placed through the hollow stem of the auger prior to
filling the pile with concrete. All pile reinforcement shall
have a concrete cover of not less than 2.5 inches (64 mm).

Exception: Where physical constraints do not allow the
placement of the longitudinal reinforcement prior to fill-
ing the pile with concrete or where partial-length longi-
tudinal reinforcement is placed without lateral ties, the
reinforcement is allowed to be placed after the piles are
completely concreted but while concrete is still in a
semifluid state.

1810.3.5 Reinforcement in Seismic Design Category C,

D, E or F. Where a structure is assigned to Seismic Design
Category C, D, E or F in accordance with Section 1613, the
corresponding requirements of Sections 1810.1.2.1 and
1810.1.2.2 shall be met.

1810.4 Driven uncased piles. Driven uncased piles shall con-
form to Sections 1810.4.1 through 1810.4.4.

1810.4.1 Allowable stresses. The allowable design stress in
the concrete shall not exceed 25 percent of the 28-day speci-
fied compressive strength (f c ) applied to a cross-sectional

150

2007 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATIONS

area not greater than the inside area of the drive casing or
mandrel.

1810.4.2 Dimensions. The pile length shall not exceed 30
times the average diameter. The minimum diameter shall be
12 inches (305 mm).

Exception: The length of the pile is permitted to exceed
30 times the diameter, provided that the design and
installation of the pile foundation is under the direct
supervision of a registered design professional knowl-
edgeable in the field of soil mechanics and pile founda-
tions. The registered design professional shall certify to
the building official that the piles were installed in com-
pliance with the approved design.

1810.4.3 Installation. Piles shall not be driven within six
pile diameters center to center in granular soils or within
one-half the pile length in cohesive soils of a pile filled with
concrete less than 48 hours old unless approved by the
building official. If the concrete surface in any completed
pile rises or drops, the pile shall be replaced. Piles shall not
be installed in soils that could cause pile heave.

1810.4.4 Concrete cover. Pile reinforcement shall have a
concrete cover of not less than 2.5 inches (64 mm), mea-
sured from the inside face of the drive casing or mandrel.

1810.5 Steel-cased piles. Steel-cased piles shall comply with
the requirements of Sections 1810.5.1 through 1810.5.4.

1810.5.1 Materials. Pile shells or casings shall be of steel
and shall be sufficiently strong to resist collapse and suffi-
ciently water tight to exclude any foreign materials during
the placing of concrete. Steel shells shall have a sealed tip
with a diameter of not less than 8 inches (203 mm).

1810.5.2 Allowable stresses. The allowable design com-
pressive stress in the concrete shall not exceed 33 percent of
the 28-day specified compressive strength (f c ). The allow-
able concrete compressive stress shall be 0.40 (f c ) for that
portion of the pile meeting the conditions specified in Sec-
tions 1810.5.2.1 through 1810.5.2.4.

1810.5.2.1 Shell thickness. The thickness of the steel
shell shall not be less than manufacturer's standard gage
No. 14 gage (0.068 inch) (1.75 mm) minimum.

1810.5.2.2 Shell type. The shell shall be seamless or pro-
vided with seams of strength equal to the basic material
and be of a configuration that will provide confinement
to the cast-in-place concrete.

1810.5.2.3 Strength. The ratio of steel yield strength (f y )
to 28-day specified compressive strength (f c ) shall not be
less than six.

1810.5.2.4 Diameter. The nominal pile diameter shall
not be greater than 16 inches (406 mm).

1810.5.3 Installation. Steel shells shall be mandrel driven
their full length in contact with the surrounding soil.

The steel shells shall be driven in such order and with
such spacing as to ensure against distortion of or injury to
piles already in place. A pile shall not be driven within four
and one-half average pile diameters of a pile filled with con-
crete less than 24 hours old unless approved by the building

official. Concrete shall not be placed in steel shells within
heave range of driving.

1810.5.4 Reinforcement. Reinforcement shall not be
placed within 1 inch (25 mm) of the steel shell. Reinforcing
shall be required for unsupported pile lengths or where the
pile is designed to resist uplift or unbalanced lateral loads.

1810.5.4.1 Seismic reinforcement. Where a structure is
assigned to Seismic Design Category C, D, E or F in
accordance with Section 1613, the reinforcement
requirements for drilled or augered uncased piles in Sec-
tion 1810.3.5 shall be met.

Exception: A spiral-welded metal casing of a thick-
ness no less than the manufacturer's standard gage
No. 14 gage [0.068 inch (1.7 mm)] is permitted to pro-
vide concrete confinement in lieu of the closed ties or
equivalent spirals required in an uncased concrete
pile. Where used as such, the metal casing shall be
protected against possible deleterious action due to
soil constituents, changing water levels or other fac-
tors indicated by boring records of site conditions.

1810.6 Concrete-filled steel pipe and tube piles. Con-
crete-filled steel pipe and tube piles shall conform to the
requirements of Sections 1810.6.1 through 1810.6.5.

1810.6.1 Materials. Steel pipe and tube sections used for
piles shall conform to ASTM A 252 or ASTM A 283. Con-
crete shall conform to Section 1810.1.1. The maximum
coarse aggregate size shall be 3 / 4 inch (19.1 mm).

1810.6.2 Allowable stresses. The allowable design com-
pressive stress in the concrete shall not exceed 33 percent of
the 28-day specified compressive strength if c ). The allow-
able design compressive stress in the steel shall not exceed
35 percent of the minimum specified yield strength of the
steel (F y ), provided F y shall not be assumed greater than
36,000 psi (248 MPa) for computational purposes.

Exception: Where justified in accordance with Section
1808.2.10, the allowable stresses are permitted to be
increased to 0.50 F y

1810.6.3 Minimum dimensions. Piles shall have a nominal
outside diameter of not less than 8 inches (203 mm) and a
minimum wall thickness in accordance with Section
1809.3.4. For mandrel-driven pipe piles, the minimum wall
thickness shall be '/ 10 inch (2.5 mm).

1810.6.4 Reinforcement. Reinforcement steel shall con-
form to Section 1 8 1 0. 1 .2. Reinforcement shall not be placed
within 1 inch (25 mm) of the steel casing.

1810.6.4.1 Seismic reinforcement. Where a structure is
assigned to Seismic Design Category C, D, E or F in
accordance with Section 1613, the following shall apply.
Minimum reinforcement no less than 0.01 times the
cross-sectional area of the pile concrete shall be provided
in the top of the pile with a length equal to two times the
required cap embedment anchorage into the pile cap, but
not less than the tension development length of the rein-
forcement. The wall thickness of the steel pipe shall not
be less than 3 / 16 inch (5 mm).

2007 CALIFORNIA BUILDING CODE

151

SOILS AND FOUNDATIONS

1810.6.5 Placing concrete. The placement of concrete shall
conform to Section 1810.1.3, but is permitted to be chuted
directly into smooth-sided pipes and tubes without a center-
ing funnel hopper.

1810.7 Caisson piles. Caisson piles shall conform to the
requirements of Sections 1810.7.1 through 1810.7.6.

1810.7.1 Construction. Caisson piles shall consist of a
shaft section of concrete-filled pipe extending to bedrock
with an uncased socket drilled into the bedrock and filled
with concrete. The caisson pile shall have a full-length
structural steel core or a stub core installed in the rock socket
and extending into the pipe portion a distance equal to the
socket depth.

1810.7.2 Materials. Pipe and steel cores shall conform to
the material requirements in Section 1809.3. Pipes shall
have a minimum wall thickness of 3 / 8 inch (9.5 mm) and
shall be fitted with a suitable steel-driving shoe welded to
the bottom of the pipe. Concrete shall have a 28-day speci-
fied compressive strength (f c ) of not less than 4,000 psi
(27.58 MPa). The concrete mix shall be designed and pro-
portioned so as to produce a cohesive workable mix with a
slump of 4 inches to 6 inches (102 mm to 152 mm).

1810.7.3 Design. The depth of the rock socket shall be suffi-
cient to develop the full load-bearing capacity of the caisson
pile with a minimum safety factor of two, but the depth shall
not be less than the outside diameter of the pipe. The design
of the rock socket is permitted to be predicated on the sum of
the allowable load-bearing pressure on the bottom of the
socket plus bond along the sides of the socket. The mini-
mum outside diameter of the caisson pile shall be 18 inches
(457 mm), and the diameter of the rock socket shall be
approximately equal to the inside diameter of the pile.

1810.7.4 Structural core. The gross cross-sectional area of
the structural steel core shall not exceed 25 percent of the
gross area of the caisson. The minimum clearance between
the structural core and the pipe shall be 2 inches (51 mm).
Where cores are to be spliced, the ends shall be milled or
ground to provide full contact and shall be full-depth
welded.

1810.7.5 Allowable stresses. The allowable design com-
pressive stresses shall not exceed the following: concrete,
0.33/ c ; steel pipe, 0.35 F y and structural steel core, 0.50 F r

1810.7.6 Installation. The rock socket and pile shall be
thoroughly cleaned of foreign materials before filling with
concrete. Steel cores shall be bedded in cement grout at the
base of the rock socket. Concrete shall not be placed through
water except where a tremie or other approved method is
used.

1810.8 Micropiles. Micropiles shall conform to the require-
ments of Sections 1810.8.1 through 1810.8.5.

1810.8.1 Construction. Micropiles shall consist of a
grouted section reinforced with steel pipe or steel reinforc-
ing. Micropiles shall develop their load-carrying capacity
through a bond zone in soil, bedrock or a combination of
soil and bedrock. The full length of the micropile shall con-
tain either a steel pipe or steel reinforcement.

1810.8.2 Materials. Grout shall have a 28-day specified
compressive strength (f c ) of not less than 4,000 psi (27.58
MPa). The grout mix shall be designed and proportioned so
as to produce a pumpable mixture. Reinforcement steel
shall be deformed bars in accordance with ASTM A 615
Grade 60 or 75 or ASTM A 722 Grade 150.

Pipe/casing shall have a minimum wall thickness of 3 / 16
inch (4.8 mm) and as required to meet Section 1808.2.7.
Pipe/casing shall meet the tensile requirements of ASTM A
252 Grade 3, except the minimum yield strength shall be as
used in the design submittal [typically 50,000 psi to 80,000
psi (345 MPa to 552 MPa)] and minimum elongation shall
be 15 percent.

1810.8.3 Allowable stresses. The allowable design com-
pressive stress on grout shall not exceed 0.33 f r The allow-
able design compressive stress on steel pipe and steel
reinforcement shall not exceed the lesser of 0.4 F y or 32,000
psi (220 MPa). The allowable design tensile stress for steel
reinforcement shall not exceed 0.60 F y . The allowable
design tensile stress for the cement grout shall be zero.

1810.8.4 Reinforcement. For piles or portions of piles
grouted inside a temporary or permanent casing or inside a
hole drilled into bedrock or a hole drilled with grout, the
steel pipe or steel reinforcement shall be designed to carry at
least 40 percent of the design compression load. Piles or
portions of piles grouted in an open hole in soil without tem-
porary or permanent casing and without suitable means of
verifying the hole diameter during grouting shall be
designed to carry the entire compression load in the rein-
forcing steel. Where a steel pipe is used for reinforcement,
the portion of the cement grout enclosed within the pipe is
permitted to be included at the allowable stress of the grout.

1810.8.4.1 Seismic reinforcement. Where a structure is
assigned to Seismic Design Category C, a permanent
steel casing shall be provided from the top of the pile
down 120 percent times the flexural length. The flexural
length shall be determined in accordance with Section
1808.1. Where a structure is assigned to Seismic Design
Category D, E or F, the pile shall be considered as an
alternative system. In accordance with Section 104.11,
Appendix Chapter 1, the alternative pile system design,
supporting documentation and test data shall be submit-
ted to the building official for review and approval.

1810.8.5 Installation. The pile shall be permitted to be
formed in a hole advanced by rotary or percussive drilling
methods, with or without casing. The pile shall be grouted
with a fluid cement grout. The grout shall be pumped
through a tremie pipe extending to the bottom of the pile
until grout of suitable quality returns at the top of the pile.
The following requirements apply to specific installation
methods:

1 . For piles grouted inside a temporary casing, the rein-
forcing steel shall be inserted prior to withdrawal of
the casing. The casing shall be withdrawn in a con-
trolled manner with the grout level maintained at the
top of the pile to ensure that the grout completely fills
the drill hole. During withdrawal of the casing, the
grout level inside the casing shall be monitored to

152

2007 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATIONS

check that the flow of grout inside the casing is not
obstructed.

2. For a pile or portion of a pile grouted in an open drill
hole in soil without temporary casing, the minimum
design diameter of the drill hole shall be verified by a
suitable device during grouting.

3. For piles designed for end bearing, a suitable means
shall be employed to verify that the beating surface is
properly cleaned prior to grouting.

4. Subsequent piles shall not be drilled near piles that
have been grouted until the grout has had sufficient
time to harden.

5. Piles shall be grouted as soon as possible after drilling
is completed.

6. For piles designed with casing full length, the casing
must be pulled back to the top of the bond zone and re-
inserted or some other suitable means shall be em-
ployed to verify grout coverage outside the casing.

SECTION 1811
COMPOSITE PILES

1811.1 General. Composite piles shall conform to the require-
ments of Sections 1811.2 through 1811.5.

1811.2 Design. Composite piles consisting of two or more
approved pile types shall be designed to meet the conditions of
installation.

1811.3 Limitation of load. The maximum allowable load shall
be limited by the capacity of the weakest section incorporated
in the pile.

1811.4 Splices. Splices between concrete and steel or wood
sections shall be designed to prevent separation both before
and after the concrete portion has set, and to ensure the align-
ment and transmission of the total pile load. Splices shall be
designed to resist uplift caused by upheaval during driving of
adjacent piles, and shall develop the full compressive strength
and not less man 50 percent of the tension and bending strength
of the weaker section.

1811.5 Seismic reinforcement. Where a structure is assigned
to Seismic Design Category C, D, E or F in accordance with
Section 1613, the following shall apply. Where concrete and
steel are used as part of the pile assembly, the concrete rein-
forcement shall comply with that given in Sections 1810.1.2.1
and 1810.1.2.2 or the steel section shall comply with Section
1810.6.4.1.

SECTION 1812
PIER FOUNDATIONS

1812.1 General. Isolated and multiple piers used as founda-
tions shall conform to the requirements of Sections 1812.2
through 1812.10, as well as the applicable provisions of Sec-
tion 1808.2.

1812.2 Lateral dimensions and height. The minimum dimen-
sion of isolated piers used as foundations shall be 2 feet (610

mm), and the height shall not exceed 12 times the least horizon-
tal dimension.

1812.3 Materials. Concrete shall have a 28-day specified com-
pressive strength (f c ) of not less than 2,500 psi (17.24 MPa).
Where concrete is placed through a funnel hopper at the top of
the pier, the concrete mix shall be designed and proportioned so
as to produce a cohesive workable mix having a slump of not
less than 4 inches (102 mm) and not more than 6 inches (152
mm). Where concrete is to be pumped, the mix design includ-
ing slump shall be adjusted to produce a pumpable concrete.

1812.4 Reinforcement. Except for steel dowels embedded 5
feet (1524 mm) or less in the pier, reinforcement where
required shall be assembled and tied together and shall be
placed in the pier hole as a unit before the reinforced portion of
the pier is filled with concrete.

Exception: Reinforcement is permitted to be wet set and the
2V 2 - inch (64 mm) concrete cover requirement be reduced to
2 inches (51 mm) for Group R-3 and U occupancies not
exceeding two stories of light-frame construction, provided
the construction method can be demonstrated to the satis-
faction of the building official.

Reinforcement shall conform to the requirements of Sec-
tions 1810.1.2.1 and 1810.1.2.2.

Exceptions:

1. Isolated piers supporting posts of Group R-3 and U
occupancies not exceeding two stories of light-frame
construction are permitted to be reinforced as re-
quired by rational analysis but not less than a mini-
mum of one No. 4 bar, without ties or spirals, when
detailed so the pier is not subject to lateral loads and
the soil is determined to be of adequate stiffness.

2. Isolated piers supporting posts and bracing from
decks and patios appurtenant to Group R-3 and U oc-
cupancies not exceeding two stories of light-frame
construction are permitted to be reinforced as re-
quired by rational analysis but not less than one No. 4
bar, without ties or spirals, when the lateral load, E , to
the top of the pier does not exceed 200 pounds (890 N)
and the soil is determined to be of adequate stiffness.

3. Piers supporting the concrete foundation wall of
Group R-3 and U occupancies not exceeding two sto-
ries of light-frame construction are permitted to be re-
inforced as required by rational analysis but not less
than two No. 4 bars, without ties or spirals, when it
can be shown the concrete pier will not rupture when
designed for the maximum seismic load, E ,„ and the
soil is determined to be of adequate stiffness.

4. Closed ties or spirals where required by Section
1 8 10. 1 .2.2 are permitted to be limited to the top 3 feet
(914 mm) of the piers 10 feet (3048 mm) or less in
depth supporting Group R-3 and U occupancies of
Seismic Design Category D, not exceeding two sto-
ries of light-frame construction.

1812.5 Concrete placement. Concrete shall be placed in such
a manner as to ensure the exclusion of any foreign matter and to
secure a full-sized shaft. Concrete shall not be placed through
water except where a tremie or other approved method is used.

2007 CALIFORNIA BUILDING CODE

153

SOILS AND FOUNDATIONS

When depositing concrete from the top of the pier, the concrete
shall not be chuted directly into the pier but shall be poured in a
rapid and continuous operation through a funnel hopper cen-
tered at the top of the pier.

1812.6 Belled bottoms. Where pier foundations are belled at
the bottom, the edge thickness of the bell shall not be less than
that required for the edge of footings. Where the sides of the
bell slope at an angle less than 60 degrees (1 rad) from the hori-
zontal, the effects of vertical shear shall be considered.

1812.7 Masonry. Where the unsupported height of foundation
piers exceeds six times the least dimension, the allowable
working stress on piers of unit masonry shall be reduced in
accordance with ACI 530/ASCE 5/TMS 402.

1812.8 Concrete. Where adequate lateral support is not pro-
vided, and the unsupported height to least lateral dimension
does not exceed three, piers of plain concrete shall be designed
and constructed as pilasters in accordance with ACI 318.
Where the unsupported height to least lateral dimension
exceeds three, piers shall be constructed of reinforced con-
crete, and shall conform to the requirements for columns in
ACI 318.

Exception: Where adequate lateral support is furnished by
the surrounding materials as defined in Section 1808.2.9,
piers are permitted to be constructed of plain or reinforced
concrete. The requirements of ACI 318 for bearing on con-
crete shall apply.

1812.9 Steel shell. Where concrete piers are entirely encased
with a circular steel shell, and the area of the shell steel is con-
sidered reinforcing steel, the steel shall be protected under the
conditions specified in Section 1808.2.17. Horizontal joints in
the shell shall be spliced to comply with Section 1808.2.7.

1812.10 Dewatering. Where piers are carried to depths below
water level, the piers shall be constructed by a method that will
provide accurate preparation and inspection of the bottom, and
the depositing or construction of sound concrete or other
masonry in the dry.

154

2007 CALIFORNIA BUILDING CODE

CALIFORNIA BUILDING CODE - MATRIX ADOPTION TABLE
CHAPTER 18A - SOILS AND FOUNDATIONS

Adopting Agency

BSC

SFM

HCD

DSA

OSHPD

CSA

DHS

AGR

DWR

CEC

SLC

1/AC

Adopt Entire Chapter

Adopt Entire Chapter as amended
(amended sections listed below)

Adopt only those sections that are
listed below

Chapter / Section

Codes

2007 CALIFORNIA BUILDING CODE

155

1 56 2007 CALIFORNIA BUILDING CODE

CHAPTER 18,4

SOILS AND FOUNDATIONS

SECTION 18014
GENERAL

1801A.1 Scope. The provisions of this chapter shall apply to
building and foundation systems in those areas not subject to
scour or water pressure by wind and wave action. Buildings
and foundations subject to such scour or water pressure loads
shall be designed in accordance with Chapter 16 A.

Refer to Appendix J, Grading, for requirements governing
grading, excavation and earthwork construction, including
fills and embankments.

1801A.1.1 Application. The scope of application of Chap-
ter 18A is as follows:

1. Applications listed in Section 109.2 regulated by the
Division of the State Architect — Structural Safety
(DSA-SS). These applications include public elemen-
tary and secondary schools, community colleges and
state-owned or state-leased essential services build-
ings.

2. Applications listed in Sections 110.1, and 110.4 regu-
lated by the Office of Statewide Health Planning and
Development (OSHPD).These applications include
hospitals, skilled nursing facilities, intermediate care
facilities and correctional treatment centers.

1801A.1.2 Amendments in this chapter. DSA-SS and
OSHPD adopt this chapter and all amendments.

Exception: Amendments adopted by only one agency
appear in this chapter preceded with the appropriate
acronym of the adopting agency, as follows:

1 . Division of the State Architect — Structural Safety:

[DSA-SS] For applications listed in Section
109.2.

2. Office of Statewide Health Planning and Develop-
ment.

[OSHPD 1] For applications listed in Section
110.1.

[OSHPD 4] For applications listed in Section
110.4.

1801A.2 Design. Allowable bearing pressures, allowable
stresses and design formulas provided in this chapter shall be
used with the allowable stress design load combinations speci-
fied in Section 1605A.3. The quality and design of materials
used structurally in excavations, footings and foundations shall
conform to the requirements specified in Chapters 16A, 19 A,

21A, 22A and 23 of this code. Excavations and fills shall also
comply with Chapter 33.

1801A.2.1 Foundation design for seismic overturning.

Where the foundation is proportioned using the load combi-
nations of Section 1605A.2, and the computation of the seis-
mic overturning moment is by the equivalent lateral-force
method or the modal analysis method, the proportioning
shall be in accordance with Section 12.13.4 of ASCE 7.

SECTION 18024
FOUNDATION AND SOILS INVESTIGATIONS

1802A.1 General. Foundation and soils investigations shall be
conducted in conformance with Sections 1802A.2 through
1802A.7. The classification and investigation of the soil shall
be made under the responsible charge of a California-regis-
tered geotechnical engineer. All recommendations contained
in geotechnical and engineering geology reports shall be sub-
ject to the approval of the enforcement agency, in consultation
with the California Geological Survey (CGS). All reports shall
be prepared and signed by a registered geotechnical engineer
and an engineering geologist where applicable.

1802A.2 Where required. The owner or applicant shall submit
a foundation and soils investigation to the building official
where required in Sections 1802A.2.1 through 1802A.2.8.

Exception: Geotechnical reports are not required for
one-story, wood-frame and light-steel-frame buildings of
Type II or V construction and 4,000 square feet (371 m 2 ) or
less in floor area, not located within Earthquake Fault
Zones or Seismic Hazard Zones as shown in the most
recently published maps from the California Geological
Survey (CGS). Allowable foundation and lateral soil pres-
sure values may be determined from Table 1804A.2.

1802A.2.1 Questionable soil. Where the classification,
strength or compressibility of the soil are in doubt or where
a load-bearing value superior to that specified in this code is
claimed, the building official shall require that the necessary
investigation be made. Such investigation shall comply with
the provisions of Sections 1802A.4 through 1802A.7.

1802A.2.2 Expansive soils. In areas likely to have expan-
sive soil, the building official shall require soil tests to deter-
mine where such soils do exist.

1802A.2.3 Ground-water table. A subsurface soil investi-
gation shall be performed to determine whether the existing
ground- water table is above or within 5 feet (1524 mm)
below the elevation of the lowest floor level where such
floor is located below the finished ground level adjacent to
the foundation.

1802A.2.4 Pile and pier foundations. Pile and pier founda-
tions shall be designed and installed on the basis of a foun-
dation investigation and report as specified in Sections
1802A.4 through 1802A.7 and Section 1808A.2.2.

2007 CALIFORNIA BUILDING CODE

157

SOILS AND FOUNDATIONS

1802A.2.5 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 1 feet (3048 mm) below the
level of the foundations to provide assurance of the sound-
ness of the foundation bed and its load-bearing capacity.

1802A.2.6 Seismic Design Category C. Where a structure
is determined to be in Seismic Design Category C, an inves-
tigation shall be conducted and shall include an evaluation
of the following potential hazards resulting from earthquake
motions: slope instability, liquefaction and surface rupture
due to faulting or lateral spreading.

1802A.2.7 Seismic Design Category D, E or F. Where the
structure is determined to be in Seismic Design Category D,
E or F, in accordance with Section 1613A, the soils investi-
gation requirements for Seismic Design Category C, given
in Section 1 802 A2.6, shall be met, in addition to the follow-
ing. The investigation shall include:

1 . A determination of lateral pressures on basement and
retaining walls due to earthquake motions.

Exception: A site-specific study need not be per-
formed, provided that peak ground acceleration
equal to S DS I2.5 is used, where S DS is determined
in accordance with Section 161 3 A.

1802A.2.8 High sulfate soils. In areas subject to high sul-
fate soils, an evaluation of the impact on the durability of
concrete foundations shall be considered.

1802A.3 Soil classification. Where required, soils shall be
classified in accordance with Section 1802A.3.1 or 1802A3.2.

1802A.3.1 General. For the purposes of this chapter, the
definition and classification of soil materials for use in Table
1804A.2 shall be in accordance with ASTM D 2487.

1802A.3.2 Expansive soils. Soils meeting all four of the
following provisions shall be considered expansive, except
that tests to show compliance with Items 1, 2 and 3 shall not
be required if the test prescribed in Item 4 is conducted:

1. Plasticity index (PI) of 15 or greater, determined in
accordance with ASTM D 4318.

2. More than 10 percent of the soil particles pass a No.
200 sieve (75 ^im), determined in accordance with
ASTM D 422.

3 . More than 1 percent of the soil particles are less than
5 micrometers in size, determined in accordance with
ASTM D 422.

4. Expansion index greater than 20, determined in ac-
cordance with ASTM D 4829.

1802A.4 Investigation. Soil classification shall be based on
observation and any necessary tests of the materials disclosed
by borings, test pits or other subsurface exploration made in
appropriate locations. Additional studies shall be made as nec-
essary to evaluate slope stability, soil strength, position and
adequacy of load-bearing soils, the effect of moisture variation
on soil-bearing capacity, compressibility, liquefaction and
expansiveness.

1802A.4.1 Exploratory boring. The scope of the soil
investigation including the number and types of borings or
soundings, the equipment used to drill and sample, the
in-situ testing equipment and the laboratory testing program
shall be determined by a registered design professional.
There shall not be less than one boring or exploration shaft
for each 5,000 square feet (465 m 2 ) of building area at the
foundation level with a minimum of two provided for any
one building. A boring may be considered to reflect
subsurface conditions relevant to more than one building,
subject to the approval of the enforcement agency.

Borings shall be of sufficient size to permit visual exami-
nation of the soil in place or, in lieu thereof, cores shall be
taken.

Borings shall be of sufficient depth and size to adequately
characterize subsurface conditions.

1802A.5 Soil boring and sampling. The soil boring and sam-
pling procedure and apparatus shall be in accordance with gen-
erally accepted engineering practice. The registered design
professional shall have a fully qualified representative on the
site during all boring and sampling operations.

1802A.6 Site data.

1802A.6.1 Engineering geologic reports.

1802A.6.1.1 Geologic and earthquake engineering
reports shall be requiredfor all proposed construction.

Exceptions:

1. Reports are not required for one-story,
wood-frame and light-steel-frame buildings of
Type IlorV construction and 4, 000 square feet
(371 m 2 ) or less in floor area, not located within
Earthquake Fault Zones or Seismic Hazard
Zones as shown in the most recently published
maps from the California Geological Survey
(CGS); nonstructural, associated structural or
nonrequired structural alterations and inciden-
tal structural additions or alterations, and
structural repairs for other than earthquake
damage.

2. A previous report for a specific site may be re-
submitted, provided that a reevaluation is made

158

2007 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATIONS

and the report is found to be currently appropri-
ate.

1802A.6.1.2 The purpose of the engineering geological
report shall be to identify geologic and seismic condi-
tions that may require project mitigations. The reports
shall contain data which provide an assessment of the
nature of the site and potential for earthquake damage
based on appropriate investigations of the regional and
site geology, project foundation conditions and the
potential seismic shaking at the site. The report shall be
prepared by a California-certified engineering geologist
in consultation with a California-registered
geotechnical engineer.

The preparation of the engineering geologic report
shall consider the most recent CGS Note 48: Checklist
for the Review of Engineering Geology and Seismology
Reports for California Public Schools, Hospitals, and
Essential Services Buildings. In addition, the most recent
version of CGS Special Publication 42: Fault Rupture
Hazard Zones in California, shall be considered for pro-
ject sites proposed within an Alquist-Priolo Earthquake
Fault Zone. The most recent version of CGS Special Pub-
lication 117: Guidelines for Evaluating and Mitigating
Seismic Hazards in California, shall be considered for
project sites proposed within a Seismic Hazard Zone. All
conclusions shall be fully supported by satisfactory data
and analysis.

The report shall include, but shall not be limited to,
the following:

1. Geologic investigation.

2. Evaluation of the known active and potentially
active faults, both regional and local.

3. Ground-motion parameters, as required by
Sections 1613A, 1614A andASCE 7.

4. Evaluation of slope stability at or near the site.

5. The liquefaction and settlement potential of the
earth materials in the foundation.

1802A.6.2 Supplemental ground-response report. If

site-specific ground-motion procedures, as set forth in
ASCE 7 Chapter 21, or ground-motion time-history analy-
sis, as set forth in ASCE 7 Chapter 16, Section 17.3 or
18.2.3, are used for design, then a supplemental
ground-response report may be required. All conclusions
and ground-motion parameters shall be fully supported by
satisfactory data and analysis.

1802A.6.2.1 The ground motion element shall be pre-
pared by a registered geotechnical engineer or geophy si-
cist {depending on the scope of the element), or
engineering geologist licensed in the state of California,
and having professional specialization in earthquake
analyses. The ground-motion element shall present a
detailed characterization of earthquake ground motions
for the site, which incorporates data given in the
geotechnical report. The level of ground motion consid-
ered by the ground-motion element shall be as described
in ASCE 7 Chapter 21. The characterization of ground
motion in the ground-motion element shall be given,

according to the requirements of the analysis, in terms
of:

1. Elastic structural response spectra.

2. Time-history plot of predicted ground motion at
the site.

3. Other analyses in conformance with accepted en-
gineering and seismological practice.

1802A.6.2.2 The advanced geotechnical element shall
contain the results of dynamic geotechnical analyses
specified by the approved geotechnical report. Where
site response analysis, as set forth in ASCE 7 Section
21.1, is required, the response model shall be fully
explained. The input data and assumptions shall be fully
1 documented, and the surface ground motions recom-

mended for design shall be clearly identified.

The supplemental ground-response report shall be
submitted to the enforcement agency for review and
approval. The review shall determine whether the
ground-motion response evaluations of the site are ade-
quately represented. The enforcement agency, in consul-
tation with its advisors, may require additional
information, analyses or clarification of potential
ground-response issues reported in the supplemental
ground-response report for the proposed building site.

1802A.7 Geotechnical reports. The soil classification and
design load-bearing capacity shall be shown on the construc-
tion document. Where required by the building official, a writ-
ten report of the investigation shall be submitted. The
geotechnical report shall provide completed evaluations of the
foundation conditions of the site and the potential geo-
logic/seismic hazards affecting the site. The geotechnical
report shall include, but shall not be limited to, site-specific
evaluations of design criteria related to the nature and extent of
foundation materials, groundwater conditions, liquefaction
potential, settlement potential and slope stability. The report
shall contain the results of the analysis of problem areas identi-
fied in the engineering geologic report. The geotechnical
report shall incorporate estimates of the characteristics of site
ground motion provided in the engineering geologic report.

The geotechnical report shall include, but need not be
limited to, the following information:

1 . A plot showing the location of test borings and/or exca-
vations.

2. A complete record of the soil samples.

3 . A record of the soil profile.

4. Elevation of the water table, if encountered. Historic
high groundwater elevations shall be addressed in the
report to adequately evaluate liquefaction and settle-
ment potential.

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 ef-
fects of expansive soils; mitigation of the effects of liq-
uefaction, differential settlement and varying soil
strength; and the effects of adjacent loads.

6. Expected total and differential settlement.

2007 CALIFORNIA BUILDING CODE

159

SOILS AND FOUNDATIONS

7. Pile and pier foundation information in accordance
with Section 1808A.2.2.

8 . Special design and construction provisions for footings
or foundations founded on expansive soils, as neces-
sary.

9 . Compacted fill material properties and testing in accor-
dance with Section 1803A.5.

1 0. The report shall consider the effects of stepped footings
addressed in Section 1805A.1.

11. The report shall consider the effects of seismic hazards
per Section 1802A.6.

SECTION 18034
EXCAVATION, GRADING AND FILL

1803A.1 Excavations near footings or foundations. Excava-
tions for any purpose shall not remove lateral support from any
footing or foundation without first underpinning or protecting
the footing or foundation against settlement or lateral transla-
tion.

1803A.2 Placement of backfill. The excavation outside the
foundation shall be backfilled with soil that is free of organic
material, construction debris, cobbles and boulders or a con-
trolled low-strength material (CLSM). The backfill shall be
placed in lifts and compacted, in a manner that does not damage
the foundation or the waterproofing or dampproofing material.

Exception: Controlled low-strength material need not be
compacted.

1803A.3 Site grading. The ground immediately adjacent to the
foundation shall be sloped away from the building at a slope of
not less than one unit vertical in 20 units horizontal (5-percent
slope) for a minimum distance of 10 feet (3048 mm) measured
perpendicular to the face of the wall. If physical obstructions or
lot lines prohibit 10 feet (3048 mm) of horizontal 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 foun-
dation. Impervious surfaces within 10 feet (3048 mm) of the
building foundation shall be sloped a minimum of 2 percent
away from the building.

The procedure used to establish the final ground level adja-
cent to the foundation shall account for additional settlement of
the backfill.

1803A.4 Grading and fill in flood hazard areas. In flood haz-
ard areas established in Section 1612A.3, grading and/or fill
shall not be approved:

1 . Unless such fill is placed, compacted and sloped to mini-
mize shifting, slumping and erosion during the rise and
fall of flood water and, as applicable, wave action.

2. In floodways, unless it has been demonstrated through
hydrologic and hydraulic analyses performed by a regis-

tered design professional in accordance with standard
engineering practice that the proposed grading or fill, or
both, will not result in any increase in flood levels during
the occurrence of the design flood.

3. In flood hazard areas subject to high- velocity wave ac-
tion, unless such fill is conducted and/or placed to avoid
diversion of water and waves toward any building or
structure.

1803A.5 Compacted fill material. Where footings will bear
on compacted fill material, the compacted fill shall comply
with the provisions of an approved report, which shall contain
the following:

1. Specifications for the preparation of the site prior to
placement of compacted fill material.

2. Specifications for material to be used as compacted fill.

3. Test method to be used to determine the maximum dry
density and optimum moisture content of the material to
be used as compacted fill.

4. Maximum allowable thickness of each lift of compacted
fill material.

5. Field test method for determining the in-place dry den-
sity of the compacted fill.

6. Minimum acceptable in-place dry density expressed as a
percentage of the maximum dry density determined in
accordance with Item 3.

7. Number and frequency of field tests required to deter-
mine compliance with Item 6.

1803A.6 Controlled low-strength material (CLSM). Where
footings will bear on controlled low-strength material
(CLSM), the CLSM shall comply with the provisions of an
approved report, which shall contain the following:

1. Specifications for the preparation of the site prior to
placement of the CLSM.

2. Specifications for the CLSM.

3. Laboratory or field test method(s) to be used to deter-
mine the compressive strength or bearing capacity of the
CLSM.

4. Test methods for determining the acceptance of the
CLSM in the field.

5. Number and frequency of field tests required to deter-
mine compliance with Item 4.

160

2007 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATIONS

SECTION 18044
ALLOWABLE LOAD-BEARING VALUES OF SOILS

1804A.1 Design. The presumptive load-bearing values pro-
vided in Table 1804.2 shall be used with the allowable stress
design load combinations specified in Section 1605.3.

1804A.2 Presumptive load-bearing values. The maximum
allowable foundation pressure, lateral pressure or lateral slid-
ing-resistance values for supporting soils near the surface shall
not exceed the values specified in Table 1804A.2 unless data to
substantiate the use of a higher value are submitted and
approved.

Presumptive load-bearing values shall apply to materials
with similar physical characteristics and dispositions.

Mud, organic silt, organic clays, peat or unprepared fill shall
not be assumed to have a presumptive load-bearing capacity
unless data to substantiate the use of such a value are submitted.

1804A.3 Lateral sliding resistance. The resistance of struc-
tural walls to lateral sliding shall be calculated by combining
the values derived from the lateral bearing and the lateral slid-
ing resistance shown in Table 1 804A.2 unless data to substanti-
ate the use of higher values are submitted for approval.

For clay, sandy clay, silty clay and clayey silt, in no case shall
the lateral sliding resistance exceed one-half the dead load.

1804A.3.1 Increases in allowable lateral sliding resis-
tance. The resistance values derived from the table are per-
mitted to be increased by the tabular value for each
additional foot (305 mm) of depth to a maximum of 15 times
the tabular value.

SECTION 1805,4
FOOTINGS AND FOUNDATIONS

1805A.1 General. Footings and foundations shall be designed
and constructed in accordance with Sections 1805A. 1 through
1805A.9. Footings and foundations shall be built on undis-
turbed soil, compacted fill material or CLSM. Compacted fill
material shall be placed in accordance with Section 1803A.5.
CLSM shall be placed in accordance with Section 1803A.6.

The top surface of footings shall be level. The bottom sur-
face of footings is permitted to have a slope not exceeding one
unit vertical in 10 units horizontal (10-percent slope). Footings
shall be stepped where it is necessary to change the elevation of
the top surface of the footing or where the surface of the ground
slopes more than one unit vertical in 10 units horizontal
(10-percent slope).

Individual steps in continuous footings shall not exceed 18
inches (457 mm) in height and the slope of a series of such steps
shall not exceed one unit vertical to two units horizontal (50-
percent slope) unless otherwise recommended by a soils report.
The steps shall be detailed pn the drawings. The local effects
due to the discontinuity of the steps shall be considered in the
design of the foundation.

1805A.2 Depth of footings. The minimum depth of footings
below the undisturbed ground surface shall be 12 inches (305
mm). Where applicable, the depth of footings shall also con-
form to Sections 1805.2A.1 through 1805A.2.3.

TABLE 1804A2
ALLOWABLE FOUNDATION AND LATERAL PRESSURE

CLASS OF MATERIALS

ALLOWABLE FOUNDATION
PRESSURE (psf) d

LATERAL BEARING
(psf/f below natural grade) d

LATERAL SLIDING

Coefficient
of friction 3

Resistance
(psf) b

1. Crystalline bedrock

12,000

1,200

0.70

—

2. Sedimentary and foliated rock

4,000

400

0.35

—

3. Sandy gravel and/or gravel (GW and GP)

3,000

200

0.35

—

4. Sand, silty sand, clayey sand, silty gravel and
clayey gravel (SW, SP, SM, SC, GM and GC)

2,000

150

0.25

—

5. Clay, sandy clay, silty clay, clayey silt, silt and
sandy silt (CL, ML, MH and CH)

l,500 c

100

—

130

For SI: 1 pound per square foot = 0.0479 kPa, 1 pound per square foot per foot = 0.157 kRa/m.

a. Coefficient to be multiplied by the dead load.

b. Lateral sliding resistance value to be multiplied by the contact area, as limited by Section 1804.3.

d. An increase of one-third is permitted when using the alternate load combinations inSection 1605.3.2 that include wind or earthquake loads.

2007 CALIFORNIA BUILDING CODE

161

SOILS AND FOUNDATIONS

1805A.2.1 Frost protection. Except where otherwise pro-
tected from frost, foundation walls, piers and other perma-
nent supports of buildings and structures shall be protected
by one or more of the following methods:

1. Extending below the frost line of the locality;

2. Constructing in accordance with ASCE 32; or

3. Erecting on solid rock.

Exception: Free-standing buildings meeting all of the
following conditions shall not be required to be pro-
tected:

1 . Classified in Occupancy Category I, in accordance
with Sectionl604A.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.

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

1805A.2.2 Isolated footings. Footings on granular soil
shall be so located that the line drawn between the lower
edges of adjoining footings shall not have a slope steeper
than 30 degrees (0.52 rad) with the horizontal, unless the
material supporting the higher footing is braced or retained
or otherwise laterally supported in an approved manner or a
greater slope has been properly established by engineering
analysis.

1805A.2.3 Shifting or moving soils. Where it is known that
the shallow subsoils are of a shifting or moving character,
footings shall be carried to a sufficient depth to ensure sta-
bility.

1805A.3 Footings on or adjacent to slopes. The placement of
buildings and structures on or adjacent to slopes steeper than
one unit vertical in three units horizontal (33.3-percent slope)
shall conform to Sections 1805A.3.1 through 1805A.3.5.

1805A.3.1 Building clearance from ascending slopes. In

general, buildings below slopes shall be set a sufficient dis-
tance from the slope to provide protection from slope drain-
age, erosion and shallow failures. Except as provided for in

Section 1805A.3.5 and Figure 1805A.3.1, 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 horizon-
tal. Where a retaining wall is constructed at the toe of the
slope, the height of the slope shall be measured from the top
of the wall to the top of the slope.

1805A.3.2 Footing setback from descending slope sur-
face. Footings on or adjacent to slope surfaces shall be
founded in firm material with an embedment and set back
from the slope surface sufficient to provide vertical and lat-
eral support for the footing without detrimental settlement.
Except as provided for in Section 1805A.3.5 and Figure
1805A.3.1, the following setback is deemed adequate to
meet the criteria. Where the slope is steeper than 1 unit verti-
cal in 1 unit horizontal (100-percent slope), the required set-
back shall be measured from an imaginary plane 45 degrees
(0.79 rad) to the horizontal, projected upward from the toe
of the slope.

1805A.3.3 Pools. The setback between pools regulated by
this code and slopes shall be equal to one-half the building
footing setback distance required by this section. That por-
tion of the pool wall within a horizontal distance of 7 feet
(2134 mm) from the top of the slope shall be capable of sup-
porting the water in the pool without soil support.

1805A.3.4 Foundation elevation. On graded sites, the top
of any exterior foundation shall extend above the elevation
of the street gutter at point of discharge or the inlet of an
approved drainage device a minimum of 12 inches (305
mm) plus 2 percent. Alternate elevations are permitted sub-
ject to the approval of the building official, provided it can
be demonstrated that required drainage to the point of dis-
charge and away from the structure is provided at all loca-
tions on the site.

1805A.3.5 Alternate setback and clearance. Alternate
setbacks and clearances are permitted, subject to the
approval of the building official. The building official is per-
mitted to require an investigation and recommendation of a

jsjjwsy;;;

T777Z*^*y777

H/3 BUT NEED NOT
EXCEED 40 FT.
MAX.

H/2 BUT NEED NOT EXCEED 15 FT. MAX.

For SI: 1 foot = 304.8 mm.

FIGURE 1805A3.1
FOUNDATION CLEARANCES FROM SLOPES

162

2007 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATIONS

registered design professional to demonstrate that the intent
of this section has been satisfied. Such an investigation shall
include consideration of material, height of slope, slope gra-
dient, load intensity and erosion characteristics of slope
material.

1805A.4 Footings. Footings shall be designed and constructed
in accordance with Sections 1805A.4.1 through 1805A.4.6.

1805A.4.1 Design. Footings shall be so designed that the
allowable bearing capacity of the soil is not exceeded, and
that differential settlement is minimized. The minimum
width of footings shall be 12 inches (305 mm).

Footings in areas with expansive soils shall be designed
in accordance with the provisions of Section 1805A.8.

The enforcing agency may require an analysis of footing
and grade beam elements to determine subgrade deforma-
tions in order to evaluate their effect on the superstructure .
drift values in Chapter 16A.

1805A.4.1.1 Design loads. Footings shall be designed
for the most unfavorable effects due to the combinations
of loads specified in Section 1605A.2 or 1605A.3. The
dead load is permitted to include the weight of founda-
tions, footings and overlying fill. Reduced live loads, as
specified in Sections 1607A.9and 1607A. 11, are permit-
ted to be used in the design of footings.

1805A.4.1.2 Vibratory loads. Where machinery opera-
tions or other vibrations are transmitted through the
foundation, consideration shall be given in the footing
design to prevent detrimental disturbances of the soil.

1805A.4.2 Concrete footings. The design, materials and
construction of concrete footings shall comply with Sec-
tions 1805A.4.2.1 through 1805A.4.2.6 and the provisions
of Chapter 19A.

Exception: Where a specific design is not provided, con-
crete footings supporting walls of light-frame construc-
tion are permitted to be designed in accordance with
Table 1805A.4.2.

1805A.4.2.1 Concrete strength. Concrete in footings
shall have a specified compressive strength (f c ) of not

less than 2,500 pounds per square inch (psi) (17 237 kPa)
at 28 days.

1805A.4.2.2 Footing seismic ties. Where a structure is
assigned to Seismic Design Category D, E or F in accor-
dance with Section 1613A, individual spread footings
founded on soil defined in Section 1613A.5.2 as Site
Class E or F shall be interconnected by ties. Ties shall be
capable of carrying, in tension or compression, a force
equal to the product of the larger footing load times the
seismic coefficient, S DS , divided by 10 unless it is demon-
strated that equivalent restraint is provided by reinforced
concrete beams within slabs on grade or reinforced con-
crete slabs on grade.

1805A.4.2.3 Plain concrete footings. Not permitted by
OSHPD and DSA-SS.

1805A.4.2.4 Placement of concrete. Concrete footings
shall not be placed through water unless a tremie or other
method approved by the building official is used. Where
placed under or in the presence of water, the concrete
shall be deposited by approved means to ensure mini-
mum segregation of the mix and negligible turbulence of
the water.

1805A.4.2.5 Protection of concrete. Concrete footings
shall be protected from freezing during depositing and
for a period of not less than five days thereafter. Water
shall not be allowed to flow through the deposited con-
crete.

1805A .4.2.6 Forming of concrete. Concrete footings
are permitted to be cast against the earth where, in the
opinion of the building official, soil conditions do not
require forming. Where forming is required, it shall be in
accordance with Chapter 6 of ACI 318.

The horizontal dimensions of unformed concrete foot-
ings shall be increased 1 inch (25 mm) at every vertical
surface at which concrete is placed directly against the
soil.

1805A.4.3 Masonry-unit footings. Not permitted by
OSHPD and DSA-SS.

TABLE 1805A4.2
FOOTINGS SUPPORTING WALLS OF LIGHT-FRAME CONSTRUCTION 3 ' bcd ' 8

NUMBER OF FLOORS
SUPPORTED BY THE FOOTING*

WIDTH OF FOOTING
(inches)

THICKNESS OF FOOTING
(inches)

•15

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 nim.

a. Depth of footings shall be in accordance with Section 1805A.2.

b. The ground under the floor is permitted to be excavated to the elevation of the top of the footing.

c. Note c not permitted by OSHPD and DSA-SS.

d. See Section 1908A for additional requirements for footings of structures assigned to Seismic Design Category C, D, E or E

e. For thickness of foundation walls, see Section 1805A.5.

f . Footings are permitted to support aroof in addition to the stipulated number of floors. Footings supporting roof only shall be as required for supporting one floor.

g. Plain concrete footings for Group R-3 occupancies are permitted to be 6 inches thick.

2007 CALIFORNIA BUILDING CODE

163

SOILS AND FOUNDATIONS

1805A.4.4 Steel grillage footings. Grillage footings of
structural steel shapes shall be separated with approved steel
spacers and be entirely encased in concrete with at least 6
inches (152 mm) on the bottom and at least 4 inches (102
mm) at all other points. The spaces between the shapes shall
be completely filled with concrete or cement grout.

1805A.4.5 Timber footings. Not permitted by OSHPD and
DSA-SS.

1805A.4.6 Wood foundations. Not permitted by OSHPD
and DSA-SS.

1805A.4.7 Pipes and trenches. Unless otherwise recom-
mended by the soils report, open or backfilled trenches par-
allel with a footing shall not be below a plane having a
downward slope of one unit vertical to two units horizontal
(50 percent slope) from a line 9 inches (229 mm) above the
bottom edge of the footing, and not closer than 18 inches
(457 mm) from the face of such footing.

Where pipes cross under footings, the footings shall be
specially designed. Pipe sleeves shall be provided where
pipes cross through footings or footing walls and sleeve
clearances shall provide for possible footing settlement, but
not less than 1 inch (25 mm) all around pipe.

1805A.5 Foundation walls. Concrete and masonry foundation
walls shall be designed in accordance with Chapter 1 9 A or 2 1 A,
respectively.

1805A.5.1 Foundation wall drainage. Foundation walls
shall be designed to support the weight of the full hydro-
static pressure of undrained backfill unless a drainage sys-
tem is installed in accordance with Sections 1807A.4.2 and
1807A.4.3.

1805A.6 Foundation plate or sill bolting. Wood foundation
plates or sills shall be bolted or strapped to the foundation or
foundation wall as provided in Chapter 23. Cold formed steel
stud foundation plates or sills shall be bolted or fastened to the
foundation or foundation wall as provided in Section 2210A.4.

1805A.7 Designs employing lateral bearing. Designs to
resist both axial and lateral loads employing posts or poles as
columns embedded in earth or embedded in concrete footings
in the earth shall conform to the requirements of Sections
1805A.7.1 through 1805A.7.3.

1805A.7.1 Limitations. The design procedures outlined in
this section are subject to the following limitations:

1 . The frictional resistance for structural walls and slabs
on silts and clays shall be limited to one-half of the
normal force imposed on the soil by the weight of the
footing or slab.

Wood poles shall be treated in accordance with AWPA
U 1 for sawn timber posts (Commodity Specification A, Use
Category 4B) and for round timber posts (Commodity
Specification B, Use Category 4B).

1805A.7.2 Design criteria. The depth to resist lateral loads
shall be determined by the design criteria established in Sec-
tions 1805A7.2.1 through 1805A.7.2.3, or by other meth-
ods approved by the building official.

1805A.7.2.1 Nonconstrained. The following formula
shall be used in determining the depth of embedment
required to resist lateral loads where no constraint is pro-
vided at the ground surface, such as rigid floor or rigid
ground surface pavement, and where no lateral con-
straint is provided above the ground surface, such as a
structural diaphragm.

d= 0.5 A { 1 + [1 + (4.36/z/A)] 1 ' 2 } (Equation 18A-1)

where:

A =234P/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 (3658 mm) for purpose of comput-
ing lateral pressure.

h = Distance in feet (m) from ground surface to point
of application of "P."

P = Applied lateral force in pounds (kN).

5, = Allowable lateral soil-bearing pressure as set
forth in Section 1804 A. 3 based on a depth of
one-third the depth of embedment in pounds per
square foot (psf) (kPa).

1805A.7.2.2 Constrained. The following formula shall
be used to determine the depth of embedment required to
resist lateral loads where constraint is provided at the
ground surface, such as a rigid floor or pavement.

d 2 =4.25(Ph/S 3 b)
d 2 = 4.25 (M/S 3 b)

(Equation 18A-2)
(Equation 18A-3)

where:

M s - Moment in the post at grade, in foot-pounds
(kNm).

S 3 = Allowable lateral soil-bearing pressure as set
forth in Section 1 804A.3 based on a depth equal
to the depth of embedment in pounds per square
foot (kPa).

1805A.7.2.3 Vertical load. The resistance to vertical
loads shall be determined by the allowable soil-bearing
pressure set forth in Table 1804A.2.

1805A.7.3 Backfdl. The backfill in the annular space
around columns not embedded in poured footings shall be
by one of the following methods:

1 . Backfill shall be of concrete with an ultimate strength
of 2,000 psi ( 1 3 . 8 MPa) at 28 days. The hole shall not
be less than 4 inches (102 mm) larger than the diame-
ter of the column at its bottom or 4 inches (102 mm)
larger than the diagonal dimension of a square or rect-
angular column.

164

2007 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATIONS

2. Backfill shall be of clean sand. The sand shall be thor-
oughly compacted by tamping in layers not more than
8 inches (203 mm) in depth.

3. Backfill shall be of controlled low-strength material
(CLSM).

1805A.8 Design for expansive soils. Footings or foundations
for buildings and structures founded on expansive soils shall be
designed in accordance with Section 1805A.8.1 or 1805A.8.2.

Footing or foundation design need not comply with Section
1805A.8.1 or 1805A.8.2 where the soil is removed in accor-
dance with Section 1805A.8.3, nor where the building official
approves stabilization of the soil in accordance with Section
1805A8.4.

1805A.8.1 Foundations. Footings or foundations placed on
or within the active zone of expansive soils shall be designed
to resist differential volume changes and to prevent struc-
tural damage to the supported structure. Deflection and
racking of the supported structure shall be limited to that
which will not interfere with the usability and serviceability
of the structure.

Foundations placed below where volume change occurs
or below expansive soil shall comply with the following
provisions:

1. Foundations extending into or penetrating expansive
soils shall be designed to prevent uplift of the sup-
ported structure.

2. Foundations penetrating expansive soils shall be de-
signed to resist forces exerted on the foundation due
to soil volume changes or shall be isolated from the
expansive soil.

1805A.8.2 Slab-on-ground foundations. Moments, shears
and deflections for use in designing slab-on-ground, mat or
raft foundations on expansive soils shall be determined in
accordance with WRI/CRSI Design of Slab-on-Ground
Foundations 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 foundations on
expansive soils shall be designed in accordance with
WRI/CRSI Design of Slab-on-Ground Foundations and
post-tensioned slab-on-ground, mat or raft foundations on
expansive soils shall be designed in accordance with PTI
Standard Requirements for Design of Shallow
Post-Tensioned Concrete Foundations on Expansive Soils.
It shall be permitted to analyze and design such slabs by
other methods that account for soil-structure interaction, the
deformed shape of the soil support, the plate or stiffened
plate action of the slab as well as both center lift and edge lift
conditions. Such alternative methods shall be rational and
the basis for all aspects and parameters of the method shall
be available for peer review.

1805A.8.3 Removal of expansive soil. Where expansive
soil is removed in lieu of designing footings or foundations
in accordance with Section 1805A.8.1 or 1805A.8.2, the soil
shall be removed to a depth sufficient to ensure a constant
moisture content in the remaining soil. Fill material shall not

contain expansive soils and shall comply with Section
1803A.5 or 1803A.6.

1805A.8.4 Stabilization. Where the active zone of expan-
sive soils is stabilized in lieu of designing footings or foun-
dations in accordance with Section 1 805A. 8. 1 or 1 805A. 8.2,
the soil shall be stabilized by chemical, dewatering,
presaturation or equivalent techniques.

1805A.9 Seismic requirements. See Section 1908A for addi-
tional requirements for footings and foundations of structures
assigned to Seismic Design Category D, E or F.

For structures assigned to Seismic Design Category D, E or
F, provisions of ACI 318, Sections 21.10.1 to 21.10.3, shall
apply when not in conflict with the provisions of Section
1805A. Concrete shall have a specified compressive strength of
not less than 3,000 psi (20.68 MPa) at 28 days.

Exceptions:

2. Detached one- and two-family dwellings of
light-frame construction and two stories or less in
height are not required to comply with the provisions
of ACI 318, Sections 21.10.1 to 21.10.3.

SECTION 1806,4
RETAINING WALLS AND CANTILEVER WALLS

1806A.1 General. Retaining walls shall be designed to ensure
stability against overturning, sliding, excessive foundation
pressure and water uplift. Retaining walls shall be designed for
a safety factor of 1.5 against lateral sliding and overturning.

Retaining walls higher than 12 feet (3658 mm), as measured
from the top of the foundation, shall be designed to resist the
additional earth pressure caused by seismic ground shaking.

The resultant of the vertical loads and lateral pressures
using load combinations of Section 1605 A. 3 acting on the wall
and its base shall pass through the middle half of the bottom of
the footing.

Retaining walls shall be restrained against sliding by fric-
tion of the base against the earth, by passive resistance of the
soil or by a combination of the two. When used, keys may be
assumed to lower the plane offrictional resistance and depth of
passive resistance to the level of the bottom of the key. Passive
resistance pressures shall be assumed to act on a vertical plane
located at the toe of the footing. Overturning shall be computed
about the bottom of the spread footing. Passive resistance on
the face of the wall may be included in computing resistance to
overturning. Frictional resistance on the face of the wall may
be included in computing resistance to overturning, except
when lateral loads include seismic forces.

2007 CALIFORNIA BUILDING CODE

165

SOILS AND FOUNDATIONS

Gravity-type retaining walls utilizing precast concrete units
may be used as an alternative to the conventional cantilever
retaining systems only after they have been accepted by the
enforcement agency.

1806A.2 Freestanding cantilever walls. A stability check
against the possibility of overturning shall be performed for
isolated spread footings which support freestanding cantilever
walls. The stability check shall be made by dividing R p used for
the wall by 2.0. The allowable soil pressure may be doubled for
this evaluation.

Exception: For overturning about the principal axis of rect-
angular footings with symmetrical vertical loading and the
design lateral force applied, a triangular or trapezoidal soil
pressure distribution which covers the full width of the foot-
ing will meet the stability requirement.

SECTION 1807A
DAMPPROOFING AND WATERPROOFING

1807A.1 Where required. Walls or portions thereof that retain
earth and enclose interior spaces and floors below grade shall
be waterproofed and dampproofed in accordance with this sec-
tion, with the exception of those spaces containing groups
other than residential and institutional where such omission is
not detrimental to the building or occupancy.

Ventilation for crawl spaces shall comply with Section
1203.4.

1807A.1.1 Story above grade plane. Where a basement is
considered a story above grade plane and the finished
ground level adjacent to the basement wall is below the
basement floor elevation for 25 percent or more of the per-
imeter, the floor and walls shall be dampproofed in accor-
dance with Section 1807A.2 and a foundation drain shall be
installed in accordance with Section 1807A.4.2. The foun-
dation drain shall be installed around the portion of the per-
imeter where the basement floor is below ground level. The
provisions of Sections 1802A.2.3, 1807A.3 and 1807A4.1
shall not apply in this case.

1807A.1.2 Under-floor space. The finished ground level of
an under-floor space such as a crawl space shall not be
located below the bottom of the footings. Where there is evi-
dence that the ground-water table rises to within 6 inches
(152 mm) of the ground level at the outside building perime-
ter, or that the surface water does not readily drain from the
building site, the ground level of the under-floor space shall
be as high as the outside finished ground level, unless an
approved drainage system is provided. The provisions of
Sections 1802A.2.3, 1807A.2, 1807A.3 and 1807A.4 shall
not apply in this case.

1807A.1.2.1 Flood hazard areas. For buildings and
structures in flood hazard areas as established in Section
1612A.3, the finished ground level of an under-floor
space such as a crawl space shall be equal to or higher
than the outside finished ground level.

Exception: Under-floor spaces of Group R-3 build-
ings that meet the requirements of FEMA/
FIA-TB-11.

1807A.1.3 Ground-water control. Where the
ground-water table is lowered and maintained at an eleva-
tion not less than 6 inches (152 mm) below the bottom of the
lowest floor, the floor and walls shall be dampproofed in
accordance with Section 1807A.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 neces-
sarily 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.

1807A.2 Dampproofing required. Where hydrostatic pres-
sure will not occur as determined by Section 1 802A.2.3, floors
and walls shall be dampproofed in accordance with this sec-
tion.

1807A.2.1 Floors. Dampproofing materials for floors shall
be installed between the floor and the base course required
by Section 1807A.4.1, except where a separate floor is pro-
vided above a concrete slab.

Where installed beneath the slab, dampproofing shall
consist of not less than 6-mil (0.006 inch; 0.152 mm) poly-
ethylene with joints lapped not less than 6 inches (152 mm),
or other approved methods or materials. Where permitted to
be installed on top of the slab, dampproofing shall consist of
mopped-on bitumen, not less than 4-mil (0.004 inch; 0.102
mm) polyethylene, or other approved methods or materials.
Joints in the membrane shall be lapped and sealed in accor-
dance with the manufacturer's installation instructions.

1807A.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, 0. 125 inch (3.2 mm) coat of surface-bonding mor-
tar complying with ASTM C 887, any of the materials per-
mitted for waterproofing by Section 1807A.3.2 or other
approved methods or materials.

1807A.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 0.375 inch (9.5 mm) of
Portland cement mortar. The parging shall be coved at the
footing.

Exception: Parging of unit masonry walls is not
■required where a material is approved for direct appli-
cation to the masonry.

1807A.3 Waterproofing required. Where the ground-water
investigation required by Section 1802A.2.3 indicates that a
hydrostatic pressure condition exists, and the design does not
include a ground-water control system as described in Section
1807A.1.3, walls and floors shall be waterproofed in accor-
dance with this section.

1807A.3.1 Floors. Floors required to be waterproofed shall
be of concrete and designed and constructed to withstand

166

2007 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATIONS

the hydrostatic pressures to which the floors will be sub-
jected.

Waterproofing shall be accomplished by placing a mem-
brane 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 chlo-
ride with joints lapped not less than 6 inches (152 mm) or
other approved materials under the slab. Joints in the mem-
brane shall be lapped and sealed in accordance with the
manufacturer's installation instructions.

1807A.3.2 Walls. Walls required to be waterproofed shall
be of concrete or masonry and shall be designed and con-
structed to withstand the hydrostatic pressures and other lat-
eral loads to which the walls will be subjected.

Waterproofing shall be applied from the bottom of the
wall to not less than 12 inches (305 mm) above the maxi-
mum elevation of the ground-water table. The remainder of
the wall shall be dampproofed in accordance with Section
1807A.2.2. Waterproofing shall consist of two-ply
hot-mopped felts, not less than 6-mil (0.006 inch; 0.152
mm) polyvinyl chloride, 40-mil (0.040 inch; 1.02 mm)
polymer-modified asphalt, 6-mil (0.006 inch; 0.152 mm)
polyethylene or other approved methods or materials capa-
ble of bridging nonstructural cracks. Joints in the membrane
shall be lapped and sealed in accordance with the manufac-
turer's installation instructions.

1807A.3.2.1 Surface preparation of walls. Prior to the
application of waterproofing materials on concrete or
masonry walls, the walls shall be prepared in accordance
with Section 1807A.2.2.1.

1807A.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.

1807A.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
1807A. 1.3 shall be deemed adequate for lowering the
ground-water table.

1807A.4.1 Floor base course. Floors of basements, except
as provided for in Section 18 07 A. 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.

1807A.4.2 Foundation drain. A drain shall be placed
around the perimeter of a foundation that consists of gravel
or crushed stone containing not more than 10-percent mate-
rial 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 mem-
brane 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 (5 1 mm)
of gravel or crushed stone complying with Section
1807A.4.1, and shall be covered with not less than 6 inches
(152 mm) of the same material.

1807A.4.3 Drainage discharge. The floor base and foun-
dation perimeter drain shall discharge by gravity or
mechanical means into an approved drainage system that
complies with the California Plumbing Code.

Exception: Where a site is located in well-drained gravel
or sand/gravel mixture soils, a dedicated drainage system
is not required.

SECTION 18084
PIER AND PILE FOUNDATIONS

1808A.1 Definitions. The following words and terms shall, for
the purposes of this section, have the meanings shown herein.

FLEXURAL LENGTH. Flexural length is the length of the
pile from the first point of zero lateral deflection to the under-
side of the pile cap or grade beam.

MICROPILES. Micropiles are 12-inch-diameter (305 mm)
or less bored, grouted-in-place piles incorporating steel pipe
(casing) and/or steel reinforcement.

PIER FOUNDATIONS. Pier foundations consist of isolated
masonry or cast-in-place concrete structural elements extend-
ing into firm materials. Piers are relatively short in comparison
to their width, with lengths less than or equal to 12 times the
least horizontal dimension of the pier. Piers derive their
load-carrying capacity through skin friction, through end bear-
ing, or a combination of both.

Augered uncased piles. Augered uncased piles are con-
structed by depositing concrete into an uncased augered
hole, either during or after the withdrawal of the auger.

2007 CALIFORNIA BUILDING CODE

167

SOILS AND FOUNDATIONS

Steel-cased piles. Steel-cased piles are constructed by driv-
ing a steel shell into the soil to shore an unexcavated hole.
The steel casing is left permanently in place and filled with
concrete.

Timber piles. Timber piles are round, tapered timbers with
the small (tip) end embedded into the soil.

1808A.2 Piers and piles-general requirements.

1808A.2.1 Design. Piles are permitted to be designed in
accordance with provisions for piers in Section 1808A and
Sections 1 8 1 2A. 3 through 1 8 1 2A. 1 where either of the fol-
lowing conditions exists, subject to the approval of the
building official:

1 . Group R-3 and U occupancies not exceeding two sto-
ries of light-frame construction, or

2. Where the surrounding foundation materials furnish
adequate lateral support for the pile.

1808A.2.2 General. Pier and pile foundations shall be
designed and installed on the basis of a foundation investi-
gation as defined in Section 1802A, unless sufficient data
upon which to base the design and installation is available.

The investigation and report provisions of Section 1 802A
shall be expanded to include,. but not be limited to, the fol-
lowing:

1 . Recommended pier or pile types and installed capaci-
ties.

2. Recommended center-to-center spacing of piers or
piles.

3. Driving criteria.

4. Installation procedures.

5. Field inspection and reporting procedures (to include
procedures for verification of the installed bearing ca-
pacity where required).

6. Pier or pile load test requirements.

7. Durability of pier or pile materials.

8. Designation of bearing stratum or strata.

9. Reductions for group action, where necessary.

1808A.2.3 Special types of piles. The use of types of piles
not specifically mentioned herein is permitted, subject to the
approval of the building official, upon the submission of
acceptable test data, calculations and other information

relating to the structural properties and load capacity of such
piles. The allowable stresses shall not in any case exceed the
limitations specified herein.

1808A.2.4 Pile caps. Pile caps shall be of reinforced con-
crete, and shall include all elements to which piles are con-
nected, including grade beams and mats. The soil
immediately below the pile cap shall not be considered as
carrying any vertical load. The tops of piles shall be embed-
ded not less than 3 inches (76 mm) into pile caps and the
caps shall extend at least 4 inches (102 mm) beyond the
edges of piles. The tops of piles shall be cut back to sound
material before capping.

1808A.2.5 Stability. Piers or piles shall be braced to provide
lateral stability in all directions. Three or more piles con-
nected by a rigid cap shall be considered braced, provided
that the piles are located in radial directions from the cen-
troid of the group not less than 60 degrees (1 rad) apart. A
two-pile group in a rigid cap shall be considered to be
braced along the axis connecting the two piles. Methods
used to brace piers or piles shall be subject to the approval of
the building official.

1808A.2.6 Structural integrity. Piers or piles shall be
installed in such a manner and sequence as to prevent distor-
tion or damage that may adversely affect the structural
integrity of piles being installed or already in place.

1808A.2.7 Splices. Splices shall be constructed so as to pro-
vide and maintain true alignment and position of the compo-
nent parts of the pier or pile during installation and
subsequent thereto and shall be of adequate strength to
transmit the vertical and lateral loads and moments occur-
ring at the location of the splice during driving and under
service loading. Splices shall develop not less than 50 per-
cent of the least capacity of the pier or pile in bending. In
addition, splices occurring in the upper 10 feet (3048 mm)
of the embedded portion of the pier or pile shall be capable
of resisting at allowable working stresses the moment and
shear that would result from an assumed eccentricity of the
pier or pile load of 3 inches (76 mm), or the pier or pile shall
be braced in accordance with Section 1808A.2.5 to other
piers or piles that do not have splices in the upper 10 feet
(3048 mm) of embedment.

1808A.2.8 Allowable pier or pile loads.

1808A .2.8.1 Determination of allowable loads. The

allowable axial and lateral loads on piers or piles shall be
determined by an approved formula, load tests or method
of analysis.

168

2007 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATIONS

1808A.2.8.2 Driving criteria. The allowable compres-
sive load on any pile where determined by the applica-
tion of an approved driving formula shall not exceed 40
tons (356 kN). For allowable loads above 40 tons (356
kN), the wave equation method of analysis shall be used
to estimate pile driveability of both driving stresses and
net displacement per blow at the ultimate load. Allow-
able loads shall be verified by load tests in accordance
with Section 1808A.2.8.3. The formula or wave equation
load shall be determined for gravity-drop or power-actu-
ated hammers and the hammer energy used shall be the
maximum consistent with the size, strength and weight
of the driven piles. The use of a follower is permitted
only with the approval of the building official. The intro-
duction of fresh hammer cushion or pile cushion material
just prior to final penetration is not permitted.

1808A.2.8.3 Load tests. Where design compressive
loads per pier or pile are greater than those permitted by
Section 1 808A.2. 10 or where the design load for any pier
or pile foundation is in doubt, control test piers or piles
shall be tested in accordance with ASTM D 1143 or
ASTM D 4945. At least one pier or pile shall be test
loaded in each area of uniform subsoil conditions. Where
required by the building official, additional piers or piles
shall be load tested where necessary to establish the safe
design capacity. The resulting allowable loads shall not
be more than one-half of the ultimate axial load capacity
of the test pier or pile as assessed by one of the published
methods listed in Section 1808A.2.8.3.1 with consider-
ation 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 accor-
dance with Section 1808A.2.12. In subsequent installa-
tion of the balance of foundation piles, all piles shall be
deemed to have a supporting capacity equal to the control
pile where such piles are of the same type, size and rela-
tive length as the test pile; are installed using the same or
comparable methods and equipment as the test pile; are
installed in similar subsoil conditions as the test pile;
and, for driven piles, where the rate of penetration (e.g.,
net displacement per blow) of such piles is equal to or
less than that of the test pile driven with the same hammer
through a comparable driving distance.

1808A.2.8.3.1 Load test evaluation. It shall be per-
mitted to evaluate pile load tests with any of the fol-
lowing methods:

1. Davisson Offset Limit.

2. Brinch-Hansen 90% Criterion.

3. Butler-Hoy Criterion.

4. Other methods approved by the building offi-
cial.

1808A.2.8.4 Allowable frictional resistance. The

official after a soil investigation, as specified in Section
1802A, is submitted or a greater value is substantiated by
a load test in accordance with Section 1 808A.2.8.3. Fric-
tional resistance and bearing resistance shall not be
assumed to act simultaneously unless recommended by a
soil investigation as specified in Section 1802A.

1808A.2.8.5 Uplift capacity. Where required by the
design, the uplift capacity of a single pier or pile shall be
determined by an approved method of analysis based on
a minimum factor of safety of three or by load tests con-
ducted in accordance with ASTM D 3689. The maxi-
mum allowable uplift load shall not exceed the ultimate
load capacity as determined in Section 1808A.2.8.3
divided by a factor of safety of two. For pile groups sub-
jected to uplift, the allowable working uplift load for the
group shall be the lesser of:

1. The proposed individual pile uplift working load
times the number of piles in the group.

2. Two-thirds of the effective weight of the pile group
and the soil contained within a block defined by
the perimeter of the group and the length of the
pile.

1808A.2.8.6 Load-bearing capacity. Piers, individual
piles and groups of piles shall develop ultimate load
capacities of at least twice the design working loads in
the designated load-bearing layers. Analysis shall show
that no soil layer underlying the designated load-bearing
layers causes the load-bearing capacity safety factor to
be less than two.

1808A.2.8.7 Bent piers or piles. The load-bearing
capacity of piers or piles discovered to have a sharp or
sweeping bend shall be determined by an approved
method of analysis or by load testing a representative
pier or pile.

1808A.2.8.8 Overloads on piers or piles. The maxi-
mum compressive load on any pier or pile due to
mislocation shall not exceed 1 10 percent of the allowable
design load.

1808A.2.9 Lateral support.

1808A.2.9.1 General. Any soil other than fluid soil shall
be deemed to afford sufficient lateral support to the pier
or pile to prevent buckling and to permit the design of the
pier or pile in accordance with accepted engineering
practice and the applicable provisions of this code.

1808A.2.9.2 Unbraced piles. Piles standing unbraced in
air, water or in fluid soils shall be designed as columns in
accordance with the provisions of this code. Such piles
driven into firm ground can be considered fixed and lat-
erally supported at 5 feet (1524 mm) below the ground
surface and in soft material at 10 feet (3048 mm) below
the ground surface unless otherwise prescribed by the
building official after a foundation investigation by an
approved agency.

1808A.2.9.3 Allowable lateral load. Where required by
the design, the lateral load capacity of a pier, a single pile
or a pile group shall be determined by an approved

2007 CALIFORNIA BUILDING CODE

169

SOILS AND FOUNDATIONS

method of analysis or by lateral load tests to at least twice
the proposed design working load. The resulting allow-
able load shall not be more than one-half of that test load
that produces a gross lateral movement of 1 inch (25 mm)
at the ground surface.

1808A.2.10 Use of higher allowable pier or pile stresses.
Allowable stresses greater than those specified for piers or
for each pile type in Sections 1809A and 1810A are permit-
ted where supporting data justifying such higher stresses is
filed with the building official. Such substantiating data
shall include:

1. A soils investigation in accordance with Section
1802A.

2. Pier or pile load tests in accordance with Section
1808A.2.8.3, regardless of the load supported by the
pier or pile.

The design and installation of the pier or pile founda-
tion shall be under the direct supervision of a registered
design professional knowledgeable in the field of soil
mechanics and pier or pile foundations who shall certify
to the building official that the piers or piles as installed
satisfy the design criteria.

1808A.2.11 Piles in subsiding areas. Where piles are
installed through subsiding fills or other subsiding strata
and derive support from underlying firmer materials, con-
sideration shall be given to the downward frictional forces
that may be imposed on the piles by the subsiding upper
strata.

1808A.2.12 Settlement analysis. The settlement of piers,
individual piles or groups of piles shall be estimated based
on approved methods of analysis. The predicted settlement
shall cause neither harmful distortion of, nor instability in,
the structure, nor cause any stresses to exceed allowable val-
ues.

1808A.2.13 Preexcavation. The use of jetting, augering or
other methods of preexcavation shall be subject to the
approval of the building official. Where permitted,
preexcavation shall be carried out in the same manner as
used for piers or piles subject to load tests and in such a man-
ner that will not impair the carrying capacity of the piers or
piles already in place or damage adjacent structures. Pile
tips shall be driven below the preexcavated depth until the
required resistance or penetration is obtained.

1808A.2.14 Installation sequence. Piles shall be installed
in such sequence as to avoid compacting the surrounding
soil to the extent that other piles cannot be installed prop-
erly, and to prevent ground movements that are capable of
damaging adjacent structures.

1808A.2.15 Use of vibratory drivers. Vibratory drivers
shall only be used to install piles where the pile load capac-
ity is verified by load tests in accordance with Section
1808A.2.8.3. The installation of production piles shall be
controlled according to power consumption, rate of penetra-

tion or other approved means that ensure pile capacities
equal or exceed those of the test piles.

1808A.2.16 Pile driveability. Pile cross sections shall be of
sufficient size and strength to withstand driving stresses
without damage to the pile, and to provide sufficient stiff-
ness to transmit the required driving forces.

1808A.2.17 Protection of pile materials. Where boring
records or site conditions indicate possible deleterious
action on pier or pile materials because of soil constituents,
changing water levels or other factors, the pier or pile mate-
rials shall be adequately protected by materials, methods or
processes approved by the building official. Protective
materials shall be applied to the piles so as not to be rendered
ineffective by driving. The effectiveness of such protective
measures for the particular purpose shall have been thor-
oughly established by satisfactory service records or other
evidence.

1808A.2.18 Use of existing piers or piles. Piers or piles left
in place where a structure has been demolished shall not be
used for the support of new construction unless satisfactory
evidence is submitted to the building official, which indi-
cates that the piers or piles are sound and meet the require-
ments of this code. Such piers or piles shall be load tested or
redriven to verify their capacities. The design load applied
to such piers or piles shall be the lowest allowable load as
determined by tests or redriving data.

1808A.2.19 Heaved piles. Piles that have heaved during the
driving of adjacent piles shall be redriven as necessary to
develop the required capacity and penetration, or the capac-
ity of the pile shall be verified by load tests in accordance
with Section 1808A.2.8.3.

1808A.2.20 Identification. Pier or pile materials shall be
identified for conformity to the specified grade with this
identity maintained continuously from the point of manu-
facture to the point of installation or shall be tested by an
approved agency to determine conformity to the specified
grade. The approved agency shall furnish an affidavit of
compliance to the building official.

1808A.2.21 Pier or pile location plan. A plan showing the
location and designation of piers or piles by an identifica-
tion system shall be filed with the building official prior to
installation of such piers or piles. Detailed records for piers
or individual piles shall bear an identification correspond-
ing to that shown on the plan.

1808A.2.22 Special inspection. Special inspections in
accordance with Sections 1704A.8 and 1704A.9 shall be
provided for piles and piers, respectively.

1808A.2.23 Seismic design of piers or piles.

1808A.2.23.1 Seismic Design Category C. Where a
structure is assigned to Seismic Design Category C, the
following shall apply. Individual pile caps, piers or piles
shall be interconnected by ties. Ties shall be capable of
carrying, in tension and compression, a force equal to the
product of the larger pile cap or column load times the
seismic coefficient, S DS , divided by 10 unless it can be
demonstrated that equivalent restraint is provided by
reinforced concrete beams within slabs on grade, rein-

170

2007 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATIONS

forced concrete slabs on grade, confinement by compe-
tent rock, hard cohesive soils or very dense granular
soils.

1808A.2.23.1.1 Connection to pile cap. Concrete
piles and concrete-filled steel pipe piles shall be con-
nected to the pile cap by embedding the pile reinforce-
ment or field-placed dowels anchored in the concrete
pile in the pile cap for a distance equal to the develop-
ment length. For deformed bars, the development
length is the full development length for compression
or tension, in the case of uplift, without reduction in
length for excess area. Alternative measures for later-
ally confining concrete and maintaining toughness
and ductile-like behavior at the top of the pile will be
permitted provided the design is such that any hinging
occurs in the confined region. '

Exception: Anchorage of concrete-filled steel
pipe piles is permitted to be accomplished using
deformed bars developed into the concrete portion
of the pile.

1808A.2.23.1.2 Design details. Pier or pile moments,
shears and lateral deflections used for design shall be
established considering the nonlinear interaction of
the shaft and soil, as recommended by a registered
design professional. Where the ratio of the depth of
embedment of the pile-to-pile diameter or width is
less than or equal to six, the pile may be assumed to be
rigid.

The pile uplift soil nominal strength shall be taken as
the pile uplift strength as limited by the frictional
force developed between the soil and the pile.

1808A.2.23.2 Seismic Design Category D, E or F.

Where a structure is assigned to Seismic Design Cate-
gory D, E or F in accordance with Section 1613A, the
requirements for Seismic Design Category C given in
Section 1808A.2.23.1 shall be met, in addition to the fol-
lowing. Provisions of ACI 318, Section 21.10.4, shall
apply when not in conflict with the provisions of Sec-
tions 1 808A through 1 8 1 2A. Concrete shall have a speci-
fied compressive strength of not less than 3,000 psi
(20.68 MPa) at 28 days.

Exception: Group R or U occupancies of light-frame
construction and two stories or less in height are per-
mitted to use concrete with a specified compressive
strength of not less than 2,500 psi (17.2 MPa) at 28
days. .

1808A.2.23.2.1 Design details for piers, piles and
grade beams. Piers or piles shall be designed and
constructed to withstand maximum imposed curva-
tures from earthquake ground motions and structure
response. Curvatures shall include free-field soil
strains modified for soil-pile-structure interaction
coupled with pier or pile deformations induced by lat-
eral pier or pile resistance to structure seismic forces.
Concrete piers or piles on Site Class E or F sites, as
determined in Section 1613A.5.2, shall be designed
and detailed in accordance with Sections 21.4.4.1,
21.4.4.3 of ACI318 within seven pile diameters of the
pile cap and the interfaces of soft to medium stiff clay
or liquefiable strata. For precast prestressed concrete
piles, detailing provisions as given in Sections
1809A.2.3.2.1 and 1809A.2.3.2.2 shall apply. Grade
beams shall be designed as beams in accordance with
ACI 318, Chapter 21. When grade beams have the
capacity to resist the forces from the load combina-
tions in Section 1605A.4, they need not conform to
ACI 318, Chapter 21.

1808A.2.23.2.2 Connection to pile cap. For piles
required to resist uplift forces or provide rotational
restraint, design of anchorage of piles into the pile cap
shall be provided considering the combined effect of
axial forces due to uplift and bending moments due to
fixity to the pile cap. Anchorage shall develop a mini-
mum of 25 percent of the strength of the pile in ten-
sion. Anchorage into the pile cap shall be capable of
developing the following:

2007 CALIFORNIA BUILDING CODE

171

SOILS AND FOUNDATIONS

tension force resulting from the load combina-
tions of Section 1605A.4.

2. In the case of rotational restraint, the lesser of
the axial and shear forces, and moments result-
ing from the load combinations of Section
1605A.4 or development of the full axial, bend-
ing and shear nominal strength of the pile.

1808A.2.23.2.3 Flexural strength. Where the verti-
cal lateral-force-resisting elements are columns, the
grade beam or pile cap flexural strengths shall exceed
the column flexural strength.

1808A.2.23.2.4 Deformation. Piles and piers used to
support lateral loads from structures shall be
designed with due consideration to the deformation of
the piles, piers, pile caps and connecting grade
beams.

SECTION 18094
DRIVEN PILE FOUNDATIONS

1809A.1 Timber piles. Not permitted by OSHPD and DSA-SS.

1809A.2 Precast concrete piles.

1809A.2.1 General. The materials, reinforcement and
installation of precast concrete piles shall conform to Sec-
tions 1809A.2.1.1 through 1809A.2.1.4.

1809A.2.1.1 Design and manufacture. Piles shall be
designed and manufactured in accordance with accepted
engineering practice to resist all stresses induced by han-
dling, driving and service loads.

1809A.2.1.2 Minimum dimension. The minimum lat-
eral dimension shall be 8 inches (203 mm). Corners of
square piles shall be chamfered.

1809A.2.1.3 Reinforcement. Longitudinal steel shall be
arranged in a symmetrical pattern and be laterally tied
with steel ties or wire spiral spaced not more than 4
inches (102 mm) apart, center to center, for a distance of
2 feet (610 mm) from the ends of the pile; and not more
than 6 inches (152 mm) elsewhere except that at the ends
of each pile, the first five ties or spirals shall be spaced 1
inch (25 mm) center to center. The gage of ties and spi-
rals shall be as follows:

For piles having a diameter of 16 inches (406 mm) or
less, wire shall not be smaller than 0.22 inch (5.6 mm)
(No. 5 gape).

For piles having a diameter of more than 16 inches
(406 mm) and less than 20 inches (508 mm), wire shall
not be smaller than 0.259 inch (6.6 mm) (No. 3 gape).

For piles having a diameter of 20 inches (508 mm) and
larger, wire sh all not be smaller than 0.25 inch (6.4 mm)
round or 0.259 inch (6.6 mm) (No. 3 gape).

1809A.2.1.4 Installation. Piles shall be handled and
driven so as not to cause injury or overstressing, which
affects durability or strength.

1809A.2.2 Precast nonprestressed piles. Precast nonpre-
stressed concrete piles shall conform to Sections
1809A.2.2.1 through 1809A.2.2.5.

1809A.2.2.1 Materials. Concrete shall have a 28-day
specified compressive strength (f c ) of not less than 3,000
psi (20.68 MPa).

1809A.2.2.2 Minimum reinforcement. The minimum
amount of longitudinal reinforcement shall be 0.8 per-
cent of the concrete section and shall consist of at least
four bars.

1809A.2.2.2.1 Seismic reinforcement in Seismic
Design Category C. Where a structure is assigned to
Seismic Design Category C, the following shall
apply. Longitudinal reinforcement with a minimum
steel ratio of 0.01 shall be provided throughout the
length of precast concrete piles. Within three pile
diameters of the bottom of the pile cap, the longitudi-
nal reinforcement shall be confined with closed ties or
spirals of a minimum 3 / 8 inch (9.5 mm) diameter. Ties
or spirals shall be provided at a maximum spacing of
eight times the diameter of the smallest longitudinal
bar, not to exceed 6 inches (152 mm). Throughout the
remainder of the pile, the closed ties or spirals shall
have a maximum spacing of 1 6 times the smallest lon-
gitudinal bar diameter not to exceed 8 inches (203
mm).

1809A.2.2.2.2 Seismic reinforcement in Seismic
Design Category D, E or F. Where a structure is
assigned to Seismic Design Category D, E or F in
accordance with Section 1613A, the requirements for
Seismic Design Categoiy C in Section 1809A. 2.2.2.1
shall apply except as modified by this section. Trans-
verse confinement reinforcement consisting of closed
ties or equivalent spirals shall be provided in accor-
dance with Sections 21 .4.4. 1 , 21 .4.4.2 and 21 .4.4.3 of
ACI 318 within three pile diameters of the bottom of
the pile cap. For other than Site Class E or F, or
liquefiable sites and where spirals are used as the
transverse reinforcement, a volumetric ratio of spiral
reinforcement of not less than one-half that required
by Section 21 .4.4. 1 (a) of ACI 3 1 8 shall be permitted.

1809A .2.2.3 Allowable stresses. The allowable com-
pressive stress in the concrete shall not exceed 33 percent
of the 28-day specified compressive strength (f c ) applied
to the gross cross-sectional area of the pile. The allow-
able compressive stress in the reinforcing steel shall not
exceed 40 percent of the yield strength of the steel (f y ) or a
maximum of 30,000 psi (207 MPa). The allowable ten-
sile stress in the reinforcing steel shall not exceed 50 per-
cent of the yield strength of the steel (f y ) or a maximum of
24,000 psi (165 MPa).

172

2007 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATIONS

1809A.2.2.4 Installation. A precast concrete pile shall
not be driven before the concrete has attained a compres-
sive strength of at least 75 percent of the 28-day specified
compressive strength (f c ), but not less than the strength
sufficient to withstand handling and driving forces.

1809A.2.2.5 Concrete cover. Reinforcement for piles
that are not manufactured under plant conditions shall
have a concrete cover of not less than 2 inches (5 1 mm).

Reinforcement for piles manufactured under plant
control conditions shall have a concrete cover of not less
than 1.25 inches (32 mm) for No. 5 bars and smaller, and
not less than 1.5 inches (3 8 mm) for No. 6 through No. 1 1
bars except that longitudinal bars spaced less than 1.5
inches (38 mm) clear distance apart shall be considered
bundled bars for which the minimum concrete cover
shall be equal to that for the equivalent diameter of the
bundled bars.

Reinforcement for piles exposed to seawater shall
have a concrete cover of not less than 3 inches (76 mm).

1809A.2.3 Precast prestressed piles. Precast prestressed
concrete piles shall conform to the requirements of Sections
1809A2.3.1 through 1809A.2.3.5.

1809A.2.3.1 Materials. Prestressing steel shall conform
to ASTM A 416. Concrete shall have a 28-day specified
compressive strength (f c ) of not less than 5,000 psi
(34.48 MPa).

1809A.2.3.2 Design. Precast prestressed piles shall be
designed to resist stresses induced by handling and driv-
ing as well as by loads. The effective prestress in the pile
shall not be less than 400 psi (2.76 MPa) for piles up to 30
feet (9144 mm) in length, 550 psi (3.79 MPa) for piles up
to 50 feet (15 240 mm) in length and 700 psi (4.83 MPa)
for piles greater than 50 feet (15 240 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 speci-
fied in ACI 318.

1809A.2.3.2.1 Design in Seismic Design Category

C. Where a structure is assigned to Seismic Design
Category C, the following shall apply. The minimum
volumetric ratio of spiral reinforcement shall not be
less than 0.007 or the amount required by the follow-
ing formula for the upper 20 feet (6096 mm) of the
pile.

p=0.l2f' c /f yh

(Equation 18A-4)

where:

f' c = Specified compressive strength of concrete,
psi (MPa).

f yh = 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 18A-4 shall be provided below the upper 20
feet (6096 mm) of the pile.

The pile cap connection by means of dowels as
indicated in Section 1808A.2.23.1 is permitted. Pile
cap connection by means of developing pile reinforc-
ing strand is permitted provided that the pile reinforc-
ing strand results in a ductile connection.

1809A.2.3.2.2 Design in Seismic Design Category
D, E or F. Where a structure is assigned to Seismic
Design Category D, E or F in accordance with Section
1613A, the requirements for Seismic Design Cate-
gory C in Section 1 809 A.2.3 .2. 1 shall be met, in addi-
tion to the following:

1 . Requirements in ACI 318, Chapter 2 1 , need not
apply, unless specifically referenced.

3. In the ductile region, the center- to-center spac-
ing of the spirals or hoop reinforcement shall
not exceed one-fifth of the least pile dimension,
six times the diameter of the longitudinal
strand, or 8 inches (203 mm), whichever is
smaller.

5. Where the transverse reinforcement consists of
circular spirals, the volumetric ratio of spiral
transverse reinforcement in the ductile region
shall comply with the following:

p , = 0.25(f' c /f yl )(,A s /A d , - 1 .0)[0.5 + 1 AP/(f' c A s )]

(Equation 18A-5)

but not less than:

p, = 0.12(f c // Jft )[0.5 + 1.4P/(r e A,)]

and need not exceed:
p = 0.021
where:

(Equation 18A-6)

(Equation 18A-7)

2007 CALIFORNIA BUILDING CODE

173

SOILS AND FOUNDATIONS

A g = Pile cross-sectional area, square inches
(mm 2 ).

A ch = Core area defined by spiral outside diam-
eter, square inches (mm 2 ).

/ '„ = Specified compressive strength of con-
crete, psi (MPa).

f yh = Yield strength of spiral reinforcement <
85,000 psi (586 MPa).

P =Axial load on pile, pounds (kN), as deter-
mined from Equations 16A-5 and 16A -6.

p s = Volumetric ratio (vol. spiral/ vol. core).

A sh = 03sh c (f ' c /f yh )(A s IA ch - 1 .0)[0.5 + 1 API
(f' c A g )] (Equation 18A-8)

but not less than:

A sh = 0.\2sh c (f \ /f y „)[0.5 + lAP/(f \ A s )]

(Equation 18A-9)

where:

f yh = < 70,000 psi (483 MPa).

h c = Cross-sectional dimension of pile core
measured center to center of hoop rein-
forcement, inch (mm).

s = Spacing of transverse reinforcement
measured along length of pile, inch
(mm).

A sh = Cross-sectional area of tranverse rein-
forcement, square inches (mm 2 ).

f' c = Specified compressive strength of con-
crete, psi (MPa).

The hoops and cross ties shall be equivalent to
deformed bars not less than No. 3 in size. Rectangular
hoop ends shall terminate at a corner with seismic
hooks.

1809A.2.3.3 Allowable stresses. The allowable design
compressive stress,/^, in concrete shall be determined as
follows:

/ c =0.33/ c -0.27/ pc

(Equation 18A-10)

where:

f' c - The 28-day specified compressive strength of the
concrete.

f pc - The effective prestress stress on the gross sec-
tion.

1809A.2.3.4 Installation. A prestressed pile shall not be
driven before the concrete has attained a compressive
strength of at least 75 percent of the 28-day specified
compressive strength if' c ), but not less than the strength
sufficient to withstand handling and driving forces.

1809A.2.3.5 Concrete cover. Prestressing steel and pile
reinforcement shall have a concrete cover of not less than
1V 4 inches (32 mm) for square piles of 12 inches (305
mm) or smaller size and 1V 2 inches (38 mm) for larger
piles, except that for piles exposed to seawater, the mini-
mum protective concrete cover shall not be less than
2 1 / 2 inches (64 mm).

1809A.3 Structural steel piles. Structural steel piles shall con-
form to the requirements of Sections 1809A.3.1 through
1809A.3.4.

1809A.3.1 Materials. Structural steel piles, steel pipe and
fully welded steel piles fabricated from plates shall conform
to ASTM A 36, ASTM A 252, ASTM A 283, ASTM A 572,
ASTM A 588, ASTM A 690, ASTM A 913 or ASTM A
992.

1809A.3.2 Allowable stresses. The allowable axial stresses
shall not exceed 35 percent of the minimum specified yield
strength (F y ).

Exception: Where justified in accordance with Section
1808A.2.10, the allowable axial stress is permitted to be
increased above 0.35 F y , but shall not exceed 0.5 F y

1809A.3.3 Dimensions of H-piles. Sections of H-piles shall
comply with the following:

1 . The flange projections shall not exceed 14 times the
minimum thickness of metal in either the flange or the
web and the flange widths shall not be less than 80
percent of the depth of the section.

2. The nominal depth in the direction of the web shall
not be less than 8 inches (203 mm).

3. Flanges and web shall have a minimum nominal
thickness of 3 / 8 inch (9.5 mm).

1809A.3.4 Dimensions of steel pipe piles. Steel pipe piles
driven open ended shall have a nominal outside diameter of
not less than 8 inches (203 mm). The pipe shall have a mini-
mum cross section of 0.34 square inch (219 mm 2 ) to resist
each 1,000 foot-pounds (1356 N-m) of pile hammer energy,
or shall have the equivalent strength for steels having a yield
strength greater than 35,000 psi (241 Mpa) or the wave
equation analysis shall be permitted to be used to assess
compression stresses induced by driving to evaluate if the
pile section is appropriate for the selected hammer. Where

174

2007 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATIONS

pipe wall thickness less than 0.179 inch (4.6 mm) is driven
open ended, a suitable cutting shoe shall be provided.

SECTION 18104
CAST-IN-PLACE CONCRETE PILE FOUNDATIONS

1810A.1 General. The materials, reinforcement and installa-
tion of cast-in-place concrete piles shall conform to Sections
1810A 1.1 through 1810A. 1.3.

1810A.1.1 Materials. Concrete shall have a 28-day speci-
fied compressive strength (f c ) of not less than 2,500 psi
(17.24 MPa). Where concrete is placed through a funnel
hopper at the top of the pile, the concrete mix shall be
designed and proportioned so as to produce a cohesive
workable mix having a slump of not less than 4 inches (102
mm) and not more than 6 inches (152 mm). Where concrete
is to be pumped, the mix design including slump shall be
adjusted to produce a pumpable concrete.

1810A.1.2 Reinforcement. Except for steel dowels embed-
ded 5 feet (1524 mm) or less in the pile and as provided in
Section 1810A3.4, reinforcement where required shall be
assembled and tied together and shall be placed in the pile as
a unit before the reinforced portion of the pile is filled with
concrete except in augered uncased cast-in-place piles. Tied
reinforcement in augered uncased cast-in-place piles shall
be placed after piles are concreted, while the concrete is still
in a semifluid state.

1810A.1.2.1 Reinforcement in Seismic Design Cate-
gory C. Where a structure is assigned to Seismic Design
Category C, the following shall apply. A minimum longi-
tudinal reinforcement ratio of 0.0025 shall be provided
for uncased cast-in-place concrete drilled or augered
piles, piers or caissons in the top one-third of the pile
length, a minimum length of 10 feet (3048 mm) below
the ground or that required by analysis, whichever length
is greatest. The minimum reinforcement ratio, but no less
than that ratio required by rational analysis, shall be con-
tinued throughout the flexural length of the pile. There
shall be a minimum of four longitudinal bars with closed
ties (or equivalent spirals) of a minimum V 8 inch (9 mm)
diameter provided at 1 6-longitudinal-bar diameter maxi-
mum spacing. Transverse confinement reinforcement
with a maximum spacing of 6 inches (152 mm) or 8-lon-
gitudinal-bar diameters, whichever is less, shall be pro-
vided within a distance equal to three times the least pile
dimension of the bottom of the pile cap.

1810A.1.2.2 Reinforcement in Seismic Design Cate-
gory D, E or F. Where a structure is assigned to Seismic
Design Category D, E or F in accordance with Section
1613A, the requirements for Seismic Design Category C
given above shall be met, in addition to the following. A
minimum longitudinal reinforcement ratio of 0.005 shall
be provided for uncased cast-in-place drilled or augered
concrete piles, piers or caissons in the top one-half of the
pile length a minimum length of 10 feet (3048 mm)
below ground or throughout the flexural length of the
pile, whichever length is greatest. The flexural length
shall be taken as the length of the pile to a point where the

concrete section cracking moment strength multiplied by
0.4 exceeds the required moment strength at that point.
There shall be a minimum of four longitudinal bars with
transverse confinement reinforcement provided in the
pile in accordance with Sections 21.4.4.1, 21.4.4.2 and
21.4.4.3 of ACI 318 within three times the least pile
dimension of the bottom of the pile cap. A transverse spi-
ral reinforcement ratio of not less than one-half of that
required in Section 2 1 .4.4. 1 ( a) of ACI 3 1 8 for other than
Class E, F or liquefiable sites is permitted. Tie spacing
throughout the remainder of the concrete section shall
neither exceed 12-longitudinal-bar diameters, one-half
the least dimension of the section, nor 12 inches (305
mm). Ties shall be a minimum of No. 3 bars for piles with
a least dimension up to 20 inches (508 mm), and No. 4
bars for larger piles.

1810A.1.3 Concrete placement. Concrete shall be placed
in such a manner as to ensure the exclusion of any foreign
matter and to secure a full-sized shaft. Concrete shall not be
placed through water except where a trernie or other
approved method is used. When depositing concrete from
the top of the pile, the concrete shall not be chuted directly
into the pile but shall be poured in a rapid and continuous
operation through a funnel hopper centered at the top of the
pile.

1810A.2 Enlarged base piles. Enlarged base piles shall con-
form to the requirements of Sections 1810A.2.1 through
1 8 10A.2.5. Enlarged base piles shall be considered as an alter-
native system.

1810A.2.1 Materials. The maximum size for coarse aggre-
gate for concrete shall be 3 / 4 inch (19. 1 mm). Concrete to be
compacted shall have a zero slump.

1810A.2.2 Allowable stresses. The maximum allowable
design compressive stress for concrete not placed in a per-
manent steel casing shall be 25 percent of the 28-day speci-
fied compressive strength (f c ). Where the concrete is place
in a permanent steel casing, the maximum allowable con-
crete stress shall be 33 percent of the 28-day specified com-
pressive strength (f c ).

1810A.2.3 Installation. Enlarged bases formed either by
compacting concrete or driving a precast base shall be
formed in or driven into granular soils. Piles shall be con-
structed in the same manner as successful prototype test
piles driven for the project. Pile shafts extending through
peat or other organic soil shall be encased in a permanent
steel casing. Where a cased shaft is used, the shaft shall be
adequately reinforced to resist column action or the annular
space around the pile shaft shall be filled sufficiently to rees-
tablish lateral support by the soil. Where pile heave occurs,
the pile shall be replaced unless it is demonstrated that the
pile is undamaged and capable of carrying twice its design
load.

1810A.2.4 Load-bearing capacity. Pile' load-bearing
capacity shall be verified by load tests in accordance with
Section 1808A.2.8.3.

2007 CALIFORNIA BUILDING CODE

175

SOILS AND FOUNDATIONS

181QA.2.5 Concrete cover. The minimum concrete cover
shall be 2V 2 inches (64 mm) for uncased shafts and 1 inch
(25 mm) for cased shafts.

1810A.3 Drilled or augered uncased piles. Drilled or augered
uncased piles shall conform to Sections 1810A.3.1 through
1810A.3.5.

1810A.3.1 Allowable stresses. The allowable design stress
in the concrete of drilled or augered uncased piles shall not
exceed 33 percent of the 28-day specified compressive
strength (f c ). The allowable compressive stress of rein-
forcement shall not exceed 40 percent of the yield strength
of the steel or 25,500 psi (175.8 MPa).

1810A.3.2 Dimensions. The pile length shall not exceed 30
times the average diameter. The minimum diameter shall be
12 inches (305 mm).

1810A.3.3 Installation. Where pile shafts are formed
through unstable soils and concrete is placed in an
open-drilled hole, a steel liner shall be inserted in the hole
prior to placing the concrete. Where the steel liner is with-
drawn during concreting, the level of concrete shall be
maintained above the bottom of the liner at a sufficient
height to offset any hydrostatic or lateral soil pressure.

1810A.3.4 Reinforcement. For piles installed with a hol-
low-stem auger where full-length longitudinal steel rein-
forcement is placed without lateral ties, the reinforcement
shall be placed through the hollow stem of the auger prior to
filling the pile with concrete. All pile reinforcement shall
have a concrete cover of not less than 2.5 inches (64 mm).

Exception: Where physical constraints do not allow the
placement of the longitudinal reinforcement prior to fill-

ing the pile with concrete or where partial-length longi-
tudinal reinforcement is placed without lateral ties, the
reinforcement is allowed to be placed after the piles are
completely concreted but while concrete is still in a semi-
fluid state.

1810A.3.5 Reinforcement in Seismic Design Category D,

E or F. Where a structure is assigned to Seismic Design Cat-
egory D, E or F in accordance with Section 1613A, the cor-
responding requirements of Sections 1810A.1.2.1 and
1810A.1.2.2 shall be met.

1810A.4 Driven uncased piles. Driven uncased piles shall
conform to Sections 1810A.4.1 through 1810A.4.4.

1810A.4.1 Allowable stresses. The allowable design stress
in the concrete shall not exceed 25 percent of the 28-day
specified compressive strength if c ) applied to a cross-sec-
tional area not greater than the inside area of the drive casing
or mandrel.

1810A.4.2 Dimensions. The pile length shall not exceed 30
times the average diameter. The minimum diameter shall be
12 inches (305 mm).

1810A.4.3 Installation. Piles shall not be driven within six
pile diameters center to center in granular soils or within
one-half the pile length in cohesive soils of a pile filled with
concrete less than 48 hours old unless approved by the
building official. If the concrete surface in any completed
pile rises or drops, the pile shall be replaced. Piles shall not
be installed in soils that could cause pile heave.

1810A.4.4 Concrete cover. Pile reinforcement shall have a
concrete cover of not less than 2.5 inches (64 mm), mea-
sured from the inside face of the drive casing or mandrel.

1810A.5 Steel-cased piles. Steel-cased piles shall comply with
the requirements of Sections 1810A.5.1 through 1810A.5.4.

1810A.5.1 Materials. Pile shells or casings shall be of steel
and shall be sufficiently strong to resist collapse and suffi-
ciently water tight to exclude any foreign materials during
the placing of concrete. Steel shells shall have a sealed tip
with a diameter of not less than 8 inches (203 mm).

1810A.5.2 Allowable stresses. The allowable design com-
pressive stress in the concrete shall not exceed 33 percent of
the 28-day specified compressive strength (f c ). The allow-
able concrete compressive stress shall be 0.40 (/ c ) for that
portion of the pile meeting the conditions specified in Sec-
tions 1810A.5.2.1 through 1810A.5.2.4.

1810A.5.2.1 Shell thickness. The thickness of the steel
shell shall not be less than manufacturer's standard gage
No. 14 gage (0.068 inch) (1.75 mm) minimum.

176

2007 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATIONS

1810A.5.2.2 Shell type. The shell shall be seamless or
provided with seams of strength equal to the basic mate-
rial and be of a configuration that will provide confine-
ment to the cast-in-place concrete.

1810A.5.2.3 Strength. The ratio of steel yield strength
(f y ) to 28-day specified compressive strength (/ c ) shall
not be less than six.

1810A.5.2.4 Diameter. The nominal pile diameter shall
not be greater than 16 inches (406 mm).

1810A.5.3 Installation. Steel shells shall be mandrel driven
their full length in contact with the surrounding soil.

1810A.5.4 Reinforcement. Reinforcement shall not be
placed within 1 inch (25 mm) of the steel shell. Reinforcing
shall be required for unsupported pile lengths or where the
pile is designed to resist uplift or unbalanced lateral loads.

1810A.5.4.1 Seismic reinforcement. Where a structure
is assigned to Seismic Design Category D, E or F in
accordance with Section 1613A, the reinforcement
requirements for drilled or augered uncased piles in Sec-
tion 1810A.3.5 shall be met.

1810A.6 Concrete-filled steel pipe and tube piles. Con-
crete-filled steel pipe and tube piles shall conform to the
requirements of Sections 1810A.6.1 through 1810A.6.5.

1810A.6.1 Materials. Steel pipe and tube sections used for
piles shall conform to ASTM A 252 or ASTM A 283. Con-
crete shall conform to Section 1810A.1.1. The maximum
coarse aggregate size shall be 3 / 4 inch (19.1 mm).

1810A.6.2 Allowable stresses. The allowable design com-
pressive stress in the concrete shall not exceed 33 percent of
the 28-day specified compressive strength (f' c ). The allow-
able design compressive stress in the steel shall not exceed
35 percent of the minimum specified yield strength of the
steel (F y ), provided F y shall not be assumed greater than
36,000 psi (248 MPa) for computational puiposes.

Exception: Where justified in accordance with Section
1808A.2.10, the allowable stresses are permitted to be
increased to 0.50 F y .

1810A.6.3 Minimum dimensions. Piles shall have a nomi-
nal outside diameter of not less than 8 inches (203 mm) and

a minimum wall thickness in accordance with Section
1809A.3.4. For mandrel-driven pipe piles, the minimum
wall thickness shall be V 10 inch (2.5 mm).

1810A.6.4 Reinforcement. Reinforcement steel shall con-
form to Section 1810A.1.2. Reinforcement shall not be
placed within 1 inch (25 mm) of the steel casing.

1810A.6.4.1 Seismic reinforcement. Where a structure
is assigned to Seismic Design Category D, E or F in
accordance with Section 1613A, the following shall
apply. Minimum reinforcement no less than 0.01 times
the cross-sectional area of the pile concrete shall be pro-
vided in the top of the pile with a length equal to two
times the required cap embedment anchorage into the
pile cap, but not less than the tension development length
of the reinforcement. The wall thickness of the steel pipe
shall not be less than 3 /, 6 inch (5 mm).

1810A.6.5 Placing concrete. The placement of concrete
shall conform to Section 1810A.1.3, but is permitted to be
chuted directly into smooth-sided pipes and tubes without a
centering funnel hopper.

1810A.7 Caisson piles. Caisson piles shall conform to the
requirements of Sections 1810A.7.1 through 1810A.7.6.

1810A.7.1 Construction. Caisson piles shall consist of a
shaft section of concrete-filled pipe extending to bedrock
with an uncased socket drilled into the bedrock and filled
with concrete. The caisson pile shall have a full-length
structural steel core or a stub core installed in the rock socket
and extending into the pipe portion a distance equal to the
socket depth.

1810A.7.2 Materials. Pipe and steel cores shall conform to
the material requirements in Section 1809A.3. Pipes shall
have a minimum wall thickness of 3 / 8 inch (9.5 mm) and
shall be fitted with a suitable steel-driving shoe welded to
the bottom of the pipe. Concrete shall have a 28-day speci-
fied compressive strength (f ' c ) of not less than 4,000 psi
(27.58 MPa). The concrete mix shall be designed and pro-
portioned so as to produce a cohesive workable mix with a
slump of 4 inches to 6 inches (102 mm to 152 mm).

1810A.7.3 Design. The depth of the rock socket shall be suf-
ficient to develop the full load-bearing capacity of the cais-
son pile with a minimum safety factor of two, but the depth
shall not be less than the outside diameter of the pipe. The
design of the rock socket is permitted to be predicated on the
sum of the allowable load-bearing pressure on the bottom of
the socket plus bond along the sides of the socket. The mini-
mum outside diameter of the caisson pile shall be 18 inches
(457 mm), and the diameter of the rock socket shall be
approximately equal to the inside diameter of the pile.

1810A.7.4 Structural core. The gross cross-sectional area
of the structural steel core shall not exceed 25 percent of the
gross area of the caisson. The minimum clearance between
the structural core and the pipe shall be 2 inches (51 mm).
Where cores are to be spliced, the ends shall be milled or
ground to provide full contact and shall be full-depth
welded.

2007 CALIFORNIA BUILDING CODE

177

SOILS AND FOUNDATIONS

1810A.7.5 Allowable stresses. The allowable design com-
pressive stresses shall not exceed the following: concrete,
0.33/' c ; steel pipe, 0.35 F y and structural steel core, 0.50 F y

1810A.7.6 Installation. The rock socket and pile shall be
thoroughly cleaned of foreign materials before filling with
concrete. Steel cores shall be bedded in cement grout at the
base of the rock socket. Concrete shall not be placed through
water except where a tremie or other approved method is
used.

1810A.8 Micropiles. Micropiles shall conform to the require-
ments of Sections 1810A.8.1 through 1810A.8.5.

1810A.8.1 Construction. Micropiles shall consist of a
grouted section reinforced with steel pipe or steel reinforc-
ing. Micropiles shall develop their load-carrying capacity
through a bond zone in soil, bedrock or a combination of
soil and bedrock. The full length of the micropile shall con-
tain either a steel pipe or steel reinforcement.

1810A.8.2 Materials. Grout shall have a 28-day specified
compressive strength (f c ) of not less than 4,000 psi (27.58
MPa). The grout mix shall be designed and proportioned so
as to produce a pumpable mixture. Reinforcement steel
shall be deformed bars in accordance with ASTM A 615
Grade 60 or 75 or ASTM A 722 Grade 150.

Pipe/casing shall have a minimum wall thickness of V 16
inch (4.8 mm) and as required to meet Section 1808A.2.7.
Pipe/casing shall meet the tensile requirements of ASTM A
252 Grade 3, except the minimum yield strength shall be as
used in the design submittal [typically 50,000 psi to 80,000
psi (345 MPa to 552 MPa)] and minimum elongation shall
be 15 percent.

1810A.8.3 Allowable stresses. The allowable design com-
pressive stress on grout shall not exceed 0.33 f c . The allow-
able design compressive stress on steel pipe and steel
reinforcement shall not exceed the lesser of 0.4 F y , or 32,000
psi (220 MPa). The allowable design tensile stress for steel
reinforcement shall not exceed 0.60 F y . The allowable
design tensile stress for the cement grout shall be zero.

1810A.8.4 Reinforcement. For piles or portions of piles
grouted inside a temporary or permanent casing or inside a
hole drilled into bedrock or a hole drilled with grout, the
steel pipe or steel reinforcement shall be designed to carry at
least 40 percent of the design compression load. Piles or
portions of piles grouted in an open hole in soil without tem-
porary or permanent casing and without suitable means of
verifying the hole diameter during grouting shall be
designed to carry the entire compression load in the rein-
forcing steel. Where a steel pipe is used for reinforcement,
the portion of the cement grout enclosed within the pipe is
permitted to be included at the allowable stress of the grout.

1810A.8.4.1 Seismic reinforcement. Where a structure
is assigned to Seismic Design Category C, a permanent
steel casing shall be provided from the top of the pile
down 120 percent times the flexural length. The flexural
length shall be determined in accordance with Section
1808A.1. Where a structure is assigned to Seismic
Design Category D, E or F, the pile shall be considered as
an alternative system. In accordance with Section

104.1 1, Appendix Chapter 1, the alternative pile system
design, supporting documentation and test data shall be
submitted to the building official for review and
approval.

1810A.8.5 Installation. The pile shall be permitted to be
formed in a hole advanced by rotary or percussive drilling
methods, with or without casing. The pile shall be grouted
with a fluid cement grout. The grout shall be pumped
through a tremie pipe extending to the bottom of the pile
until grout of suitable quality returns at the top of the pile.
The following requirements apply to specific installation
methods:

3. For piles designed for end bearing, a suitable means
shall be employed to verify that the bearing surface is
properly cleaned prior to grouting.

4. Subsequent piles shall not be drilled near piles that
have been grouted until the grout has had sufficient
time to harden.

5. Piles shall be grouted as soon as possible after drilling
is completed.

SECTION 18114
COMPOSITE PILES

1811A.1 General. Composite piles shall conform to the
requirements of Sections 1811A.2 through 1811A.5.

1811A.2 Design. Composite piles consisting of two or more
approved pile types shall be designed to meet the conditions of
installation.

1811A.3 Limitation of load. The maximum allowable load
shall be limited by the capacity of the weakest section incorpo-
rated in the pile.

1811A.4 Splices. Splices between concrete and steel sections
shall be designed to prevent separation both before and after
the concrete portion has set, and to ensure the alignment and
transmission of the total pile load. Splices shall be designed to
resist uplift caused by upheaval during driving of adjacent
piles, and shall develop the full compressive strength and not
less than 50 percent of the tension and bending strength of the
weaker section.

178

2007 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATIONS

1811A.5 Seismic reinforcement. Where a structure is
assigned to Seismic Design Category D, E or F in accordance
with Section 1613A, the following shall apply. Where concrete
and steel are used as part of the pile assembly, the concrete rein-
forcement shall comply with that given in. Sections
1810A 1.2.1 and 1810A 1.2.2 or the steel section shall comply
with Section 1810A.6.4.1.

SECTION 181 24
PIER FOUNDATIONS

1812A.1 General. Isolated and multiple piers used as founda-
tions shall conform to the requirements of Sections 1812A.2
through 1812A.10, as well as the applicable provisions of Sec-
tion 1808A.2.

1812A.2 Lateral dimensions and height. The minimum
dimension of isolated piers used as foundations shall be 2 feet
(610 mm), and the height shall not exceed 12 times the least
horizontal dimension.

1812A.3 Materials. Concrete shall have a 28-day specified
compressive strength if c ) of not less than 2,500 psi (17.24
MPa). Where concrete is placed through a funnel hopper at the
top of the pier, the concrete mix shall be designed and propor-
tioned so as to produce a cohesive workable mix having a
slump of not less than 4 inches (102 mm) and not more than 6
inches (152 mm). Where concrete is to be pumped, the mix
design including slump shall be adjusted to produce a pump-
able concrete.

1812A.4 Reinforcement. Except for steel dowels embedded 5
feet (1524 mm) or less in the pier, reinforcement where
required shall be assembled and tied together and shall be
placed in the pier hole as a unit before the reinforced portion of
the pier is filled with concrete.

Reinforcement shall conform to the requirements of Sec-
tions 1810A1.2.1 and 1810A.1.2.2.

Exceptions:

2. Isolated piers supporting posts and bracing from
decks and patios appurtenant to Group R-3 and U oc-
cupancies not exceeding two stories of light-frame
construction are permitted to be reinforced as re-
quired by rational analysis but not less than one No. 4
bar, without ties or spirals, when the lateral load, E, to
the top of the pier does not exceed 200 pounds (890 N)
and the soil is determined to be of adequate stiffness.

3. Piers supporting the concrete foundation wall of
Group R-3 and U occupancies not exceeding two sto-
ries of light-frame construction are permitted to be re-
inforced as required by rational analysis but not less
than two No. 4 bars, without ties or spirals, when it
can be shown the concrete pier will not rupture when
designed for the maximum seismic load, E m , and the
soil is determined to be of adequate stiffness.

4. Closed ties or spirals where required by Section
1810A. 1.2.2 are permitted to be limited to the top 3
feet(914mm) of the piers 10feet(3048 mm) or less in
depth supporting Group R-3 and U occupancies of
Seismic Design Category D, not exceeding two sto-
ries of light-frame construction.

1812A.5 Concrete placement. Concrete shall be placed in
such a manner as to ensure the exclusion of any foreign matter
and to secure a full-sized shaft. Concrete shall not be placed
through water except where a tremie or other approved method
is used. When depositing concrete from the top of the pier, the.
concrete shall not be chuted directly into the pier but shall be
poured in a rapid and continuous operation through a funnel
hopper centered at the top of the pier.

1812A.6 Belled bottoms. Where pier foundations are belled at
the bottom, the edge thickness of the bell shall not be less than
that required for the edge of footings. Where the sides of the
bell slope at an angle less than 60 degrees (1 rad) from the hori-
zontal, the effects of vertical shear shall be considered.

1812A.7 Masonry. Where the unsupported height of founda-
tion piers exceeds six times the least dimension, the allowable
working stress on piers of unit masonry shall be reduced in
accordance with ACI 530/ASCE 5/TMS 402.

1812A.8 Concrete. Piers shall be constructed of reinforced
concrete, and shall conform to the requirements for columns in
ACI 318.

1812A.9 Steel shell. Where concrete piers are entirely encased
with a circular steel shell, and the area of the shell steel is con-
sidered reinforcing steel, the steel shall be protected under the
conditions specified in Section 1808A.2.17. Horizontal joints
in the shell shall be spliced to comply with Section 1 808A.2.7.

1812A.10 Dewatering. Where piers are carried to depths
below water level, the piers shall be constructed by a method
that will provide accurate preparation and inspection of the bot-
tom, and the depositing or construction of sound concrete or
other masonry in the dry.

2007 CALIFORNIA BUILDING CODE

179

1 80 2007 CALIFORNIA BUILDING CODE

CALIFORNIA BUILDING CODE - MATRIX ADOPTION TABLE
CHAPTER 19 -CONCRETE

Adopting Agency

BSC

SFM

HCD

DSA

OSHPD

CSA

DHS

AGR

DWR

CEC

SLC

1/AC

Adopt Entire Chapter

Adopt Entire Chapter as
amended (amended sections
listed below)

Adopt only those sections that
are listed below

Chapter /Section

Codes

1912.2

2007 CALIFORNIA BUILDING CODE

181

182 2007 CALIFORNIA BUILDING CODE

CHAPTER 19

CONCRETE

Italics are used for text within Sections 1903 through 1908 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 318 as amended in Sec-
tion 1908 of this code. Except for the provisions of Sections
1904 and 1910, the design and construction of slabs on grade
shall not be governed by this chapter unless they transmit verti-
cal loads or lateral forces from other parts of the structure to the
soil.

1901.3 Source and applicability. The format and subject mat-
ter of Sections 1902 through 1907 of this chapter are patterned
after, and in general conformity with, the provisions for struc-
tural concrete in ACI 318.

1901.4 Construction documents. The construction docu-
ments for structural concrete construction shall include:

1. The specified compressive strength of concrete at the
stated ages or stages of construction for which each
concrete element is designed.

2. The specified strength or grade of reinforcement.

3. The size and location of structural elements, reinforce-
ment, and anchors.

4. Provision for dimensional changes resulting from
creep, shrinkage and temperature.

5. The magnitude and location of prestressing forces.

6. Anchorage length of reinforcement and location and
length of lap splices.

7. Type and location of mechanical and welded splices of
reinforcement.

8. Details and location of contraction or isolation joints
specified for plain concrete.

9. Minimum concrete compressive strength at time of
posttensioning.

10. Stressing sequence for posttensioning tendons.

11. For structures assigned to Seismic Design Category D,
E or F, a statement if slab on grade is designed as a
structural diaphragm (see Section 21.10.3.4 of ACI
318).

1901.5 Special inspection. The special inspection of concrete
elements of buildings and structures and concreting operations
shallbe as required by Chapter 17.

SECTION 1902
DEFINITIONS

1902.1 General. The words and terms defined in ACI 318
shall, for the purposes of this chapter and as used elsewhere in
this code for concrete construction, have the meanings shown
in ACI 318.

SECTION 1903
SPECIFICATIONS FOR TESTS AND MATERIALS

1903.1 General. Materials used to produce concrete, concrete
itself and testing thereof shall comply with the applicable stan-
dards listed in ACI 318. Where required, special inspections
and tests shall be in accordance with Chapter 17.

1903.2 Glass fiber reinforced concrete. Glass fiber rein-
forced concrete (GFRC) and the materials used in such con-
crete shall be in accordance with the PCIMNL 128 standard.

SECTION 1904
DURABILITY REQUIREMENTS

1904.1 Water-cementitious materials ratio. Where maxi-
mum water-cementitious materials ratios are specified in ACI
318, they shall be calculated in accordance with ACI 3 18, Sec-
tion 4.1.

1904.2 Freezing and thawing exposures. Concrete that will
be exposed to freezing and thawing, deicing chemicals or other
exposure conditions as defined below shall comply with Sec-
tions 1904.2.1 through 1904.2.3.

1904.2.1 Air entrainment. Concrete exposed to freezing
and thawing or deicing chemicals shall be air entrained in
accordance with ACI 318, Section 4.2.1:

1904.2.2 Concrete properties. Concrete that will be sub-
ject to the following exposures shall conform to the corre-
sponding maximum water-cementitious materials ratios
and minimum specified concrete compressive strength
requirements of ACI 318, Section 4.2.2:

1 . Concrete intended to have low permeability where ex-
posed to water;

2. Concrete exposed to freezing and thawing in a moist
condition or deicer chemicals; or

3. Concrete with reinforcement where the concrete is
exposed to chlorides from deicing chemicals, salt, salt
water, brackish water, seawater or spray from these
sources.

Exception: For occupancies and appurtenances
thereto in Group R occupancies that are in build-

2007 CALIFORNIA BUILDING CODE

183

CONCRETE

ings less than four stories in height, normal-weight
aggregate concrete shall comply with the require-
ments of Table 1904.2.2 based on the weathering
classification (freezing and thawing) determined
from Figure 1904.2.2.

In addition, concrete exposed to deicing chemicals shall
conform to the limitations of Section 1904.2.3.

1904.2.3 Deicing chemicals. For concrete exposed to
deicing chemicals, the maximum weight of fly ash, other

TABLE 1904.2.2
MINIMUM SPECIFIED COMPRESSIVE STRENGTH (feat 28 days, psi)

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 a

Basement slabs and interior slabs on grade, except garage floor
slabs

2,500

2,500 a

Basement walls , foundation walls, exterior walls and other
vertical concrete surfaces exposed to the weather

2,500

3,000 b

Driveways, curbs, walks, patios, porches, carport slabs, steps and
other flatwork exposed to the weather, and garage floor slabs

2,500

3,000 b ' d

3,500 M

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
1904.2.1.

b. Concrete shall be air entrained in accordance with Section 1904.2.1.

c. Structural plain concrete basement walls are exempt from the requirements for exposure conditions of Section 1904.2.2 (see Section 1909.6.1).

d. For garage floor slabs where a steel trowel finish is used, the total air content required by Section 1904.2. 1 is permitted to be reduced to not less than 3 percent, pro-
vided the minimum specified compressive strength of the concrete is increased to 4,000 psi.

NEGLIGIBLE

FIGURE 1904.2.2
WEATHERING PROBABILITY MAP FOR CONCRETE 3 ' b ' °

a. Lines defining areas are approximate only. Local areas can be more or less severe than indicated by the region classification.

b. A "severe" classification is where weather conditions encourage or require the use of deicing chemicals or where there is potential for a continuous presence of
moisture during frequent cycles of freezing and thawing. A "moderate" classification is where weather conditions occasionally expose concrete in the presence of
moisture to freezing and thawing, but where deicing chemicals are not generally used. A "negligible" classification is where weather conditions rarely expose con-
crete in the presence of moisture to freezing and thawing.

c. Alaska and Hawaii are classified as severe and negligible, respectively.

184

2007 CALIFORNIA BUILDING CODE

CONCRETE

pozzolans , silica fume or slag that is included in the concrete
shall not exceed the percentages of the total weight of
cementitious materials permitted by ACI 318, Section 4.2.3 .

1904.3 Sulfate exposures. Concrete that will be exposed to
sulfate-containing solutions or soils shall comply with the
maximum water-cementitious materials ratios and/or mini-
mum specified compressive strength and be made with the
appropriate type of cement in accordance with the provisions
of ACI 318, Section 4.3.

1904.4 Corrosion protection of reinforcement. Reinforce-
ment in concrete shall be protected from corrosion and expo-
sure to chlorides in accordance with ACI 318, Section 4.4.

SECTION 1905
CONCRETE QUALITY, MIXING AND PLACING

1905.1 General. The required strength and durability of con-
crete shall be determined by compliance with the proportion-
ing, testing, mixing and placing provisions of Sections
1905.1.1 through 1905.13.

1905.1.1 Strength. Concrete shall be proportioned to pro-
vide an average compressive strength as prescribed in Sec-
tion 1905.3 and shall satisfy the durability criteria of
■ Section 1904. Concrete shall be produced to minimize the
frequency of strengths below f c as prescribed in Section
1905.6.3. For concrete designed and constructed in accor-
dance with this chapter, f c shall not be less than 2,500 psi
(17.22 MPa). No maximum specified compressive strength
shall apply unless restricted by a specific provision of this
code or ACI 318.

1905.2 Selection of concrete proportions. Concrete propor-
tions shall be determined in accordance with the provisions of
ACI 318, Section 5.2.

1905.3 Proportioning on the basis of field experience
and/or trial mixtures. Concrete proportioning determined on
the basis of field experience and/or trial mixtures shall be done
in accordance with ACI 318, Section 5.3.

1905.4 Proportioning without field experience or trial mix-
tures. Concrete proportioning determined without field expe-
rience or trial mixtures shall be done in accordance with ACI
318, Section 5.4.

1905.5 Average strength reduction. As data become avail-
able during construction, it is permissible to reduce the amount
by which the average compressive strength if c ) is required to
exceed the specified value off c in accordance with ACI 318,
Section 5.5.

1905.6 Evaluation and acceptance of concrete. The criteria
for evaluation and acceptance of concrete shall be as specified
in Sections 1905.6.2 through 1905.6.5.

1905.6.1 Qualified technicians. Concrete shall be tested in
accordance with the requirements in Sections 1905.6.2
through 1905.6.5. Qualified field testing technicians shall
perform tests on fresh concrete at the job site, prepare speci-
mens required for curing under field conditions, prepare
specimens required for testing in the laboratory and record
the temperature of the fresh concrete when preparing speci-

mens for strength tests. Qualified laboratory technicians
shall perform all required laboratory tests.

1905.6.2 Frequency of testing. The frequency of conduct-
ing strength tests of concrete and the minimum number of
tests shall be as specified in ACI 318, Section 5.6.2.

Exception: When the total volume of a given class of
concrete is less than 50 cubic yards (38 m 3 ), strength tests
are not required when evidence of satisfactory strength is
submitted to and approved by the building official.

1905.6.3 Strength test specimens. Specimens prepared for
acceptance testing of concrete in accordance with Section
1905.6.2 and strength test acceptance criteria shall comply
with the provisions of ACI 318, Section 5.6.3.

1905.6.4 Field-cured specimens. Where required by the
building official to determine adequacy of curing and pro-
tection of concrete in the structure, specimens shall be pre-
pared, cured, tested and test results evaluated for acceptance
in accordance with ACI 318, Section 5.6.4.

1905.6.5 Low-strength test results. Where any strength
test (see ACI 318, Section 5.6.2.4) falls below the specified
value of/,., the provisions of ACI 318, Section 5.6.5, shall
apply.

1905.7 Preparation of equipment and place of deposit. Prior
to concrete being placed, the space to receive the concrete and
the equipment used to deposit it shall comply with ACI 318,
Section 5.7.

1905.8 Mixing. Mixing of concrete shall be performed in
accordance with ACI 318, Section 5.8.

1905.9 Conveying. The method and equipment for conveying
concrete to the place of deposit shall comply with ACI 318,
Section 5.9.

1905.10 Depositing. The depositing of concrete shall comply
with the provisions of ACI 318, Section 5.10.

1905.11 Curing. The length of time, temperature and moisture
conditions for curing of concrete shall be in accordance with
ACI 318, Section 5.11.

1905.12 Cold weather requirements. Concrete to be placed
during freezing or near-freezing weather shall comply with the
requirements of ACI 318, Section 5.12.

1905.13 Hot weather requirements. Concrete to be placed
during hot weather shall comply with the requirements of ACI
31.8, Section 5.13.

SECTION 1906

FORMWORK, EMBEDDED PIPES AND

CONSTRUCTION JOINTS

1906.1 Formwork. The design, fabrication and erection of
forms shall comply with ACI 318, Section 6.1.

1906.2 Removal of forms, shores and reshores. The removal
of forms and shores, including from slabs and beams (except
where cast on the ground), and the installation of reshores shall
comply with ACI 318, Section 6.2.

2007 CALIFORNIA BUILDING CODE

185

CONCRETE

1906.3 Conduits and pipes embedded in concrete. Conduits,
pipes and sleeves of any material not harmful to concrete and
within the limitations of ACI318, Section 6.3, are permitted to
be embedded in concrete with approval of the registered design
professional.

1906.4 Construction joints. Construction joints, including
their location, shall comply with the provisions of ACI 318,
Section 6.4.

SECTION 1907
DETAILS OF REINFORCEMENT

1907.1 Hooks. Standard hooks on reinforcing bars used in
concrete construction shall comply with ACI 318, Section 7.1.

1907.2 Minimum bend diameters. Minimum reinforcement
bend diameters utilized in concrete construction shall comply
with ACI 318, Section 7.2.

1907.3 Bending. The bending of reinforcement shall comply
with ACI 318, Section 7.3.

1907.4 Surface conditions of reinforcement. The surface
conditions of reinforcement shall comply with the provisions
of ACI 318, Section 7.4.

1907.5 Placing reinforcement. The placement of reinforce-
ment, including tolerances on depth and cover, shall comply
with the provisions of ACI 318, Section 7.5. Reinforcement
shall be accurately placed and adequately supported before
concrete is placed.

1907.6 Spacing limits for reinforcement. The clear distance
between reinforcing bars, bundled bars, tendons and ducts
shall comply with ACI 318, Section 7.6.

1907.7 Concrete protection for reinforcement. The mini-
mum concrete cover for reinforcement shall comply with Sec-
tions 1907.7.1 through 1907.7.7.

1907.7.1 Cast-in-place concrete (nonprestressed). Mini-
mum concrete cover shall be provided for reinforcement in
nonprestressed, cast-in-place concrete construction in
accordance with ACI 318, Section 7.7.1.

1907.7.2 Cast-in-place concrete (prestressed). The mini-
mum concrete cover for prestressed and nonprestressed
reinforcement, ducts and end fittings in cast-in-place pre-
stressed concrete shall comply with ACI 3 1 8 , S ection 7 .7 .2 .

1907.7.3 Precast concrete (manufactured under plant
control conditions). The minimum concrete cover for pre-
stressed and nonprestressed reinforcement, ducts and end
fittings in precast concrete manufactured under plant con-
trol conditions shall comply with ACI 318, Section 7.7.3.

1907.7.4 Bundled bars. The minimum concrete cover for
bundled bars shall comply with ACI 318, Section 7.7.4.

1907.7.5 Corrosive environments. In corrosive environ-
ments or other severe exposure conditions, prestressed and
nonprestressed reinforcement shall be provided with addi-
tional protection in accordance with ACI 318, Section 7.7.5.

1907.7.6 Future extensions. Exposed reinforcement,
inserts and plates intended for bonding with future exten-
sions shall be protected from corrosion.

1907.7.7 Fire protection. When this code requires a thick-
ness of cover for fire protection greater than the minimum
concrete cover specified in Section 1907.7, such greater
thickness shall be used.

1907.8 Special reinforcement details for columns. Offset
bent longitudinal bars in columns and load transfer in structural
steel cores of composite compression members shall comply
with the provisions of ACI 318, Section 7.8.

1907.9 Connections. Connections between concrete framing
members shall comply with the provisions of ACI 318, Section
7.9.

1907.10 Lateral reinforcement for compression members.

Lateral reinforcement for concrete compression members shall
comply with the provisions of ACI 318, Section 7.10.

1907.11 Lateral reinforcement for flexural members. Lat-
eral reinforcement for compression reinforcement in concrete
flexural members shall comply with the provisions of ACI 318,
Section 7.11.

1907.12 Shrinkage and temperature reinforcement. Rein-
forcement for shrinkage and temperature stresses in concrete
members shall comply with the provisions of ACI 318, Section
7.12.

1907.13 Requirements for structural integrity. The detail-
ing of reinforcement and connections between concrete mem-
bers shall comply with the provisions of ACI 318, Section 7.13,
to improve structural integrity.

SECTION 1908
MODIFICATIONS TO ACI 318

1908.1 General. The text of ACI 3 1 8 shall be modified as indi-
cated in Sections 1908.1.1 through 1908.1.16.

1908.1.1 ACI 318, Section 10.5. Modify ACI 318, Section
10.5, by adding new Section 10.5.5 to read as follows:

10.5.5 — In structures assigned to Seismic Design Cate-
gory B, beams in ordinary moment frames forming part
of the seismic-force-resisting system shall have at least
two main flexural reinforcing bars continuously top and
bottom throughout the beam and continuous through or
developed within exterior columns or boundary ele-
ments.

1908.1.2 ACI 318, Section 11.11. Modify ACI 3 1 8, Section
1 1 . 1 1 , by changing its title to read as shown below and by
adding new Section 1 1.1 1.3 to read as follows:

11.11 — Special provisions for columns.

11.11.3 — In structures assigned to Seismic Design Cate-
gory B, columns of ordinary moment frames having a
clear height-to-maximum-plan-dimension ratio of five
or less shall be designed for shear in accordance with
21.12.3.

1908.1.3 ACI 318, Section 21.1. Modify existing defini-
tions and add the following definitions to ACI 318, Section
21.1.

186

2007 CALIFORNIA BUILDING CODE

CONCRETE

DESIGN DISPLACEMENT. Total lateral displacement
expected for the design-basis earthquake, as specified by
Section 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. Aprecast
wall complying with the requirements of Chapters 1 through
18.

ORDINARY REINFORCED CONCRETE STRUC-
TURAL WALL. A cast-in-place wall complying with the
requirements of Chapters 1 through 18.

ORDINARY STRUCTURAL PLAIN CONCRETE
WALL. A wall complying with the requirements of Chapter
22, excluding 22.6.7.

WALL PIER. A wall segment with a horizontal
length-to-thickness ratio of at least 2.5, but not exceeding 6,
whose clear height is at least two times its horizontal length.

1908.1.4 ACI 318, Section 21.2.1. Modify ACI 318 Sec-
tions 21.2.1.2, 21.2.1.3 and 21.2.1.4, to read as follows:

21.2.1.2 — For structures assigned to Seismic Design
Category A orB, provisions of Chapters 1 through 18 and
22 shall apply except as modified by the provisions of
this chapter. Where the design seismic loads are com-
puted using provisions for intermediate or special con-
crete systems, the requirements of Chapter 21 for
intermediate or special systems, as applicable, shall be
satisfied.

21.2.1.3 — For structures assigned to Seismic Design
Category C, intermediate or special moment frames,
intermediate precast structural walls or ordinary or spe-
cial reinforced concrete structural walls shall be used to
resist seismic forces induced by earthquake motions.
Where the design seismic loads are computed using pro-
visions for special concrete systems, the requirements of
Chapter 21 for special systems, as applicable, shall be
satisfied.

21.2.1.4 — For structures assigned to Seismic Design
Category D.EorF, special moment frames, special rein-
forced concrete structural walls, diaphragms and trusses
and foundations complying with 21.2 through 21.10 or
intermediate precast structural walls complying with
21.13 shall be used to resist forces induced by earthquake
motions. Members not proportioned to resist earthquake
forces shall comply with 21.11.

1908.1.5 ACI 318, Section 21.2.5. Modify ACI 318, Sec-
tion 21.2.5, by renumbering as Section 21.2.5.1 and adding
new Section 21.2.5.2 to read as follows:

21.2.5 — Reinforcement in members resisting earth-
quake-induced forces. '

21. 2.5. 1 — Except as permitted in 21.2.5.2, reinforcement
resisting earthquake-induced flexural and axial forces in
frame members and in structural wall boundary ele-
ments shall comply with ASTM A 706. ASTM 615,
Grades 40 and 60 reinforcement, shall be permitted in

these members if (a) the actual yield strength based on
mill tests does not exceed the specified yield, f y , strength
by more than 18,000 psi (124 MPa) [retests shall not
exceed this value by more than an additional 3,000 psi
(21 MPa)], and (b) the ratio of the actual tensile strength
to the actual yield strength is not less than 1.25.

, For computing shear strength, the value off yt for trans-
verse reinforcement, including spiral reinforcement,
shall not exceed 60,000 psi (414 MPa).

21.2.5.2 — Prestressing steel shall be permitted in flex-
ural members of frames, provided the average prestress,
f pc , calculated for an area equal to the member's shortest
cross-sectional dimension multiplied by the perpendicu-
lar dimension shall be the lesser of 700 psi (4. 83 MPa) or
f \ /6 at locations of nonlinear action where prestressing
steel is used in members of frames.

1908.1.6 ACI 318, Section 21.2. Modify ACI 318, Section

21.2, by adding new Section 21.2.9 to read as follows:

21.2.9 — Anchorages for unbonded post-tensioning ten-
dons resisting earthquake induced forces in structures
assigned to Seismic Design Category C, D.EorF shall
withstand, without failure, 50 cycles of loading ranging
between 40 and 85 percent of the specified tensile
strength of the prestressing steel.

1908.1.7 ACI 318, Section 21.3. Modify ACI 318, Section

21.3, by adding new Section 21.3.2.5 to read as follows:

21.3.2.5 — Unless the special moment frame is qualified
for use through structural testing as required by 21.6.3,
for flexural members prestressing steel shall not provide
more than one-quarter of the strength for either positive
or negative moment at the critical section in a plastic
hinge location and shall be anchored at or beyond the
exterior face of a joint.

1908.1.8 ACI 318, Section 21.7. Modify ACI 318, Section
21.7, by adding new Section 21.7.10 to read as follows:

21.7.10 — Wall piers and wall segments.

21.7.10.1 — Wall piers not designed as a part of a special
moment frame shall have transverse reinforcement
designed to satisfy the requirements in 21.7.10.2.

Exceptions:

1. Wall piers that satisfy 21.11.

2. Wall piers along a wall line within a story where
other shear wall segments provide lateral sup-
port to the wall piers and such segments have a
total stiffness of at least six times the sum of the
stiffness of all the wall piers.

21.7.10.2 — Transverse reinforcement with seismic hooks
at both ends shall be designed to resist the shear forces
determined from 21.4.5.1. Spacing of transverse rein-
forcement shall not exceed 6 inches (152 mm). Trans-
verse reinforcement shall be extended beyond the pier
clear height for at least 12 inches (305 mm).

21.7.10.3 — Wall segments with a horizontal
length-to-thickness ratio less than 2.5 shall be designed
as columns.

2007 CALIFORNIA BUILDING CODE

187

CONCRETE

1908.1.9 ACI 318, Section 21.8. Modify ACI 318, Section
21.8.1 to read as follows:

21.8.1 — Special structural walls constructed using pre-
cast concrete shall satisfy all the requirements of 21.7 for
cast-in-place special structural walls in addition to Sec-
tions 21.13.2 through 21.13.4.

1908.1.10 ACI 318, Section 21.10.1.1. Modify ACI 318,
Section 21.10.1.1, to read as follows:

21.10.1.1 — Foundations resisting earthquake-induced
forces or transferring earthquake-induced forces
between a structure and the ground shall comply with the
requirements of Section 21.10 and other applicable pro-
visions of ACI 318 unless modifiedby Chapter 18 of the
California Building Code

1908.1.11 ACI 318, Section 21.11. Modify ACI 318, Sec-
tion 21.11 .2.2 to read as follows:

21.11.2.2 — Members with factored gravity axial forces
exceeding (Af/10) shall satisfy 21.4.3, 21.4.4.1(c),
21.4.4.3 and 21.4.5. The maximum longitudinal spacing
of ties shall bes for the full column height. Spacing, s ,
shall not exceed the smaller of six diameters of the small-
est longitudinal bar enclosed and 6 inches (152 mm). Lap
splices of longitudinal reinforcement in such members
need not satisfy 21.4.3.2 in structures where the seis-
mic-force-resisting system does not include special
moment frames.

1908.1.12 ACI 318, Section 21.12.5. Modify ACI 3 1 8, Sec-
tion 21.12.5, by adding new Section 21.12.5.6 to read as
follows:

21.12.5.6 — Columns supporting reactions from discon-
tinuous stiff members, such as walls, shall be designed
for the special load combinations in Section 1605.4 of
the California Building Code and shall be provided with
transverse reinforcement at the spacing, s , as defined in
21.12.5.2 over their full height beneath the levelatwhich
the discontinuity occurs. This transverse reinforcement
shall be extended above and below the column as
required in 21.4.4.5.

1908.1.13 ACI 318, Section 21.13. Modify ACI 318, Sec-
tion 21.13, by renumbering Section 21.13.3 to become
21.13.4 and adding new Sections 21.13.3, 21.13.5 and
21.13.6 to read as follows:

21.13.3 — Except for Type 2 mechanical splices, connec-
tion elements that are designed to yield shall be capable
of maintaining 80 percent of their design strength at the
deformation induced by the design displacement.

21.13.4 — Elements of the connection that are not
designed to yield shall develop at least 1.5 S r

21.13.5 — Wall piers not designed as part of a moment
frame shall have transverse reinforcement designed to
resist the shear forces determined from 21.12.3. Spacing
of transverse reinforcement shall not exceed 8 inches
(203 mm). Transverse reinforcement shall be extended

beyond the pier clear height for at least 12 inches (305
mm).

Exceptions:

1. Wall piers that satisfy 21.11.

21.13.6 — Wall segments with a horizontal
length-to-thickness ratio less than 2.5 shall be designed
as columns.

1908.1.14 ACI 318, Section 22.6. Modify ACI 3 1 8, Section
22.6, by adding new Section 22.6.7 to read:

22.6.7 — Detailed plain concrete structural walls.

22.6.7.1 — Detailed plain concrete structural walls are
walls conforming to the requirements of ordinary struc-
tural plain concrete walls and 22.6.7.2.

22.6.7.2— Reinforcement shall be provided as follows:

(a) Vertical reinforcement of at least 0.20 square
inch (129 mm 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 vertical bar re-
quired beside an opening is permitted to substi-
tute 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 openings,
where used in determining the maximum spacing speci-
fied in Item 3 above, shall be continuous in the wall.

1908.1.15 ACI 318, Section 22.10. Delete ACI 318, Sec-
tion 22.10, and replace with the following:

22.10 — Plain concrete in structures assigned to Seismic
Design Category C, D,EorF.

22.10.1 — Structures assigned to Seismic Design Cate-
gory C, D, E or F shall not have elements of structural
plain concrete, except as follows:

(a) Structural plain concrete basement, foundation
or other walls below the base are permitted in de-
tached one- and two-family dwellings three sto-
ries or less in height constructed with
stud-bearing walls. In dwellings assigned to

188

2007 CALIFORNIA BUILDING CODE

CONCRETE

Seismic Design Category D or E, the height of the
wall shall not exceed 8 feet (2438 mm), the thick- '
ness shall not be less than 7 '/ 2 inches (190 mm),
and the wall shall retain no more than 4 feet
(1219 mm) of unbalanced fill. Walls shall have
reinforcement in accordance with 22.6.6.5.

(b) Isolated footings of plain concrete supporting
pedestals or columns are permitted, provided the
projection of the footing beyond the face of the
supported member does not exceed the footing
thickness.

Exception: In detached one- and two-family
dwellings three stories or less in height, the pro-
jection of the footing beyond the face of the sup-
ported member is permitted to exceed the
footing thickness.

(c) Plain concrete footings supporting walls are per-
mitted, provided the footings have at least two
continuous longitudinal reinforcing bars. Bars
shall not be smaller than No. 4 and shall have a
total area of not less than 0.002 times the gross
cross-sectional area of the footing. For footings
that exceed 8 inches (203 mm) in thickness, a
minimum of one bar shall be provided at the top
and bottom of the footing. Continuity of rein-
forcement shall be provided at corners and inter-
sections.

Exceptions:

1. In detached one- and two-family dwell-
ings three stories or less in height and
constructed with stud-bearing walls,
plain concrete footings without longitu-
dinal reinforcement supporting walls are
permitted.

2. For foundation systems consisting of a
plain concrete footing and a plain con-
crete stemwall, a minimum of one bar
shall be provided at the top of the
stemwall and at the bottom ofthefooting.

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 ofthefooting.

1908.1.16 ACI 318, Section D.3.3. Modify ACI 318, Sec-
tions D.3.3.2 through D.3.3.5, to read as follows:

D.3.3. 2 — In structures assigned to Seismic Design Cate-
gory C, D, E or F, post-installed anchors for use under
D.2.3 shall have passed the Simulated Seismic Tests of
ACI 355.2.

D.3.3. 3 — In structures assigned to Seismic Design Cate-
gory C, D,EorF, the design strength of anchors shall be
taken as 0.75(p7V„ and 0.75(pV„, where cp is given in D.4.4
or D.4.5, and N„ and V„ are determined in accordance
withD.4.1.

D.3.3.4 — In structures assignedto Seismic Design Cate-
gory C, D, EorF, anchors shall be designed to be gov-

erned by tensile or shear strength of a ductile steel ele-
ment, unless D.3.3.5 is satisfied.

D.3.3.5— Instead of D.3.3.4, the attachment that the
anchor is connecting to the structure shall be designed so
that the attachment will undergo ductile yielding at a load
level corresponding to anchor forces no greater than the
design strength of anchors specified in D.3.3.3, or the
minimum design strength of the anchors shall be at least
2.5 times the factored forces transmitted by the attach-
ment.

SECTION 1909
STRUCTURAL PLAIN CONCRETE

1909.1 Scope. The design and construction of structural plain
concrete, both cast-in-place and precast, shall comply with the
minimum requirements of Section 1909 and ACI318, Chapter
22, as modified in Section 1908.

1909.1.1 Special structures. For special structures, such as
arches, underground utility structures, gravity walls and
shielding walls, the provisions of this section shall govern
where applicable.

1909.2 Limitations. The use of structural plain concrete shall
be limited to:

1. Members that are continuously supported by soil; such
as walls and footings, or by other structural members ca-
pable of providing continuous vertical support.

2. Members for which arch action provides compression
under all conditions of loading.

3. Walls and pedestals.

The use of structural plain concrete columns and structural
plain concrete footings on piles is not permitted. See Section
1908.1.15 for additional limitations on the use of structural
plain concrete.

1909.3 Joints. Contraction or isolation joints shall be provided
to divide structural plain concrete members into flexurally dis-
continuous elements in accordance with ACI 318, Section
22.3.

1909.4 Design. Structural plain concrete walls, footings and
pedestals shall be designed for adequate strength in accordance
with ACI 318, Sections 22.4 through 22.8..

Exception: For Group R-3 occupancies and buildings of
other occupancies less than two stories in height of
light-frame construction, the required edge thickness of
ACI 318 is permitted to be reduced to 6 inches (152 mm),
provided that the footing does not extend more than 4 inches
(102 mm) on either side of the supported wall

1909.5 Precast members. The design, fabrication, transporta-
tion and erection of precast, structural plain concrete elements
shall be in accordance with ACI 318, Section 22.9.

1909.6 Walls. In addition to the requirements of this section,
structural plain concrete walls shall comply with the applicable
requirements of ACI 318, Chapter 22.

1909.6.1 Basement walls. The thickness of exterior base-
ment walls and foundation walls shall be not less than 7V 2

2007 CALIFORNIA BUILDING CODE

189

CONCRETE

inches (191 mm). Structural plain concrete exterior base-
ment walls shall be exempt from the requirements for spe-
cial exposure conditions of Section 1904.2.2.

1909.6.2 Other walls. Except as provided for in Section
1909.6.1, the thickness of bearing walls shall be not less
than V 24 the unsupported height or length, whichever is
shorter, but not less than 5V 2 inches (140 mm).

1909.6.3 Openings in walls. Not less than two No. 5 bars
shall be provided around window and door openings. Such
bars shall extend at least 24 inches (610 mm) beyond the
corners of openings.

SECTION 1910
MINIMUM SLAB PROVISIONS

1910.1 General. The thickness of concrete floor slabs sup-
ported directly on the ground shall not be less than 3V 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
unhealed 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 building.

4. For driveways, walks, patios and other flatwork
which will not be enclosed at a later date.

5. Where approved based on local site conditions.

SECTION 1911

ANCHORAGE TO CONCRETE— ALLOWABLE

STRESS DESIGN

1911.1 Scope. The provisions of this section shall govern the
allowable stress design of headed bolts and headed stud
anchors cast in normal- weight concrete for purposes of trans-
mitting structural loads from one connected element to the
other. These provisions do not apply to anchors installed in
hardened concrete or where load combinations include earth-
quake loads or effects. The bearing area of headed anchors
shall be not less than one and one-half times the shank area.
Where strength design is used, or where load combinations
include earthquake loads or effects, the design strength of
anchors shall be determined in accordance with Section 1912.
Bolts shall conform to ASTM A 307 or an approved equivalent.

1911.2 Allowable service load. The allowable service load for
headed anchors in shear or tension shall be as indicated in Table
1911.2. Where anchors are subject to combined shear and ten-
sion, the following relationship shall be satisfied:

(P s IP t ) s ' 3 + (V s IV,)™<l

(Equation 19-1)

where:

P s = Applied tension service load, pounds (N).

P, = Allowable tension service load from Table 1911.2,

pounds (N).
V s = Applied shear service load, pounds (N).

V, = Allowable shear service load from Table 1911.2,
pounds (N).

1911.3 Required edge distance and spacing. The allowable
service loads in tension and shear specified in Table 191 1.2 are
for the edge distance and spacing specified. The edge distance
and spacing are permitted to be reduced to 50 percent of the val-

TABLE 1911.2
ALLOWABLE SERVICE LOAD ON EMBEDDED BOLTS (pounds)

BOLT

DIAMETER

(inches)

MINIMUM

EMBEDMENT

(inches)

EDGE

DISTANCE

(inches)

SPACING
(inches)

MINIMUM CONCRETE STRENGTH (psi)

f'o =

2,500

f' c = 3,000

f'o

= 4,000

Tension

Shear

Tension

Shear

Tension

Shear

2V,

IV,

200

500

200

500

200

500

2V 4

4V 2

500

1,100

500

1,100

500

1,100

4
4

3
5

950
1,450

1,250
1,600

950
1,500

1,250
1,650

950
1,550

1,250
1,750

4V 2
4V,

3 3 / 4
6V 4

7V 2
7V 2

1,500
2,125

2,750
2,950

1,500
2,200

2,750
3,000

1,500
2,400

2,750
3,050

5
5

4V 2

7V,

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

7 / R

10V 2

2,550

3,700

2,550

4,050

2,550

4,050

3,050

4,125

3,250

4,500

3,650

5,300

6 3 / 4

13V,

3,400

4,750

3,400

4,750

3,400

4,750

1V 4

7V 2

4,000

5,800

4,000

5,800

4,000

5,800

For SI: 1 inch = 25.4 mm, 1 pound per square inch = 0.00689MPa, 1 pound = 4.45 N.

190

2007 CALIFORNIA BUILDING CODE

CONCRETE

ues specified with an equal reduction in allowable service load.
Where edge distance and spacing are reduced less than 50 per-
cent, the allowable service load shall be determined by linear
interpolation.

1911.4 Increase in allowable load. Increase of the values in
Table 1 9 1 1 .2 by one-third is permitted where the provisions of
Section 1605.3.2 permit an increase in allowable stress for
wind loading.

1911.5 Increase for special inspection. Where special inspec-
tion is provided for the installation of anchors, a 100-percent
increase in the allowable tension values of Table 1 9 1 1 .2 is per-
mitted. No increase in shear value is permitted.

SECTION 1912

ANCHORAGE TO CONCRETE— STRENGTH

DESIGN

1912.1 Scope. The provisions of this section shall govern the
strength design of anchors installed in concrete for purposes of
transmitting structural loads from one connected element to the
other. Headed bolts, headed studs and hooked (J- or L-) bolts
cast in concrete and expansion anchors and undercut anchors
installed in hardened concrete shall be designed in accordance
with Appendix D of ACI 318 as modified by Section
1908. 1.16, provided they are within the scope of Appendix D.

Exception: Where the basic concrete breakout strength in
tension of a single anchor, N b , is determined in accordance
with Equation (D-7), the concrete breakout strength
requirements of Section D.4.2.2 shall be considered satis-
fied by the design procedures of Sections D.5.2 and D.6.2
for anchors exceeding 2 inches (51 mm) in diameter or 25
inches (635 mm) tensile embedment depth.

The strength design of anchors that are not within the scope
of Appendix D of ACI 318, and as amended above, shall be in
accordance with an approved procedure.

1912.2 Tests for post-installed anchors in concrete. [OSHPD

2] When drilled-in expansion-type anchors or other
post-installed anchors acceptable to the enforcement agency
. are used in lieu of cast-in place bolts, the allowable shear and
tension values and installation verification test loads shall be
acceptable to the enforcement agency.

When expansion-type anchors are listed for sill plate bolting
applications, 10 percent of the anchors shall be tension tested
to twice the allowable tension value for bolts of the same diam-
eter.

When expansion-type anchors are used for other structural
applications, such as hold-down bolts, all such expansion
anchors shall be tension tested to twice the allowable tension
value for bolts of the same diameter.

When expansion-type anchors are used for nonstructural
applications such as equipment anchorage, 50 percent or
alternate bolts in a group, including at least one-half the
anchors in each group, shall be tension tested to twice the
allowable tension value.

The tension testing of the expansion anchors shall be done in
the presence of the special inspector and a report of the test
results shall be submitted to the enforcement agency. If any

anchors fail the tension-testing requirements, the additional
testing requirements shall be acceptable to the enforcement
agency. The above requirements shall also apply to other
post-installed anchors acceptable to the enforcement agency
and bolts or anchors set in concrete with chemical if the
long-term durability and stability of the chemical material and
its resistance to loss of strength and chemical change at ele-
vated temperatures are established to the satisfaction of the
enforcement agency.

SECTION 1913
SHOTCRETE

1913.1 General. Shotcrete is mortar or concrete that is pneu-
matically projected at high velocity onto a surface. Except as
specified in this section, shotcrete shall conform to the require-
ments of this chapter for plain or reinforced concrete.

1913.2 Proportions and materials. Shotcrete proportions
shall be selected that allow suitable placement procedures
using the delivery equipment selected and shall result in fin-
ished in-place hardened shotcrete meeting the strength require-
ments of this code.

1913.3 Aggregate. Coarse aggregate, if used, shall not exceed
7 4 inch (19.1 mm).

1913.4 Reinforcement. Reinforcement used in shotcrete con-
struction shall comply with the provisions of Sections 1913.4.1
through 1913.4.4.-

1913.4.1 Size. The maximum size of reinforcement shall be
No. 5 bars unless it is demonstrated by preconstruction tests
that adequate encasement of larger bars will be achieved.

1913.4.2 Clearance. When No. 5 or smaller bars are used,
there shall be a minimum clearance between parallel rein-
forcement bars of 2V 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 mini-
mum spacing of six bar diameters.

Exception: Subject to the approval of the building offi-
cial, required clearances shall be reduced where it is
demonstrated by preconstruction tests that adequate
encasement of the bars used in the design will be
achieved.

1913.4.3 Splices. Lap splices of reinforcing bars shall uti-
lize the noncontact lap splice method with a minimum clear-
ance of 2 inches (5 1 mm) between bars. The use of contact
lap splices necessary for support of the reinforcing is per-
mitted when approved by the building official, based on sat-
isfactory preconstruction tests that show that adequate
encasement of the bars will be achieved, and provided that
the splice is oriented so that a plane through the center of the
spliced bars is perpendicular to the surface of the shotcrete.

1913.4.4 Spirally tied columns. Shotcrete shall not be
applied to spirally tied columns.

2007 CALIFORNIA BUILDING CODE

191

CONCRETE

1913.5 Preconstruction tests. When required by the building
official, a test panel shall be shot, cured, cored or sawn, exam-
ined and tested prior to commencement of the project. The
sample panel shall be representative of the project and simulate
job conditions as closely as possible. The panel thickness and
reinforcing shall reproduce the thickest and most congested
area specified in the structural design. It shall be shot at the
same angle, using the same nozzleman and with the same con-
crete mix design that will be used on the project. The equip-
ment used in preconstruction testing shall be the same
equipment used in the work requiring such testing, unless sub-
stitute equipment is approved by the building official.

1913.6 Rebound. Any rebound or accumulated loose aggre-
gate shall be removed from the surfaces to be covered prior to
placing the initial or any succeeding layers of shotcrete.
Rebound shall not be used as aggregate.

1913.7 Joints. Except where permitted herein, unfinished
work shall not be allowed to stand for more than 30 minutes
unless edges are sloped to a thin edge. For structural elements
that will be under compression and for construction joints
shown on the approved construction documents, square joints
are permitted. Before placing additional material adjacent to
previously applied work, sloping and square edges shall be
cleaned and wetted.

1913.8 Damage. In-place shotcrete that exhibits sags, sloughs,
segregation, honeycombing, sand pockets or other obvious
defects shall be removed and replaced. Shotcrete above sags
and sloughs shall be removed and replaced while still plastic.

1913.9 Curing. During the curing periods specified herein,
shotcrete shall be maintained above 40°F (4°C) and in moist
condition.

1913.9.1 Initial curing. Shotcrete shall be kept continu-
ously moist for 24 hours after shotcreting is complete or
shall be sealed with an approved curing compound.

1913.9.2 Final curing. Final curing shall continue for seven
days after shotcreting, or for three days if high-
early-strength cement is used, or until the specified strength
is obtained. Final curing shall consist of the initial curing
process or the shotcrete shall be covered with an approved
moisture-retaining cover.

1913.9.3 Natural curing. Natural curing shall not be used
in lieu of that specified in this section unless the relative
humidity remains at or above 85 percent, and is authorized
by the registered design professional and approved by the
building official.

1913.10 Strength tests. Strength tests for shotcrete shall be
made by an approved agency on specimens that are representa-
tive of the work and which have been water soaked for at least
24 hours prior to testing. When the maximum-size aggregate is
larger than 3 / 8 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.

1913.10.1 Sampling. Specimens shall be taken from the
in-place work or from test panels, and shall be taken at least

once each shift, but not less than one for each 50 cubic yards
(38.2 m 3 ) of shotcrete.

1913.10.2 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.

1913.10.3 Acceptance criteria. The average compressive
strength of three cores from the in-place work or a single test
panel shall equal or exceed 0.85/ c with no single core less
than 0.75 / c . The average compressive strength of three
cubes taken from the in-place work or a single test panel
shall equal or exceed/ c with no individual cube less than
0.88/ c . To check accuracy, locations represented by erratic
core or cube strengths shall be retested.

SECTION 1914
REINFORCED GYPSUM CONCRETE

1914.1 General. Reinforced gypsum concrete shall comply
with the requirements of ASTM C 317 and ASTM C 956.

1914.2 Minimum thickness. The minimum thickness of rein-
forced gypsum concrete shall be 2 inches (51 mm) except the
minimum required thickness shall be reduced to 1 V 2 inches (38
mm), provided the following conditions are satisfied:

1. The overall thickness, including the formboard, is not
less than 2 inches (51 mm).

2. The clear span of the gypsum concrete between supports
does not exceed 33 inches (838 mm).

3. Diaphragm action is not required.

4. The design live load does not exceed 40 pounds per
square foot (psf) (1915 Pa).

SECTION 1915
CONCRETE-FILLED PIPE COLUMNS

1915.1 General. Concrete-filled pipe columns shall be manu-
factured from standard, extra-strong or double-extra-strong
steel pipe or tubing that is filled with concrete so placed and
manipulated as to secure maximum density and to ensure com-
plete filling of the pipe without voids.

1915.2 Design. The safe supporting capacity of concrete-filled
pipe columns shall be computed in accordance with the
approved rules or as determined by a test.

1915.3 Connections. Caps, base plates and connections shall
be of approved types and shall be positively attached to the
shell and anchored to the concrete core. Welding of brackets
without mechanical anchorage shall be prohibited. Where the
pipe is slotted to accommodate webs of brackets or other con-
nections, the integrity of the shell shall be restored by welding
to ensure hooping action of the composite section.

192

2007 CALIFORNIA BUILDING CODE

CONCRETE

1915.4 Reinforcement. To increase the safe load-supporting
capacity of concrete-filled pipe columns, the steel reinforce-
ment shall be in the form of rods, structural shapes or pipe
embedded in the concrete core with sufficient clearance to
ensure the composite action of the section, but not nearer than 1
inch (25 mm) to the exterior steel shell. Structural shapes used
as reinforcement shall be milled to ensure bearing on cap and
base plates.

1915.5 Fire-resistance-rating protection. Pipe columns shall
be of such size or so protected as to develop the required
fire-resistance ratings specified in Table 601. Where an outer
steel shell is used to enclose the fire-resistant covering, the shell
shall not be included in the calculations for strength of the col-
umn section. The minimum diameter of pipe columns shall be
4 inches (102 mm) except that in structures of Type V construc-
tion not exceeding three stories or 40 feet (12 192 mm) in
height, pipe columns used in the basement and as secondary
steel members shall have a minimum diameter of 3 inches (76
mm).

1915.6 Approvals. Details of column connections and splices
shall be shop fabricated by approved methods and shall be
approved only after tests in accordance with the approved
rules. Shop-fabricated concrete-filled pipe columns shall be
inspected by the building official or by an approved representa-
tive of the manufacturer at the plant.

2007 CALIFORNIA BUILDING CODE 1 93

1 94 2007 CALIFORNIA BUILDING CODE

CALIFORNIA BUILDING CODE - MATRIX ADOPTION TABLE
CHAPTER 19A- CONCRETE

Adopting Agency

BSC

SFM

HCD

DSA

OSHPD

CSA

DHS

AGR

DWR

CEC

SLC

1/AC

Adopt Entire California Chapter

Adopt Entire Chapter as amended
(amended sections listed below)

Adopt only those sections that are
listed below

Chapter /Section

Codes

2007 CALIFORNIA BUILDING CODE

195

1 96 2007 CALIFORNIA BUILDING CODE

CHAPTER 19,4

CONCRETE

Italics are used for text within Sections 1903 through 1908 of this code to indicate provisions that differ from ACI 318.
State of California amendments in these sections are shown in italics and underlined.

SECTION 19014
GENERAL

1901A.1 Scope. The provisions of this chapter shall govern the
materials, quality control, design and construction of concrete
used in structures.

1901A.1.1 Application. The scope of application of Chap-
ter 19A is as follows:

1. Applications listed in Section 109.2, regulated by the
Division of the State Architect— Structural Safety
(DSA-SS). These applications include public elemen-
tary and secondary schools, community colleges and
state-owned or state-leased essential services build-
ings.

2. Applications listedin Sections 110.1 and 110.4, regu-
lated by the Office of Statewide Health Planning and
Development (OSHPD). These applications include
hospitals, skilled nursing facilities, intermediate care
facilities and correctional treatment centers.

1901A.1.2 Amendments in this chapter. DSA-SS and
OSHPD adopt this chapter and all amendments.

Exception: Amendments adopted by only one agency
appear in this chapter preceded with the appropriate
acronym of the adopting agency, as follows:

1. Division of the State Architect — Structural Safety:

[DSA-SS] For applications listed in Section
109.2.

2. Office of Statewide Health Planning and Develop-
ment.

[OSHPD 1] For applications listed in Section
110.1.

[OSHPD 4] For applications listed in Section
110.4.

190L4.2 Plain and reinforced concrete. Structural concrete
shall be designed and constructed in accordance with the
requirements of this chapter and ACI 318 as amended in Sec-
tion 1908A of this code. Except for the provisions of Sections
1904A and 1910A, the design and construction of slabs on
grade shall not be governed by this chapter unless they transmit
vertical loads or lateral forces from other parts of the structure
to the soil.

1901A.3 Source and applicability. The format and subject
matter of Sections 1902A through 1907A of this chapter are
patterned after, and in general conformity with, the provisions
for structural concrete in ACI 318.

1901A.4 Construction documents. The construction docu-
ments for structural concrete construction shall include:

1. The specified compressive strength of concrete at the
stated ages or stages of construction for which each
concrete element is designed.

2. The specified strength or grade of reinforcement.

3. The size and location of structural elements, reinforce-
ment, and anchors.

4. Provision for dimensional changes resulting from
creep, shrinkage and temperature.

5. The magnitude and location of prestressing forces.

6. Anchorage length of reinforcement and location and
length of lap splices.

7 . Type and location of mechanical and welded splices of
reinforcement.

8. Details and location of contraction or isolation joints
specified for plain concrete.

9. Minimum concrete compressive strength at time of
posttensioning.

10. Stressing sequence for posttensioning tendons.

1 1 . For structures assigned to Seismic Design Category D,
E or F, a statement if slab on grade is designed as a
structural diaphragm (see Section 21.10.3.4 of ACI
318).

1901A.5 Special inspection. The special inspection of con-
crete elements of buildings and structures and concreting oper-
ations shall be as required by Chapter 17A.

SECTION 19024
DEFINITIONS

1902A.1 General. The words and terms defined in ACI 318
shall, for the puiposes of this chapter and as used elsewhere in
this code for concrete construction, have the meanings shown
in ACI 318.

SECTION 19034
SPECIFICATIONS FOR TESTS AND MATERIALS

1903A.1 General. Materials used to produce concrete, con-
crete itself and testing thereof shall comply with the applicable
standards listed in ACI 318. Where required, special inspec-

2007 CALIFORNIA BUILDING CODE

197

CONCRETE

tions and tests shall be in accordance with Chapter 1 7 A and
Section 1916A .

1903A.2 Glass fiber reinforced concrete. Glass fiber rein-
forced concrete (GFRC) and the materials used in such con-
crete shall be in accordance with the PCIMNL 128 standard.

1903 A3 ACT 318. Section 3.3.2. Modify ACT 3 18 Section 3.3.2
by adding the following:

Aggregate sive limitations waiver shall he approved by
the enforcement agency.

Evidence that the aggregate used is not reactive in the
presence of cement alkalis may be required by the enforce-
ment agency. If new aggregate sources are to be used or if
past experience indicates problems with, existing aggregate
sources, test the a ggregate for potential reactivity according
to ASTM C 289 to determine potential reactivity in the pres-
ence of cement.

If the results of the test are other than i nnocuous, selected
concrete propo rtions using the aggregate (see Section
1905A.2) shall he tested in accordance with ASTM C 1567.
If the results of this test indicate an expansion greater than
0. 10 percent at 16-days age, provide mitigation with one of
the cementitious material systems noted below such that an
expansion of less than 0.10 percent at 16-days age is
obtained:

L. Low-alkali portland cement cont aining not more than
0.6 percent total alkali when cal culated as sodium
oxide, as determined, by the m.ethod given in ASTM C
114.

2*. Blended, hydraulic cement. Type IS or TP. conforming
to ASTM C 595. except that Type IS cement shall not
contain less than 40-percent slag constituent.

i. Replacement of not less than 15 percent by weight of
the portland cement used by a mineral admixture con-
forming to ASTM C 618 for Class N or F materials
(Class C is not permitted).

£. Replaceme nt of not le ss than 40 percent by weight of
the portland cement used by a ground, granulated
blast-furnace slag conforming to ASTM C 989.

1903A.4 Welding of reinforcing bars. Modify ACT 318 Section
3.5.2 by adding the following:

If mill test reports are not available, chemical analysis
shall be made of bars representative of the bars to be
welded. Bars with carbon equivalent (C.R.) above 0.75
shall not he welded. Welding shall not be done on or within
two bar diameters of any bent portion of a bar that has been
bent cold. Welding of crossing bars shall not he permitted
for assembly of reinforcement unless a uthori7ed by the
structural engineer and approved by the enforcement
agency per approved procedures.

1903A.5 Fly ash. Replace ACT 318 Section 3.6.6 as follows:

Fly ash or other po77olan can he used as a partial substi-
tute for ASTM C 150 portland cement, as follows:

L Fly ash or other po77olan shall co nform to ASTM C
61 8 for Class N or F materials (Clas s C is not permit-
ted), and

2+ More than 15 percent hy weight of fly ash or other
po77olans shall be permitted to he substituted for
ASTM C 150 portland cement if the mix design is pro-
portioned per Section 1905A.3. SeeSection 1904Afor
durability requirements.

L More than 40 percent hy weight of ground-granu-
lated blast-furnace slag confo rming to ASTM C 989
shall he permitted to he substi tuted for ASTM C 150
portland cement, if the mix de sign is proportioned per
Section 1905A.3. See Section 1904 A for durability
requirements.

SECTION 19044
DURABILITY REQUIREMENTS

19044.1 Water-cementitious materials ratio. Where maxi-
mum water-cementitious materials ratios are specified in ACI
318, they shall be calculated in accordance with ACI 318, Sec-
tion 4.1.

19044.2 Freezing and thawing exposures. Concrete that will
be exposed to freezing and thawing, deicing chemicals or other
exposure conditions as defined below shall comply with Sec-
tions 1904A2.1 through 1904A.2.3.

19044.2.1 Air entrainment. Concrete exposed to freezing
and thawing or deicing chemicals shall be air entrained in
accordance with ACI 318, Section 4.2.1:

1904A.2.2 Concrete properties. Concrete that will be sub-
ject to the following exposures shall conform to the corre-
sponding maximum water-cementitious materials ratios
and minimum specified concrete compressive strength
requirements of ACI 318, Section 4.2.2:

1. Concrete intended to have low permeability where
exposed to water;

2. Concrete exposed to freezing and thawing in a moist
condition or deicer chemicals; or

3. Concrete with reinforcement where the concrete is
exposed to chlorides from deicing chemicals, salt, salt
water, brackish water, seawater or spray from these
sources.

Exception: For occupancies and appurtenances
thereto in Group R occupancies that are in build-
ings less than four stories in height, normal-weight
aggregate concrete shall comply with the require-
ments of Table 1904A.2.2 based on the weathering
classification (freezing and thawing) determined
from Figure 1904A.2.2.

In addition, concrete exposed to deicing chemicals
shall conform to the limitations of Section 1904A.2.3.

1904A.2.3 Deicing chemicals. For concrete exposed to
deicing chemicals, the maximum weight of fly ash, other
pozzolans, silica fume or slag that is included in the concrete
shall not exceed the percentages of the total weight of
cementitious materials permitted by ACI 318, Section 4.2.3 .

1904A.3 Sulfate exposures. Concrete that will be exposed to
sulfate-containing solutions or soils shall comply with the
maximum water-cementitious materials ratios and/or mini-

198

2007 CALIFORNIA BUILDING CODE

CONCRETE

TABLE 1904A2.2
MINIMUM SPECIFIED COMPRESSIVE STRENGTH (f )

TYPE OR LOCATION OF CONCRETE CONSTRUCTION

MINIMUM SPECIFIED COMPRESSIVE STRENGTH (/' c at 28 days, psi)

Negligible exposure

Moderate exposure

Severe exposure

Basement walls and foundations not exposed to the weather

2,500

2,500 a

Basement slabs and interior slabs on grade, except garage floor
slabs

2,500

2,500 a

Basement walls , foundation walls, exterior walls and other
vertical concrete surfaces exposed to the weather

2,500

3,000 b

Driveways, curbs, walks, patios, porches, carport slabs, steps and
other flatwork exposed to the weather, and garage floor slabs

2,500

3,000 b - d

3,500 M

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
19041.2.1.

b. Concrete shall be air entrained in accordance with Section 19044.2.1.

c. Structural plain concrete basement walls are exempt from the requirements for exposure conditions of Section 19044.2.2 (see Section 1909A.6.1).

d. For garage floor slabs where a steel trowel finish is used, the total air content required by Section 1 904A.2. 1 is permitted to be reduced to not less than 3 percent, pro-
vided the minimum specified compressive strength of the concrete is increased to 4,000 psi.

NEGLIGIBLE

-a, b, o

FIGURE 1904A2.2
WEATHERING PROBABILITY MAP FOR CONCRETE 3

a. Lines defining areas are approximate only. Local areas can be more or less severe than indicated by the region classification.

c. Alaska and Hawaii are classified as severe and negligible, respectively.

2007 CALIFORNIA BUILDING CODE

199

CONCRETE

mum specified compressive strength and be made with the
appropriate type of cement in accordance with the provisions
of ACI 318, Section 4.3.

1904A.4 Corrosion protection of reinforcement. Reinforce-
ment in concrete shall be protected from corrosion and expo-
sure to chlorides in accordance with ACI 318, Section 4.4.

SECTION 19054
CONCRETE QUALITY, MIXING AND PLACING

1905A.1 General. The required strength and durability of con-
crete shall be determined by compliance with the proportion-
ing, testing, mixing and placing provisions of Sections
1905A.1.1 through 1905A.13.

1905A.1.1 Strength. Concrete shall be proportioned to pro-
vide an average compressive strength as prescribed in Sec-
tion 1905A.3 and shall satisfy the durability criteria of
Section 1904 A. Concrete shall be produced to minimize the
frequency of strengths below / c as prescribed in Section
1 905A. 6.3 . For concrete designed and constructed in accor-
dance with this chapter, f ' c shall not be less than 3.000 psi
(20. 7 MPa) except that 2.500 psi (J 7.2 MPa) concrete may
be used in the design of footings for light one-story wood- or
steel-framed buildings or other minor structures. No maxi-
mum specified compressive strength shall apply unless
restricted by a specific provision of this code or ACI 318.
Reinforced concrete with sp ecified compressive strength
higher than 8.000 ps i (55 Mpa) shall require prior approval
of the structural design method and acceptance criteria by
the enforcement agency.

1905A.2 Selection of concrete proportions. Concrete propor-
tions shall be determined in accordance with the provisions of
ACI 318, Section 5.2.

A registered civil engineer with experience in concrete mix
design shall select the relative amounts of ingredients to he
used as basic proportions of the concrete m ixes proposed for
use under this provis ion and te sting shall h e performed in a
laboratory acceptable to the enforcement agency.

1905A.3 Proportioning on the basis of field experience
and/or trial mixtures. Concrete proportioning determined on
the basis of field experience and/or trial mixtures shall be done
in accordance with ACI 318, Section 5.3.

1905A.4 Proportioning without field experience or trial
mixtures. Concrete proportioning determined without field
experience or trial mixtures shall be done in accordance with
ACI 318, Section 5.4.

1905A.5 Average strength reduction. As data become avail-
able during construction, it is permissible to reduce the amount
by which the average compressive strength (f c )is required to
exceed the specified value off c in accordance with ACI 318,
Section 5.5.

1905A.6 Evaluation and acceptance of concrete. The criteria
for evaluation and acceptance of concrete shall be as specified
in Sections 1905A.6.2 through 1905A.6.5.

1905A.6.1 Qualified technicians. Concrete shall be tested
in accordance with the requirements in Sections 1905A.6.2

through 1905A.6.5. Qualified field testing technicians shall
perform tests on fresh concrete at the job site, prepare speci-
mens required for curing under field conditions, prepare
specimens required for testing in the laboratory and record
the temperature of the fresh concrete when preparing speci-
mens for strength tests. Qualified laboratory technicians
shall perform all required laboratory tests.

1905A.6.2 Frequency of testing. The frequency of con-
ducting strength tests of concrete and the minimum number
of tests shall be as specified in ACI 318, Section 5.6.2 except
as modified in Section 1905A.6.2.1.

1905A.6.2.1 Sample frequency. Replace ACI 318 Sec-
tion 5.6.2.1 as follows:

5.6.2. 1 Samples for strength tests of each class of con-
crete placed each day shall be taken not less
than once a day, or not less than once for each
50 cubic yards (38.3 m-) of concrete, or not
less than once for each 2.000 square feet (186
m -) of surface area for slabs or walls. Addi-
tional samples for seven-day compressive
strength tests shall be taken for each class of
concrete at the beginning of the concrete work
or whenever the mix or aggregate is changed.

1905A.6.3 Strength test specimens. Specimens prepared
for acceptance testing of concrete in accordance with Sec-
tion 1905A.6.2 and strength test acceptance criteria shall
comply with the provisions of ACI 318, Section 5.6.3.

1905A.6.4 Field-cured specimens. Where required by the
building official to determine adequacy of curing and pro-
tection of concrete in the structure, specimens shall be pre-
pared, cured, tested and test results evaluated for acceptance
in accordance with ACI 318, Section 5.6.4.

1905A.6.5 Low-strength test results. Where any strength
test (see ACI 318, Section 5.6.2.4) falls below the specified
value off the provisions of ACI318, Section 5.6.5, shall
apply.

1905A.7 Preparation of equipment and place of deposit.

Prior to concrete being placed, the space to receive the concrete
and the equipment used to deposit it shall comply with ACI
318, Section 5.7.

1905A.8 Mixing. Mixing of concrete shall be performed in
accordance with ACI 318, Section 5.8.

The capacity of the mixer shall he such that it will handle one
or more full sack batches. No split sack hatches will be permit-
ted, except when all materials are weighed.

1905A.9 Conveying. The method and equipment for convey-
ing concrete to the place of deposit shall comply with ACI 318,
Section 5.9.

1905A.10 Depositing. The depositing of concrete shall com-
ply with the provisions of ACI 318, Section 5.10.

1905A.10.1 Consolidating in congested areas.

Where conditions make consolida tion difficult, or
where reinforcement is congested, a mix design with
smaller she, aggregates shall he used as approved by the

200

2007 CALIFORNIA BUILDING CODE

CONCRETE

architect, structural engineer and the enforcement
agency.

1905A.11 Curing. The length of time, temperature and mois-
ture conditions for curing of concrete shall be in accordance
with ACI 318, Section 5.11.

1905A.12 Cold weather requirements. Concrete to be placed
during freezing or near-freezing weather shall comply with the
requirements of ACI 318, Section 5.12.

When mixing c oncrete during cold weather, the mix shall
have a temperatu re of at least 50°F (10.0°C). but not more
than 90°F (32.2°C). The concrete shall he maintained at a
temperature of at least 50°F {10.0° C) for not less than 72
hours after placing. When necessary, concrete materials
shall be heated before mixing. Special precautions shall be
taken for the protection of transit-mixed concrete to main-
tain a temperature, of at least 50°F (10.0°C).

1905A.13 Hot weather requirements. Concrete to be placed
during hot weather shall comply with the requirements of ACI
318, Section 5.13.

SECTION 1906,4

FORMWORK, EMBEDDED PIPES AND

CONSTRUCTION JOINTS

1906A.1 Formwork. The design, fabrication and erection of
forms shall comply with ACI 318, Section 6.1.

1906A.2 Removal of forms, shores and reshores. The

removal of forms and shores, including from slabs and beams
(except where cast on the ground), and the installation of
reshores shall comply with ACI 318, Section 6.2.

No portion of the forming and shoring system may be
removed less than 12 hours after placing. When stripping time
is less than the specified, curing time, measures shall be taken to
provide adequate, curing and thermal, protection of the, stripped
concrete.

1906A.3 Conduits and pipes embedded in concrete. Con-
duits, pipes and sleeves of any material not harmful to concrete
and within the limitations of ACI 318, Section 6.3, are permit-
ted to be embedded in concrete with approval of the registered
design professional.

1906 A.3. 1 Large openings. Openings larger than 72 inches
(305 mm) in any dimension shall he detailed on the struc-
tural plans. Nothing in this section shall be construed to
permit work in violation of fire and panic, or other safety
standards.

1906A.3.2 Adequate support. Pipes and conduits shall be
adequately supported and secured against displacement
before concrete is placed.

1906A.4 Construction joints. Construction joints, including
their location, shall comply with the provisions of ACI 318,
Section 6.4.

Typical details and proposed locations of construction joints .
shall be indicated on the plans.

1906A.4. 1 Surface preparation. The surface of all horimn-
tal construction joints shall he cleaned and roughened by

exposing clean aggregate solidly embedded in mortar
matrix.

In the event that the contact surface becomes coated
with earth, sawdust, etc.. after being cleaned, the entire
surface so coated shall be recleaned.

SECTION 1907,4
DETAILS OF REINFORCEMENT

1907A.1 Hooks. Standard hooks on reinforcing bars used in
concrete construction shall comply with ACI 318, Section 7.1.

1907A.2 Minimum bend diameters. Minimum reinforce-
ment bend diameters utilized in concrete construction shall
comply with ACI 318, Section 7.2.

1907A.3 Bending. The bending of reinforcement shall comply
with ACI 318, Section 7.3.

1907A.4 Surface conditions of reinforcement. The surface
conditions of reinforcement shall comply with the provisions
of ACI 318, Section 7.4.

1907A.5 Placing reinforcement. The placement of reinforce-
ment, including tolerances on depth and cover, shall comply
with the provisions of ACI 318, Section 7.5. Reinforcement
shall be accurately placed and adequately supported before
concrete is placed.

1907A.5.1 Prestressing tendons. Prestressing tendons
shall be placed within plus or minus l / Anch (6.4 mm) toler-
ance for member depths equal to and less than 8 inches (203
mm) and not to exceed the lesser of* / * inch (9.5 mm) or one
third the minimum concrete cover for member depths
greater than 8 inches (203 mm).

1907A.6 Spacing limits for reinforcement. The clear distance
between reinforcing bars, bundled bars, tendons and ducts
shall comply with ACI 318, Section 7.6.

1907A.7 Concrete protection for reinforcement. The mini-
mum concrete cover for reinforcement shall comply with Sec-
tions 1907A.7.1 through 1907A.7.7.

1907A.7.1 Cast-in-place concrete (nonprestressed). Min-
imum concrete cover shall be provided for reinforcement in
nonprestressed, cast-in-place concrete construction in
accordance with ACI 318, Section 7.7.1.

Concrete tilt-up panels cast against a rigid horizontal
surface, such, as a concrete slab, exposed to the weather
shall have 1-inch (25 mm) concrete cover for No. 8 or
smaller bar and 2-inches (51 mm) cover for No. 9 or
larger bars.

1907A.7.2 Cast-in-place concrete (prestressed). The min-
imum concrete cover for prestressed and nonprestressed
reinforcement, ducts and end fittings in cast-in-place pre-
stressed concrete shall comply with ACI 318, Section 7.7.2.

1907A.7.3 Precast concrete (manufactured under plant
control conditions). The minimum concrete cover for pre-
stressed and nonprestressed reinforcement, ducts and end
fittings in precast concrete manufactured under plant con-
trol conditions shall comply with ACI 318, Section 7.7.3.

2007 CALIFORNIA BUILDING CODE

201

CONCRETE

1907A.7.4 Bundled bars. The minimum concrete cover for
bundled bars shall comply with ACI 318, Section 7.7.4.

1907A.7.5 Corrosive environments. In corrosive environ-
ments or other severe exposure conditions, prestressed and
nonprestressed reinforcement shall be provided with addi-
tional protection in accordance with ACI 318, Section 7.7.5.

1907A.7.6 Future extensions. Exposed reinforcement,
inserts and plates intended for bonding with future exten-
sions shall be protected from corrosion.

1907A.7.7 Fire protection. When this code requires a
thickness of cover for fire protection greater than the mini-
mum concrete cover specified in Section 1907A.7, such
greater thickness shall be used.

1907A.8 Special reinforcement details for columns. Offset
bent longitudinal bars in columns and load transfer in structural
steel cores of composite compression members shall comply
with the provisions of ACI 318, Section 7.8.

1907A.9 Connections. Connections between concrete fram-
ing members shall comply with the provisions of ACI 318, Sec-
tion 7.9.

1907A.10 Lateral reinforcement for compression mem-
bers. Lateral reinforcement for concrete compression mem-
bers shall comply with the provisions of ACI 318, Section 7.10.

1907A.11 Lateral reinforcement for flexural members. Lat-
eral reinforcement for compression reinforcement in concrete
flexural members shall comply with the provisions of ACI 318,
Section 7.11.

1907A.12 Shrinkage and temperature reinforcement. Rein-
forcement for shrinkage and temperature stresses in concrete
members shall comply with the provisions of ACI 318, Section
7.12.

1907A.13 Requirements for structural integrity. The detail-
ing of reinforcement and connections between concrete mem-
bers shall comply with the provisions of ACI 318, Section 7.13,
to improve structural integrity.

SECTION 1908,4
MODIFICATIONS TO ACI 318

1908A.1 General. The text of ACI 318 shall be modified as
indicated in Sections 1908A.1.1 through 1908A.1.47.

1908A.1.1ACI318, Section 8.1 1.5. Replace ACI 11 H Sec-
tion 8.11.5 as follows:

8.1 1 .5— Permanent burned clay or concrete tile fillers
shall he considered only as forms and shall not he
included in the calculations involving shear or bending
moments.

The thickness of the concrete, slab on the permanent
fillers shall he designed as described in ACT 318 Section
8.11.6 as modified in Section 1908A.1.2.

J908A. 1.2 ACI 318. Section 8.11.6. Replace ACI 3 18 Sec-
tion 8.1 1.6 as follows:

8.11.6— Where removable forms or fillers are used, the
thickness of the concrete slab shall not be less than V g of

the clear distance between joists and in no case less than
2 l / z inches (64 mm). Such slab shall be reinforced at
right angles to the joists with at least the amount of rein-
forcement required for flexure, considering load con-
centrations, if any, hut in no case shall the reinforcement
he less than that required hy ACI 318 Section 7.12.

1908A.1.3 ACI 31 8 : Section 8.11. Add Section 8.11.9 to
ACI 31 8 as follows:

8.11.9— Concrete bridging. Concrete bridging shall be
provided as follows: one near the center of spans for 20
to 30 feet (6096 mm to 9144 mm) spans and two near the
third points of spans over 30 feet (9144 mm). Such bridg-
ing shall be either:

(a) A continuous concrete web having a depth equal
to the joist and a width not less than 3 l A inches (89
mm) reinforced with a min imum of one No. 4 bar in
the top and bottom: or

(h) Any other concrete element capable of transfer-
ring a concentrated load of 1.000 pounds (4.5 kN)
from any joists to the two adjacent joists.

Such bridging shall not be required in roof framing
if an individual member is capable of carrying dead
loads plus a concentrated load of 1 .500 pounds (6.7
kN) at any point.

1908A.1.4 ACI 318 : Section 10.5.3. Modify ACI 318 Sec-
tion 10.5.3 by adding the following:

This section shall not he used for membe rs that resist
seismic loads, except that reinforcement provided for
foundation elements for one-story wood-frame or
one-story light-steel buildings need not he more than
one-third greater than that required hy analysis for all
loading conditions.

1908A.1.5ACI318, Section 12.14.3. AddSection 12. 14.3.6
to ACI 318 as follows:

72. 14.3.6— Welded splices and mechanical connections
shall maintain the clearance and coverage requirements
of ACI 3 1 8 Se cti ons 7,6 a n d 7.7,

1908A.1.6ACI 318 : Se.cti.nn 13.5.3.3. Modify ACI 318 Sec-
tion 13.5.3.3 hy adding the following:

Provision of ACI 318 Section 13.5.3.3 shall not be
used, unless approved otherwise hy the enforcement
a gent,

1908A.1.7AC1318, Section 14.2.6. Replace ACI 318 Sec-
tion 14.2.6 as follows:

14. 2. 6— Walls shall he anchored to intersecting elements
such as floors or roofs or to columns, pilasters, hut-
tresses, and intersecting walls and footings with rein-
forcement at least equivalent to No. 4 bars at 12 inches
(305 mm) on center for each layer of reinforcement.

1908A.1.8AC1318, Section 14.3.5. Replace ACI 3 1 8 Sec-
tion 14.3.5 as follows:

14.3.5— Vertical and horizontal, reinforcement shall not
he spaced farther apart than three times the wall, thick-
ness, nor 18 inches (457mm). Unless otherwise required
hy the engineer, the upper- a nd lowermost horizontal

202

2007 CALIFORNIA BUILDING CODE

CONCRETE

reinforcement shall be planed within one-half of the
specified spacing at the top and bottom o f the wall.

1908A.J.9 ACT 318. Section 14.3. Add Section 14.3.8 to
ACJ 318 as follows;

14.3.8 — The minimum requirements for horizontal and
vertical steel of ACJ 318 Sections 14.3.2 and 14.3.3 may
he interchanged for precast panels which are not
restrained along vertical edges to inhibit temperature

expansion or contraction.

1908A.1.10 ACT 31 'ft Section 14.5 Empirical design
method. Not permitted by OSHPD andDSA-SS.

1908A.1.11 ACI318, Section 14.6.1. Replace AC1 318 Sec-
tion 14.6.1 as follows. •

14.6.1 — Nonhearing walls or nonhearing shear walls
shall have a thickness of not less than 4 inches (102 mm)
nor a thickness less than l / ^ of the shorter unsupported
distance between vertical or horizontal stiffening ele-
ments.

Where walls are supported laterally by vertical ele-
ments, the stiffness of each vertical element shall exceed-
that of the tributary area of the wall.

T908A.1.12ACT318. Section 14. Modify ACT 31 8 by add-
ing Section 14.9 as follows:

14.9 — Foundation walls. Horizontal reinforcing of con-
crete foundation walls for wood-frame or light-steel
buildings shall consist of the equivalent of not less than
one No. 5 bar located at the top and bottom of the wall.

Where such, walls exceed 3 feet (914 mm) in height, inter-
mediate horizontal reinforcing shall he provided at
spacing not to exceed 2 feet (610 mm) on center. Mini-
mum vertical reinforcing shall consist of No. 3 bars at 24
inches (610 mm) on center.

Where concrete foundation walls or curbs extend
above the floor line and support wood-frame or
light-steel exterior, hearing or shear walls, they shall be
doweled to the foundation wall, below with a minimum of
No. 3 bars at 24 inches (610 mm) on center. Where the
height of the wall above the, floor line exceeds 18 inches
(457 mm), the wall above and below the floor line shall
' meet the requirements of ACT 318 Section 14.3.

1908A.1.13ACT318. Section 15.2.1. Modify ACJ 318 Sec-
tion 15.2.1 by adding the following:

The appropriate induced, reactions for strength design
may be computed as those due to a factor of 1.4 tim.es the
soil pressures from gravity load combinations and the
seismic load combinations of Section 1605A.3.

T908A.1.14ACT3T8. Section 15.2.2. Modify ACT 3 1 8 Sec-
tion 15.2.2 by adding the following:

External forces and moments are those resulting from
the load combinations of Section 1605 A. 3.

1908 A. 1.1 '5 ACT 318. Section 15.8.3.2. Replace ACT 318
Section 15.8.3.2 as follows:

1 5.8.3.2— Connection between precast walls and sup-
porting members shall meet the requirements of A CI 318

Sections 16.5. 1.3(h) and (c) but not less than required by
Section 1604A.

Exception: In tilt-up construction, this connection
may he to an adjacent floor slab. In no case shall the
connection provided be less than that required, by Sec-
tion 1604A.

1908A.1.16 ACI 318. Section 16.3. Add Section 16.3.3 to
ACJ 31 8 as follows:

16.3.3— Nonhearing. nonshear panels such as
nonstructural architectural cladding panels or column
covers are not required to meet the provisions of Section
1908A.1.17.

1908A.1.17 ACT 318. Section 16. AddSection 16.11 to ACI
318 as follows :

16.1 1 — Reinforcement. Perimeters of precast walls shall
be reinforced continuously with a minimum of one No. 5
bar extending the full height and width of the wall panel.
Bars shall, be continuous around corners. Where wall
panels do not abut columns or other wall panels, perime-
ter bars shall he retained by hooked wall bars. Edges of
openings in precast walls shall be reinforced with a min-
imum of one No. 5 bar continuous past comers sufficient
to develop the bar.

A continuous tie or bond beam shall be provided at the
roof line either as apart of the roof structure or part of
the wall panels as described in the next paragraph
below. This tie may be designed as the edge member of
the roof diaphragm hut, in any case, shall not be less
than equivalent to two No. 6 bars continuous. A continu-
ous tie equivalent to two No. 5 bars minimum shall also
he provided either in the footing or with an enlarged sec-
tion of the floor slab.

Wall panels of shear wall buildings shall be connected
to columns or to each other in such a manner as to
develop at least 75 percent of the horizontal, wall steel.
Half of this contin uous horizontal reinforcing may he
concentrated in bond or tie be ams at the top and bottom
of the walls and at points of intermediate lateral support..
Tf possible, cast-in-place joints with reinforcing bars
extending from the panels into the joint a sufficient dis-
tance to meet the splice requirements of ACI 318 Section
72. 15 for Class A shall, he used. The reinforcing bars or
welded tie details shall not be spaced over eight times the
wall thickness neither vertically nor fewer than four used
in the wall panel height. Where wallpanels are designed
for their respective overturning forces, the panel con-
nections need not comply with the requirements of this
paragraph.

Where splicing of reinforcement must he made at
points of maximum stress or a t closer spacing than per-
mitted by ACI 318 Section 7.6. welding may be used
when the entire procedure is suitable for the particular
quality of steel used and the ambient, conditions. Unless
the welds develop 125 percent of the specified yield
strength of the steel used, reinforcement in the form of
continuous bars or fully anchored dowels shall be added
to provide 25-percent excess steel area and, the welds

2007 CALIFORNIA BUILDING CODE

203

CONCRETE

shall develop not less than the specified yield strength of
the steel.

Where reinforcing bars are used to transfer shear
across a joint the shear value for holts s et forth in Table
1912A.2 may he used.

Wall panels sh all he positively connected to all floors
and, roofs as speci fied in Sections 1604A. 1607 A. 13 and
ASCE 7 Section 13.5. They shall he connected, to the
foundations when not anchored to the floor slab or oth-
erwise properly anchored.

See ACT 31 8 Sections 10.10. 10.11. 10.12 and 10.13
for design of compression forces in the precast walls.

1908A.U8ACT318. Section 16. Add Section 16.12 tnACI
318 as follows:

16. 12— On-site ca st precast wall panels.

16.12.1— The provisions of AC1 3 18 Secti ons 16.1. 16.2.
16.3. 16.4. 16.5. 16.6 and 16.11 shall apply to precast
wall panels cast on site.

16. 12.2 — Precast hearing and nonbearing walls shall be
designed in accordance with the provisions ofACI318
Chapter 14. Panel concrete shall have attained the spec-
ified compressive strength TflJ before erection unless
calculations provided by the structural engineer or
architect demonstrate adequate serviceability during
handling and er ection for concrete panels of lesser
strength.

16.12.3 — In lieu of unsupported height limitations, the
panel may he supported laterally by vertical elements,
provided the panel thickness is not less than V^ the dis-
tance between the panel edges and the stiffness of the
vertical elements exceeds that of the tributary area of the
wall panels. See ASCE 7 Section 13.5 for exterior ele-
ments.

16. 12.4— All emb edded items shall he securely anchored
in place prior to placing the concrete.

16.12.5— Panels shall he allowed as much time as possi-
ble in the erect po sition before making longitudinal con-
nections with an elapsed time of 28 days minimum
between casting and connecting the panels.

16.12.6 — All details of reinforcement, connections.
bearing seats, inserts, anchors, concre te cover, open-
ings, fabrication and erection tolerances s hall he shown
on contract drawings.

1908A.1.19 ACI 318. Section 17.5.1. Modify ACT 3 1 8 Sec-
tion 17.5.1 by adding Sections 17.5. 1. 1 and 17.5. 1.2 as fol-
l ows;

17.5.1.1— Full transfer of horizontal shear forces may
be assumed when all of the following are satisfied:

L Contact surfaces are clean, free oflaitance and in-
tentionally roughened to a full amplitude of ap-
proximately V^inch (6.4 mm):

2+ Minimum ties are provided in accordance with ACI
318 Section 17.6:

3_^ Web members are designed to resist total vertical
shear: and

4^ All shear reinforcement is fully anchored into all
interconnected elements.

17.5.1.2— If all requiremen ts of AC I 318 Section
17.5.1.1 are not satisfied, horizontal shear shall he
investigated in accordance with ACI 318 Section 17.5.3
or 17.5.4.

1908A.1.20ACT318. Section 18.2.3. Modify ACT 3 1 8 Sec-
tion 18.2.3 hy adding the following:

For prestressed concrete members with recessed or
dapped ends, an analysis of the connections shall be
made in accordance with procedures given in Part 6 of
the PCI Design Handbook. 6" ' edition.

J9Q 8 A,L2l A C T m , Section 18,2,4, Mo d ify ACI 318 Sec-
tion 18.2.4 by adding the following:

Where prestress ed concrete elements are restrained
from movement, an analysis of the stresses in the pre-
stressed elements and loads in the adjoining structural
system induced hy the above-described effects shall be
made in accordance with Part 3 of the PCI Design Hand-
book. 6 th edition.

1908 A. 1.22 ACT 318. Section 18.2. Add Section 18.2.7 to
ACI 318 as follows:

18.2.7— Span-to-depth ratio. Span-to-depth ratios for
prestressed concrete members shall not exceed the fol-
lowing, except when calculations of deflections prove
that greater values may be used without adverse effects:

Beams . 30.

One-way Slabs 4SL

Two-way Floor Slabs 4Q.

Two-way Roof Slabs. 4£

FlatSlahs Section 1908A. 1.28

These ratios shoul d he decreased for special conditions
such as heavy loads a nd simple spans.

Maximum deflection criteria shall he in accordance with
ACI 318 Section 9.5.

1908A.1.23 ACT318 : Section 18.6. Add Section 18.6.4 to
ACI 318 as follows:

18.6.4— Presumptive loss ofprestress. In lieu of an anal-
ysis to determine the loss of prestress from the above
sources the loss may he assumed to he 35.000 psi (241
MPa) for pretensioned prestressed members. For
post-tensioned prestressed members the loss due to elas-
tic shortening of concrete, creep of concrete, shrinkage
of concrete and relaxation of steel stress may he assumed
to he 25.000 psi (172 MPa).

1908A.1.24 ACT 318. Section 18.9.2.2. Modify ACT 318
Section 18.9.2.2 by adding the following:

One-way, unbonded, post-tensioned sla bs and beams
shall he designed to carry the dead load of the slab or
beam plus 25 percent of the unreduced superimposed
live load hy some method, other than the primary

204

2007 CALIFORNIA BUILDING CODE

CONCRETE

unbonded post-tensioned reinforcement. Design shall be
based on the strength method of design with a load factor
and capacity reduction factor of one. All reinforcement

*».. ,.,... Capacity r^wmi^m^ im.n>i \jj I/in., jii.i, n.HNi/ii.i.iimiit

other than the primary unbonded reinforcement pro-
vided to meet other requirements of this section may be
used in the design.

J 908 A. J. 25 ACTUS. Section 18.9.2. Modify ACI 31 R Sec-
tion 18.9.2 by adding Section 18.9.2.3 as follows:

18.9.2. 3— Maximum spacing limitations of A CI 318 Sec-
tions 7.6.1 and 8.10.5.2. for bonded reinforcement in
slabs are not applicable to spacing of bonded reinforce-
ment in members with unbonded tendons.

1908A.1.26ACI318; Section 18.12. Add Section 18. 12.7 to
ACI 31 8 as follows:

18.12.7— Openings in flat plates. The requirements of
ACI 318 Section 13.4 apply in principle to openings in
post-tensioned flat plates. Tendons should he continuous
and splayed hori7ontally to get around smaller open-
ings. If tendons are terminated at edges of larger open-
ings, such as at stairwells, an analysis shall be made to
ensure sufficient strength and proper behavior. Edges
around openings may be reinforced in a manner similar
to conventionally reinforced slabs, or. in the case of
larger openings, s upplementary, posttensioning tendons
may be used to strengthen the edges.

1908A.1.27ACT318. Section 18.21. Add Section 18.21 .5 to
ACI 31 8 as fo Hows:

18.21.5 — Prequaliflcation of anchorages and coupler.
Post-tensioned anchorages and couplers for unbonded
tendons shall beprequalifiedfar use inprestressed con-
crete. Data shall be submitted by the post-tensioning
materials fabricator from an approved independent test-
ing agency to show compliance with the following
dynamic test requirements:

A dynamic test s hall be performed on a representative
specimen and the tendon sha ll withstand, without fail-
ure. 500.000 cycles from 60 percent to 66 percent of its
minimum specified ultimate strength and 50 cycles from
40 percent to 80 percent of its minimum specified ulti-
mate strength. The period of each cycle involves the
change from the lower stress level to the upper stress
level, and hack to the lower. The specimen used for the
second dynamic test need not he the same used for the
first dynamic test. Systems uti lJ7ing multiple strands.
wires or bars may be tested utilizing a test tendon of
smaller capacity than the full-size tendon. The test ten-
don shall duplicate the behavior of the full-size tendon
and generally shall not have less than 10 percent of the
capacity of the full-size tendon.

The above test data must he on file at the enforcement
agency for post-tensioning systems to he used. General
approval will be based on satisfactory performance.
Tests shall he required for prestressing steel and anchor-
a ges,

The average hearing stress. P/A b . on the, concrete cre-
ated by the anchorage plates shall not exceed thefollow-

At service load

4i_= 0-6 f c j(A\ _JA,l
but not gre ater thanf £

At transfer load

but not greater than 1.25 f d where:

f £Br —= Permissible compressive concrete stress.

f. a = Compressive strength of concrete.

/. ; = Compressive strength of concrete at time of
initial prestress.

Al b = Maximum area of the portion of the concrete
anchorage surface that is geometrically simi-
lar to and concentric with the area of the an-
chorage.

Afc__= Bearing area of the anchorage.

E = Prestress force in tendon.

1908A.1.28 ACI 318, Section 18. AddSection 18.23 to ACI
318 as follows:

18.23— Prestressed flat slab.

18.23.1— Span-depth ratio. The ratio of the span to
depth of the slab continuous over at least, three sup-
ports with cantilevers at the ends shall not be greater
than 40 for floor slabs or 44 for roof slabs.

18.23.2 — Distribution of tendons. The use of handed
tendons is acceptable. Maximum tendon spacing
shall he six times the slab thickness, not to exceed 42
inches (1067 mm). A minimum prestress level of 125
psi (861 kPa) on the local slab section tributary to the
tendon or tendon group is required. A minimum of
two tendons in flat slabs shall be placed over columns
in each direction. Tendons at slab edges shall he
placed 6 inches (152 mm) clear of the slab edge. Ten-
dons shall, he firmly supported a t intervals not
exceeding 42 inches (1067 mm) to prevent displace-
ment during concrete placement. Tendons shall, not
be bundled in groups greater than five monostrand
tendons. At horizontal plane deviations grouped ten-
dons at curved portions must he separated with
1 -inch-minimum (25 mm) clear between each tendon.

18.23.3— Slab edge reinforcement. The slab edges,
including interior openings with anchorages, shall, he
reinforced with two No. 5 bars, one top and one bot-
tom, minimum, with a No. 3 hairpin placed each side
of each anchorage or tendon carrying an effective
prestressing force of 50.000 pounds (223 kN) or less.
These hairpins shall be increased to No. 4 hairpins if
the effective force per anchorage or tendon is greater
than 50.000 pounds (223 kN).

1908A.1.29 (Chapter 19, Section 1908.1.3) ACI 318, Sec-
tion 21.1. Modify existing definitions and add the following
definintions to ACI 318, Section 21.1.

DESIGN DISPLACEMENT. Total lateral displacement
expected for the design-basis earthquake, as specified by
Section 12.8.6 ofASCE 7.

2007 CALIFORNIA BUILDING CODE

205

CONCRETE

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.

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.

1908A.1.30 (Chapter 19, Section 1908.1.4) ACI 318, Sec-
tion 21.2.1. Modify ACI 318 Sections 21.2.1.2 and
21 .2.1 .4 . to read as follows:

21.2.1.2 — The provisions of ACI 3 1 8 Chapters 1 through
18 shall apply except as modified by the provisions of
A CI 318 Chapter 2 1 and this chapter.

21.2.1.4 — For structures assigned to Seismic Design
Category D, E or F, special moment frames, special
reinforced concrete structural walls, diaphragms and
trusses and foundations complying with 21.2 through
21.10 or intermediate precast structural walls comply-
ing with 21.13 shall be used to resist forces induced by
earthquake motions. Members not proportioned to resist
earthquake forces shall comply with 21.1 1.

1908A.1. 31 (Chapter 19, Section 1908.1.5) ACI 318, Sec-
tion 21.2.5. Modify ACI 3 1 8, Section 21 .2.5, by renumber-
ing as Section 21.2.5.1 and adding new Section 21.2.5.2 to
read as follows:

21.2.5 — Reinforcement in members resisting earth-
quake-induced forces.

21.2.5.1 — Except as permitted in 21.2.5.2, reinforce-
ment resisting earthquake-induced flexural and axial
forces in frame members and in structural wall boundary
elements shall comply with ASTM A 706. ASTM 615,
Grades 40 and 60 reinforcement, shall be permitted in
these members if (a) the actual yield strength based on
mill tests does not exceed the specified yield, f y , strength
by more than 18,000 psi (124 MPa) [retests shall not
exceed this value by more than an additional 3,000 psi
(21 MPa)], and (b) the ratio of the actual tensile strength
to the actual yield strength is not less than 1.25.

For computing shear strength, the value of f y , for
trnasverse reinforcemnet, including sprial reinforce-
ment, shall not exceed 60,000 psi ( for 414 Mpa).

21.2.5.2 — Prestressing steel shall be permitted in flex-
ural members of frames, provided the average prestress,
f pc , calculated for an area equal to the member 's shortest
cross-sectional dimension multiplied by the perpendicu-
lar dimension shall be the lesser of 700 psi (4.83 Mpa) or

f' c /6 at locations of nonlinear action where prestressing
steel is used in members of frames.

1908A.1.32 (Chapter 19, Section 1908.1.6) ACI 318, Sec-
tion 21.2. Modify ACI 318, Section 21.2, by adding new
Section 21.2.9 to read as follows:

21.2.9 - Anchorages for unbonded post-tensioning ten-
dons resisting earthquake induced forces in structures
assigned to Seismic Design Category D, E or F shall
withstand, without failure, 50 cycles of loading ranging
between 40 and 85 percent of the specified tensile
strength of the prestressing steel.

1908A.J.33 (Chapter 19, Section 1908.1.7) ACI 318, Sec-
tion 21.3. Modify ACI 318, Section 21.3 by adding new
Section 21.3.2.5 to read as follows:

21.3.2.5 - Unless the special moment frame is qualified
for use through structural testing as required by 21.6.3,
for flexural members prestressing steel shall not provide
more than one-quarter of the strength for either positive
or negative moment at the critical section in a plastic
hinge location and shall be anchored at or beyond the
exterior face of a joint.

Shear strength provided by prestressing tendons
shall not be considered in design.

1908A.1.34 AC! 318. Section 21.4.4.1. Modify ACI 318
Section 21.4.4. 1 as follows:

Where the calculated point of contraflexure is not
within the middle half of the member clear height, pro-
vide transverse reinforcement as specified in ACI 318
Sections 21.4.4.1. Items (a) through (c). over the full
height of the member.

1908A.1.35 ACI 318, Section 21.4.4. Modify ACI 318 by
adding Section 21.4.4.7 as follows:

21.4.4. 7— A t any section whe re the design strength. (pP„.
of the column is less than the, sum of the shears. V. . com-
puted in accordance with A CI 318 Sections 21. 3.4. 1 and
21.4.5. 1 for all the beams fra ming into the column above
the level under consideration, transverse reinforcement
as specified in ACI 318 Sections 21.4.4.1 through
21.4.4.3 shall he provided. For beams framing into
opposite sides of the column, the moment components
may he assumed, to he of opposite sign. For the determi-
nation of the design strength. (pP„ . of the column, these
moments may he a ssumed to result from the deformation
of the frame in an y one principal axis.

1908A.1.36 ACT 318. Section 21.5.4. Modify ACI 318 hy
adding Section 21.5.4.5 as follows:

21.5.4.5— Splices shall he based on the development
length. 9 d . for a straight bar as determined by ACI 318
Sections 21.5.4. 1 and 21.5.4.2 and modified hy the fac-
tors in ACI 318 Chapter 12.

1908A.1.37 ACT 318. Section 21.7.2.2. Modify ACI 318.
Section 21.7.2.2 by adding the following:

Where boundary members are not req uired hy ACI
318 Section 21.7.6. minimum reinforcement parallel to
the edges of all structural walls and the boundaries of all

206

2007 CALIFORNIA BUILDING CODE

CONCRETE

openings shall consist of twice the cross- sectional area
of the minimum shear reinforcement required per lineal
foot of wall. Horizontal extent of boundary elements
shall, he per ACT J1R Section 21.7.6.4 (a) nnA(h).

190RA.1.38 ACT 37ft, Section 21.7.4. Modify ACT 318 hy
adding Section 21.7.4.6 as follows:

21.7.4.6— Walls and portions of walls with P u > 0.3 5 P a
shall not he considered to contribute to the calculated
strength of the structure for resisting earth-

quake-induced forces. Such walls shall conform to the
requiremen ts of ACT 318 Section 21.11.

1908A.J.39 (Chapter 19. Section 1908.1.81 ACI 318, Sec-
tion 21.7. Modify ACI 318, Section 21.7, by adding new
Section 21.7.10 to read as follows:

21.7.10 — Wall piers and wall segments.

21.7.10. 1 — Wall piers not designed as part of a special
moment frame shall have transverse reinforcement
designed to satisfy the requirements in 21.7.10.2.

Exceptions:

1. Wall piers that satisfy 21.11.

21.7.10.3 — Wall segments with a horizontal
length-to-thickness ratio less than 2.5 shall be designed
as columns.

1908A.1.40 (Chapter 19. Section 1908.1.9) ACI 318, Sec-
tion 21.8. Modify Section 21.8.1 to read as follows:

21.8.1 — Special structural walls constructed using pre-
cast concrete shallsatisfy all the requirements of 21.7 for
cast-in-place special structural walls in addition to Sec-
tion 21.13.2 through 21.13.6.

1908A.J.4J ACT 318, Section 21.9.4. Modify ACT 318 Sec-
tion 21.9.4 by adding the following:

Collector and boundary elements in topping slabs
placed over precast floor and roof elements shall not be
less than 3 inches (76 mm) or 6 d t thick, where d k is the
diameter of the largest reinforcement in the topping slab.

1908A.1.42 Modify ACT 318 hy adding Section 71.9.5.6 as
follows:

21. 9.5.6 — Where boundary members are not required by
ACT 318 Section 21.9.5.3. minimum reinforcement par-
allel to the edges of all diaphragms and the boundaries
of all openings sha ll consist of twice the cross-sectional
area of the minimum shear reinforcement required per
linear foot of diaphragm.

WmdJl (Chapter 19, Section 1908.1.10) ACI318, Sec-
tion 21.10.1.1. Modify ACI 318, Section 21.10.1.1, to read
as follows:

1908A.1.44 (Chapter 1 9. Section 1 908. 1.111 ACI 318, Sec-
tion 21.11. Modify ACI 318, Section 21.11.2.2 to read as
follows:

21.11.2.2 — Members with factored gravity axial forces
exceeding (Af/10) shall satisfy 21.4.3, 21.4.4.1(c),
21.4.4.3 and 21.4.5. The maximum longitudinal spacing
of ties shall be s for the full column height. Spacing, s ,
shall not exceed the smaller of six diameters of the small-
est longitudinal bar enclosed and 6 inches (152 mm). Lap
splices of longitudinal reinforcement in such members
need not satisfy 21.4.3.2 in structures where the seis-
mic-force-resisting system does not include special
moment frames.

19G8A. 1.4.5 (Chapter 1 9. Section 1 908. 1 .1 21 ACI 318, Sec-
tion 21.12.5. Modify ACI 318, Section 21.12.5, by adding
new Section 21.12.5, by adding new Section 21.12.5.6 to
read as follows:

21.12.5.6 — Columns supporting reactions from discon-
tinuous stiff members, such as walls, shall be designed
for the special load combinations in Section 160 5 AA of
the California Building Code and shall be provided with
transverse reinforcement at the spacing, s , as defined in
21.12.5.2 over theirfidl height beneath the levelatwhich
the discontinuity occurs. This transverse reinforcement
shall be extended above and below the column as
required in 21.4.4.5.

1908A.1.46 (Chapter 1 9. Section 1 908. 1 . 1 31 ACT 31 8. Sec

tion 21.13. Modify ACI 318, Section 21.13, by renumber-
ing Section 21.12.3 to become 21.13.4 and adding new
Sections 21.13.3, 21.13.5 and 21.13.6 to read as follows:

21. 13. 4 — Elements of the connection that are not
designed to yield shall develop at least 1.5 S y .

Exceptions:

1 . Wall piers that satisfy 21.11.

2. Wallpiers along a wall line within a story where
other shear wall segments provide lateral sup-

2007 CALIFORNIA BUILDING CODE

207

CONCRETE

port to the wall piers and such segments have a
total stiffness of at least six times the sum of the
stiffnesses of all the wall piers.

21.13.6 — Wall segments with a horizontal
length-to-thickness ratio less than 2.5 shall be designed
as columns.

1908A.1.47 rChapter 1 9. Section 1 908. 1 . 1 fi) ACI 318, Sec-
tion D.3.3. Modify ACI 318, Sections D.3.3.2 through
D.3.3.5, to read as follows:

D.3.3.2 — In structures assigned to Seismic Design Cate-
gory D, E or F, post-installed anchors for use under D.2.3
shall have passed the Simulated Seismic Tests of ACI
355.2.

D.3.3.3 — In structures assigned to Seismic Design Cate-
gory D, E or F, the design strength of anchors shall be
taken as 0.75 q>N„ and 0.75 cp V„, where cp is given in D.4.4
or D.4.5, and N„ and V„ are determined in accordance
withD.4.1.

D.3.3.4 — In structures assigned to Seismic Design Cate-
gory D, E or F, anchors shall be designed to be governed
by tensile or shear strength of a ductile steel element,
unless D.3.3.5 is satisfied.

Exception: Anchors in concrete designed to support
nonstructural components in accordance with ASCE
7 Section 13.4.2 need not satisfy Section D.3.3.4.

Exception: Anchors in concrete designed to support
nonstructural components in accordance with ASCE
7 Section 13.4.2 need not satisfy Section D.3.3.5.

SECTION 19094
STRUCTURAL PLAIN CONCRETE

1909 A. 1 Scope. Plain concrete shall not be used other than as
fill. The minimum specified compression strength of concrete
used as fill shall be 1,500 psi (10.3 MPa) at 28 days.

SECTION 19104
MINIMUM SLAB PROVISIONS

1910A.1 General. The thickness of concrete floor slabs sup-
ported directly on the ground shall not be less than 3V 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 building.

4. For driveways, walks, patios and other flatwork
which will not be enclosed at a later date.

5. Where approved based on local site conditions.

SECTION 19114

ANCHORAGE TO CONCRETE— ALLOWABLE

STRESS DESIGN

1911A.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 1 9 1 2A.
Bolts shall conform to ASTM A 307 or an approved equivalent.

1911A.2 Allowable service load. The allowable service load
for headed anchors in shear or tension shall be as indicated in
Table 191 1A.2. Where anchors are subject to combined shear
and tension, the following relationship shall be satisfied:

(P 1 /PJ» + rV,/V ( ;»£l

where:

(Equation 19-1)

P s = Applied tension service load, pounds (N).

P, = Allowable tension service load from Table 191 1A2,
pounds (N).

V s = Applied shear service load, pounds (N).

V, = Allowable shear service load from Table 191L4.2,
pounds (N).

191 1A. 3 Required edge distance and spacing. The allowable
service loads in tension and shear specified in Table 191 1A.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 determined
by linear interpolation.

191L4.4 Increase in allowable load. Increase of the values in
Table 1911A.2 by one-third is permitted where the provisions
of Section 1605A3.2 permit an increase in allowable stress for
wind loading.

208

2007 CALIFORNIA BUILDING CODE

CONCRETE

TABLE 1 91 1A2
ALLOWABLE SERVICE LOAD ON EMBEDDED BOLTS (pounds)

BOLT

DIAMETER

(inches)

MINIMUM

EMBEDMENT

(inches)

EDGE

DISTANCE

(inches)

SPACING
(inches)

MINIMUM CONCRETE STRENGTH (psi)

f'„= 2,500

f' c = 3,000

f' c = 4,000

Tension

Shear

Tension

Shear

Tension

Shear

2V 2

iv 2

200

500

200

500

200

500

2V 4

4'/ 2

500

1,100

500

1,100

500

1,100

4
4

3
5

950
1,450

1,250
1,600

950
1,500

1,250
1,650

950
1,550

1,250
1,750

4'/ 2
4V 2

3 3 / 4
6V 4

7V 2
7V 2

1,500
2,125

2,750
2,950

1,500
2,200

2,750
3,000

1,500
2,400

2,750
3,050

5
5

4V 2

7V 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

• 6

5V 4

10V 2

2,550

3,700

2,550

4,050

2,550

4,050

3,050

4,125

3,250

4,500

3,650

5,300

iv 8

6 3 / 4

13V 2

3,400

4,750

3,400 .

4,750

3,400

4,750

1V 4

7V 2

4,000

5,800

4,000

5,800

4,000

5,800

For.SI: 1 inch = 25.4 mm, 1 pound per square inch = 0.00689MPa, 1 pound = 4.45 N.

1911A.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
191 1A.2 is permitted. No increase in shear value is permitted.

SECTION 1912/1
ANCHORAGE TO CONCRETE-
STRENGTH DESIGN

1912A.1 Scope. The provisions of this section shall govern the
strength design of anchors installed in concrete for purposes of
transmitting structural loads from one connected element to the
other. Headed bolts, headed studs and hooked (J- or L-) bolts
cast in concrete and expansion anchors and undercut anchors
installed in hardened concrete shall be designed in accordance
with Appendix D of ACI 318 as modified by Section
1908A.1.47, 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 above, shall be in
accordance with an approved procedure.

SECTION 19134
SHOTCRETE

1913A.1 General. Shotcrete is mortar or concrete that is pneu-
matically projected at high velocity onto a surface. Except as
specified in this section, shotcrete shall conform to the require-

ments of this chapter for reinforced concrete and provisions of
ACI 506. The specified compressive strength of shotcrete shall
not be less than 3,000 psi (20.69 MPa).

Concrete or masonry to receive shotcrete shall have the
entire surface thoroughly cleaned and roughened by sand
blasting, and just prior to receiving shotcrete, shall be thor-
oughly cleaned of all debris, dirt and dust. Concrete and
masonry shall be wetted before shotcrete is deposited, but not
so wet as to overcome suction. Sand for sand blasting shall be
clean, sharp and uniform in size, with no particles that will
pass a 50-mesh screen.

1913A.2 Proportions and materials. Shotcrete proportions
shall be selected that allow suitable placement procedures
using the delivery equipment selected and shall result in fin-
ished in-place hardened shotcrete meeting the strength require-
ments of this code.

1913A.3 Aggregate. Coarse aggregate, if used, shall not
exceed 3 / 4 inch (19.1 mm).

1913A.4 Reinforcement. Reinforcement used in shotcrete
construction shall comply with the provisions of Sections
1913A4.1 through 1913A4.4.

1913A.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.

1913A.4.2 Clearance. When No. 5 or smaller bars are used,
there shall be a minimum clearance between parallel rein-
forcement bars of 2V 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

2007 CALIFORNIA BUILDING CODE

209

CONCRETE

bar diameters and the remaining curtain shall have a mini-
mum spacing of six bar diameters.

1913A.4.3 Splices. Lap splices of reinforcing bars shall uti-
lize the noncontact lap splice method with a minimum clear-
ance of 2 inches (5 1 mm) between bars. The use of contact
lap splices necessary for support of the reinforcing is per-
mitted when approved by the building official, based on sat-
isfactory preconstruction tests that show that adequate
encasement of the bars will be achieved, and provided that
the splice is oriented so that a plane through the center of the
spliced bars is perpendicular to the surface of the shotcrete.

1913A.4.4 Spirally tied columns. Shotcrete shall not be
applied to spirally tied columns.

1913A.5 Preconstruction tests. When required by the build-
ing 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 sim-
ulate job conditions as closely as possible. The panel thickness
and reinforcing shall reproduce the thickest and most con-
gested 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 equip-
ment used in preconstruction testing shall be the same equip-
ment used in the work requiring such testing, unless substitute
equipment is approved by the building official.

1913A.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.

1913A.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.

The film of laitance which forms on the surface of the
shotcrete shall be removed within approximately 2 hours after
application by brushing with a stiff broom. If this film is not
removed within 2 hours, it shall be removed by thorough wire
brushing or sandblasting. Construction joints over 8 hours old
shall be thoroughly cleaned with air and water prior to receiv-
ing shotcrete.

1913A.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.

1913A.9 Curing. During the curing periods specified herein,
shotcrete shall be maintained above 40°F (4°C) and in moist
condition.

1913A.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.

1913A.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.

1913A.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.

1913A.10 Strength tests. Strength tests for shotcrete shall be
made in accordance with ASTM standards by an approved
agency on specimens that are representative of the work and
which have been water soaked for at least 24 hours prior to test-
ing. When the maximum-size aggregate is larger than V 8 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-diame-
ter (51 mm) cores or 2-inch (51 mm) cubes.

1913A.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.

1913A.10.2 Panel criteria. When the maximum-size
aggregate 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. Approval from the enforce-
ment agency must be obtained prior to performing the test
panel method.

1913A.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 f c The average compressive strength of three
cubes taken from the in-place work or a single test panel
shall equal or exceed f c with no individual cube less than
0.88/V To check accuracy, locations represented by erratic
core or cube strengths shall be retested.

1913 A.ll Equipment. 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
enforcement agency.

1913 A.ll Forms and ground wires for shotcrete. Forms for
shotcrete shall be substantial and rigid. Forms shall be built
and placed so as to permit the escape of air and rebound.

Adequate ground wires, which are to be used as screeds,
shall be placed to establish the thickness, surface planes and

210

2007 CALIFORNIA BUILDING CODE

CONCRETE

form of the shotcrete work. All surfaces shall be rodded to these
wires.

1913A.13 Placing. Shotcrete shall be placed in accordance
with ACI 506.

SECTION 19144
REINFORCED GYPSUM CONCRETE

1914A.1 General. Reinforced gypsum concrete shall comply
with the requirements of ASTM C 3 17 and ASTM C 956. Rein-
forced gymsum concrete shall be considered as an alternative
system.

1914A.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 1 V 2 inches
(38 mm), provided the following conditions are satisfied:

1. The overall thickness, including the formboard, is not
less than 2 inches (51 mm).

2. The clear span of the gypsum concrete between supports
does not exceed 33 inches (838 mm).

3. Diaphragm action is not required.

4. The design live load does not exceed 40 pounds per
square foot (psf) (1915 Pa).

SECTION 19154
CONCRETE-FILLED PIPE COLUMNS

1915A.1 General. Concrete-filled pipe columns shall be man-
ufactured from standard, extra-strong or double-extra-strong
steel pipe or tubing that is filled with concrete so placed and
manipulated as to secure maximum density and to ensure com-
plete filling of the pipe without voids.

1915A.2 Design. The safe supporting capacity of con-
crete-filled pipe columns shall be computed in accordance with
the approved rules or as determined by a test.

1915A.3 Connections. Caps, base plates and connections shall
be of approved types and shall be positively attached to the
shell and anchored to the concrete core. Welding of brackets
without mechanical anchorage shall be prohibited. Where the
pipe is slotted to accommodate webs of brackets or other con-
nections, the integrity of the shell shall be restored by welding
to ensure hooping action of the composite section.

1915A.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.

1915A.5 Fire-resistance-rating protection. Pipe columns
shall be of such size or so protected as to develop the required
fire-resistance ratings specified in Table 601. Where an outer
steel shell is used to enclose the fire-resistant covering, the shell
shall not be included in the calculations for strength of the col-
umn section. The minimum diameter of pipe columns shall be

4 inches (102 mm) except that in structures of Type V construc-
tion not exceeding three stories or 40 feet (12 192 mm) in
height, pipe columns used in the basement and as secondary
steel members shall have a minimum diameter of 3 inches (76
mm).

1915A.6 Approvals. Details of column connections and
splices shall be shop fabricated by approved methods and shall
be approved only after tests in accordance withj the approved
rules. Shop-fabricated concrete-filled pipe columns shall be
inspected by the building official or by an approved representa-
tive of the manufacturer at the plant.

SECTION 1916A
CONCRETE TESTING

1916A.1 Cementitious material. The concrete supplier shall
furnish to the enforcement agency certification that the cement
proposed for use on the project has been manufactured and
tested in compliance with the requirements of ASTM C 150 for
Portland cement and ASTM C 595 or ASTM C 11 57 for blended
hydraulic cement, whichever is applicable. When a mineral
admixture or ground granulated blast-furnace slag is proposed
for use, the concrete supplier shall furnish to the enforcement
agency certification that they have been manufactured and
tested in compliance with ASTM C618 or ASTM C 989, which-
ever is applicable. The concrete producer shall provide copies
of the cementitious material supplier's Certificate of Compli-'
once that represents the materials used by date of shipment for
concrete. Cementitious materials without Certification of
Compliance shall not be used.

1916A.2 Tests of reinforcing bars. Where samples are taken
from bundles as deliveredfrom the mill, with the bundles identi-
fied as to heat number and provided the mill analyses accom-
pany the report, one tensile test and one bend test shall be made
from a specimen from each 10 tons (9080 kg) or fraction thereof
of each size of reinforcing steel.

Where positive identification of the heat number cannot be
made or where random samples are to be taken, one series of
tests shall be made from each 2 l / 2 tons (2270 kg) or fraction
thereof of each size of reinforcing steel. See Section 1916A.4
for waiver of tests.

1916A.3 Tests for prestressing steel and anchorage. All wires
or bars of each size from each mill heat and all strands from
each manufactured reel to be shipped to the site shall be
assigned an individual lot number and shall be tagged in such a
manner that each lot can be accurately identified at the job site.
Each lot of tendon and anchorage assemblies and bar couplers
to be installed shall be likewise identified.

The following, samples of materials and tendons selected by
the engineer or the designated testing laboratory from the
prestressing steel at the plant or job site shall be furnished by
the contractor and tested by an approved independent testing
agency:

1. For wire, strand or bars, 7 -foot-long (2134 mm) samples
shall be taken of the coil of wire or strand reel or rods. A
minimum of one random sample per 5,000 pounds (2270
kg) of each heat or lot used on the job shall be selected.

2007 CALIFORNIA BUILDING CODE

211

CONCRETE

2. For prefabricated prestressing tendons other than bars,
one completely fabricated tendon 10 feet (3048 mm) in
length between grips with anchorage assembly at one
end shall be furnished for each size and type of tendon
and anchorage assembly.

Variations of the bearing plate size need not be consid-
ered.

The anchorages of unbonded tendons shall develop at
least 95 percent of the minimum specified ultimate
strength of the prestressing steel. The total elongation of
the tendon under ultimate load shall not be less than 2
percent measured in a minimum gage length of 10 feet
(3048 mm).

Anchorages of bonded tendons shall develop at least
90 percent of the minimum specified strength of the
prestressing steel tested in an unbonded state. All cou-
plings shall develop at least 95 percent of the minimum
specified strength of the prestressing steel and shall not
reduce the elongation at rupture below the requirements
of the tendon itself.

3. If the prestressing tendon is a bar, one 7 -foot (2134 mm)
length complete with one end anchorage shall be fur-
nished and, in addition, if couplers are to be used with
the bar, two 4-foot (1219 mm) lengths of bar fabricated
to fit and equipped with one coupler shall be furnished.

4. Mill tests of materials used for end anchorages shall be
furnished. In addition, at least one Brinnell hardness test
shall be made of each thickness of bearing plate.

1916A.4 Waiver of material testing. Tests of reinforcing bars
may be waived by the architect or structural engineer with the
approval of the enforcement agency for one-story buildings
where the specified compressive strength of the concrete, f c ,
delivered to the job site is 3,500 psi (24.13 MPa) and where the
f c used in design is 2,500 psi (17.24 MPa).

1916A.5 Composite construction cores. Cores of the com-
pleted composite concrete construction shall be taken to dem-
onstrate the shear strength along the contact surfaces. The
cores shall be tested when the cast-in-place concrete is approx-
imately 28 days old and shall be tested by a shear loading par-
allel to the joint between the precast concrete and the
cast-in-place concrete. The minimum unit shear strength of the
contact surface area of the core shall not be less than 100 psi
(689 kPa).

At least one core shall be taken from each building for each
5,000 square feet (465 m 2 ) of area of composite concrete con-
struction and not less than three cores shall be taken from each
project. The architect or structural engineer in responsible
charge of the project or his or her representative shall desig-
nate the location for sampling.

1916A.6 Tests ofshotcrete. Testing ofshotcrete shall follow the
provisions of Section 1913 A and the general requirements of
ACI 318 Section 5.6.

1916A.7 Gymsum field tests. Field tests shall be made during
construction to verify gypsum strength. One sample consisting
of three specimens shall be made for each 5,000 square feet

(465 m 2 ) or fraction thereof of all gypsum poured, but not less
than one sample shall be taken from each half-day's pour.

1916A.8 Tests for post-installed anchors in concrete. When
drilled-in expansion-type anchors or other post-installed
anchors acceptable to the enforcement agency are used in lieu
of cast-in-place bolts, the allowable shear and tension values
and installation verification test loads shall be acceptable to
the enforcement agency.

When expansion-type anchors are listed for sill plate bolting
applications, 10 percent of the anchors shall be tension tested.

When expansion-type anchors are used for other structural
applications, all such expansion anchors shall be tension
tested. Expansion-type anchors shall not be used as hold-down
bolts.

The tension testing of the expansion anchors shall be done in
the presence of the special inspector and a report of the test
results shall be submitted to the enforcement agency. If any
anchors fail the tension-testing requirements, the additional
testing requirements shall be acceptable to the enforcement
agency. The above requirements shall also apply to other
post-installed anchors acceptable to the enforcement agency
and bolts or anchors set in concrete with chemical if the
long-term durability and stability of the chemical material and
its resistance to loss of strength and chemical change at ele-
vated temperatures are established to the satisfaction of the
enforcement agency.

SECTION 191 7 A
EXISTING CONCRETE STRUCTURES

1917A.1 Existing concrete structures. The structural use of
existing concrete with a core strength less than 1,500 psi (10.3
MPa) is not permitted in rehabilitation work.

For existing concrete structures, sufficient cores shall be
taken at representative locations throughout the structure, as
designated by the architect or structural engineer, so that
knowledge will be had of the in-place strength of the concrete.
At least three cores shall be taken from each building for each
4,000 square feet (372 m 2 ) of floor area, or fraction thereof.
Cores shall be at least 4 inches (102 mm) in diameter. Cores as
small as 2.7 5 inches (70 mm) in diameter may be allowed by the
enforcement agency when reinforcement is closely spaced and
the coarse aggregate does not exceed 1 '/ 4 inch (19 mm).

212

2007 CALIFORNIA BUILDING CODE

CALIFORNIA BUILDING CODE - MATRIX ADOPTION TABLE
CHAPTER 20 -ALUMINUM

Adopting Agency

BSC

SFM

HCD

DSA

OSHPD

CSA

DHS

AGR

DWR

CEC

SLC

1 .

1/AC

Adopt Entire Chapter

Adopt Entire Chapter as
amended (amended sections
listed below)

Adopt only those sections that
are listed below

Chapter / Section

Codes

2003.1

2007 CALIFORNIA BUILDING CODE

213

21 4 2007 CALIFORNIA 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.

SECTION 2003
INSPECTION

2003.1 Inspection. [OSHPD land4& DSA-SS] Inspection of
aluminum shall be required in accordance with the require-
ments for steel in Chapter 17 A.

215
2007 CALIFORNIA BUILDING CODE

21 6 2007 CALIFORNIA BUILDING CODE

CALIFORNIA BUILDING CODE - MATRIX ADOPTION TABLE
CHAPTER 21 -MASONRY

Adopting Agency

BSC

SFM

HCD

DSA

OSHPD

CSA

DHS

AGR

DWR

CEC

SLC

1/AC

Adopt Entire Chapter

Adopt Entire Chapter as
amended (amended sections
listed below)

Adopt only those sections that
are listed below

Chapter /Section

Codes

2113.9.1

♦

The ♦ designation indicates that the Office of the State Fire Marshal's adoption of this chapter or
individual sections is applicable to structures subject to DSA-SS.

2007 CALIFORNIA BUILDING CODE

217

21 8 2007 CALIFORNIA BUILDING CODE

CHAPTER 21

MASONRY

SECTION 2101
GENERAL

2101.1 Scope. This chapter shall govern the materials, design,
construction and quality of masonry.

2101.2 Design methods. Masonry shall comply with the pro-
visions of one of the following design methods in this chapter
as well as the requirements of Sections 2101 through 2104.
Masonry designed by the allowable stress design provisions of
Section 2101.2.1, the strength design provisions of Section

2101.2.2 or the prestressed masonry provisions of Section

2101.2.3 shall comply with Section 2105.

2101.2.1 Allowable stress design. Masonry designed by
the allowable stress design method shall comply with the
provisions of Sections 2106 and 2107.

2101.2.2 Strength design. Masonry designed by the
strength design method shall comply with the provisions of
Sections2106 and2108, except that autoclaved aerated con-
crete (AAC) masonry shall comply with the provisions of
Section 2106 and Chapter 1 and Appendix A of ACI
530/ASCE 5/TMS 402. AAC masonry shall not be used in
the seismic-force-resisting system of structures classified as
Seismic Design Category B, C, D, E or F.

2101.2.3 Prestressed masonry. Prestressed masonry shall
be designed in accordance with Chapters 1 and 4 of ACI
530/ASCE 5/TMS 402 and Section 2106. Special inspec-
tion during construction shall be provided as set forth in
Section 1704.5.

2101.2.4 Empirical design. Masonry designed by the
empirical design method shall comply with the provisions
of Sections 2106 and 2109 or Chapter 5 of ACI 530/ASCE
5/TMS 402.

2101.2.5 Glass unit masonry. Glass unit masonry shall
comply with the provisions of Section 21 10 or Chapter 7 of
ACI 530/ASCE 5/TMS 402.

2101.2.6 Masonry veneer. Masonry veneer shall comply
with the provisions of Chapter 14 or Chapter 6 of ACI
530/ASCE 5/TMS 402.

2101.3 Construction documents. The construction docu-
ments shall show all of the items required by this code includ-
ing the following:

1. Specified size, grade, type and location of reinforce-
ment, anchors and wall ties.

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.

2101.3.1 Fireplace drawings. The construction documents
shall describe in sufficient detail the location, size and con-
struction of masonry fireplaces. The thickness and charac-

teristics of materials and the clearances from walls, parti-
tions and ceilings shall be clearly indicated.

SECTION 2102
DEFINITIONS AND NOTATIONS

2102.1 General. The following words and terms shall, for the
purposes of this chapter and as used elsewhere in this code,
have the meanings shown herein.

AAC MASONRY. Masonry made of autoclaved aerated con-
crete (AAC) units, manufactured without internal reinforce-
ment and bonded together using thin- or thick-bed mortar.

ADOBE CONSTRUCTION. Construction in which the exte-
rior load-bearing and nonload-bearing walls and partitions are
of unfired clay masonry units, and floors, roofs and interior
framing are wholly or partly of wood or other approved materi-
als.

Adobe, stabilized. Unfired clay masonry units to which
admixtures, such as emulsified asphalt, are added during the
manufacturing process to limit the units' water absorption
so as to increase their durability.

Adobe, unstabilized. Unfired clay masonry units that do
not meet the definition of "Adobe, stabilized."

ANCHOR. Metal rod, wire or strap that secures masonry to its
structural support.

ARCHITECTURAL TERRA COTTA. Plain or ornamental
hard-burned modified clay units, larger in size than brick, with
glazed or unglazed ceramic finish.

AREA.

Bedded. The area of the surface of a masonry unit that is in
contact with mortal - in the plane of the joint.

Gross cross-sectional. The area delineated by the
out-to-out specified dimensions of masonry in the plane
under consideration.

Net cross-sectional. The area of masonry units, grout and
mortar crossed by the plane under consideration based on
out-to-out specified dimensions.

AUTOCLAVED AERATED CONCRETE (AAC).
Low-density cementitious product of calcium silicate hydrates,
whose material specifications are defined in ASTM C 1386.

BED JOINT. The horizontal layer of mortar on which a
masonry unit is laid.

BOND BEAM. A horizontal grouted element within masonry
in which reinforcement is embedded.

BOND REINFORCING. The adhesion between steel rein-
forcement and mortal- or grout.

2007 CALIFORNIA BUILDING CODE

219

MASONRY

BRICK.

Calcium silicate (sand lime brick). A masonry unit made
of sand and lime.

Clay or shale. A masonry unit made of clay or shale, usu-
ally formed into a rectangular prism while in the plastic state
and burned or fired in a kiln.

Concrete. A masonry unit having the approximate shape of
a rectangular prism and composed of inert aggregate parti-
cles embedded in a hardened cementitious matrix.

BUTTRESS. A projecting part of a masonry wall built inte-
grally therewith to provide lateral stability.

CAST STONE. A building stone manufactured from portland
cement concrete precast and used as a trim, veneer or facing on
or in buildings or structures.

CELL. A void space having a gross cross-sectional area
greater than 1 V 2 square inches (967 mm 2 ).

CHIMNEY. A primarily vertical enclosure containing one or
more passageways for conveying flue gases to the outside
atmosphere.

CHIMNEY TYPES.

High-heat appliance type. An approved chimney for
removing the products of combustion from fuel-burning,
high-heat appliances producing combustion gases in excess
of 2,000°F (1093°C) measured at the 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 1,000°F (538°C) under normal operating condi-
tions, but capable of producing combustion gases of
1,400°F (760°C) during intermittent forces firing for peri-
ods up to 1 hour. Temperatures shall be measured at the
appliance flue outlet.

Masonry type. A field-constructed chimney of solid
masonry units or stones.

Medium-heat appliance type. An approved chimney for
removing the products of combustion from fuel-burning, .
medium-heat appliances producing combustion gases not
exceeding 2,000°F (1093°C) measured at the appliance flue
outlet (see Section 2113.11.2).

CLEANOUT. An opening to the bottom of a grout space of
sufficient size and spacing to allow the removal of debris.

COLLAR JOINT. Vertical longitudinal joint between wythes
of masonry or between masonry and backup construction that
is permitted to be filled with mortar or grout.

COLUMN, MASONRY. An isolated vertical member whose
horizontal dimension measured at right angles to its thickness
does not exceed three times its thickness and whose height is at
least four times its thickness.

COMPOSITE ACTION. Transfer of stress between compo-
nents of a member designed so that in resisting loads, the com-
bined components act together as a single member.

COMPOSITE MASONRY. Multiwythe masonry members
acting with composite action.

COMPRESSIVE STRENGTH OF MASONRY. Maximum
compressive force resisted per unit of net cross-sectional area
of masonry, determined by the testing of masonry prisms or a
function of individual masonry units, mortar and grout.

CONNECTOR. A mechanical device for securing two or
more pieces, parts or members together, including anchors,
wall ties and fasteners.

COVER. Distance between surface of reinforcing bar and
edge of member.

DIAPHRAGM. A roof or floor system designed to transmit
lateral forces to shear walls or other lateral-load-resisting ele-
ments.

DIMENSIONS.

Actual. The measured dimension of a masonry unit or ele-
ment.

Nominal. The specified dimension plus an allowance for
the joints with which the units are to be laid. Thickness is
given first, followed by height and then length.

Specified. The dimensions specified for the manufacture or
construction of masonry, masonry units, joints or any other
component of a structure.

EFFECTIVE HEIGHT. For braced members, the effective
height is the clear height between lateral supports and is used
for calculating the slenderness ratio. The effective height for
unbraced members is calculated in accordance with engineer-
ing mechanics.

FIREPLACE. A hearth and fire chamber or similar prepared
place in which a fire may be made and which is built in con-
junction with a chimney.

FIREPLACE THROAT. The opening between the top of the
firebox and the smoke chamber.

FOUNDATION PIER. An isolated vertical foundation mem-
ber whose horizontal dimension measured at right angles to its
thickness does not exceed three times its thickness and whose
height is equal to or less than four times its thickness.

GLASS UNIT MASONRY. Masonry composed of glass units
bonded by mortar.

GROUTED MASONRY.

Grouted hollow-unit masonry. That form of grouted
masonry construction in which certain designated cells of
hollow units are continuously filled with grout.

Grouted multiwythe masonry. That form of grouted
masonry construction in which the space between the
wythes is solidly or periodically filled with grout.

HEAD JOINT. Vertical mortar joint placed between masonry
units within the wythe at the time the masonry units are laid.

HEADER (Bonder). A masonry unit that connects two or
more adjacent wythes of masonry.

HEIGHT, WALLS. The vertical distance from the foundation
wall or other immediate support of such wall to the top of the
wall.

220

2007 CALIFORNIA BUILDING CODE

MASONRY

MASONRY. A built-up construction or combination of build-
ing units or materials of clay, shale, concrete, glass, gypsum,
stone or other approved units bonded together with or without
mortar or grout or other accepted methods of joining.

Ashlar masonry. Masonry composed of various-sized rect-
angular units having sawed, dressed or squared bed sur-
faces, properly bonded and laid in mortar.

Coursed ashlar. Ashlar masonry laid in courses of stone of
equal height for each course, although different courses
shall be permitted to be of varying height.

Glass unit masonry. Masonry composed of glass units
bonded by mortar.

Plain masonry. Masonry in which the tensile resistance of
the masonry is taken into consideration and the effects of
stresses in reinforcement are neglected.

Random ashlar. Ashlar masonry laid in courses of stone set
without continuous joints and laid up without drawn pat-
terns . When composed of material cut into modular heights,
discontinuous but aligned horizontal joints are discernible.

Reinforced masonry. Masonry construction in which rein-
forcement acting in conjunction with the masonry is used to
resist forces.

Solid masonry. Masonry consisting of solid masonry units
laid contiguously with the joints between the units filled
with mortar.

Unreinforced (plain) masonry. Masonry in which the ten-
sile resistance of masonry is taken into consideration and
the resistance of the reinforcing steel, if present, is
neglected.

MASONRY UNIT. Brick, tile, stone, glass block or concrete
block conforming to the requirements specified in Section
2103.

Clay. A building unit larger in size than a brick, composed
of burned clay, shale, fired clay or mixtures thereof.

Concrete. A building unit or block larger in size than 12
inches by 4 inches by 4 inches (305 mm by 102 mm by 102
mm) made of cement and suitable aggregates.

Hollow. A masonry unit whose net cross-sectional area in
any plane parallel to the load-bearing surface is less than 75
percent of its gross cross-sectional area measured in the
same plane.

Solid. A masonry unit whose net cross-sectional area in
every plane parallel to the load-bearing surface is 75 percent
or more of its gross cross-sectional area measured in the
same plane.

MEAN DAILY TEMPERATURE. The average daily tem-
perature of temperature extremes predicted by a local weather
bureau for the next 24 hours.

MORTAR. A plastic mixture of approved cementitious mate-
rials, fine aggregates and water used to bond masonry or other
structural units.

MORTAR, SURFACE-BONDING. A mixture to bond con-
crete masonry units that contains hydraulic cement, glass fiber

reinforcement with or without inorganic fillers or organic mod-
ifiers and water.

PLASTIC HINGE. The zone in a structural member in which
the yield moment is anticipated to be exceeded under loading
combinations that include earthquakes.

PRESTRESSED MASONRY. Masonry in which internal
stresses have been introduced to counteract potential tensile
stresses in masonry resulting from applied loads.

PRISM. An assemblage of masonry units and mortar with or
without grout used as a test specimen for determining proper-
ties of the masonry.

RUBBLE MASONRY. Masonry composed of roughly
shaped stones.

Coursed rubble. Masonry composed of roughly shaped
stones fitting approximately onlevel beds and well bonded.

Random rubble. Masonry composed of roughly shaped
stones laid without regularity of coursing but well bonded
and fitted together to form well-divided joints.

Rough or ordinary rubble. Masonry composed of
unsquared field stones laid without regularity of coursing
but well bonded.

RUNNING BOND. The placement of masonry units such that
head joints in successive courses are horizontally offset at least
one-quarter the unit length.

SHEAR WALL.

Detailed plain masonry shear wall. A masonry shear wall
designed to resist lateral forces neglecting stresses in rein-
forcement, and designed in accordance with Section
2106.1.1.

Intermediate prestressed masonry shear wall. A pre-
stressed masonry shear wall designed to resist lateral forces
considering stresses in reinforcement, and designed in
accordance with Section 2106.1.1.2.

Intermediate reinforced masonry shear wall. A masonry
shear wall designed to resist lateral forces considering
stresses in reinforcement, and designed in accordance with
Section 2106.1.1.

Ordinary plain masonry shear wall. A masonry shear
wall designed to resist lateral forces neglecting stresses in
reinforcement, and designed in accordance with Section
2106.1.1.

Ordinary plain prestressed masonry shear wall. A pre-
stressed masonry shear wall designed to resist lateral forces
considering stresses in reinforcement, and designed in
accordance with Section 2106.1.1.1.

Ordinary reinforced masonry shear wall. A masonry
shear wall designed to resist lateral forces considering
stresses in reinforcement, and designed in accordance with
Section 2106.1.1.

Special prestressed masonry shear wall. A prestressed
masonry shear wall designed to resist lateral forces consid-
ering stresses in reinforcement and designed in accordance
with Section 2106.1.1.3 except that only grouted, laterally
restrained tendons are used.

2007 CALIFORNIA BUILDING CODE

221

MASONRY

Special reinforced masonry shear wall. A masonry shear
wall designed to resist lateral forces considering stresses in
reinforcement, and designed in accordance with Section
2106.1.1.

SHELL. The outer portion of a hollow masonry unit as placed
in masonry.

SPECIFIED. Required by construction documents.

SPECIFIED COMPRESSIVE STRENGTH OF
MASONRY, 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 numeri-
cal value only is intended and the result has units of pounds per
square inch (psi) (MPa).

STACK BOND. The placement of masonry units in a bond
pattern is such that head joints in successive courses are verti-
cally aligned. For the purpose of this code, requirements for
stack bond shall apply to masonry laid in other than running
bond.

STONE MASONRY. Masonry composed of field, quarried or
cast stone units bonded by mortar.

Ashlar stone masonry. Stone masonry composed of rect-
angular units having sawed, dressed or squared bed surfaces
and bonded by mortar.

Rubble stone masonry. Stone masonry composed of irreg-
ular-shaped units bonded by mortar.

STRENGTH.

Design strength. Nominal strength multiplied by a strength
reduction factor.

Nominal strength. Strength of a member or cross section
calculated in accordance with these provisions before appli-
cation of any strength-reduction factors.

Required strength. Strength of a member or cross section
required to resist factored loads.

THIN-BED MORTAR. Mortar for use in construction of
AAC unit masonry with joints 0.06 inch (1.5 mm) or less.

TEE, LATERAL. Loop of reinforcing bar or wire enclosing
longitudinal reinforcement.

TD3, WALL. A connector that connects wythes of masonry
walls together.

TILE. A ceramic surface unit, usually relatively thin in relation
to facial area, made from clay or a mixture of clay or other
ceramic materials, called the body of the tile, having either a
"glazed" or "unglazed" face and fired above red heat in the
course of manufacture to a temperature sufficiently high
enough to produce specific physical properties and
characteristics.

TILE, STRUCTURAL CLAY. A hollow masonry unit com-
posed of burned clay, shale, fire clay or mixture thereof, and
having parallel cells.

WALL. A vertical element with a horizontal length-to-thick-
ness ratio greater than three, used to enclose space.

Cavity wall. A wall built of masonry units or of concrete, or
a combination of these materials, arranged to provide an air-
space within the wall, and in which the inner and outer parts
of the wall are tied together with metal ties.

Composite wall. A wall built of a combination of two or
more masonry units bonded together, one forming the
backup and the other forming the facing elements.

Dry-stacked, surface-bonded walls. A wall built of con-
crete masonry units where the units are stacked dry, without
mortar on the bed or head joints, and where both sides of the
wall are coated with a surface-bonding mortar.

Masonry-bonded hollow wall. A wall built of masonry
units so arranged as to provide an airspace within the wall,
and in which the facing and backing of the wall are bonded
together with masonry units.

Parapet wall. The part of any wall entirely above the roof
line.

WEB. An interior solid portion of a hollow masonry unit as
placed in masonry.

WYTHE. Each continuous, vertical section of a wall, one
masonry unit in thickness.

NOTATIONS.

A n =Net cross-sectional area of masonry, square inches
(mm 2 ).

b - Effective width of rectangular member or width of
flange for T and I sections, inches (mm).

d b = Diameter of reinforcement, inches (mm).

F s - Allowable tensile or compressive stress in reinforce-
ment, psi (MPa).

f r = Modulus of rupture, psi (MPa).

f y - Specified yield stress of the reinforcement or the an-
chor bolt, psi (MPa).

f aac = Specified compressive strength of AAC masonry, the
minimum compressive strength for a class of AAC ma-
sonry as specified in ASTM C 1386, psi (MPa).

/ ',„ = Specified compressive strength of masonry at age of 28
days, psi (MPa).

/ ',„,■ = 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 w = Length of wall, inches (mm).

l d = Required development length or lap length of rein-
forcement, inches (mm).

l de = Embedment length of reinforcement, inches (mm).

P w = Weight of wall tributary to section under consideration,
pounds (N).

222

2007 CALIFORNIA BUILDING CODE

MASONRY

t = Specified wall thickness dimension or the least lateral
dimension of a column, inches (mm).

V„ = Nominal shear strength, pounds (N).

V„ = Required shear strength due to factored loads, pounds

(N).
W = Wind load, or related internal moments in forces,
y = Reinforcement size factor.

p„ = Ratio of distributed shear reinforcement on plane per-
pendicular to plane of A m .

p, mx = Maximum reinforcement ratio.

<j) = Strength reduction factor.

SECTION 2103
MASONRY CONSTRUCTION MATERIALS

2103.1 Concrete masonry units. Concrete masonry units
shall conform to the following standards: ASTM C 55 for con-
crete brick; ASTM C 73 for calcium silicate face brick; ASTM
C 90 for load-bearing concrete masonry units or ASTM C 744
for prefaced concrete and calcium silicate masonry units.

2103.2 Clay or shale masonry units. Clay or shale masonry
units shall conform to the following standards: ASTM C 34 for
structural clay load-bearing wall tile; ASTM C 56 for structural
clay nonload-bearing wall tile; ASTM C 62 for building brick
(solid masonry units made from clay or shale); ASTM C 1088
for solid units of thin veneer brick; ASTM C 126 for
ceramic-glazed structural clay facing tile, facing brick and
solid masonry units; ASTM C 212 for structural clay facing
tile; ASTM C 216 for facing brick (solid masonry units made
from clay or shale); ASTM C 652 for hollow brick (hollow
masonry units made from clay or shale); and ASTM C 1405 for
glazed brick (single-fired solid brick units).

Exception: Structural clay tile for nonstructural use in fire-
proofing of structural members and in wall furring shall not
be required to meet the compressive strength specifications.
The fire-resistance rating shall be determined in accordance
with ASTM E 1 19 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 building
stone; ASTM C 615 for granite building stone; ASTM C 616
for sandstone building stone; or ASTM C 629 for slate building
stone.

2103.5 Ceramic tile. Ceramic tile shall be as defined in, and
shall conform to the requirements of, ANSTA137.1.

2103.6 Glass unit masonry. Hollow glass units shall be par-
tially evacuated and have a minimum average glass face thick-
ness of V, 6 inch (4.8 mm). Solid glass-block units shall be
provided when required. The surfaces of units intended to be in
contact with mortar shall be treated with a polyvinyl butyral
coating or latex-based paint. Reclaimed units shall not be used.

2103.7 Second-hand units. Second-hand masonry units shall
not be reused unless they conform to the requirements of new
units. The units shall be of whole, sound materials and free
from cracks and other defects that will interfere with proper
laying or use. Old mortal - shall be cleaned from the unit before
reuse.

2103.8 Mortar. Mortar for use in masonry construction shall
conform to ASTM C 270 and shall conform to the proportion
specifications of Table 2103.8(1) or the property specifications
of Table 2103.8(2). Type S or N mortar shall be used for glass
unit masonry. The amount of water used in mortar for glass unit
masonry shall be adjusted to account for the lack of absorption.
Retempering of mortar for glass unit masonry shall not be per-
mitted after initial set. Unused mortar shall be discarded within
2'/ 2 hours after initial mixing, except that unused mortar for
glass unit masonry shall be discarded within 1 V 2 hours after
initial mixing.

2103.9 Surface-bonding mortar. Surface-bonding mortar
shall comply with ASTM C 887. Surface bonding of concrete
masonry units shall comply with ASTM C 946.

2103.10 Mortars for ceramic wall and floor tile. Portland
cement mortars for installing ceramic wall and floor tile shall
comply with ANSI A108. 1 A and ANSI A108. IB and be of the
compositions indicated in Table 2103.10.

TABLE 2103.10
CERAMIC TILE MORTAR COMPOSITIONS

LOCATION

MORTAR

COMPOSITION

Walls

Scratchcoat

1 cement; V 5 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; V 10 hydrated lime;

5 dry or 6 damp sand; or 1

cement; 5 dry or 6 damp sand

Ceilings

Scratchcoat and
sand bed

1 cement; V 2 hydrated lime;
2V 2 dry sand or 3 damp sand

2103.10.1 Dry-set portland cement mortars. Premixed
prepared portland cement mortars, which require only the
addition of water and are used in the installation of ceramic
tile, shall comply with ANSI All 8.1. 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.

2103.10.2 Latex-modified portland cement mortar.

Latex-modified portland cement thin-set mortars in which
latex is added to dry-set mortar as a replacement for all or
part of the gauging water that are used for the installation of
ceramic tile shall comply with ANSI All 8.4. Tile set in
latex-modified portland cement shall be installed in accor-
dance with ANSI A108.5.

2103.10.3 Epoxy mortar. Ceramic tile set and grouted with
chemical-resistant epoxy shall comply with ANSI All 8.3.
Tile set and grouted with epoxy shall be installed in accor-
dance with ANSI A108.6.

2007 CALIFORNIA BUILDING CODE

223

MASONRY

TABLE 2103.8(1)
MORTAR PROPORTIONS

MORTAR

TYPE

PROPORTIONS BY VOLUME (cementitious materials)

AGGREGATE MEASURED

IN A DAMP, LOOSE

CONDITION

Portland cement 3

or blended

oement b

Masonry cement

Mortar cement d

HYDRATED LIME 6
OR LIME PUTTY

Cement-lime

M
S
N

1
1
1
1

over V 4 to V 2
over V 2 to 1V 4
overl 1 / 4 to2 1 / 2

Not less than 2V 4 and

not more than 3 times

the sum of the separate

volumes of cementitious

materials

Mortar
cement

M
M
S
S
N

—

1
1

—

Masonry
cement

M
M
S
S
N

v 2

1
1

—

a. Portland cement conforming to the requirements of ASTM C 150.

b. Blended cement conforming to the requirements of ASTM C 595.

c. Masonry cement conforming to the requirements of ASTM C 91.

d. Mortar cement conforming to the requirements of ASTM C 1329.

e. Hydrated lime conforming to the requirements of ASTM C 207.

TABLE 21 03.8(2)
MORTAR PROPERTIES 3

MORTAR

TYPE

AVERAGE COMPRESSIVE 6

STRENGTH AT 28 DAYS

minimum (psi)

WATER RETENTION
minimum (%)

AIR CONTENT
maximum (%)

Cement-lime

M
S
N

2,500
1,800
750
350

75
75
75
75

12
12
14°
14°

Mortar cement

M
S
N

2,500
1,800
750
350

75
75
75
75

12
12
14 c
14 c

Masonry cement

M
S
N

2,500
1,800
750
350

75
75
75
75

18
18
20 d
20 d

For SI: 1 inch = 25.4 mm, 1 pound per square inch = 6.895 kPa.

a. This aggregate ratio (measured in damp, loose condition) shall not be less than 2'/ 4 and not more than 3 times the sum of the separate volumes of cementitious materials.

b. Average of three 2-inch cubes of laboratory-prepared mortar, in accordance with ASTM C 270.

c. When structural reinforcement is incorporated in cement-lime or mortar cement mortars, the maximum air content shall not ecceed 12 percent.

d. When structural reinforcement is incorporated in masonry cement mortai; the maximum air content shall not exceed 18 percent.

224

2007 CALIFORNIA BUILDING CODE

MASONRY

2103.10.4 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 A 108. 8.

2103.10.5 Modified epoxy-emulsion mortar and grout.

Modified epoxy-emulsion mortar and grout that are used to
install ceramic tile shall comply with ANSI Al 18.8. Tile set
and grouted with modified epoxy-emulsion mortar and
grout shall be installed in accordance with ANSI A108.9.

2103.10.6 Organic adhesives. Water-resistant organic
adhesives used for the installation of ceramic tile shall com-
ply with ANSI Al 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 ( 1 3 8 kPa) for Type II adhe-
sive when tested in accordance with ANSI A136.1. Tile set
in organic adhesives shall be installed in accordance with
ANSI A108.4.

2103.10.7 Portland cement grouts. Portland cement
grouts used for the installation of ceramic tile shall comply
with ANSI A118.6. Portland cement grouts for tile work
shall be installed in accordance with ANSI A108.10.

2103.11 Mortar for AAC masonry. Thin-bed mortar for AAC
masonry shall comply with Section 2103.1 1.1. Mortar for lev-
eling courses of AAC masonry shall comply with Section
2103.11.2.

2103.11.1 Thin-bed mortar for AAC masonry. Thin-bed
mortar for AAC masonry shall be specifically manufactured
for use with AAC masonry. Testing to verify mortar proper-
ties shall be conducted by the thin-bed mortar manufacturer
and confirmed by an independent testing agency:

1. The compressive strength of thin-bed mortar, as de-
termined by ASTM C 109, shall meet or exceed the
strength of the AAC masonry units.

2. The shear strength of thin-bed mortar shall meet or
exceed the shear strength of the AAC masonry units
for wall assemblages tested in accordance with
ASTM E 519.

3. The flexural tensile strength of thin-bed mortar shall
not be less than the modulus of rupture of the masonry
units. Flexural strength shall be determined by testing
in accordance with ASTM E 72 (transverse load test),
ASTM E 518 Method A (flexural bond strength test)
or ASTM C 1072 (flexural bond strength test).

3.1. For conducting flexural strength tests in ac-
cordance with ASTM E 518, at least five test
specimens shall be constructed as
stack-bonded prisms at least 32 inches (810
mm) high. The type of mortar specified by the
AAC unit manufacturer shall be used.

3.2. For flexural strength tests in accordance with
ASTM C 1072, test specimens shall be con-
structed as stack-bonded prisms comprised
with at least three bed joints. A total of at least
five joints shall be tested using the type of
mortar specified by the AAC unit manufac-
turer.

4. The splitting tensile strength of AAC masonry assem-
blages composed of two AAC masonry units bonded
with one thin-bed mortar joint shall be determined in
accordan ce wit h ASTM C 1006 and shall equal or ex-
ceed 2.4VZC7-
2103.11.2 Mortar for leveling courses of AAC masonry.
Mortar used for the leveling courses of AAC masonry shall
conform to Section 2103.8 and shall be Type M or S.

2103.12 Grout. Grout shall conform to Table 2103.12 or to
ASTM C 476. When grout conforms to ASTM C 476, the grout
shall be specified by proportion requirements or property
requirements.

TABLE 2103.12

GROUT PROPORTIONS BY VOLUME FOR

MASONRY CONSTRUCTION

TYPE

PARTS BY

VOLUME OF

PORTLAND

CEMENT OR

BLENDED

CEMENT

PARTS BY
VOLUME OF

HYDRATED

LIME OR
LIME PUTTY

AGGREGATE, MEASURED IN A
DAMP, LOOSE CONDITION

Fine

Coarse

Fine
grout

o-'Ao

2'/ 4 -3 times the

sum of the

volumes of the

cementitious

materials

—

Coarse
grout

o-v 10

2'/ 4 -3 times the

sum of the

volumes of the

cementitious

materials

1-2 times the

sum of the

volumes of the

cementitious

materials

2103.13 Metal reinforcement and accessories. Metal rein-
forcement and accessories shall conform to Sections 2103.13.1
through 2103.13.8.

2103.13.1 Deformed reinforcing bars. Deformed rein-
forcing bars shall conform to one of the following stan-
dards : ASTM A 6 1 5 for deformed and plain billet-steel bars
for concrete reinforcement; ASTM A 706 for low-alloy
steel deformed bars for concrete reinforcement; ASTM A
767 for zinc-coated reinforcing steel bars; ASTM A 775 for
epoxy-coated reinforcing steel bars; and ASTM A 996 for
rail and axle steel-deformed bars for concrete
reinforcement.

2103.13.2 Joint reinforcement. Joint reinforcement shall
comply with ASTM A 951. The maximum spacing of
crosswires in ladder-type joint reinforcement and point of
connection of cross wires to longitudinal wires of truss-type
reinforcement shall be 16 inches (400 mm).

2103.13.3 Deformed reinforcing wire. Deformed rein-
forcing wire shall conform to ASTM A 496.

2103.13.4 Wire fabric. Wire fabric shall conform to ASTM
A 185 for plain steel- welded wire fabric for concrete rein-
forcement or ASTM A 497 for welded deformed steel wire
fabric for concrete reinforcement.

2103.13.5 Anchors, ties and accessories. Anchors, ties
and accessories shall conform to the following standards:
ASTM A 36 for structural steel; ASTM A 82 for plain steel
wire for concrete reinforcement; ASTM A 185 for plain

2007 CALIFORNIA BUILDING CODE

225

MASONRY

steel- welded wire fabric for concrete reinforcement; ASTM
A 240 for chromium and chromiun>nickle stainless steel
plate, sheet and strip; ASTM A 307 Grade A for anchor
bolts; ASTM A 480 for flat rolled stainless and heat-resist-
ing steel plate, sheet and strip; and ASTM A 1008 for
cold-rolled carbon steel sheet.

2103.13.6 Prestressing tendons. Prestressing tendons
shall conform to one of the following standards:

l.Wire ASTMA421

2. Low-relaxation wire ASTM A 421

3. Strand ASTMA416

4. Low-relaxation strand ASTMA416

5. Bar ASTMA722

Exceptions:

1. Wire, strands and bars not specifically listed in
ASTM A 421, ASTM A 416 or ASTM A 722
are permitted, provided they conform to the
minimum requirements in ASTM A 421,
ASTM A 4 1 6 or ASTM A 722 and are approved
by the architect/engineer.

2. Bars and wires of less than 150 kips per square
inch (ksi) (1034 MPa) tensile strength and con-
forming to ASTM A 82, ASTM A 5 10, ASTM
A 615, ASTM A 996 or ASTM A 706 are per-
mitted to be used as prestressed tendons, pro-
vided that:

2.1. The stress relaxation properties have
been assessed by tests according to
ASTM E 328 for the maximum permis-
sible stress in the tendon.

2.2. Other nonstress-related requirements of
ACI 530/ASCE 5/TMS 402, Chapter 4,
addressing prestressing tendons are
met.

2103.13.7 Corrosion protection. Corrosion protection for
prestressing tendons shall comply with the requirements of
ACI 530.1/ASCE 6/TMS 602, Article 2.4G. Corrosion pro-
tection for prestressing anchorages, couplers and end
blocks shall comply with the requirements of ACI
530.1/ASCE 6/TMS 602, Article 2.4H. Corrosion protec-
tion for carbon steel accessories used in exterior wall con-
struction or interior walls exposed to a mean relative
humidity exceeding 75 percent shall comply with either
Section 2103.13.7.2 or 2103.13.7.3. Corrosion protection
for carbon steel accessories used in interior walls exposed to
a mean relative humidity equal to or less than 75 percent
shall comply with either Section 2103.13.7.1, 2103.13.7.2
or 2103.13.7.3.

2103.13.7.1 Mill galvanized. Mill galvanized coatings
shall be applied as follows:

1. For joint reinforcement, wall ties, anchors and in-
serts, a minimum coating of 0.1 ounce per square
foot (3 1 g/m 2 ) complying with the requirements of
ASTM A 641 shall be applied.

2. For sheet metal ties and sheet metal anchors, a
minimum coating complying with Coating Desig-
nation G-60 according to the requirements of
ASTM A 653 shall be applied.

3 . For anchor bolts, steel plates or bars not exposed to
the earth, weather or a mean relative humidity ex-
ceeding 75 percent, a coating is not required.

2103.13.7.2 Hot-dipped galvanized. Hot-dipped galva-
nized coatings shall be applied after fabrication as fol-
lows:

1. For joint reinforcement, wall ties, anchors and in-
serts, a minimum coating of 1.5 ounces per square
foot (458 g/m 2 ) complying with the requirements
of ASTM A 153, Class B shall be applied.

2. For sheet metal ties and anchors, the requirements
of ASTM A 153, Class B shall be met.

3 . For steel plates and bars, the requirements of either
ASTM A 123 or ASTM A 153, Class B shall be
met.

2103.13.7.3 Epoxy coatings. Carbon steel accessories
shall be epoxy coated as follows:

1. For joint reinforcement, the requirements of
ASTM A 884, Class A, Type 1 having a minimum
thickness of 7 mils (175 \xm ) shall be met.

2. For wire ties and anchors, the requirements of
ASTM A 899, Class C having a minimum thick-
ness of 20 mils (508 \xm ) shall be met.

3 . For sheet metal ties and anchors, a minimum thick-
ness of 20 mils (508 \xm ) per surface shall be pro-
vided or a minimum thickness in accordance with
the manufacturer's specification shall be provided.

2103.13.8 Tests. Where unidentified reinforcement is
approved for use; not less than three tension and three bend-
ing tests shall be made on representative specimens of the
reinforcement from each shipment and grade of reinforcing
steel proposed for use in the work.

SECTION 2104
CONSTRUCTION

2104.1 Masonry construction. Masonry construction shall
comply with the requirements of Sections 2104.1.1 through
2104.5 and with ACI 530.1/ASCE 6/TMS 602.

2104.1.1 Tolerances. Masonry, except masonry veneer,
shall be constructed within the tolerances specified in ACI
530.1/ASCE 6/TMS 602.

2104.1.2 Placing mortar and units. Placement of mortar
and clay and concrete units shall comply with Sections
2104.1.2.1, 2104.1.2.2, 2104.1.2.3 and 2104.1.2.5. Place-
ment of mortar and glass unit masonry shall comply with
Sections 2104.1.2.4 and 2104.1.2.5. Placement of thin-bed
mortar and AAC masonry shall comply with Section
2104.1.2.6.

226

2007 CALIFORNIA BUILDING CODE

MASONRY

2104.1.2.1 Bed and head joints. Unless otherwise
required or indicated on the construction documents,
head and bed joints shall be V 8 inch (9.5 mm) thick,
except that the thickness of the bed joint of the starting
course placed over foundations shall not be less than V 4
inch (6.4 mm) and not more than 3 / 4 inch (19.1 mm).

2104.1.2.1.1 Open-end units. Open-end units with
beveled ends shall be fully grouted. Head joints of
open-end units with beveled ends need not be mor-
tared. The beveled ends shall form a grout key that
permits grouts within V 8 inch (15.9 mm) of the face of
the unit. The units shall be tightly butted to prevent
leakage of the grout.

2104.1.2.2 Hollow units. Hollow units shall be placed
such that face shells of bed joints are fully mortared.
Webs shall be fully mortared in all courses of piers, col-
umns, pilasters, in the starting course on foundations
where adjacent cells or cavities are to be grouted, and
where otherwise required. Head joints shall be mortared
a minimum distance from each face equal to the face
shell thickness of the unit.

2104.1.2.3 Solid units. Unless otherwise required or
indicated on the construction documents, solid units
shall be placed in fully mortared bed and head joints. The
ends of the units shall be completely buttered. Head
joints shall not be filled by slushing with mortar. Head
joints shall be constructed by shoving mortar tight
against the adjoining unit. Bed joints shall not be fur-
rowed deep enough to produce voids.

2104.1.2.4 Glass unit masonry. Glass units shall be
placed so head and bed joints are filled solidly. Mortar
shall not be furrowed. Unless otherwise required, head
and bed joints of glass unit masonry shall be V 4 inch (6.4
mm) thick, except that vertical joint thickness of radial
panels shall not be less than V 8 inch (3.2 mm). The bed
joint thickness tolerance shall be minus V 16 inch (1.6
mm) and plus V s inch (3.2 mm). The head joint thickness
tolerance shall be plus or minus V 8 inch (3.2 mm).

2104.1.2.5 Placement in mortar. Units shall be placed
while the mortar is soft and plastic. Any unit disturbed to
the extent that the initial bond is broken after initial posi-
tioning shall be removed and relaid in fresh mortar.

2104.1.2.6 Thin-bed mortar and AAC masonry units.

AAC masonry construction shall begin with a leveling
course of masonry meeting the requirements of Section
2104.1.2. Subsequent courses of AAC masonry units
shall be laid with thin-bed mortar using a special notched
trowel manufactured for use with thin-bed mortar to
spread the mortar so that it completely fills the bed joints.
Unless otherwise specified, the head joints shall be simi-
larly filled. Joints in AAC masonry shall be approxi-
" mately V 16 inch (1.5 mm) and shall be formed by striking
on the ends and tops of AAC masonry units with a rubber
mallet. Minor adjustments in unit position shall be made
while the mortar is still soft and plastic by tapping it into
the proper position. Minor sanding of the exposed faces

of AAC masonry shall be permitted to provide a smooth
and plumb surface.

2104.1.2.7 Grouted masonry. Between grout pours, a
horizontal construction joint shall be formed by stopping
all wythes at the same elevation and with the grout stop-
ping a minimum of 1 7 2 inches (38 mm) below a mortar
joint, except at the top of the wall. Where bond beams
occur, the grout pour shall be stopped a minimum of V 2
inch (12.7 mm) below the top of the masonry.

2104.1.3 Installation of wall ties. The ends of wall ties
shall be embedded in mortar joints. Wall tie ends shall
engage outer face shells of hollow units by at least V 2 inch
(12.7 mm). Wire wall ties shall be embedded at least 1V 2
inches (3 8 mm) into the mortar bed of solid masonry units or
solid-grouted hollow units. Wall ties shall not be bent after
being embedded in grout or mortar.

2104.1.4 Chases and recesses. Chases and recesses shall be
constructed as masonry units are laid. Masonry directly
above chases or recesses wider than 12 inches (305 mm)
shall be supported on lintels.

2104.1.5 Lintels. The design for lintels shall be in accor-
dance with the masonry design provisions of either Section
2107 or 2108. Minimum length of end support shall be 4
inches (102 mm).

2104.1.6 Support on wood. Masonry shall not be sup-
ported on wood girders or other forms of wood construction
except as permitted in Section 2304.12.

2104.1.7 Masonry protection. The top of unfinished
masonry work shall be covered to protect the masonry from
the weather.

2104.1.8 Weep holes. Weep holes provided in the outside
wythe of masonry walls shall be at a maximum spacing of
33 inches (838 mm) on center (o.c). Weep holes shall not be
less than 3 / 16 inch (4.8 mm) in diameter.

2104.2 Corbeled masonry. Except for corbels designed per
Section 2107 or 2108, the following shall apply:

1. Corbels shall be constructed of solid masonry units.

2. The maximum corbeled projection beyond the face of
the wall shall not exceed:

- 2.1. One-half of the wall thickness for multiwythe
walls bonded by mortar or grout and wall ties or
masonry headers or

2.2. One-half the wythe thickness for single wythe
walls, masonry bonded hollow walls, multiwythe
walls with open collar joints and veneer walls.

3. The maximum projection of one unit shall not exceed:

3.1. One-half the nominal unit height of the unit or

3.2. One-third the nominal thickness of the unit or
wythe.

4. The back surface of the corbelled section shall remain
within 1 inch (25 mm) of plane.

2104.2.1 Molded cornices. Unless structural support and
anchorage are provided to resist the overturning moment,

2007 CALIFORNIA BUILDING CODE

227

MASONRY

the center of gravity of projecting masonry or molded cor-
nices shall lie within the middle one-third of the supporting
wall. Terra cotta and metal cornices shall be provided with a
structural frame of approved noncombustible material
anchored in an approved manner.

2104.3 Cold weather construction. The cold weather con-
struction provisions of ACI 530.1/ASCE 6/TMS 602, Article
1 .8 C, or the following procedures shall be implemented when
either the ambient temperature falls below 40°F (4°C) or the
temperature of masonry units is below 40°F (4°C).

2104.3.1 Preparation.

1. Temperatures of masonry units shall not be less than
20°F (-7°C) when laid in the masonry. Masonry units
containing frozen moisture, visible ice or snow on
their surface shall not be laid.

2. Visible ice and snow shall be removed from the top
surface of existing foundations and masonry to re-
ceive new construction. These surfaces shall be
heated to above freezing, using methods that do not
result in damage.

2104.3.2 Construction. The following requirements shall
apply to work in progress and shall be based on ambient
temperature.

2104.3.2.1 Construction requirements for tempera-
tures between 40°F (4°C) and 32°F (0°C). The follow-
ing construction requirements shall be met when the
ambient temperature is between 40°F (4°C) and 32 C F
(0°C):

1. Glass unit masonry shall not be laid.

2. Water and aggregates used in mortar and grout
shall not be heated above 140°F (60°C).

3 . Mortar sand or mixing water shall be heated to pro-
duce mortar temperatures between 40°F (4°C) and
120°F (49°C) at the time of mixing. When water
and aggregates for grout are below 32°F(0°C),
they shall be heated.

2104.3.2.2 Construction requirements for tempera-
tures between 32°F (0°C) and 25°F (-4°C). The
requirements of Section 2104.3.2.1 and the following
construction requirements shall be met when the ambient
temperature is between 32°F (0°C) and 25°F (-4°C):

1 . The mortar temperature shall be maintained above
freezing until used in masonry.

2. Aggregates and mixing water for grout shall be
heated to produce grout temperature between 70°F
(21°C) and 120°F (49°C) at the time of mixing.
Grout temperature shall be maintained above 70°F
(21°C) at the time of grout placement.

3. Heat AAC masonry units to a minimum tempera-
ture of 40°F (4°C) before installing thin-bed
mortar.

2104.3.2.3 Construction requirements for tempera-
tures between 25°F (-4°C) and 20°F (-7°C). The

requirements of Sections 2104.3.2.1 and 2104.3.2.2 and
the following construction requirements shall be met
when the ambient temperature is between 25 °F (-4°C)
and 20°F (-7°C):

1. Masonry surfaces under construction shall be
heated to 40°F (4°C).

2. Wind breaks or enclosures shall be provided when
the wind velocity exceeds 15 miles per hour (mph)
(24 km/h).

3. Prior to grouting, masonry shall be heated to a
minimum of 40°F(4°C).

2104.3.2.4 Construction requirements for tempera-
tures below 20°F (-7°C). The requirements of Sections
2104.3.2.1, 2104.3.2.2 and 2104.3.2.3 and the following
construction requirement shall be met when the ambient
temperature is below 20°F (-7°C): Enclosures and auxil-
iary heat shall be provided to maintain air temperature
within the enclosure to above 32°F (0°C).

2104.3.3 Protection. The requirements of this section and
Sections 2104.3.3.1 through 2104.3.3.5 apply after the
masonry is placed and shall be based on anticipated mini-
mum daily temperature for grouted masonry and antici-
pated mean daily temperature for ungrouted masonry.

2104.3.3.1 Glass unit masonry. The temperature of
glass unit masonry shall be maintained above 40°F (4°C)
for 48 hours after construction.

2104.3.3.2 AAC masonry. The temperature of AAC
masonry shall be maintained above 32°F (0°C) for the
first 4 hours after thin-bed mortar application.

2104.3.3.3 Protection requirements for temperatures
between 40°F (4°C) and 25°F (-4°C). When the tem-
perature is between 40°F (4°C) and 25°F (-4°C), newly
constructed masonry shall be covered with a
weather-resistive membrane for 24 hours after being
completed.

2104.3*3.4 Protection requirements for temperatures
between 25°F (-4°C) and 20°F (-7°C). When the tem-
perature is between 25°F (-4°C) and 20°F (-7°C), newly
constructed masonry shall be completely covered with
weather-resistive insulating blankets, or equal protec-
tion, for 24 hours after being completed. The time period
shall be extended to 48 hours for grouted masonry, unless
the only cement in the grout is Type III portland cement.

2104.3.3.5 Protection requirements for temperatures
below 20°F (-7 C C). When the temperature is below 20°F
(-7°C), newly constructed masonry shall be maintained
at a temperature above 32°F (0°C) for at least 24 hours
after being completed by using heated enclosures, elec-
tric heating blankets, infrared lamps or other acceptable
methods. The time period shall be extended to 48 hours
for grouted masonry, unless the only cement in the grout
is Type III portland cement.

228

2007 CALIFORNIA BUILDING CODE

MASONRY

2104.4 Hot weather construction. The hot weather construc-
tion provisions of ACI 530.1/ASCE 6/TMS 602, Article 1.8 D,
or the following procedures shall be implemented when the
temperature or the temperature and wind- velocity limits of this
section are exceeded.

2104.4.1 Preparation. The following requirements shall be
met prior to conducting masonry work.

2104.4.1.1 Temperature. When the ambient tempera-
ture exceeds 100°F (38°C), or exceeds 90°F (32°C) with
a wind velocity greater than 8 mph (3.5 m/s):

1. Necessary conditions and equipment shall be pro-
vided to produce mortar having a temperature be-
low 120°F (49°C).

2. Sand piles shall be maintained in a damp, loose
condition.

2104.4.1.2 Special conditions. When the ambient tem-
perature exceeds 115°F (46°C), or 105°F (40°C) with a
wind velocity greater than 8 mph (3.5 m/s), the require-
ments of Section 2104.4.1.1 shall be implemented, and
materials and mixing equipment shall be shaded from
direct sunlight.

2104.4.2 Construction. The following requirements shall
be met while masonry work is in progress.

2104.4.2.1 Temperature. When the ambient tempera-
ture exceeds 100°F (38°C), or exceeds 90°F (32°C) with
a wind velocity greater than 8 mph (3.5 m/s):

1 . The temperature of mortar and grout shall be main-
tained below 120°F (49°C).

2. Mixers, mortar transport containers and mortar
boards shall be flushed with cool water before they
come into contact with mortar ingredients or
mortar.

3. Mortar consistency shall be maintained by retem-
pering with cool water.

4. Mortar shall be used within 2 hours of initial mix-
ing.

5. Thin-bed mortar shall be spread no more than 4
feet (1219 mm) ahead of AAC masonry units.

6. AAC masonry units shall be placed within one
minute after spreading thin-bed mortar.

2104.4.2.2 Special conditions. When the ambient tem-
perature exceeds 1 15°F (46°C), or exceeds 105°F (40°C)
with a wind velocity greater than 8 mph (3.5 m/s), the
requirements of Section 2104.4.2.1 shall be imple-
mented and cool mixing water shall be used for mortar
and grout. The use of ice shall be permitted in the mixing
water prior to use. Ice shall not be permitted in the mixing
water when added to the other mortar or grout materials.

2104.4.3 Protection. When the mean daily temperature
exceeds 100°F (38°C) or exceeds 90°F (32°C) with a wind

velocity greater than 8 mph (3.5 m/s), newly constructed
masonry shall be fog sprayed until damp at least three times
a day until the masonry is three days old.

2104.5 Wetting of brick. Brick (clay or shale) at the time of
laying shall require wetting if the unit's initial rate of water
absorption exceeds 30 grams per 30 square inches (19 355
mm 2 ) per minute or 0.035 ounce per square inch (1 g/645 mm 2 )
per minute, as determined by ASTM C 67.

SECTION 2105
QUALITY ASSURANCE

2105.1 General. A quality assurance program shall be used to
ensure that the constructed masonry is in compliance with the
construction documents. The quality assurance program shall
comply with the inspection and testing requirements of
Chapter 17.

2105.2 Acceptance relative to strength requirements.

2105.2.1 Compliance with f' m and f' AXC . 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/ ' MC for AAC masonry. For partially
grouted clay and concrete masonry, the compressive
strength of both the grouted and ungrouted masonry shall
equal or exceed the applicable /„,. At the time of prestress,
the compressive strength of the masonry shall equal or
exceed/ '„„■ , which shall be less than or equal to/,,,.

2105.2.2 Determination of compressive strength. The

compressive strength for each wythe shall be determined by
the unit strength method or by the prism test method as spec-
ified herein.

2105.2.2.1 Unit strength method.

2105.2.2.1.1 Clay masonry. The compressive
strength of masonry shall be determined based on the
strength of the units and the type of mortar specified
using Table 2105.2.2.1.1, provided:

1. Units conform to ASTM C 62, ASTM C 216 or
ASTM C 652 and are sampled and tested in ac-
cordance with ASTM C 67.

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 ASTM C 476.

3.2. Minimum grout compressive strength
equals or exceeds/ m but not less than
2,000 psi (13.79 MPa). The compres-
sive strength of grout shall be deter-
mined in accordance with ASTM C
1019.

2007 CALIFORNIA BUILDING CODE

229

MASONRY

TABLE 2105.2.2.1.1
COMPRESSIVE STRENGTH OF CLAY MASONRY

NET AREA COMPRESSIVE STRENGTH
OF CLAY MASONRY UNITS (psi)

NET AREA COMPRESSIVE

STRENGTH OF MASONRY

(psi)

Type M or S mortar

Type N mortar

1,700

2,100

1,000

3,350

4,150

1,500

4,950

6,200

2,000

6,600

8,250

2,500

8,250

10,300

3,000

9,900

—

3,500

13,200

—

4,000

For SI: 1 pound per square inch = 0.00689 MPa.

2105.2.2.1.2 Concrete masonry. The compressive
strength of masonry shall be determined based on the
strength of the unit and type of mortar specified using
Table 2105.2.2.1.2, provided:

1. Units conform to ASTM C 55 or ASTM C 90
and are sampled and tested in accordance with
ASTM C 140.

2. Thickness of bed joints does not exceed 5 / 8 inch
(15.9 mm).

3 . For grouted masonry, the grout meets one of the
following requirements:

3.1. Grout conforms to ASTM C 476.

3.2. Minimum grout compressive strength
equals or exceeds f m but not less than
2,000 psi (13.79 MPa). The compres-
sive strength of grout shall be deter-
mined in accordance with ASTM C
1019.

TABLE 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) a

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 V 8 inch
(3.2 mm).

3 . For grouted masonry, the grout meets one of the
following requirements:

3.1. Grout conforms to ASTM C 476.

3.2. Minimum grout compressive strength
equals or exceeds/ AAC but not less than
2,000 psi (13.79 MPa). The compres-
sive strength of grout shall be deter-
mined in accordance with ASTM C
1019.

2105.2.2.2 Prism test method.

2105.2.2.2.1 General. The compressive strength of
clay and concrete masonry shall be determined by the
prism test method:

1 . Where specified in the construction documents.

2. Where masonry does not meet the requirements
for application of the unit strength method in
Section 2105.2.2.1.

2105.2.2.2.2 Number of prisms per test. A prism
test shall consist of three prisms constructed and
tested in accordance with ASTM C 1314.

2105.3 Testing prisms from constructed masonry. When
approved by the building official, acceptance of masonry that
does not meet the requirements of Section 2105.2.2.1 or
2105.2.2.2 shall be permitted to be based on tests of prisms cut
from the masonry construction in accordance with Sections
2105.3.1, 2105.3.2 and 2105.3.3.

2105.3.1 Prism sampling and removal. A set of three
masonry prisms that are at least 28 days old shall be saw cut
from the masonry for each 5,000 square feet (465 m 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 bed-
ded area.

2105.3.3 Compliance. Compliance with the requirement
for the specified compressive strength of masonry,/ „„ shall
be considered satisfied provided the modified compressive
strength equals or exceeds the specified/ ,„. Additional test-
ing of specimens cut from locations in question shall be
permitted.

SECTION 2106
SEISMIC DESIGN

2106.1 Seismic design requirements for masonry. Masonry
structures and components shall comply with the requirements
inSection 1.14.2.2 andSection 1.14.3, 1.14.4, 1.14.5, 1.14.6 or
1.14.7 of ACI 530/ASCE 5/TMS 402 depending on the struc-
ture's seismic design category as determined in Section 1613.
All masonry walls, unless isolated on three edges from in-plane
motion of the basic structural systems, shall be considered to be
part of the seismic-force-resisting system. In addition, the fol-
lowing requirements shall be met.

230

2007 CALIFORNIA BUILDING CODE

MASONRY

2106.1.1 Basic seismic-force-resisting system. Buildings
relying on masonry shear walls as part of the basic seis-
mic-force-resisting system shall comply with Section

1.14.2.2 of ACI 530/ASCE 5/TMS 402 or with Section
2106.1.1.1, 2106.1.1.2 or 2106.1.1.3.

2106.1.1.1 Ordinary plain prestressed masonry shear
walls. Ordinary plain prestressed masonry shear walls
shall comply with the requirements of Chapter 4 of ACI
530/ASCE 5/TMS 402.

2106.1.1.2 Intermediate prestressed masonry shear
walls. Intermediate prestressed masonry shear walls
shall comply with the requirements of Section 1 .14.2.2.4
of ACI 530/ASCE 5/TMS 402 and shall be designed by
Chapter 4, Section 4.4.3, of ACI 530/ASCE 5/TMS 402
for flexural strength and by Section 3.3.4.1.2 of ACI
530/ASCE 5/TMS 402 for shear strength. Sections
1.14.2.2.5, 3.3.3.5 and 3.3.4.3.2(c) of ACI 530/ASCE
5/TMS 402 shall be applicable for reinforcement. Flex-
ural elements subjected to load reversals shall be sym-
metrically reinforced. The nominal moment strength at
any section along a member shall not be less than
one-fourth the maximum moment strength. The
cross-sectional area of bonded tendons shall be consid-
ered to contribute to the minimum reinforcement in Sec-
tion 1.14.2.2.4 of ACI 530/ASCE 5/TMS 402. Tendons
shall be located in cells that are grouted the full height of
the wall.

2106.1.1.3 Special prestressed masonry shear walls.

Special prestressed masonry shear walls shall comply
with the requirements of Section 1.14.2.2.5 of ACI
530/ASCE 5/TMS 402 and shall be designed by Chapter
4, Section 4.4.3, of ACI 530/ASCE 5/TMS 402 for flex-
ural strength and by Section 3.3.4.1.2 of ACI 530/ASCE
5/TMS 402 for shear strength. Sections 1.14.2.2.5(a),
3.3.3.5 and 3.3.4.3.2(c) of ACI 530/ASCE 5/TMS 402
shall be applicable for reinforcement. Flexural elements
subjected to load reversals shall be symmetrically rein-
forced. The nominal moment strength at any section
along a member shall not be less than one-fourth the
maximum moment strength. The cross-sectional area of
bonded tendons shall be considered to contribute to the
minimum reinforcement in Section 1.14.2.2.5 of ACI
530/ASCE 5/TMS 402.

2106.1.1.3.1 Prestressing tendons. Prestressing ten-
dons shall consist of bars conforming to ASTM A
722.

2106.1.1.3.2 Grouting. All cells of the masonry wall
shall be grouted.

2106.2 Anchorage of masonry walls. Masonry walls shall be
anchored to the roof and floors that provide lateral support for
the wall in accordance with Section 1604.8.2.

2106.3 Seismic Design Category B. Structures assigned to
Seismic Design Category B shall conform to the requirements
of Section 1.14.4 of ACI 530/ASCE 5/TMS 402 and to the
additional requirements of this section.

2106.3.1 Masonry walls not part of the lat-
eral-force-resisting system. Masonry partition walls,

masonry screen walls and other masonry elements that are
not designed to resist vertical or lateral loads, other than
those induced by their own mass, shall be isolated from the
structure so that the vertical and lateral forces are not
imparted to these elements. Isolation joints and connectors
between these elements and the structure shall be designed
to accommodate the design story drift.

2106.4 Additional requirements for structures in Seismic
Design Category C. Structures assigned to Seismic Design
Category C shall conform to the requirements of Section

2106.3, Section 1.14.5 of ACI 530/ASCE 5/TMS 402 and the
additional requirements of this section.

2106.4.1 Design of discontinuous members that are part
of the lateral-force-resisting system. Columns and pilas-
ters that are part of the lateral-force-resisting system and
that support reactions from discontinuous stiff members
such as walls shall be provided with transverse reinforce-
ment spaced at no more than one-fourth of the least nominal
dimension of the column or pilaster. The minimum trans-
verse reinforcement ratio shall be 0.0015. Beams support-
ing reactions from discontinuous walls or frames shall be
provided with transverse reinforcement spaced at no more
than one-half of the nominal depth of the beam. The mini-
mum transverse reinforcement ratio shall be 0.0015.

2106.5 Additional requirements for structures in Seismic
Design Category D. Structures assigned to Seismic Design
Category D shall conform to the requirements of Section

2106.4, Section 1.14.6 of ACI 530/ASCE 5/TMS 402 and the
additional requirements of this section.

2106.5.1 Loads for shear walls designed by the working
stress design method. When calculating in-plane shear or
diagonal tension stresses by the working stress design
method, shear walls that resist seismic forces shall be
designed to resist 1.5 times the seismic forces required by
Chapter 16. The 1.5 multiplier need not be applied to the
overturning moment.

2106.5.2 Shear wall shear strength. For a shear wall
whose nominal shear strength exceeds the shear corre-
sponding to development of its nominal flexural strength,
two shear regions exist.

For all cross sections within a region defined by the base of
the shear- wall and a plane at a distance L ,„ above the base of
the shear wall, the nominal shear strength shall be deter-
mined by Equation 21-1.

V n = A B pJ y

(Equation 21-1)

The required shear strength for this region shall be calcu-
lated at a distance L „ II above the base of the shear wall, but
not to exceed one-half story height.

For the other region, the nominal shear strength of the
shear wall shall be determined from Section 2108.

2106.6 Additional requirements for structures in Seismic
Design Category E or F. Structures assigned to Seismic
Design Category E or F shall conform to the requirements of
Section 2106.5 and Section 1.14.7 of ACI 530/ASCE 5/TMS
402.

2007 CALIFORNIA BUILDING CODE

231

MASONRY

SECTION 2107
ALLOWABLE STRESS DESIGN

2107.1 General. The design of masonry structures using
allowable stress design shall comply with Section 2106 and the
requirements of Chapters 1 and 2 of ACI 530/ASCE 5/TMS
402 except as modified by Sections 2107.2 through 2107.8.

2107.2 ACI 530/ASCE 5/TMS 402, Section 2.1.2, load com-
binations. Delete Section 2.1.2.1.

2107.3 ACI 530/ASCE 5/TMS 402, Section 2.1.3, design
strength. Delete Sections 2.1.3.4 through 2.1.3.4.3.

2107.4 ACI 530/ASCE 5/TMS 402, Section 2.1.6, columns.

Add the following text to Section 2.1.6:

2.1.6.6 Light-frame construction. Masonry columns used
only to support light-frame roofs of carports, porches, sheds
or similar structures with a maximum area of 450 square
feet (41.8 m 2 ) assigned to Seismic Design Category A, B or
C are permitted to be designed and constructed as follows

1. Concrete masonry materials shall be in accordance
with Section 2103.1 of the California Building Code.
Clay or shale masonry units shall be in accordance
with Section 2103.2 of the California Building Code.

2. The nominal cross-sectional dimension of columns
shall not be less than 8 inches (203 mm).

3. Columns shall be reinforced with not less than one
No. 4 bar centered in each cell of the column.

4. Columns shall be grouted solid.

5. Columns shall not exceed 12 feet (3658 mm) in
height.

6. Roofs shall be anchored to the columns. Such anchor-
age shall be capable of resisting the design loads spec-
ified in Chapter 16 of the California Building Code.

7. Where such columns are required to resist uplift
loads, the columns shall be anchored to their footings
with two No. 4 bars extending a minimum of 24
inches (610 mm) into the columns and bent horizon-
tally a minimum of 15 inches (381 mm) in opposite
directions into the footings. One of thse bars is per-
mitted to be the reinforcing bar specified in Item 3
above. The total weight of a column and its footing
shall not be less than 1.5 times the design uplift load.

2107.5 ACI 530/ASCE 5/TMS 402, Section 2.1.10.7.1.1, lap
splices. Modify Section 2.1.10.7.1.1 as follows:

2. 1 . 10.7. 1 . 1 The minimum length of lap splices for reinforc-
ing bars in tension or compression, / d , shall be

/ rf =0.002c?(/, (Equation 21-2)

For SI: Z , = 0.29 4/;

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 b = 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 allow-
able 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 accom-
plish the same 50 percent increase shall be permitted.

Where epoxy coated bars are used, lap length shall be
increased by 50 percent.

2107.6 ACI 530/ASCE 5/TMS 402, Section 2.1.10.7, splices
of reinforcement. Modify Section 2.1.10.7 as follows:

2.1.10.7 Splices of reinforcement. Lap splices, welded
splices or mechanical splices are permitted in accordance
with the provisions of this section. All welding shall con-
form to AWS D1.4. Reinforcement larger than No. 9 (M
#29) shall be spliced using mechanical connections in ac-
cordance with Section 2.1.10.7.3.

2107.7 ACI 530/ASCE 5/TMS 402, Section 2.3.6, maximum

bar size. Add the following to Chapter 2:

2.3.6 Maximum bar size. The bar diameter shall not exceed
one-eighth of the nominal wall thickness and shall not ex-
ceed one-quarter of the least dimension of the cell, course or
collar joint in which it is placed

2107.8 ACI 530/ASCE 5/TMS 402, Section 2.3.7, maximum
reinforcement percentage. Add the following text to Chapter
2:

2.3.7 Maximum reinforcement percentage. Special rein-
forced masonry shear walls having a shear span ratio, M/Vd,
equal to or greater than 1.0 and having an axial load, P,
greater than 0.05/ ',„A„ that are subjected to in-plane forces
shall have a maximum reinforcement ratio, p max , not greater
than that computed as follows:

«/,:

2/v

n +

f ^
f

J III

(Equation 21-3)

The maximum reinforcement ratio does not apply in the
out-of-plane direction.

SECTION 2108
STRENGTH DESIGN OF MASONRY

2108.1 General. The design of masonry structures using
strength design shall comply with Section 2106 and the
requirements of Chapters 1 and 3 of ACI 530/ASCE 5/TMS
402, except as modified by Sections 2108.2 through 2108.4.

Exception: AAC masonry shall comply with the require-
ments of Chapter 1 and Appendix A of ACI 530/ASCE
5/TMS 402.

2108.2 ACI 530/ASCE 5/TMS 402, Section 3.3.3.3 develop-
ment. Add the following text to Section 3.3.3.3:

The required development length of reinforcement shall be
determined by Equation (3-15), but shall not be less than 12
inches (305 mm) and need not be greater than 72 d b .

232

2007 CALIFORNIA BUILDING CODE

MASONRY

2108.3 ACI 530/ASCE 5/TMS 402, Section 3.3.3.4, splices.

Modify items (b) and (c) of Section 3.3.3.4 as follows:

3.3.3.4 (b). A welded splice shall have the bars butted and
welded to develop at least 125 percent of the yield strength,
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 intermediate or special reinforced walls or special
moment frames of masonry.

3.3.3.4 (c). Mechanical splices shall be classified as Type 1
or 2 according to Section 21.2.6.1 of ACI 318. Type 1 me-
chanical splices shall not be used within a plastic hinge zone
or within a beam-column joint of intermediate or special re-
inforced masonry shear walls or special moment frames.
Type 2 mechanical splices are permitted in any location
within a member.

2108.4 ACI 530/ASCE 5/TMS 402, Section 3.3.3.5, maxi-
mum areas of flexural tensile reinforcement. Add the fol-
lowing text to Section 3.3.3.5:

3.3.3.5.5 For special prestressed masonry shear walls, strain
in all prestressing steel shall be computed to be compatible
with a strain in the extreme tension reinforcement equal to
five times the strain associated with the reinforcement yield
stress, f y . The calculation of the maximum reinforcement
shall consider forces in the prestressing steel that corre-
spond to these calculated strains.

SECTION 2109
EMPIRICAL DESIGN OF MASONRY

2109.1 General. Empirically designed masonry shall conform
to this chapter or Chapter 5 of ACI 530/ASCE 5/TMS 402.

2109.1.1 Limitations. The use of empirical design of
masonry shall be limited as follows:

1. Empirical design shall not be used for buildings as-
signed to Seismic Design Category D, E or F as speci-
fied in Section 1613, nor for the design of the
seismic-force-resisting system for buildings assigned
to Seismic Design Category B or C.

2. Empirical design shall not be used for masonry ele-
ments that are part of the lateral-force-resisting sys-
tem where the basic wind speed exceeds 110 mph (79
m/s).

3. Empirical design shall not be used for interior ma-
sonry elements that are not part of the lateral-
force-resisting system in buildings other than en-
closed buildings as defined in Chapter 6 of ASCE 7
in:

3.1. Buildings over 180 feet (55 100 mm) in
height.

3.2. Buildings over 60 feet (18 400 mm) in height
where the basic wind speed exceeds 90 mph
(40 m/s).

3.3. Buildings over 35 feet (10 700 mm) in height
where the basic wind speed exceeds 100 mph
(45 m/s).

3.4. Where the basic wind speed exceeds 110 mph
(79 m/s).

4. Empirical design shall not be used for exterior ma-
sonry elements that are not part of the lateral-
force-resisting system and that are more than 35 feet
(10 700 mm) above ground:

4.1. Buildings over 180 feet (55 100 mm) in
height.

4.2. Buildings over 60 feet (18 400 mm) in height
where the basic wind speed exceeds 90 mph
(40 m/s).

4.3. Buildings over 35 feet (10 700 mm) in height
where the basic wind speed exceeds 100 mph
(45 m/s).

5. Empirical design shall not be used for exterior ma-
sonry elements that are less than or equal to 35 feet
(10 700 mm) above ground where the basic wind
speed exceeds 1 10 mph (79 m/s).

6. Empirical design shall only be used when the