Full text of "Title 24, Part 2, Vol. 2, 2010 California Building Code"

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California Cbcle of ReguldtiQiis
Title 24, Part 2, \tolume 2 of 2

California Building Standards Commission; :
Based on the 2009 International Building God^® ■
2010 California Historical Building Codev Title 24, Pa^^
2010 California Existi% Building CbdeJTitle 24, R^t

INTERNATIONAL--
CODE COUNCIL'

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/'. . '.A \

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,^ : : : Effective Date: January IJ, 2011
(For Errata ariySupplemfents, see History. Note: Afiipendix)

2010 California Existing Building Code
California Code of Regulations, Title 24, Part 10

First Printing: June 2010

ISBN 978-1-58001-974-3

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California Building Standards Commission

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Sacramento, CA 95833-2936

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PREFACE

This document is Part 2 of 12 parts of the official triennial compilation and publication of the adoptions, amendments
and repeal of administrative 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.

The California Building Standards Code is published in its entirety every three years by order of the California legisla-
ture, with supplements published in intervening years. The California legislature delegated authority to various state
agencies, boards, commissions 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 1 80 days after their publication unless oth-
erwise stipulated. The California Building Standards Code applies to occupancies in the State of California as anno-
tated.

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 effec-
tive 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.

Should you find publication (e.g., typographical) errors or inconsistencies in this code or wish to offer conmients
toward improving its format, please address your 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

ACKNOWLEDGMENTS

The 2010 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-
mission).

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

Governor Arnold Schwarzenegger

Members of the Building Standards Commission

Acting Secretary Tom Sheehy - Chair

Isam Hasenin - Vice-Chair Christina Jamison

James Barthman Stephen Jensen

Craig Dailey Michael Paravagna

Susan Dowty Richard Sawhill

Tony Hoffman 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.
2010 CALIFORNIA BUILDING CODE III

California Code of Regulations, Title 24

California Agency Information Contact List

California Energy Commission

Energy Hotline (800) 772-3300

or (916) 654-5106
Building Efficiency Standards
Appliance Efficiency Standards
Compliance Manual/Forms

California State Lands Commission

Marine Oil Terminals (562) 499-6317

California State Library

Resources and Information (916) 654-0261

Government Publication Section (916) 654-0069

Corrections Standards Authority

Local Adult Jail Standards (916) 324-1914

LocalJuvenile 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 Cosmetolog y

Barber and Beauty Shop and (916) 574-7570

College Standards (800) 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

(916) 561-8708

Department of Consumer Affairs — Veterinary
Medical Board

Veterinary Hospital Standards (916) 263-2610

Department of Food and Agriculture

Meat & Poultry Packing Plant Standards . . . (916) 654-1447
Dairy Standards (916) 654-1447

Department of Public Health

Organized Camps Standards (916) 449-5661

Public Swimming Pools Standards (916) 449-5693

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 & 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) 651-9667

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

Community College Standards (916) 445-8100

Division of the State Architect — State Historical
Building Safety Board

Alternative Building Standards (916) 445-8100

Office of Statewide Health Planning and Development

Hospital Standards (916) 440-8409

Skilled Nursing Facility Standards (916) 440-8409

Clinic Standards (916) 440-8409

Permits (916) 440-8409

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

2010 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 build-
ing'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 outUne may be helpful as a guide for the effective
use of the IBC, with the understanding that final resolution of each step is often dependant on subsequent steps.

The following process begins with a brief discussion of the key administrative areas of the code. The process addressing techni-
cal provisions is divided into two distinct areas of analysis, the nonstructural provisions of the IBC and the structural provisions.
Although reference is not made to all provisions set forth in the IBC, the process is intended to be representative of an approach to
using the IBC in an effective manner.

Administrative Provisions

Prior to any analysis based on the technical provisions of the IBC, it is important that the fundamental administrative aspects of the
code be reviewed. It is critical that the basis of technical decisions be consistent with the approach established in IBC Chapter 1,
including:

• Scope of the IBC

• Intent of the IBC

• Applicability of the IBC

• Duties and powers of the building official

• Alternate materials, designs and methods of construction

Nonstructural Provisions

1. Classify the building for occupancy and construction type. The first step in analyzing a building for code compliance is its
proper classification based on anticipated use(s) and construction features.

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 estabhshed in the IBC. Some buildings will be classified as sin-
gle-occupancy, where there is only one applicable occupancy classification. Others will be considered as mixed-occupancy due to
the presence of two or more uses that are classified into different occupancy groups.

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 sub-groups 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

Group S

Sec. 312

Group U

Identify the building's type of construction based on the materials of construction and degree of fire-resistance for the
building's major elements. The primary structural frame, exterior walls, interior walls, floor construction and roof construc-
tion, as applicable, must be evaluated in regard to their degree of fire-resistance and materials of construction in order to classify
the building based upon type of construction.

2010 CALIFORNIA BUILDING CODE v

EFFECTIVE USE OF THE IBC/CBC

Sec. 602.1 Classify the building into a single type of construction. Five general types of construction have been established
and further subdivided into nine specific construction types. The classification of construction type is based on a combination of
the degree of fire-resistance and the type of materials of the key building elements.

Sec. 602 Type of construction based on materials of construction

Table 601 Type of construction based on fire rating of the building elements

Sec. 603 Combustible materials in Type I and II buildings

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

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, or in specific portions of, 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 and fire area determination. Other conditions may also trigger a required sprinkler installation, such as
building height or the lack of exterior openings. Table 903.2.13 should also be consulted.

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, including:

Sec. 504.2 Story and height increase (reduced type of construction)

Sec. 506.3 Allowable area increase (reduced type of construction)

Sec. 507.3 Unlimited area building (reduced type of construction)

Sec. 1018.1 Elimination of corridor fire-resistance rating

3. 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 buUdings 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 v^alls. 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. Projections and parapets, if applicable, are also
regulated.

Sec. 704.8 Determine exterior opening protection requirements. Openings in exterior walls are regulated by the fire separa-
tion 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.

4. Verify building's construction type by determining the allowable building size. The permitted types of construction are pri-
marily 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 indi-
rectly 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 accept-
able.

Sec. 504 Determine allowable height permitted for '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.

vi 2010 CALIFORNIA BUILDING CODE

EFFECTIVE USE OF THE IBC/CBC

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

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

Sec. 506 Single-occupancy building

Sec. 508.2 Multi-occupancy w/accessory occupancies

Sec. 508.3 Multi-occupancy building w/nonseparated occupancies

Sec. 508.4 Multi-occupancy building w/separated occupancies

Sec. 706. 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.

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
provisions 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 applicable to
a specific occupancy or group of similar occupancies.

Sec. 402 Covered mall buildings

Sec. 403 High-rise buildings

Sec. 404 Atriums

Sec. 405 Underground buildings

Sec. 406 Motor- vehicle-related occupancies

Sec. 407 Group 1-2 occupancies

Sec. 408 Group 1-3 occupancies

Sec. 411 Special amusement buildings

Sec. 412 Aircraft-related occupancies

Sec. 415 Group H occupancies

Sec. 419 Live/work units

Sec. 420 Groups I- 1 , R- 1 , R-2 and R-3

Sec. 422 Ambulatory health care facilities

Table 508.2.5 Determine if building contains any incidental accessory occupancies. The uses identified in Table 508.5.2 are
considered as a portion of the occupancy in which they are located, but special conditions required that they be addressed in a
more specific manner.

Sec, 508.2.5 Provide fire separation and/or fire-extinguishing system

6.1dentify and evaluate fire and smoke protective elements. Where fire-resistance-rated construction and/or smoke protection 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 and smoke resistance. The various elements of fire-resistance-rated and
smoke-resistant construction are detailed, including walls, horizontal assemblies, shaft enclosures, including openings such as
doors and windows, as well as the penetration of such elements by conduit, ducts, piping and other items.

Sec. 704

Structural members

Sec. 707

Fire barriers

Sec. 709

Fire partitions

Sec. 710

Smoke barriers

Sec. 711

Smoke partitions

Sec. 712

Horizontal assemblies

Sec. 708

Shaft enclosures

Sec. 713

Penetrations

Sec. 714

Joint systems

Sec. 715

Opening protectives

Sec. 716

Ducts and air transfer openings

2010 CALIFORNIA BUILDING CODE

EFFECTIVE USE OF THE IBC/CBC

7. 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.

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. 803.9. Verify compliance of wall and ceiling finishes. Interior wall and ceiling finishes are regulated based upon the occu-
pancy 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. Evaluate means of egress system based on anticipated occupant loads. The expected 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. 1004. Determine the design occupant load. 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 classification, sprinkler system and
fire alarm system requirements, and plumbing fixture counts.

Chapter 10. Verify compliance with means of egress provisions. The means of egress system is intended to provide the primary
occupant protection from fire and other hazards. The system consists of two major components, egress components and egress
design.

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. L9 Door operations

Sec. 1008. l.lOPanic hardware

Sec. 1009.1 Stairway width

Sec. 1009.4 Stairway treads and risers

Sec. 1011 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. 1018.1 Corridor construction

Sec. 1021 Number of exits

Sec. 1022 Vertical exit enclosures

Sec. 1023 Exit passageways

Sec. 1025 Horizontal exits

Sec. 1026 Exterior exit stairways

Sec. 1027 Exit discharge

Sec. 1028 Egress firom assembly occupancies

viii 201 CALIFORNIA BUILDING CODE

EFFECTIVE USE OF THE IBC/CBC

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. Determine areas of building and site required to be accessible. In general, access to persons with disabilities is required for
all buildings.

Chapter llA and/or IIB. Verify compliance with accessibility provisions. In order to be considered as accessible, buildings and
their individual elements must comply with the applicable technical provisions of Chapters 1 lA and/or 1 IB.

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

Sec. 2406.3. Verify safety glazing provided in hazardous locations. Safety glazing must be appropriately identified to ensure
the proper glazing material is installed in areas considered as subject to human impact.

Chapter 12. Interior environment. Provisions regulating ventilation, temperature control, lighting, sound transmission, room
dimensions and surrounding materials associated with interior spaces.

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 30. Elevators. Elevator hoistway provisions, including enclosure of hoistways, emergency operations and hoistway vent-
ing.

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

Structural Provisions

General Requirements

1. Design Loads.

The 2009 IBC references the national load standard. Minimum Design Loads for Buildings and Other Structures (ASCE/SEI
7 — 05) with Supplement Number 2.

Determine the applicable design loads that the building structure is expected to be subjected to. Code prescribed loads are given in
Chapter 16 and the referenced standard, ASCE/SEI 7. The code prescribed minimum Hve loads are given in IBC Table 1607.1.

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

REFERENCED IBC SECTIONS AND ASCE/SEI 7 CHAPTERS FOR LOADS

TYPE OF LOAD

IBC SECTION

ASCE/SEI 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 51

Earthquake loads

Section 1613

Chapter 11-22

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

2010 CALIFORNIA BUILDING CODE

EFFECTIVE USE OF THE IBC/CBC

2. 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, canopies and cladding, are often constructed of aluminum.

The design of various structural materials is covered in specific material chapters in the code which in turn reference design stan-
dards for the type of material involved. The referenced standards in the 2009 IBC for the structural materials are shown in the
following table:

STRUCTURAL DESIGN STANDARDS FOR STRUCTURAL MATERIALS^

MATERIAL

IBC/CBC CHAPTER

REFERENCED STANDARD

Concrete

ACI318— 08
Building Code Requirements for Structural Concrete

Aluminum

ADM 1—05
Aluminum Design Manual

Masonry

TMS 402-08/ACI 530-08/ASCE 5-08
Building Code Requirements and Specification for Masonry Structures (MSJC Code)

Steel

AISC 360—05
Specification for Structural Steel Buildings

AISC 341— 05

Seismic Provisions for Structural Steel Buildings,

including Supplement No. 1 dated 2006

AISIS 100— 2007
North American Specification for the Design of Cold-Formed Steel Structural Members

Wood

AF&PA NDS— 05
National Design Specification (NDS) for Wood Construction with 2005 Supplement

AF&PA SDPWS— 08
Special Design Provisions for Wind and Seismic

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

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 members,
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. In general, the ultimate resisting element of buildings and structures
is the foundation and supporting ground. The final step is to prepare a complete set of construction documents as required by Sec-
tions 107 and 1603. Construction documents are defined in Section 202 as "Written, graphic and pictorial documents prepared or
assembled for describing the design, location and physical characteristics of the elements of a project necessary for obtaining a
building permit." In general, construction documents consist of plans, specifications and calculations.

Section 1603.1 requires construction documents to show the size, section and relative locations of structural members with floor
levels, column centers and offsets dimensioned. Design loads required by Sections 1603. 1 . 1 through 1603. 1 .9 must be indicated on
the construction documents. If complete construction documents consisting of plans, specifications and calculations are provided,
the items Usted in Sections 1603. 1.1 through 1603.9 are generally included.

2010 CALIFORNIA BUILDING CODE

EFFECTIVE USE OF THE IBC/CBC

The exception permits construction documents for buildings constructed in accordance with the conventional light-frame con-
struction provisions of Section 2308 need only indicate the following:

Roor and roof live loads

Ground snow load, P^.

Basic (3-second gust) wind speed (mph) and wind exposure category.

Seismic design category and site class.

Flood design data where sited in flood hazard areas

Design load-bearing values of soils.

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 1607.1 1.2 should be indicated for roof live loads that are reduced.

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

Determine the ground snow load, P^, 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^, exceeds 10 psf, the following information should be determined:

1. Flat-roof snow load, Pf.

2. Snow exposure factor, Q.

3. Snow load importance factor, /.

4. Thermal factor, C,.

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.

2010 CALIFORNIA BUILDING CODE xl

EFFECTIVE USE OF THE IBC/CBC

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^ and 5^.

3. Site class.

4. Design spectral response coefficients, S^s and Sfy^.

5. Seismic design category.

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

7. Design base shear.

8. Seismic response coefficient(s), C5.

9. Response modification factor(s), R,

10. Analysis procedure used.

6. Geotechnieal information.

The design load bearing values of soils shall be shown on the construction documents in accordance with Section 1603.1.6.

7. 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 in accordance with Section 1603.1.8.

8. 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 with overstrength as required by
Section 1605.1 and ASCE/SEI 7.

9. Wind and seismic detaUing.

Lateral-force-resisting systems are required to conform to the seismic detailing requirements of the code and ASCE/SEI 7 (exclud-
ing Chapter 14 and Appendix 1 1 A) even when wind load effects are greater than seismic load effects. See Section 1604.10.

10. 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 1604.3.6 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/SEI 7.

11. 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 1 809.7. 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.

FOUNDATION REQUIREMENTS

SUBJECT

IBC SECTION

Presumptive load-bearing values of soils

1806, Table 1806.2

Foundation walls, retaining walls and embedded posts & poles

1807

General requirements for foundations

1808

Minimum concrete specified concrete strength

Table 1808.8.1

Minimum concrete cover

Table 1808.8.2

Shallow foundations (footings)

1809

Prescriptive footings for light frame walls

Table 1809.7

Deep foundations

1810

xii

2010 CALIFORNIA BUILDING CODE

EFFECTIVE USE OF THE IBC/CBC

A geotechnical investigation is required where required by Section 1803.2 unless the building official determines that a soils
investigation is not required in accordance with the exception. A geotechnical investigation is required for buildings assigned to
Seismic Design Categories C, D, E and F in accordance with Sections 1803.5.11 and 1803.5.12.

12. Excavation, grading and fill

Requirements for excavation, grading and fill related to foundation construction are covered in Section 1804. General require-
ments for site grading are covered in Appendix J.

13. Flood design data.

Where required by Section 1612.5, buildings located in flood hazard areas as established in Section 1612.3 are required to pro-
vide documentation 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; and the elevation to which any nonresidential building will be dry flood proofed.

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.

14. Special inspection.

Where special inspection, special inspection for seismic resistance, or structural testing for seismic resistance is required by Sec-
tion 1704, 1707 or 1708, the registered design professional in responsible charge is required to prepare a statement of special
inspections in accordance with Section 1705. The statement of special inspections must be submitted by the permit applicant as a
condition of permit issuance in accordance with Section 106.1.

A statement of special inspections is not required for structures designed and constructed in accordance with the conventional
construction provisions of Section 2308 unless specific components in the structure require special inspection.

The statement of special inspections is permitted to be prepared by a qualified person approved by the building official for con-
struction 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
Level 1
Level 2

1704.5

Table 1704.5.1
Table 1704.5.3

Wood construction

1704.6

Soils

1704.7

Table 1704.7

Driven deep foundations

1704.8

Table 1704.8

Cast in place deep foundations

1704.9

Table 1704.9

Helical pile foundations

1704.10

Vertical masonry foundations

1704.11

1704.5

—

Sprayed fire resistant materials

1704.12

Mastic and intumescent fire resistive coatings

1704.13

Exterior insulation and finish (EIFS) systems

1704.14

Special cases

1704.15

Smoke control systems

1704.16

—

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 obserxer shall submit a written statement to the building official
that identifies any reported deficiencies that have not been resolved.

2010 CALIFORNIA BUILDING CODE

xlli

EFFECTIVE USE OF THE IBC/CBC

15. Special inspection for wind and seismic resistance.

Section 1706.1 requires special inspections for wind requirements based on wind speed and exposure category as prescribed in
Sections 1706,2 through 1706.4, unless exempted by the exceptions to Section 1704.1.

Section 1707.1 requires special inspections for seismic resistance based on seismic design category as prescribed in Sections
1707.2 through 1707.9, unless exempted by the exceptions of Section 1704.1 or 1705.3.

16. Structural testing for seismic resistance.

Section 1708.1 requires specific testing and qualification for seismic resistance as prescribed in Sections 1708.2 through 1708.5,
unless exempted from special inspections by the exceptions of Section 1704;1 and 1705.3.

17. Structural observation.

Where required by the provisions of Section 17 10.2 or 17 10.3 the owner is required to employ a registered design professional to
perform structural observations as defined in Section 1702. Section 1710.2 requires structural observations for seismic resis-
tance for certain structures assigned to Seismic Design Category D, E or F; Section 1710.3 requires structural observations for
wind requirements for certain structures sited where the wind speed exceeds 110 mph.

At the conclusion of the work included in the permit, the structural observer is required to submit a written statement to the
building official that identifies any reported deficiencies that have not been resolved.

Prior to the commencement of observations, the structural observer is required to submit a written statement to the building
official identifying the structural observations.

At the conclusion of the work included in the permit, the structural observer is required to submit a written statement to the
building official indicating what site visits have been made, identifies any deficiencies that have not been resolved.

18. Contractor responsibility.

Section 1709 requires each contractor responsible for the construction of a main wind- or seismic-force-resisting system, desig-
nated seismic system or a wind- or seismic-resisting component listed in the statement of special inspections is required to sub-
mit a written statement of responsibility to the building official and the owner prior to the commencement of work on the system
or component. (The term "designated seismic system" is defined in Section 1702 and Section 1 1 .2 of ASCE/SEI 7). The contrac-
tor's statement of responsibility is required to acknowledge awareness of the special requirements contained in the statement of
special inspections.

19. Phased approvals.

Construction of foundations or other part of a building is permitted before the construction documents for the whole building or
structure have been submitted, provided adequate information has been filed. The holder of such permit for the foundation or
other part of a building proceeds at their own risk and without assurance that a permit for the entire structure will be granted.

20. Amended construction documents.

Work must be constructed in accordance with the approved construction documents and any changes made during construction
that are not in compliance with the approved construction documents must be resubmitted for approval as amended construction
documents.

21. Deferred submittals.

Deferred submittals are items that are not submitted at the time of permit application and must have the prior approval of the
building official in accordance with Section 107.3.4.2. The registered design professional in responsible charge is required to hst
the deferred submittals on the construction documents for review by the building official. Documents for deferred submittal
items must be reviewed by the registered design professional in responsible charge who will 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.

xiv 201 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,

[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 Ofp.ce 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

DSA-SS/CC Division of the State Architect-Structural Safety/Community Colleges

OSHPD Office of Statewide Health Planning and Development

CSA Corrections Standards Authority

DPH Department of Public Health

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

Symbols in the margins indicate the status of code changes as follows:

This symbol indicates that a change has been made to a California amendment.

> This symbol indicates California deletion of California language.

2010 CALIFORNIA BUILDING CODE

xvi 2010 CALIFORNIA BUILDING CODE

California Matrix Adoption Tables

Format of the California IVIatrix 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 Section's 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 SFM
are enforced both at the state and local levels; therefore, SFM 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; this 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

HOD

DSA

OSHPD

CSA

DPH

AGR

DWR

SLC

1-AC

SS/CC

Adopt entire chapter

Adopt entire chapter as amended
(amended sections listed below)

Adopt only those sections that
are listed below

Chapter/Section

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

Adopting agency

BSC

SFM

HOD

DSA

OSHPD

CSA

DPH

AGR

DWR

SLC

1-AC

SS/CC

Adopt entire chapter

Adopt entire chapter as amended
(amended sections listed below)

Adopt only those sections that
are listed below

Chapter/Section

202

2010 CALIFORNIA BUILDING CODE

xvii

Adopt 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

Adopting agency

BSC

SFM

HOD

DSA

OSHPD

CSA

DPH

AGR

DWR

SLC

1-AC

ss/cc

Adopt entire chapter

Adopt entire chapter as
amended (amended sections
listed below)

Adopt only those sections
that are listed below

Chapter 1

202

203

xvlll

2010 CALIFORNIA BUILDING CODE

ORDINANCE

The International Codes are designed and promulgated to be adopted by reference by ordinance. Jurisdictions wishing to adopt the
2010 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 CALIFORNIA BUILDING CODE

ORDINANCE NO.

An ordinance of the [JURISDICTION] adopting the 2010 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 1. That a certain document, three (3) copies of which are on file in the office of the [TITLE OF JURISDICTION'S KEEPER OF
RECORDS] of [NAME OF JURISDICTION], being marked and designated as the California Building Code, 2010 edition, including
Appendix Chapters [FILL IN THE APPENDIX CHAPTERS BEING ADOPTED] (see California Building Code Section 101 .2. 1, 2010 edi-
tion), as published by the International Code Council, be and is hereby adopted as the Building Code of the [JURISDICTION], in the
State of California for regulating and governing the conditions and maintenance of all property, buildings and structures; by provid-
ing the standards for supplied utilities and facilities and other physical things and conditions essential to ensure that structures are
safe, sanitary and fit for occupation and use; and the condemnation of buildings and structures unfit for human occupancy and use
and the demolition of such structures as herein provided; providing for the issuance of permits and collection of fees therefor; and
each and all of the regulations, provisions, penalties, conditions and terms of said Building Code on file in the office of the [JURIS-
DICTION] 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 3412.2. 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 pubUshed.
(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.

201 CALIFORNIA BUILDING CODE xix

2010 CALIFORNIA BUILDING CODE

TABLE OF CONTENTS

VOLUME 1

CHAPTER 1 SCOPE AND ADMINISTRATION. ... 3

DIVISION I CALIFORNIA ADMINISTRATION 3

Section

1 . 1 General 3

1.2 Building Standards Commission 5

1.3 Corrections Standards Authority 6

1.4 Department of Consumer Affairs 6

1.5 Reserved 7

1.6 Department of Food and Agriculture 7

1.7 California Department of Public Health 7

1 .8 Department of Housing and

Community Development 7

1.8.2 Authority and Abbreviations 7

1.8.3 Local Enforcing Agency 8

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

1.8.5 Right-of-Entry for Enforcement 10

1.8.6 Local Modification by

Ordinance or Regulation 10

1.8.7 Alternate Materials, Designs, Tests and

Methods of Construction 10

1.8.8 Appeals Board 11

1.8.9 Unsafe Buildings or Structures 12

1.8.10 Other Building Regulations 12

1.9 Division of the State Architect 12

1.10 Office of Statewide Health Planning and

Development 15

1.11 Office of the State Fire Marshal 16

1.12 State Librarian 20

1.13 Reserved 20

1.14 California State Lands Commission 20

DIVISION II SCOPE AND ADMINISTRATION. ... 21

101 General 21

102 Applicability 21

103 Department of Building Safety 22

104 Duties and Powers of Building Officials 22

105 Permits 23

106 Floor and Roof Design Loads 25

107 Submittal Documents 25

108 Temporary Structures and Uses 27

109 Fees 27

2010 CALIFORNIA BUILDING CODE

1 10 Inspections 27

111 Certificate of Occupancy 28

1 12 Service Utilities 29

113 Board of Appeals 29

1 14 Violations 29

115 Stop Work Order 29

116 Unsafe Structures and Equipment 29

CHAPTER 2 DEFINITIONS 39

Section

201 General 39

202 Definitions 39

CHAPTER 3 USE AND OCCUPANCY

CLASSIFICATION 59

Section

301 General 59

302 Classification 59

303 Assembly Group A 59

304 Business Group B 60

305 Educational Group E 60

306 Factory Group F 61

307 High-Hazard Group H 61

308 Institutional Group 1 70

309 Mercantile Group M 71

310 Residential Group R 71

311 Storage Group S 74

312 Utility and Miscellaneous Group U 75

313 Laboratories Group L [SFM] 75

CHAPTER 4 SPECIAL DETAILED

REQUIREMENTS BASED ON

USE AND OCCUPANCY 81

Section

401 Scope 81

402 Covered Mall and Open Mall Buildings 81

403 High-Rise Buildings and Group 1-2
Occupancies Having Occupied Floors
Located more than 75 Feet Above the Lowest
Level of Fire Department Vehicle Access 84

404 Atriums 88

405 Underground Buildings 88

406 Motor- Vehicle-Related Occupancies 89

407 Group 1-2 93

xxl

TABLE OF CONTENTS

408 Group 1-3. 96

409 Motion Picture Projection Rooms 99

410 Stages and Platforms 100

411 Special Amusement Buildings 102

412 Aircraft-Related Occupancies 102

413 Combustible Storage 105

414 Hazardous Materials 105

415 Groups H-l,H-2,H-3,H-4 and H-5 109

416 Application of Flammable Finishes 122

417 Drying Rooms 122

418 Organic Coatings 122

419 LiveAVork Units 123

420 Groups R-1, R-2, R-2.1, R-3,

R-3.1andR-4 123

421 Hydrogen Cutoff Rooms 124

422 Ambulatory Health Care Facilities 125

423 Storm Shelters 125

424 Special Provisions for Residential Hotels

[HCD 1 & HCD 1-AC] 125

425 Special Provisions for Licensed

24-Hour Care Facilities in a

Group R-2.1, R-3.1, R-4 [SFM] 125

426 Group 1-4 [SFM] 128

427 Reserved 129

428 Reserved 129

429 Reserved 129

430 Horse Racing Stables [SFM] 129

431 Pet Kennels [SFM] 129

432 Combustion Engines and

Gas Turbines [SFM] 129

433 Fixed Guideway Transit Systems [SFM] 130

434 Explosives [SFM] 133

435 Reserved 136

436 Winery Caves [SFM] 136

437 Reserved 137

438 Reserved 137

439 Public Libraries [SL AND SFM] 137

440 Group C [SFM] 138

441 Reserved 140

442 Group E [SFM] 140

443 Group L [SFM] 141

444 Reserved 144

445 Large Family Day-Care Homes [SFM] 144

CHAPTER 5 GENERAL BUILDING

HEIGHTS AND AREAS 149

Section

501 General 149

502 Definitions 149

503 General Building Height and

Area Limitations 149

504 Building Height 149

505 Mezzanines 151

506 Building Area Modifications 152

507 Unlimited Area Buildings 153

508 Mixed Use and Occupancy 154

509 Special Provisions 156

CHAPTER 6 TYPES OF CONSTRUCTION 163

Section

601 General 163

602 Construction Classification 163

603 Combustible Material in

Type I and II Construction 165

CHAPTER? FIRE AND SMOKE

PROTECTION FEATURES 169

Section

701 General 169

702 Definitions 169

703 Fire-Resistance Ratings and Fire Tests 170

704 Fire-Resistance Rating of

Structural Members 171

705 Exterior Walls 173

706 Fire Walls 177

707 Fire Barriers 179

708 Shaft Enclosures 180

709 Fire Parfitions 184

710 Smoke Barriers 185

711 Smoke Partitions 185

712 Horizontal Assemblies 186

713 Penetrations 187

714 Fire-Resistant Joint Systems 189

715 Opening Protectives 190

716 Ducts and Air Transfer Openings 194

717 Concealed Spaces 199

718 Fire-Resistance Requirements for Plaster. ... 201

719 Thermal- and Sound-Insulating Materials ...201

720 Prescripfive Fire Resistance 202

721 Calculated Fire Resistance 224

xxii

2010 CALIFORNIA BUILDING CODE

TABLE OF CONTENTS

CHAPTER 7A MATERIALS AND CONSTRUCTION
METHODS FOR EXTERIOR
WILDFIRE EXPOSURE 255

Section

701 A Scope, Purpose and Application 255

702A Definitions 256

703A Standards of Quality 256

704A Ignition-Resistant Construction 257

705A Roofing 258

706A Vents 258

707A Exterior Covering 258

708 A Exterior Windows and Doors 260

709A Decking 260

710A Accessory Structures 261

CHAPTER 8 INTERIOR FINISHES 265

Section

801 General 265

802 Definitions 265

803 Wall and Ceiling Finishes 265

804 Interior Floor Finish 268

805 Combustible Materials in Type I

and II Construction 268

806 Decorative Materials and Trim 269

807 Insulation 269

808 Acoustical Ceiling Systems , 269

CHAPTER 9 FIRE PROTECTION SYSTEMS ... 277

Section

901 General 277

902 Definitions 277

903 Automatic Sprinkler Systems 280

904 Alternative Automatic

Fire-Extinguishing Systems 287

905 Standpipe Systems 289

906 Portable Fire Extinguishers 292

907 Fire Alarm and Detection Systems 294

908 Emergency Alarm Systems 308

909 Smoke Control Systems 308

910 Smoke and Heat Vents 315

911 Fire Command Center 317

912 Fire Department Connections 318

913 Fire Pumps 318

914 Emergency Responder Safety Features 319

915 Emergency Responder Radio Coverage 319

201 CALIFORNIA BUILDING CODE

CHAPTER 10 MEANS OF EGRESS 325

Section

1001 Administration 325

1002 Definitions 325

1003 General Means of Egress 326

1004 Occupant Load 329

1005 Egress Width 330

1006 Means of Egress Illumination 330

1007 Accessible Means of Egress 331

1008 Doors, Gates and Turnstiles 334

1009 Stairways 340

1010 Ramps 343

101 1 Exit Signs 344

1012 Handrails 346

1013 Guards .347

1014 Exit Access 348

1015 Exit and Exit Access Doorways 349

1016 Exit Access Travel Distance 351

1017 Aisles 352

1018 Corridors 352

1019 Egress Balconies 354

1020 Exits 354

1021 Number of Exits and Continuity 354

1022 Exit Enclosures 355

1023 Exit Passageways 357

1024 Luminous Egress Path Markings 357

1025 Horizontal Exits 359

1026 Exterior Exit Ramps and Stairways 360

1027 Exit Discharge 360

1028 Assembly 361

1029 Emergency Escape and Rescue 366

CHAPTER 11 RESERVED 369

CHAPTER llA HOUSING ACCESSIBILITY . . . • 373

Section

1 101 A Application 373

1 102A Building Accessibility 373

1 103 A Design and Construction 374

1104A Covered Multifamily Dwellings 374

1105A Garages, Carports and Parking Facilities . . . , 375

1106A Site and Building Characteristics 375

1107A Definitions 375

1 108 A General Requirements for Accessible Parking

and Exterior Routes of Travel 378

TABLE OF CONTENTS

1109A
lllOA
llllA
1112A
1113A

1114A

1115A
1116A
1117A

1118A
1119A
11 20 A
1121A

11 22 A

11 23 A

11 24 A

1125A

11 26 A

11 27 A
1128A
11 29 A
1130A

1131A
1132A
1133A
11 34 A
1135A

11 36 A

11 37 A
1138A
1139A
1140A
1141A
11 42 A

1143A
1144A
1145A
11 46 A

xxiv

Parking Facilities 378

Exterior Routes of Travel 380

Changes in Level on Accessible Routes 380

Curb Ramps on Accessible Routes 381

Walks and Sidewalks on an

Accessible Route 381

Exterior Ramps and Landings on

Accessible Routes 382

Exterior Stairways 383

Hazards on Accessible Routes 384

General Requirements for Accessible
Entrances, Exits, Interior Routes of
Travel and Facility Accessibility 385

Egress and Areas of Refuge 385

Interior Routes of Travel 385

Interior Accessible Routes 385

Changes in Level on Accessible Routes 386

Interior Ramps and Landings on
Accessible Routes 386

Interior Stairways 387

Elevators and Platform

(Wheelchair) Lifts 388

Hazards on Accessible Routes 390

Doors 390

Common Use Facilities 391

Covered Dwelling Units 398

Reserved 398

Accessible Route Within Covered

Multifamily Dwelling Units 398

Changes in Level on Accessible Routes 398

Doors 398

Kitchens 400

Bathing and Toilet Facilities 400

Laundry Rooms 403

Electrical Receptacle,

Switch and Control Heights 403

Other Features and Facilities 405

Reserved 405

Accessible Drinking Fountains 405

Accessible Telephones 405

Accessible Swimming Pools 406

Electrical Receptacle, Switch and

Control Heights 407

Signage 407

Reserved 408

1 147A Reserved 408

1148A Reserved 408

1 149A Reserved 408

1 150 A Site Impracticality Tests 409

CHAPTER IIB ACCESSIBILITY TO PUBLIC
BUILDINGS, PUBLIC
ACCOMODATIONS,
COMMERICAL BUILDINGS
AND PUBLICLY FUNDED
HOUSING 465

Section

IIOIB Scope 465

1102B Definitions 465

1 103B Building Accessibility 468

1 104B Accessibility for Group A Occupancies 469

1 105B Accessibility for Group B Occupancies 472

1 106B Accessibility for Group E Occupancies 473

1 107B Factories and Warehouses 474

1108B Accessibility for Group H Occupancies 474

1109B Accessibility for Group I Occupancies 475

I I lOB Accessibility for Group M Occupancies 475

I I I IB Accessibility for Group R Occupancies 477

1112B Reserved 479

1113B Reserved 479

11 14B Facility Accessibility 479

1 1 15B Bathing and Toilet Facilities

(Sanitary Facilities) 480

1 1 16B Elevators and Special Access

(Wheelchair) Lifts 486

1 1 17B Other Building Components 489

1 1 18B Space Allowance and Reach Ranges 497

1 1 19B Special Standards of Accessibility for

Buildings with Historical Significance .... 497

1120B Floor and Levels 497

1121B Transportation Facilities 498

1 122B Fixed or Built-in Seating,

Tables and Counters 501

1123B Access to Employee Areas 502

1 124B Ground and Floor Surfaces 502

1125B Storage 502

1126B Vending Machines and Other Equipment .... 502

1 127B Exterior Routes of Travel 503

1 128B Pedestrian Grade Separations

(Overpasses and Underpasses) 504

1 129B Accessible Parking Required 504

1 130B Parking Structures 506

2010 CALIFORNIA BUILDING CODE

TABLE OF CONTENTS

113 IB Passenger Drop-off and Loading Zones 506

1132B Outdoor Occupancies 506

11 33B General Accessibility for

Entrances, Exits and Paths of Travel 508

1134B Accessibility for Existing Buildings 515

1 1 35B Historic Preservation— Special Standards
of Accessibility for Buildings with
Historical Significance 516

CHAPTER lie STANDARDS FOR CARD
READERS AT GASOLINE
FUELDISPENSING
FACILITIES 587

Section

1 lOlC Card-Reader Devices at

Fuel-Dispensing Equipment 587

1102C Application 587

1 103C Number of Accessible

Card-Reading Devices Required 587

1 104C Required Features 587

CHAPTER 12 INTERIOR ENVIRONMENT 593

Section

1201 General 593

1202 Definitions 593

1203 Ventilation 593

1204 Temperature Control 594

1205 Lighting 595

1206 Yards or Courts 595

1207 Sound Transmission 596

1208 Interior Space Dimensions 598

1209 Access to Unoccupied Spaces 599

1210 Surrounding Materials 599

121 1 Garage Door Springs 599

1212 Reserved 600

1213 Reserved 600

1214 Reserved 600

1215 Reserved 600

1216 Reserved 600

1217 Reserved 600

1218 Reserved 600

1219 Reserved 600

1220 Reserved 600

1221 Reserved 600

1222 Reserved 600

1223 Reserved 600

1224 Hospitals 600

2010 CALIFORNIA BUILDING CODE

1225 Skilled Nursing and

Intermediate-Care Facilities 628

1226 Clinics 633

1227 Correctional Treatment Centers 636

1228 Reserved 641

1229 Reserved 641

1230 Minimum Standards for

Juvenile Facilities 641

1231 Local Detention 645

1232 Reserved 651

1233 Reserved 651

1234 Reserved 651

1235 Sanitary Control of Shellfish

(Plants and Operations) 651

1236 Laboratory Animal Quarters 651

1237 Wild Animal Quarantine Facilities 652

1238 Reserved 652

1239 Reserved 652

1240 Meat and Poultry Processing Plants 652

1241 Collection Centers and Facilities 654

1242 Renderers 654

1243 Horsemeat and Pet Food Establishments .... 654

1244 Reserved 655

1245 Reserved 655

1246 Reserved 655

1247 Reserved 655

1248 Reserved 655

1249 Reserved 655

1250 Pharmacies 655

1251 Veterinary Facilities 655

1252 Barber Colleges and Shops 656

1253 Schools of Cosmetology,

Cosmetological Establishments and

Satellite Classrooms 656

1254 Acupuncture Offices 657

CHAPTER 13 ENERGY EFFICIENCY 659

CHAPTER 14 EXTERIOR WALLS 663

Section

1401 General 663

1402 Definitions 633

1403 Performance Requirements 663

1404 Materials 664

1405 Installation of Wall Coverings 665

XXV

TABLE OF CONTENTS

1406 Combustible Materials on the

Exterior Side of Exterior Walls 669

1407 Metal Composite Materials (MCM) 670

1408 Exterior Insulation and

Finish Systems (EIFS) 671

1409 [DSA-SS and DSA-SS/CC, OSHPD 1,2 & 4]

Additional Requirements for Anchored and
Adhered Veneer 671

CHAPTER 15 ROOF ASSEMBLIES AND

ROOFTOP STRUCTURES 675

Section

1501 General 675

1502 Definitions 675

1503 Weather Protection 675

1504 Performance Requirements 676

1505 Fire Classification 677

1506 Materials 678

1507 Requirements for Roof Coverings 678

1508 Roof Insulation 687

1509 Rooftop Structures 688

1510 Reroofmg 689

1511 [DSA-SS and OSHPD 1, 2 & 4] Seismic

Anchorage of Slate Shingle, Clay and
Concrete Tile Roof Coverings 690

INDEX 691

HISTORY NOTE 731

VOLUME 2

CHAPTER 16 STRUCTURAL DESIGN 5

Section

1601 General 5

1602 Definitions and Notations 5

1603 Construction Documents 6

1604 General Design Requirements 7

1605 Load Combinations 10

1606 Dead Loads .11

1607 Live Loads 11

1608 Snow Loads 17

1609 Wind Loads 20

1610 Soil Lateral Loads 33

161 1 Rain Loads 34

1612 Flood Loads 40

1613 Earthquake Loads 42

1614 Structural Integrity 48

1615 Additional Requirements [DSA-SS/CC] 69

CHAPTER 16A STRUCTURAL DESIGN 79

Section

1601A General 79

1602 A Definitions and Notations 79

1603 A Construction Documents 81

1604A General Design Requirements 82

1605A Load Combinations 84

1606A Dead Loads 86

1607A Live Loads 86

1608A Snow Loads 91

1609A Wind Loads 94

1610A Soil Lateral Loads 104

1611A Rain Loads 104

1612A Flood Loads 1 10

1613A Earthquake Loads 112

1614A Structural Integrity 117

1615A Modifications to ASCE 7 119

CHAPTER 17 STRUCTURAL TESTS AND

SPECIAL INSPECTIONS 129

Section

1701 General 129

1702 Definitions 129

1703 Approvals 129

1704 Special Inspections 130

1705 Statement of Special Inspections 141

1706 Special Inspections for Wind Requirements . . 143

1707 Special Inspections for Seismic Resistance . . 143

1708 Structural Testing for Seismic Resistance. ... 144

1709 Contractor Responsibility 145

1710 Structural Observations 145

1711 Design Strengths of Materials 145

1712 Alternative Test Procedure 145

1713 Test Safe Load 146

1714 In-Situ Load Tests 146

1715 Preconstruction Load Tests 146

1716 Material and Test Standards 147

CHAPTER 17A STRUCTURAL TESTS AND

SPECIAL INSPECTIONS 151

Section

1701A General 151

1702A Definitions 151

1703A Approvals 152

2010 CALIFORNIA BUILDING CODE

TABLE OF CONTENTS

1704A Special Inspections 153

1705 A Statement of Special Inspections 165

1706 A Special Inspections for Wind Requirements . . 167

1707 A Special Inspections for Seismic Resistance . . 167

1708A Structural Testing for Seismic Resistance 168

1709 A Contractor Responsibility 169

1710A Structural Observations 169

1711 A Design Strengths of Materials 169

1712A Alternative Test Procedure 170

1713A Test Safe Load 170

1714A In-Situ Load Tests 170

1715A Preconstruction Load Tests 170

1716A Material and Test Standards 171

CHAPTER 18 SOILS AND FOUNDATIONS 175

Section

1801 General 175

1802 Definitions 175

1803 Geotechnical Investigations 175

1804 Excavation, Grading and Fill 178

1805 Dampproofing and Waterproofing 179

1806 Presumptive Load-Bearing Values of Soils. . . 180

1807 Foundation Walls, Retaining Walls and

Embedded Posts and Poles 181

1808 Foundations 187

1809 Shallow Foundations 189

1810 Deep Foundations 192

CHAPTER 18A SOILS AND FOUNDATIONS .... 207

Section

1801A General 207

1802A Definitions 207

1803 A Geotechnical Investigations 208

1804 A Excavation, Grading and Fill 211

1805 A Dampproofing and Waterproofing 211

1806 A Presumptive Load-Bearing Values of Soils. . . 213

1807 A Foundation Walls, Retaining Walls

and Embedded Posts and Poles 213

1808A Foundations 215

1809A Shallow Foundations 218

1810A Deep Foundations 219

1 8 11 A Prestressed Rock and S oil

Foundation Anchors 231

CHAPTER 19 CONCRETE 235

Section

1901 General 235

1902 Definitions 235

1903 Specifications for Tests and Materials 235

1904 Durability Requirements 236

1905 Concrete Quality, Mixing and Placing 236

1906 Formwork, Embedded Pipes and

Construction Joints 238

1907 Details of Reinforcement 238

1908 Modifications to ACI 318 239

1909 Structural Plain Concrete 241

1910 Minimum Slab Provisions 242

1911 Anchorage to Concrete — Allowable

Stress Design 242

1912 Anchorage to Concrete — Strength Design . . . 243

1913 Shotcrete 244

1914 Reinforced Gypsum Concrete 245

1915 Concrete-Filled Pipe Columns 245

1916 Additional Requirements [DSA-SS/CC] 246

CHAPTER 19A CONCRETE 253

Section

1902A General 253

1902A Definitions 253

1903 A Specifications for Tests and Materials 255

1904A Durability Requirements 255

1905 A Concrete Quality, Mixing and Placing 256

1906 A Formwork, Embedded Pipes and

Construction Joints 257

1907 A Details of Reinforcement 257

1908A Modifications to ACI 318 258

1909 A Structural Plain Concrete Not Permitted

by OSHPD and DSA-SS 262

1910A Minimum Slab Provisions 262

1 9 1 1 A Anchorage to Concrete —

Allowable Stress Design 263

1 9 1 2 A Anchorage to Concrete —

Strength Design 263

1913A Shotcrete 264

1914A Reinforced Gypsum Concrete 265

1915A Concrete-Filled Pipe Columns 265

1 9 1 6A Concrete, Reinforcement and

Anchor Testing 266

1917A Existing Concrete Structures 267

2010 CALIFORNIA BUILDING CODE

xxvil

TABLE OF CONTENTS

CHAPTER 20 ALUMINUM 271

Section

2001 General 271

2002 Materials 271

2003 Inspection 271

CHAPTER 21 MASONRY 275

Section

2101 General 275

2102 Definitions and Notations 275

2103 Masonry Construction Materials 278

2104 Construction 280

2105 Quality Assurance 280

2106 Seismic Design 281

2107 Allowable Stress Design 282

2108 Strength Design of Masonry 282

2109 Empirical Design of Masonry 282

2110 Glass Unit Masonry 284

2111 Masonry Fireplaces 284

2112 Masonry Heaters 287

2113 Masonry Chimneys 287

2114 Additional Requirements [DSA-SS/CC] 291

CHAPTER 21A MASONRY 297

Section

2101A General .297

2102A Definitions and Notations 298

2 103 A Masonry Construction Materials 301

2104A Construction 302

2105A Quality Assurance 305

2106A Seismic Design 306

2 107 A Allowable Stress Design 307

2 108 A Strength Design of Masonry 308

2 109 A Empirical Design of Masonry Not Permitted

by OSHPD and DSA-SS 309

21 lOA Glass Unit Masonry 309

21 11 A Masonry Fireplaces 309

2112A Masonry Heaters 311

21 13A Masonry Chimneys 312

21 14A Nonbearing Walls 316

21 15A Masonry Screen Walls 316

CHAPTER 22 STEEL 319

Section

2201 General 319

2202 Definitions 319

2203 Identification and Protection of Steel

for Structural Purposes 319

2204 Connections 319

2205 Structural Steel 320

2206 Steel Joists 320

2207 Steel Cable Structures 321

2208 Steel Storage Racks 321

2209 Cold-Formed Steel 321

22 1 Cold-Formed Steel Light-Frame

Construction 321

221 1 Additional Requirements [DSA-SS/CC] 322

CHAPTER 22A STEEL 327

Section

2201A General 327

2202A Definitions 327

2203A Identification and Protection of

Steel for Structural Purposes 327

2204A Connections 327

2205A Structural Steel 328

2206A Steel Joists 330

2207A Steel Cable Structures 331

2208A Steel Storage Racks 331

2209A Cold-Formed Steel 331

22 1 A Cold-Formed Steel

Light-Frame Construction 331

221 lA Light Modular Steel Moment

Frames for Public Elementary and

Secondary Schools, and

Community Colleges 332

2212A Testing 333

CHAPTER 23 WOOD 337

Section

2301 General 337

2302 Definitions 337

2303 Minimum Standards and Quality 339

2304 General Construction Requirements 343

2305 General Design Requirements for

Lateral-Force-Resisting Systems 354

2306 Allowable Stress Design 357

xxviii

2010 CALIFORNIA BUILDING CODE

TABLE OF CONTENTS

2307 Load and Resistance Factor Design 358

2308 Conventional Light-Frame Construction 358

CHAPTER 24 GLASS AND GLAZING 411

Section

2401 General 411

2402 Definitions 411

2403 General Requirements for Glass 411

2404 Wind, Snow, Seismic and

Dead Loads on Glass 411

2405 Sloped Glazing and Skylights 413

2406 Safety Glazing 415

2407 Glass in Handrails and Guards 417

2408 Glazing in Athletic Facilities 417

2409 Glass in Elevator Hoistways and

Elevator Cars 417

CHAPTER 25 GYPSUM BOARD

AND PLASTER 421

Section

2501 General 421

2502 Definitions 421

2503 Inspection 421

2504 Vertical and Horizontal Assemblies 421

2505 Shear Wall Construction 422

2506 Gypsum Board Materials 422

2507 Lathing and Plastering 422

2508 Gypsum Construction 423

2509 Gypsum Board in Showers and

Water Closets 424

2510 Lathing and Furring for Cement

Plaster (Stucco) 424

2511 Interior Plaster 425

2512 Exterior Plaster 425

2513 Exposed Aggregate Plaster 426

CHAPTER 26 PLASTIC 431

Section

2601 General 431

2602 Definitions 431

2603 Foam Plastic Insulation 43 1

2604 Interior Finish and Trim 434

2605 Plastic Veneer 435

2606 Light-Transmitting Plastics 435

2607 Light-Transmitting Plastic Wall Panels 436

2608 Light-Transmitting Plastic Glazing 437

2010 CALIFORNIA BUILDING CODE

2609 Light-Transmitting Plastic Roof Panels 437

2610 Light-Transmitting Plastic Skylight Glazing . . 438

261 1 Light-Transmitting Plastic Interior Signs .... 439

2612 Fiber Reinforced Polymer and

Fiberglass-Reinforced Polymer 439

2613 Reflective Plastic Core Insulation 440

CHAPTER 27 ELECTRICAL 443

Section

2701 General 443

2702 Emergency and Standby Power Systems 443

CHAPTER 28 MECHANICAL SYSTEMS 447

Section

2801 General 447

CHAPTER 29 PLUMBING SYSTEMS 449

Section

2901 General 449

CHAPTER 30 ELEVATORS AND

CONVEYING SYSTEMS 455

Section

3001 General 455

3002 Hoistway Enclosures 455

3003 Emergency Operations 456

3004 Hoistway Venting 457

3005 Conveying Systems 457

3006 Machine Rooms 458

3007 Fire Service Access Elevator 458

3008 Occupant Evacuation Elevators 459

3009 Special Requirements for Elevators

in Hospitals 460

CHAPTER 31 SPECIAL CONSTRUCTION 465

Section

3101 General 465

3102 Membrane Structures 465

3103 Temporary Structures 466

3104 Pedestrian Walkways and Tunnels 466

3105 Av^^nings and Canopies 467

3106 Marquees 468

3107 Signs 468

3108 Telecommunication and Broadcast Towers. . . 468

3109 Swimming Pool Enclosures and

Safety Devices 468

3110 Automatic Vehicular Gates 472

xxix

TABLE OF CONTENTS

CHAPTER 31A RESERVED 473

CHAPTER 31B PUBLIC SWIMMING POOLS ... 477

Section

3101B Scope 477

3102B Definitions 477

3103B Special Pool Classifications 478

3104B Accessibility to the Physically

Handicapped Person 478

3105B Alternate Equipment, Materials and

Methods of Construction 478

3106B Pool Construction 478

3107B Additional Requirements for a

Temporary Training Pool 479

3108B Pool Geometry 479

3109B Permanent Markings 479

3110B Steps, Recessed Steps, Ladders and

Recessed Stairs (Treads) 482

3111B Handholds 483

3112B Diving Boards 483

3113B Pool Decks 483

3114B Pool Lighting 483

3115B Bathhouse Dressing,

Shower and Toilet Facilities 484

31 16B Drinking Fountains 484

3117B Hose Bibbs 484

31 18B Enclosure of Pool Area 484

3119B Signs 485

3120B Indoor Pool Ventilation 487

3121B Foundations For Pool Equipment 487

3122B Gas Chlorination Equipment Room 487

3123B General Requirements 487

3124B Turnover Time 487

3 125B Recirculation Piping System and

Components 487

3126B Recirculation Pump Capacity 488

3127B Water Supply Inlets 488

3128B Filters (All Types) 488

3129B Rapid Sand Pressure Filters 488

3 DOB Diatomaceous Earth Filters 489

3131B High-Rate Sand Filters 489

3132B Chemical Feeders 489

3133B Disinfectant Feeders 489

3134B Pool Fittings 490

3135B Spa Pool Special Requirements 491

3136B Cleaning Systems 491

XXX

3137B Waste Water Disposal 491

3138B Reserved 491

3139B Reserved 491

3140B Reserved 491

3141B Reserved 491

3142B Reserved 491

3143B Reserved 491

3144B Reserved . 491

3145B Reserved 491

3146B Reserved 492

3147B Reserved 492

3148B Reserved 492

3149B Reserved 492

3150B Reserved 492

3151B Reserved 492

3152B Reserved 492

3153B Reserved 492

3154B Reserved 492

3155B Reserved 492

3156B Reserved 492

3157B Reserved 492

3158B Reserved 492

3159B Reserved 492

3160B 492

3161B 492

3162B Anti-Entrapment Devices and Systems 493

CHAPTER 31C RADIATION 499

Section

3101C Scope 499

3102C Radiation Shielding Barriers 499

3103C Medical Radiographic and ^..^

Photofluorographic Installations 499 AB

3104C Medical Therapeutic X-Ray Installations 499 ^^

CHAPTER 31D FOOD ESTABLISHMENTS 503

Section

3101D Scope 503

3102D Definitions 503

3103B Building and Structures 503

CHAPTER 31E RESERVED 505

CHAPTER 31F MARINE OIL TERMINALS 509

Section

3101F Introduction 509

2010 CALIFORNIA BUILDING CODE

TABLE OF CONTENTS

3102F Audit and Inspection 510

3103F Structural Loading Criteria 521

3104F Seismic Analysis and

Structural Performance 536

3105F Mooring and Berthing

Analysis and Design 543

3106F Geotechnical Hazards and Foundations 548

3107F Structural Analysis and

Design of Components 552

3108F Fire Prevention, Detection and Suppression . . 566

3109F Piping and Pipelines 570

3110F Mechanical and Electrical Equipment 573

31 1 IF Electrical Systems 576

CHAPTER 32 ENCROACHMENTS INTO THE

PUBLIC RIGHT-OF-WAY 581

Section

3201 General 581

3202 Encroachments 581

CHAPTER 33 SAFEGUARDS DURING

CONSTRUCTION 585

Section

3301 General 585

3302 Construction Safeguards 585

3303 Demolition 585

3304 Site Work 585

3305 Sanitary 585

3306 Protection of Pedestrians 586

3307 Protection of Adjoining Property 587

3308 Temporary Use of Streets, Alleys and

Public Property 587

3309 Fire Extinguishers 587

3310 Means of Egress 588

3311 Standpipes 588

3312 Automatic Sprinkler System 588

CHAPTER 34 EXISTING STRUCTURES 591

Section

3401 General 591

3402 Definitions 592

3403 Additions 593

3404 Alterations 593

3405 Repairs. . 594

3406 Fire Escapes 596

3407 Glass Replacement 596

3408 Change of Occupancy 596

2010 CALIFORNIA BUILDING CODE

3409 Historic Buildings 597

3410 Moved Structures 597

3411 Accessibility for Existing Buildings 597

3412 Compliance Alternatives 599

3413 Existing Group R-1 and Group R-2

Occupancies [SFM] 608

3414 Existing High-Rise Buildings [SFM] 611

3415 Existing Group I Occupancies [SFM] 613

3416 Existing Group L Occupancies [SFM] 614

3417 Earthquake Evaluation and Design for

Retrofit of Existing Buildings 614

3418 Definitions 617

3419 Seismic Criteria Selection for

Existing Buildings 618

3420 Method A 621

3421 Method B 621

3422 Peer Review Requirements 622

3423 Additional Requirements for Public

Schools and Community Colleges 623

CHAPTER 34A EXISTING STRUCTURES 627

Section

3401A General 627

3402A Definitions 627

3403A Additions 628

3404A Alterations 629

3405A Repairs 630

3406A Fire Escapes 63 1

3407A Glass Replacement 631

3408A Change of Occupancy 631

3409A Historic Buildings 632

3410A Moved Structures 632

341 1 A Additions, Alterations, Repairs and

Seismic Retrofit to Existing Buildings
or Structures Designed in Accordance
v^ith Pre- 1973 Building Code 632

3412A Compliance Alternatives for Additions,
Alterations, Repairs and Seismic
Retrofit to Existing Structures 632

3413A Modifications to ASCE 41 634

3414A Peer Review Requirements 636

341 5 A Earthquake Monitoring Instruments

for Existing Buildings 637

xxxi

TABLE OF CONTENTS

CHAPTER 35 REFERENCED STANDARDS 641

APPENDIX A EMPLOYEE

QUALIFICATIONS 671

Section

A 101 Building Official Qualifications 671

A102 Referenced Standards 671

APPENDIX B BOARD OF APPEALS 675

Section

BlOl General 675

APPENDIX C GROUP U— AGRICULTURAL

BUILDINGS 679

Section

ClOl General 679

C102 Allowable Height and Area 679

C103 Mixed Occupancies 679

C104 Exits 679

APPENDIX D FIRE DISTRICTS 683

Section

DlOl General 683

D102 Building Restrictions 683

D103 Changes to Buildings 684

D104 Buildings Located Partially in the

Fire District 684

D105 Exceptions to Restrictions in Fire District . . . 684

D106 Referenced Standards 685

APPENDIX E RESERVED 689

APPENDIX F RODENTPROOFING 693

Section

FlOl General 693

APPENDIX G FLOOD-RESISTANT

CONSTRUCTION 697

Section

GlOl Administration 697

G102 Applicability 697

G103 Powers and Duties 697

G104 Permits 698

G105 Variances 698

G201 Definitions 699

G301 Subdivisions 700

G401 Site Improvement 700

xxxii

G501 Manufactured Homes 700

G601 Recreational Vehicles 700

G701 Tanks 701

G801 Other Building Work 701

G901 Temporary Structures and

Temporary Storage 701

GlOOl Utility and Miscellaneous Group U 701

GllOl Referenced Standards 702

APPENDIX H SIGNS 705

Section

HlOl General 705

H102 Definitions 705

H103 Location 705

H104 Identification 705

H105 Design and Construction 706

H106 Electrical 706

H107 Combustible Materials 706

H108 Animated Devices 706

H109 Ground Signs 706

HllO Roof Signs 707

Hill Wall Signs 707

HI 12 Projecting Signs 707

HI 13 Marquee Signs 708

HI 14 Portable Signs 708

HI 15 Referenced Standards 708

APPENDIX I PATIO COVERS 711

Section

1101 General 711

1102 Definitions 711

1103 Exterior Openings 711

1104 Structural Provisions 711

APPENDIX J GRADING 715

Section

JlOl General 715

J102 Definitions 715

J103 Permits Required 715

J 104 Permit Application and Submittals 715

J105 Inspections 716

J106 Excavations 716

J107 Fills 719

J108 Setbacks 721

J109 Drainage and Terracing 721

2010 CALIFORNIA BUILDING CODE

TABLE OF CONTENTS

Jl 10 Erosion Control 721

Jill Referenced Standards 721

APPENDIX K GROUP R-3 AND GROUP R-3.1
OCCUPANCIES PROTECTED
BY THE FACILITIES OF THE
CENTRAL VALLEY FLOOD
PROTECTION PLAN 723

Section

KlOl Scope 723

K102 Definitions 723

K103 Structural Stability 724

K104 Evacuation Locations 724

K105 Space within the Building 724

K106 Decks and Balconies that are

Evacuation Locations 724

K107 Rooftop Evacuation Locations 727

K108 Attics that are Evacuation Locations 727

K109 Alternate Means of Protection 727

INDEX 729

HISTORY NOTE 769

2010 CALIFORNIA BUILDING CODE xxxiii

xxxiv 2010 CALIFORNIA BUILDING CODE

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

Adopting agency

BSC

SFM

HOD

DSA

OSHPD

CSA

DPH

AGR

DWR

CEO

SLC

1-AC

ss/cc

Adopt entire chapter

Adopt entire chapter as
amended (amended sections
listed below)

Adopt only those sections that
are listed below

Chapter/Section

1601.1.1

1601.1.2

1601.1.3

1601.1.4

1601.2

1601.3

1602.1

1603.1

1607.1, Table 1607.1

1607.7

1607.7.2

1612.3

1613.1

1613.1.1

1613.1.2

1613.3.1 ^

1613.5.1

1613.5.6

1613.5.6.1

1613.5.6.2

1613.6.3

1613.6.9

1615.1.1

1615.1.2

1615.1.3

1615.2.1.1

1615.2.1.2

1615.2.1.3

1615.3.1

1615.4

1615.5.1.1

1615.5.1.2

1615.5.1.3

1615.5.1.4

1615.5.1.5

1615.5.1.6

(continued)

2010 CALIFORNIA BUILDING CODE

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

Adopting agency

BSD

SFM

HOD

DSA

OSHPD

ORA

DPH

AGR

DWR

CEO

SLC

1-AC

ss/cc

Adopt entire chapter

Adopt entire chapter as
amended (amended sections
listed below)

Adopt only those sections that
are listed below

Chapter/Section

1615.5.2

1615.6

1615.7.1

1615.7.2

1615.8

1615.9.1

1615.9.2 - Active Earthquake
Fault

1615.9.2 -Base

1615.9.2 - Distance for an
Active Earthquake Fault

1615.9.2 - Irregular Structure

1615.9.2 - Next Generation
Attenuation (NGA)

1615.9.2 - Structural Elements

1615.9.3

1615.9.4

1615.9.4.1

1615.9.4.2

1615.9.5

1615.9.6

1615.10

1615.10.1

1615.10.2

1615.10.3

1615.10.4

1615.10.5

1615.10.6

1615.10.7

1615.10.8

1615.10.9

1615.10.10

1615.10.11

1615.10.12

1615.10.13

1615.10.14

1615.10.15

(continued)

2010 CALIFORNIA BUILDING CODE

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

Adopting agency

BSC

SFM

HOD

DBA

OSHPD

CSA

DPH

AGR

DWR

GEO

SLC

1-AC

ss/cc

Adopt entire chapter

Adopt entire chapter as
amended (amended sections
listed below)

Adopt only those sections that
are listed below

Chapter/Section

1615.10.16

1615.10.17

1615.10.18

1615.10.19

1615.10.20

1615.10.21

1615.10.22

1615.10.23

1615.10.24

1615.10.25

1615.10.26

2010 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.

1601.1.1 Application, [DSA-SS/CC] The scope of applica-
tion of Chapter 16 is as follows:

Community college buildings regulated by the Division
of the State Architect-Structural Safety/Community Col-
leges (DSA-SS/CC), as listed in Section 1.9.2,2,

1601.1.2 Identification of amendments, [DSA-SS/CC]
Division of the State Architect-Structural Safety/Commu-
nity Colleges (DSA-SS/CC) amendments appear in this
chapter preceded with the appropriate acronym, as follows:

Division of the State Architect-Structural Safety/Com-
munity Colleges: [DSA-SS/CC] - For community college
buildings listed in Section 1.9.2,2,

1601.1.3 Reference to other chapters. [DSA-SS/CC]

Where reference within this chapter is made to sections in
Chapters 17 and 18, the provisions in Chapters 17 A and
18A respectively shall apply instead.

1601.1.4 Amendments. [DSA-SS/CC] See Section 161 5 for
additional requirements.

1601.2 References, [DSA-SS/CC, OSHPD 2] 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 discrepancy between this code and a refer-
enced standard, refer to Section 1.1.7.

1601.3 Enforcement agency approval, [DSA-SS/CC,

OSHPD 2] In addition to requirements ofCCR Title 24, Parts 1
Sl 2, any aspect of project design, construction, quality assur-
ance 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").

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
automatic sprinkler systems. ,

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

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

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

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

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

Diaphragm flexible. A diaphragm is flexible for the pur-
pose of distribution of story shear and torsional moment
where so indicated in Section 12.3. 1 of ASCE 7, as modified
in Section 1613.6.1.

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

DURATION OF LOAD. The period of continuous 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 FACILITIES. Buildings and other structures
that are intended to remain operational in the event of extreme
environmental loading from flood, wind, snow or earthquakes.

FABRIC 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.

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

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 j udged to be no longer
useful for its intended function (serviceability limit state) or to
be unsafe (strength limit state).

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

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

LOAD AND RESISTANCE FACTOR DESIGN (LRFD). A

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

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

LOAD FACTOR. A factor that accounts for deviations of the
actual load from the nominal load, for uncertainties in the analy-
sis that transforms the load into a load effect, and for the proba-
bihty 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
strengtii [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.

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

F^ = Flood load in accordance with Chapter 5 of ASCE 7. I

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

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

L^ = Roof live load including any permitted live load
reduction.

R = Rain load.

S = Snow load.

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

W = Load due to wind pressure.

SECTION 1603
CONSTRUCTION DOCUMENTS

1603.1 General. Construction documents shall show the size,
section and relative locations of structural members with floor
levels, column centers and offsets dimensioned. The design
loads and other information pertinent to the structural design
required by Sections 1603.1.1 through 1603. L9 shall be indi-
cated on the construction documents.

Exception: Construction documents for buildings con-
structed in accordance with the conventional light-frame
construction provisions of Section 2308 shall indicate the
following structural design information:

1. Floor and roof live loads.

2. Ground snow load, P„.

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

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

4. Seismic design category and site class.

5. Flood design data, if located in flood hazard areas
established in Section 1612.3.

6. Design load-bearing values of soils.

[OSHPD 2] Additional requirements are included in Sections
7-115 and 7-125 of the California Administrative Code (Part 1,
Title 24, C.C.R).

1603.1.1 Floor live load. The uniformly distributed, con-
centrated and impact floor live load used in the design shall
be indicated for floor areas. Use of live load reduction in
accordance with Section 1607.9 shall be indicated for each
type of live load used in the design.

1603.1.2 Roof live load. The roof live load used in the
design shall be indicated for roof areas (Section 1607.1 1).

1603.1.3 Roof snow load. The ground snow load, Pg, shall be
indicated. In areas where the ground snow load, P^, exceeds
10 pounds per square foot (psf) (0.479 kN/m^), the following
additional information shall also be provided, regardless of
whether snow loads govern the design of the roof:

1. Flat-roof snow load, P^

2. Snow exposure factor, C^.

3. Snow load importance factor, /.

4. Thermal factor, Q.

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
direction shall be indicated.

4. The applicable internal pressure coefficient.

5. Components and cladding. The design wind pres-
sures in terms of psf (kN/m^) 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 lateral-
force-resisting system of the building:

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

2. Mapped spectral response accelerations, Ss and 5;.

3. Site class,

4. Spectral response coefficients, ^£,5 and S^^j.

5. Seismic design category.

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

7. Design base shear.

8. Seismic response coefficient(s), Q.

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

1603.1.6 Geotechnical information. The design load-
bearing values of soils shall be shown on the construction
documents.

1603.1.7 Flood design data. For buildings located in whole
or in part in flood hazard areas as established in Section
1612.3, the documentation pertaining to design, if required
in Section 1612.5, shall be included and the following infor-
mation, referenced to the datum on the conmiunity's Flood
Insurance Rate Map (FIRM), shall be shown, regardless of
whether flood loads govern the design of the building:

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

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

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

1603.1.8 Special loads. Special loads that are applicable to
the design of the building, structure or portions thereof shall
be indicated along with the specified section of this code
that addresses the special loading condition.

1603.1.9 Systems and components requiring special
inspections for seismic resistance. Construction docu-
ments or specifications shall be prepared for those systems
and components requiring special inspection for seismic
resistance as specified in Section 1707.1 by the registered
design professional responsible for their design and shall be
submitted for approval in accordance with Section 107.1,
Chapter 7, Division 11. Reference to seismic standards in
lieu of detailed drawings is acceptable.

SECTION 1604
GENERAL DESIGN REQUIREMENTS

1604.1 General. Building, structures and parts thereof shall be
designed and constructed in accordance with strength design,
load and resistance factor design, allowable stress design,
empirical design or conventional construction 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.

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

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

1604.3 Serviceability. Structural systems and members
thereof shall be designed to have adequate stiffness to limit
deflections and lateral drift. See Section 12, 12. 1 of ASCE 7 for
drift limits applicable to earthquake loading.

1604.3.1 Deflections. The deflections of structural mem-
bers shall not exceed the more restrictive of the limitations
of Sections 1604.3.2 through 1604.3.5 or that permitted by
Table 1604.3.

TABLE 1604.3
DEFLECTION LIMITS^' '''*=' "^^ '

CONSTRUCTION

Soriy'

D+U"'^

Roof members:^

Supporting plaster ceiling
Supporting nonplaster ceiling
Not supporting ceiling

1/360
//240
//1 80

//360
//240
//1 80

1/240
//ISO
//1 20

Roor members

//360

—

//240

Exterior walls and interior partitions:
With brittle finishes
With flexible finishes

—

//240
//1 20

—

Farm buildings

—

//1 80

Greenhouses

—

//120

For SI: 1 foot = 304.8 mm.

a. For structural roofing and siding made of formed metal sheets, the total load
deflection shall not exceed //60. For secondary roof structural members sup-
porting formed metal roofing, the live load deflection shall not exceed //1 50,
For secondary wall members supporting formed metal siding, the design
wind load deflection shall not exceed 1/90. 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 criterion for interior partitions is based on the horizontal load
defined in Section 1607.13.

c. See Section 2403 for glass supports.

d. For wood strucmral members having a moisture content of less than 1 6 per-
cent at time of installation and used under dry conditions, the deflection
resulting from L + 0.5D is permitted to be substituted for the deflection
resulting from L + D.

e. The above deflections do not ensure against ponding. Roofs that do not have
sufficient slope or camber to assure adequate drainage shall be investigated
for ponding. See Section 1611 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 //60. For continuous aluminum structural members
supporting edge of glass, the total load deflection shall not exceed 1/115 for
each glass lite or //60 for the entire length of the member, whichever is more
stringent. For aluminum sandwich panels used in roofs or walls of sunroom
additions or patio covers, the total load deflection shall not exceed //120.

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

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 SlOO,
ASCE 3, ASCE 8, SJI CJ-1.0, 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 TMS 402/ACI
530/ASCE 5.

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

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

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

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

Any system or method of construction to be used shall be
based on a rational analysis in accordance with well-estabHshed
principles of mechanics. Such analysis shall result in a system
that provides a complete load path capable of transferring loads
from their point of origin to the load-resisting elements.

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

Every structure shall be designed to resist the overturning
effects caused by the lateral forces specified in this chapter. See
Section 1609 for wind loads, Section 1610 for lateral soil loads
and Section 1613 for earthquake loads.

1604.5 Occupancy category. Each building and structure
shall be assigned an occupancy category in accordance with
Table 1604.5.

1604.5.1 Multiple occupancies. Where a building or struc-
ture is occupied by two or more occupancies not included in
the same occupancy category, it shall be assigned the classifi-
cation of the highest occupancy category corresponding to
the various occupancies. Where buildings or structures have
two or more portions that are structurally separated, each por-
tion shall be separately classified. Where a separated portion
of a building or 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.

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

2010 CALIFORNIA BUILDING CODE

the construction for the intended occupancy. Engineering anal-
ysis and load tests shall be conducted in accordance with Sec-
tion 1714.

1604.7 Preconstniction 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 1712,
shall be load tested in accordance with Section 1715.

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 Walls. Walls shall be anchored to floors, roofs and
other structural elements that provide lateral support for the

STRUCTURAL DESIGN

wall. Such anchorage shall provide a positive direct connec-
tion capable of resisting the horizontal forces specified in
this chapter but not less than the minimum strength design
horizontal force specified in Section 1 1 .7.3 of ASCE 7, sub-
stituted for "£" in the load combinations of Section 1605.2
or 1605.3. Concrete and masonry 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 Sec-
tions 1 609 for wind design requirements and 1 6 1 3 for earth-
quake 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 hails subject to withdrawal. Where

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 facihties.

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:

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

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

• Buildings and other structures containing adult education facilities, such as colleges and universities, with an occupant
load greater than 500.

• Group 1-2 occupancies with an occupant load of 50 or more resident patients but not having surgery or emergency
treatment facilities.

• Group 1-3 occupancies,

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

• Power-generating stations, water treatment facilities for potable water, waste water treatment facilities and other pub-
lic utility facihties not included in Occupancy Category IV.

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

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

• Group 1-2 occupancies having surgery or emergency treatment facilities. [OSHPD 3] For OSHPD 3 facilities, see Sec-
tion 308.3,2.

• Fire, rescue, ambulance and pohce stations and emergency vehicle garages.

• Designated earthquake, hurricane or other emergency shelters.

• Designated emergency preparedness, communications and operations centers and other facilities required for emer-
gency response.

• Power-generating stations and other pubhc utility facilities required as emergency backup facilities for Occupancy
Category IV structures.

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

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

• Buildings and other structures having critical national defense functions.

• Water storage facihties and pump structures required to maintain water pressure for fire suppression.

a. For purposes of occupant load calculation, occupancies required by Table 1004. 1. 1 to use gross floor area calculations shall be permitted to use net floor areas to
determine the total occupant load.

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

positive connection to the primary building structure cannot
be verified during inspection, decks shall be self-support-
ing. Connections of decks with cantilevered framing mem-
bers to exterior walls or other framing members shall be
designed for both of the following:

1. The reactions resulting from the dead load and live
load specified in Table 1607. 1, or the snow load spec-
ified in Section 1608, in accordance with Section
1605, acting on all portions of the deck.

2, The reactions resulting from the dead load and live
load specified in Table 1607.1, or the snow load spec-
ified in Section 1608, in accordance with Section
1605, acting on the cantilevered portion of the deck,
and no live load or snow load on the remaining por-
tion 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 load effects are greater
than seismic load effects.

SECTION 1605
LOAD COMBINATIONS

1605.1 General. Buildings and other structures and portions
thereof shall be designed to resist:

1. The load combinations specified in Section 1605,2,
1605.3.1 or 1605.3.2,

2. The load combinations specified in Chapters 18 through
23, and

3. The load combinations with overstrength factor speci-
fied in Section 12.4.3.2 of ASCE 7 where required by
Section 12.2.5.2, 12.3.3.3 or 12.10.2.1 of ASCE 7. With
the simplified procedure of ASCE 7 Section 12.14, the
load combinations with overstrength factor of Section
12.14.3.2 of ASCE 7 shall be used.

Applicable loads shall be considered, including both earth-
quake and wind, in accordance with the specified load combi-
nations. Each load combination shall also be investigated with
one or more of the variable loads set to zero.

Where the load combinations with overstrength factor in Sec-
tion 12.4.3.2 of ASCE 7 apply, they shall be used as follows:

1. The basic combinations for strength design with
overstrength factor in Heu of Equations 16-5 and 16-7 in
Section 1605.2.1.

2. The basic combinations for allowable stress design with
overstrength factor in lieu of Equations 16-12, 16-13 and
16-15 in Section 1605.3.1.

3. The basic combinations for allowable stress design with
overstrength factor in lieu of Equations 16-20 and 16-21
in Section 1605.3.2.

1605.1.1 Stability. Regardless of which load combinations
are used to design for strength, where overall structure sta-
bility (such as stability against overturning, sliding, or buoy-
ancy) is being verified, use of the load combinations
specified in Section 1605.2 or 1605.3 shall be permitted.
Where the load combinations specified in Section 1605.2
are used, strength reduction factors applicable to soil resis-
tance shall be provided by a registered design professional.
The stability of retaining walls shall be verified in accor-
dance with Section 1807.2.3.

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:

1.4(D+F)

(Equation 16-1)

L2(Z) + F+r) + L6(L + /f) +
0.5(4 or 5 or/?)

(Equation 16-2)

1 .2D + 1 .6(L, or 5 or /?) + (/IL or 0.8 W) (Equation 16-3)

L2D+ 1.6W+/iL + 0.5(L,or5or/?) (Equation 16-4)

1 .2D + 1 .OE +f^L +f^S (Equation 16-5)

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

0.9D + 1 .OE + 1 .67/ (Equation 16-7)
where:

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

= 0.5 for other live loads.

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

= 0.2 for other roof configurations.

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

1605.2.2 Flood loads. Where flood loads, F^, are to be con-
sidered 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+//+F+(L,or5or/?)

(Equation 16-8)

(Equation 16-9)

(Equation 16-10)

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

D + /f + F + 0.75(L + r) +
0.75(L,or5ori?)

Z)+//+F+(Wor0.7£)

D + ^ + F + 0J5(W or 0.1 E) +
0,75L + 0.75(L,or5ori?)

0.6D + W+//

0.6D + 0.7F+//

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

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

0.9D + E/1.4

Exceptions:

(Equation 16-21)

Exceptions:

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

2, Rat roof snow loads of 30 psf (1 .44 kN/m^) or less
and roof live loads of 30 psf or less need not be
combined with seismic loads. Where flat roof
snow loads exceed 30 psf ( 1 .44 kN/m^), 20 percent
shall be combined with seismic loads.

1605.3.1.1 Stress increases. Increases in allowable
stresses specified in the appropriate material chapter or
the referenced standards shall not be used with the load
combinations of Section 1605.3.1, except that increases
shall be permitted in accordance with Chapter 23.

1605.3.1.2 Flood loads. Where flood loads, F^, are to be
considered in design, the load combinations of Section
2.4.2 of ASCE 7 shall be used.

1605.3.2 Alternative basic load combinations. In lieu of the
basic load combinations specified in Section 1605.3.1, struc-
tures and portions thereof shall be permitted to be designed for
the most critical effects resulting from the following combina-
tions. When using these alternative basic load combinations
that include wind or seismic loads, allowable stresses are per-
mitted to be increased or load combinations reduced where
permitted by the material chapter of this code or the referenced
standards. For load combinations that include the counteract-
ing effects of dead and wind loads, only two-thirds of the mini-
mum dead load likely to be in place during a design wind event
shall be used. Where wind loads are calculated in accordance
with Chapter 6 of ASCE 7, the coefficient 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 combinations to
evaluate sliding, overturning and soil bearing at the soil-struc-
ture interface, the reduction of foundation overturning from
Section 12. 13.4 in ASCE 7 shall not be used. When using these
alternative basic load combinations for proportioning founda-
tions for loadings, which include seismic loads, the vertical
seismic load effect, E^, in Equation 12.4-4 of ASCE 7 is permit-
ted to be taken equal to zero.

D-\-L+(L,otSoxR)
D + L + (a)W)
D+L + coW+5/2
D-HL + 5 + C0W2

D+L + 5 + E/1.4

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

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

2. Flat roof snow loads of 30 psf ( 1 .44 kN/m^) or less and
roof live loads of 30 psf or less need not be combined
with seismic loads. Where flat roof snow loads
exceed 30 psf (1 .44 kN/m^), 20 percent shall be com-
bined with seismic loads.

1605.3.2.1 Other loads. Where F,HotT 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 Heliports and helistops. HeUport and helistop landing
areas shall be designed for the following loads, combined in
accordance with Section 1605:

1 . Dead load, D, plus the gross weight of the helicopter, D^,,
plus snow load, 5.

2. Dead load, Z), plus two single concentrated impact loads,
L, approximately 8 feet (2438 mm) apart applied any-
where on the touchdown pad (representing each of 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 1.5 times the gross weight of the helicopter.

3. Dead load, D, plus a uniform live load, L, of 100 psf (4.79
kN/m2).

Exception: Landing areas designed for helicopters with
gross weights not exceeding 3,000 pounds (13.34 kN) in
accordance with Items 1 and 2 shall be permitted to be
designed using a 40 psf (1.92 kN/m^) uniform live load in
Item 3, provided the landing area is identified with a 3,000-
pound (13.34 kN) weight limitation. This 40 psf (1.92
kN/m^) uniform live load shall not be reduced. The landing
area weight Hmitation shall be indicated by the numeral "3"
(kips) located in the bottom right comer of the landing area
as viewed from the primary approach path. The indication
for the landing area weight limitation shall be a minimum 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.

SECTION 1607
LIVE LOADS

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

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

TABLE 1607.1
I MINIMUM UNIFORMLY DISTRIBUTED
MINIMUM CONCENTRATED

LIVE LOADS, L^ AND
LIVE L0ADS9

TABLE 1607.1— continued
MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS, L^, AND I
MINIMUM CONCENTRATED LIVE LOADS^

OCCUPANCY OR USE

UNIFORM
(psf)

CONCENTRATED
(lbs.)

1 . Apartments (see residential)

2. Access floor systems
Office use
Computer use

50
100

2,000
2,000

3. Armories and drill rooms

150

—

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

rooms
Lobbies
Movable seats
Stages and platforms
Other assembly areas

50
100
100
125
100

—

5. Balconies (exterior) and decks'^

Same as

occupancy

served

—

6. Bowling alleys

—

7. Catwalks

300

8. Cornices

—

9. Corridors, except as otherwise indicated

100

—

10. Dance halls and ballrooms

100

—

1 1 . Dining rooms and restaurants

100

—

12. Dwellings (see residential)

—

13. Elevator machine room grating
(on area of 4 in^)

—

300

14. Finish light floor plate construction
(on area of 1 in-^)

200

15. Fire escapes

On single-family dwellings only

100
40

—

16. Garages (passenger vehicles only)
Trucks and buses

40 ' Note a
See Section 1607.6

17. Grandstands

(see stadium and arena bleachers)

—

18. Gymnasiums, main floors and balconies

100

19. Handrails, guards and grab bars

See Section 1607.7

20. Hospitals

Corridors above first floor
Operating rooms, laboratories
Patient rooms

80
60
40

21. Hotels (see residential)

—

22. Libraries

Corridors above first floor
Reading rooms
Stack rooms

80
60
ISO''

23. Manufacturing
Heavy
Light

250
125

OCCUPANCY OR USE

UNIFORM
(psf)

CONCENTRATED
(lbs.)

24. Marquees

25. Office buildings-
Corridors above first floor
File and computer rooms shall be
designed for heavier loads based
on anticipated occupancy
Lobbies and first-floor corridors
Offices

100
50

2,000

2,000
2,000

26. Penal institutions
Cell blocks
Corridors

40
100

—

27. Residential

One- and two-family dwellings
Uninhabitable attics without storage'
Uninhabitable attics with limited

storage'' J'*^
Habitable attics and sleeping areas
All other areas
Hotels and multifamily dwellings
Private rooms and corridors

serving them
Public rooms and corridors serving
them

30
40

100

—

28. Reviewing stands, grandstands and
bleachers

Notec

29. Roofs

All roof surfaces subject to maintenance

workers
Awnings and canopies
Fabric construction supported by a
lightweight rigid skeleton 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 ware-
houses, and repair garages
All other occupancies
Roofs used for other special purposes
Roofs used for promenade purposes
Roofs used for roof gardens or
assembly purposes

nonreducible

Notel
60
100

30. Schools •
Classrooms

Corridors above first floor
First-floor corridors

40
80
100

31. Scuttles, skylight ribs and accessible
ceilings

—

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

250^

33. Skating rinks

100

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

100^
60^

continued

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

TABLE 1607.1— continued
MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS, L^
MINIMUM CONCENTRATED LIVE LOADS^

AND

OCCUPANCY OR USE

UNIFORM
(psf)

CONCENTRATED
(lbs.)

35. Stairs and exits

One- and two-family dwellings
All other

40
100

Notef

36. Storage warehouses

(shall be designed for heavier loads if
required for anticipated storage)
Heavy
Light

250
125

37. Stores

Retail
First floor
Upper floors

Wholesale, all floors

100
75
125

1,000
1,000
1,000

38. Vehicle barrier systems

See Section 1607.7.3

39. Walkways and elevated platforms
(other than exitways)

—

40. Yards and terraces, pedestrians

100

—

41. [OSHPD 2] Storage racks andwall-hung
cabinets

Total
loads^

—

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

1 pound per square foot = 0.0479 kN/m', 1 pound = 0.004448 kN,
1 pound per cubic foot - 16 kgAn^

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

b. The loading applies to stack room floors that support nonmobile, double-faced library
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 ICC 300.

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 4.5 inches by 4.5 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 spe-
cial-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, pro-
vided that each of the following criteria is met:

i. The attic area is accessible by a pull-down stairway or framed opening in accor-
dance 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 imposed dead
load or 10 psf, uniformly distributed over the entire span,
k. Attic spaces served by a fixed stair shall be designed to support the minimum live load
specified for habitable attics and sleeping rooms.

1, Roofs used for other special purposes shall be designed for appropriate loads as

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

12-inch-deep (305 mm) shelf 33 pounds per lineal foot (482 N/m)
15-inch-deep (381 mm) shelf 41 pounds per lineal foot (598 N/m), or
33 pounds per cubic foot (5183 NM) per total volume of the rack or cabinet,
whichever is less.
Film media:

18- inch-deep (457 mm) shelf 100 pounds per lineal foot (1459 N/m), or
50 pounds per cubic foot (7853 N/m^) per total volume of the rack or cabinet, which-
ever is less.
Other media:

20 pounds per cubic foot (311 N/n^) or 20 pounds per square foot (958 Pa),
whichever is less, but not less than actual loads.

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 2V2 feet by 2V2 feet [6V4 square feet (0.58
m^)] and shall be located so as to produce the maximum load
effects in the structural members.

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

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

1607.6.1 Truck and bus garage live load application. The

concentrated load and uniform load shall be uniformly dis-
tributed over a 10-foot (3048 mm) width on a line normal to
the centerline of the lane placed within a 12-foot- wide
(3658 mm) lane. The loads shall be placed within their indi-
vidual lanes so as to produce the maximum stress in each
structural member. Single spans shall be designed for the
uniform load in Table 1607.6 and one simultaneous concen-
trated load positioned to produce the maximum effect. Mul-
tiple spans shall be designed for the uniform load in Table
1607.6 on the spans and two simultaneous concentrated
loads in two spans positioned to produce the maximum neg-
ative moment effect. Multiple span design loads, for other
effects, shall be the same as for single spans.

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

TABLE 1607.6
UNIFORM AND CONCENTRATED LOADS

LOADING
CLASS^

UNIFORM LOAD

(pounds/linear

foot of lane)

CONCENTRATED LOAD
(pounds)^

For moment
design

For shear
design

H20-44 and HS20-44

640

18,000

26,000

H15-44andHS15-44

480

13,500

19,500

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

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

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

1607.7 Loads on handrails, guards, grab bars, shower seats,
dressing room bench seats and vehicle barrier systems.

Handrails, guards, grab bars, accessible seats, accessible
benches and vehicle barrier systems shall be designed and con-
structed to the structural loading conditions set forth in this sec-
tion.

1607.7.1 Handrails and guards. Handrails and guards
shall be designed to resist a load of 50 pounds per linear foot
(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 Sec-
tion 2407.

Exceptions:

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

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. Handrails 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 to transfer this load through the sup-
ports to the structure. This load need not be assumed to
act concurrently with the loads specified in Section
1607.7.1.

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^), including openings and space between rails.
Reactions due to this loading are not required to be super-
imposed with tiiose of Section 1607.7.1 or 1607.7.1.1.

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) apphed in any direc-
tion at any point. [DSA-AC & HCD l-AC] See Chapter 1 lA,
Section 1127A.4, and Chapter IIB, Sections 115B.7.2 and
I117B.8, for grab bars, shower seats and dressing room
bench seats, as applicable.

1607.7.3 Vehicle barrier systems. Vehicle barrier systems
for passenger vehicles shall be designed to resist a single
load of 6,000 pounds (26.70 kN) apphed 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, two loading conditions shall be
analyzed. The first condition shall apply the load at a height
of 1 foot, 6 inches (457 mm) above the floor or ramp surface.
The second loading condition shall apply the load at 2 feet, 3
inches (686 mm) above the floor or ramp surface. The more
severe load condition shall govern the design of the barrier
restraint system. The load shall be assumed to act on an area
not to exceed 1 square foot (0.0929 m^), and is not required
to be assumed to act concurrently with any handrail or guard
loadings specified in Section 1607.7.1. Garages accommo-
dating trucks and buses shall be designed in accordance
with an approved method that contains provisions for traffic
railings.

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

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

1607.8.2 Machinery. For the purpose of design, the weight
of machinery and moving loads shall be increased as fol-
lows to allow for impact: (1) elevator machinery, 100 per-
cent; (2) 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.

1607.9 Reduction in live loads. Except for uniform live loads
at roofs, 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. Roof uniform live loads,
other than special purpose roofs of Section 1607.11.2.2, are
permitted to be reduced in accordance with Section
1607.1 1.2. Roof uniform live loads of special purpose roofs
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 ^^Ay-is 400 square feet (37. 16 m^) or more are permitted
to be designed for a reduced live load in accordance with the
following equation:

r \

L^L

0.25 +

V^^

(Equation 16-22)

T )

(

For SI: L ^ L^

where:

0.25 +

4.57

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

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

L^ = Unreduced design live load per square foot (meter) of
area supported by the member (see Table 1607.1).

Ki^i^ Live load element factor (see Table 1607.9.1).

Aj = Tributary area, in square feet (square meters).

L shall not be less than O.SOL^ for members supporting one
floor and L shall not be less than 0.40L^ for members sup-
porting two or more floors.

TABLE 1607.9.1
LIVE LOAD ELEMENT FACTOR, K^l

ELEMENT

Kll

Interior columns

Exterior columns without cantilever slabs

4
4

Edge columns with cantilever slabs

Comer columns with cantilever slabs
Edge beams without cantilever slabs
Interior beams

2
2
2

All other members not identified above including:
Edge beams with cantilever slabs
Cantilever beams
One-way slabs
Two-way slabs

Members without provisions for continuous shear
transfer normal to their span

1607.9.1.1 One-way slabs. The tributary area, A-p, for
use in Equation 16-22 for one-way slabs shall not exceed
an area defined by the slab span times a width normal to
the span of 1.5 times the slab sp£in.

1607.9.1.2 Heavy live loads. Live loads that exceed 100
psf (4.79 kN/m^) shall not be reduced.

Exceptions:

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

2. For uses other than storage, where approved,
additional live load reductions shall be permit-
ted where shown by the registered design pro-
fessional that a rational approach has been used
and that such reductions are warranted.

1607.9.1.3 Passenger vehicle garages. The live loads
shall not be reduced in passenger vehicle garages.

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

1607.9.1.4 Group A occupancies. Live loads of 100 psf
(4.79 kN/m^) and at areas where fixed seats are located
shall not be reduced in Group A occupancies.

1607.9.1.5 Roof members. Live loads of 100 psf (4.79
kN/m^) or less shall not be reduced for roof members
except as specified in Section 1607.11.2.

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

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

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

Exception: For uses other than storage, where
approved, additional live load reductions shall be
permitted where shown by the registered design
professional that a rational approach has been used
and that such reductions are warranted.

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 1 00 psf (4.79 kN/m^), the
design hve load for any structural member supporting
150 square feet (13.94 m^) or more is permitted to be
reduced in accordance with Equation 16-23.

5. For one-way slabs, the area. A, for use in Equation
16-23 shall not exceed the product of the slab span
and a width normal to the span of 0.5 times the slab
span.

/? = 0.08(A-150)

(Equation 16-23)

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.

/? = 23. 1(1 +D/4) (Equation 16-24)

where:

A
D

Lo
R

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

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

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

= Reduction in percent.

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 Sec-
tion 1607.9.

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

1607.11 Roof loads. The structural supports of roofs and mar-
quees shall be designed to resist wind and, where applicable,
snow and earthquake loads, in addition to the dead load of con-
struction and the appropriate live loads as prescribed in this
section, or as set forth in Table 1607. 1 . The live loads acting on
a sloping surface shall be assumed to act vertically on the hori-
zontal projection of that surface.

1607.11.1 Distribution of roof loads. Where uniform roof
live loads are reduced to less than 20 psf (0.96 kN/m^) in
accordance with Section 1607.1 1.2.1 and are applied to the
design of structural members arranged so as to create conti-
nuity, the reduced roof live load shall be applied to adjacent
spans or to alternate spans, whichever produces the most
unfavorable load effect. See Section 1607.11.2 for reduc-
tions in minimum roof live loads and Section 7.5 of ASCE 7
for partial snow loading.

1607.11.2 Reduction in roof live loads. The minimum uni-
formly distributed live loads of roofs and marquees, L^, in
Table 1 607. 1 are permitted to be reduced in accordance with
Section 1607.11.2.1 or 1607.11.2.2.

1607.11.2.1 Flat, pitched and curved roofs. Ordinary
flat, pitched and curved roofs, and awnings and canopies
other than of fabric construction supported by light-
weight rigid skeleton structures, are permitted to be
designed for a reduced roof live load as specified in the
following equations or other controlling combinations of
loads in Section 1605, whichever produces the greater
load. In structures such as greenhouses, where special
scaffolding is used as a work surface for workers and
materials during maintenance and repair operations, a
lower roof load than specified in the following equations
shall not be used unless approved by the building official.
Such structures shall be designed for a minimum roof
live load of 12 psf (0.58 kN/m^).

(Equation 16-25)

L, = L^RjR2
where: 12<L,<20
For SI: L, = L^;i?2
where: 0.58 <4< 0.96

L, = Reduced live load per square foot (m2) of horizon-
tal projection in pounds per square foot (kN/mj).

The reduction factors Rj and R2 shall be determined as
follows:

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

(Equation 16-26)

Rj^ 1.2- O.OOIA, for 200 square

feet <Ai< 600 square feet (Equation 16-27)

For SI: 1.2-0,011A, for 18.58 square meters<A,<55.74
square meters

Rj = 0.6 for At > 600 square feet

(55.74 m2) (Equation 16-28)

where:

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

7?2 ^ 1 f or F < 4 (Equation 16-29)

/?2= 1.2-0.05Ffor4<F< 12 (Equation 16-30)

R2 = 0,6forF> 12 (Equation 16-31)

where:

F = For a sloped roof, the number of inches of rise per
foot (for SI: F = 0. 1 2 X slope, with slope expressed
as a percentage), or for an arch or dome, the
rise-to-span ratio multiplied by 32.

1607.11.2.2 Special-purpose roofs. Roofs used for
promenade purposes, roof gardens, assembly purposes
or other special purposes, and marquees, shall be
designed for a minimum live load, L^, as specified in
Table 1607. 1 . Such live loads are permitted to be reduced
in accordance with Section 1607.9. Live loads of 100 psf
(4.79 kN/m^) or more at areas of roofs classified as
Group A occupancies shall not be reduced.

1607.11.3 Landscaped roofs. Where roofs are to be land-
scaped, the uniform design live load in the landscaped area
shall be 20 psf (0.958 kN/m^). The weight of the landscap-
ing materials shall be considered as dead load and shall be
computed on the basis of saturation of the soil.

1607.11.4 Awnings and canopies. Awnings and canopies
shall be designed for uniform live loads as required in Table
1607. 1 as well as for snow loads and wind loads as specified
in Sections 1608 and 1609.

1607.12 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:

Monorail cranes (powered) 25 percent

Cab-operated or remotely operated

bridge cranes (powered) 25 percent

Pendant-operated bridge cranes

(powered) lOpercent

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

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

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
5 psf (0.240 kN/m^).

Exception: Fabric partitions complying with Section
1607.13.1 shall not be required to resist the minimum hori-
zontal load of 5 psf (0.24 kN/m^).

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

1. A horizontal distributed load of 5 psf (0.24 kN/m^)
applied to the partition framing. The total area used to
determine the distributed load shall be the area of the
fabric face between the framing members to which
the fabric is attached. The total distributed load shall

be uniformly applied to such framing members in
proportion to the length of each member.

2. A concentrated load of 40 pounds (0. 176 kN) appUed
to an 8-inch diameter (203 mm) area [50.3 square
inches (32 452 mm^)] of the fabric face at a height of
54 inches (1372 mm) above the floor.

SECTION 1608
SNOW LOADS

1608.1 General. Design snow loads shall be determined in
accordance with Chapter 7 of ASCE 7, but the design roof load
shall not be less than that determined by Section 1607.

1608.2 Ground snow loads. The ground snow loads to be used
in determining the design snow loads for roofs shall be deter-
mined in accordance with ASCE 7 or Figure 1608.2 for the
contiguous United States and Table 1608.2 for Alaska.
Site-specific case studies shall be made in areas designated
"CS" in Figure 1608.2. Ground snow loads for sites at eleva-
tions above the limits indicated in Figure 1608.2 and for all
sites within the CS areas shall be approved. Ground snow load
determination for such sites shall be based on an extreme value
statistical analysis of data available in the vicinity of the site
using a value with a 2-percent annual probability of being
exceeded (50-year mean recurrence interval). Snow loads are
zero for Hawaii, except in mountainous regions as approvedby
the building official.

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/ml

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

In CS areas, site-specific Case Studies are required to
establish ground snow loads. Extreme local variations in
ground snow loads in these areas preclude mapping at
this scale.

Numbers in parentheses represent the upper elevation
limits in feet for the ground snow load values presented
below. Site -specific case studies are required to estab-
lish ground snow loads at elevations not covered.

To convert Ib/sq ft to kNm", multiply by 0.0479.

To convert feet to meters, multiply by 0.3048.

100

200

300 miles

FIGURE 1608.2
GROUND SNOW LOADS, Pg, FOR THE UNITED STATES (psf)

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

(500)

Wo'

(900)

FIGURE 1608.2"Continued
GROUND SNOW LOADS, Pg, FOR THE UNITED STATES (psf)

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

SECTION 1609
WIND LOADS

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

1609,1.1 Determination of wind loads. Wind loads on
every building or structure shall be determined in accor-
dance with Chapter 6 of ASCE 7 or provisions of the alter-
nate all-heights method in Section 1609.6. The type of
opening protection required, the basic wind speed and the
exposure category for a site is permitted to be determined in
accordance with Section 1609 or ASCE 7. Wind shall be
assumed to come from any horizontal direction and wind
pressures shall be assumed to act normal to the surface con-
sidered.

Exceptions:

1. Subject to the limitations of Section 1609.1.1.1,
the provisions of ICC 600 shall be permitted for
applicable Group R-2 and R-3 buildings.

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

3. Subject to the limitations of Section 1609.1.1.1,
residential structures using the provisions of AISI
S230.

4. Designs using NAAMM FP 1001.

5. Designs using TIA-222 for antenna-supporting
structures and antennas.

6. Wind tunnel tests in accordance with Section 6.6
of ASCE 7, subject to the limitations in Section
1609.1.1.2.

1609.1.1.1 Applicability. The provisions of ICC 600 are

applicable only to buildings located within Exposure B
or C as defined in Section 1609.4. The provisions of ICC
600, AF&PA WFCM and AISI S230 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
nmi) or higher if located in Exposure B or 30 feet
(9144 mm) or higher if located in Exposure C;

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

3. The hill, ridge or escarpment is unobstructed
upwind by other such topographic features for a dis-
tance from the high point of 50 times the height of
the hill or 1 mile (1.61 km), whichever is greater.

1609.1.1.2 Wind tunnel test limitations. The lower
limit on pressures for main wind-force-resisting systems
and components and cladding shall be in accordance
with Sections 1609.1.1.2.1 and 1609.1.1.2.2.

1609.1.1.2.1 Lower limits on main wind- force-
resisting system. Base overturning moments deter-
mined from wind tunnel testing shall be limited to not
less than 80 percent of the design base overturning

moments determined in accordance with Section 6.5 of
ASCE 7, unless specific testing is performed that dem-
onstrates it is the aerodynamic coefficient of the build-
ing, rather than shielding from other structures, that is
responsible for the lower values. The 80-percent limit
shall be permitted to be adjusted by the ratio of the
frame load at critical wind directions as determined
from wind tunnel testing without specific adjacent
buildings, but including appropriate upwind rough-
ness, to that determined in Section 6.5 of ASCE 7.

1609.1.1.2.2 Lower limits on components and clad-
ding. The design pressures for components and clad-
ding on walls or roofs shall be selected as the greater
of the wind tunnel test results or 80 percent of the
pressure obtained for Zone 4 for walls and Zone 1 for
roofs as determined in Section 6.5 of ASCE 7, unless
specific testing is performed that demonstrates it is
the aerodynamic coefficient of the building, rather
than shielding from nearby structures, that is respon-
sible for the lower values. Alternatively, limited tests
at a few wind directions without specific adjacent
buildings, but in the presence of an appropriate
upwind roughness, shall be permitted to be used to
demonstrate that the lower pressures are due to the
shape of the building and not to shielding.

1609.1.2 Protection of openings. In wind-borne debris
regions, glazing in buildings shall be impact resistant or pro-
tected with an impact-resistant covering meeting the require-
ments of an approved impact-resistant standard or ASTM E
1996 and ASTM E 1886 referenced herein as follows:

1 . Glazed openings located within 30 feet (9 144 mm) of
grade shall meet the requirements of the large missile
test of ASTM El 996.

2. Glazed openings located more than 30 feet (9144
mm) above grade shall meet the provisions of the
small missile test of ASTM E 1996.

Exceptions:

1 . Wood structural panels with a minimum thickness
of ^/i5 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 classi-
fied as Group R-3 or R-4 occupancy. Panels shall
be precut so that they shall be attached to the fram-
ing surrounding the opening containing the prod-
uct with the glazed opening. Panels shall be
predrilled as required for the anchorage method
and shall be secured with the attachment hardware
provided. Attachments shall be designed to resist
the components and cladding loads determined in
accordance with the provisions of ASCE 7, with
corrosion-resistant attachment hardware provided
and anchors permanently installed on the building.
Attachment in accordance with Table 1609.1.2
with corrosion-resistant attachment hardware pro-
vided and anchors permanently installed on the
building is permitted for buildings with a mean
roof height of 45 feet (13 716 mm) or less where
wind speeds do not exceed 140 mph (63 m/s).

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

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

3. Glazing in Occupancy Category n, 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 unprotected.

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.

1609.1.2.2 Garage doors. Garage door glazed opening
protection for wind-borne debris shall meet the require-
ments of an approved impact-resisting standard or
ANSI/DASMA115.

1609.2 Definitions. The following words and terms shall, for
the purposes of Section 1 609, have the meanings shown herein.

TABLE 1609.1.2

WIND-BORNE DEBRIS PROTECTION FASTENING

SCHEDULE FOR WOOD STRUCTURAL PANELS^- *»' «^' ^

FASTENER
TYPE

FASTENER SPACING (inches)

Panel

Span

<4feet

4feet<

Panel Span

< 6 feet

6feet<

Panel Span

<8feet

No. 8 wood-screw-based anchor
with 2-inch embedment length

No. 10 wood- screw-based
anchor with 2-inch embedment
length

V4-inch diameter lag-screw-
based anchor with 2-inch
embedment length

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.448 N,
1 mile per hour = 0.447 m/s.

a. This table is based on 1 40 mph wind speeds and a 45-foot mean roof height.

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. Anchors shall penetrate through the exterior wall covering with an
embedment length of 2 inches minimum into the building frame. Fasteners
shall be located a minimum of 2 V2 inches from the edge of concrete block or
concrete.

d. Where panels are attached to masonry or masonry/stucco, they shall be
attached using vibration-resistant anchors having a minimum ultimate with-
drawal capacity of 1,500 pounds.

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 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^, using Table
1609.3.1 or Equation 16-32.

Vfin =

(V35-IO.5)

1.05

(Equation 16-32)

where:

V^s = 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.

TABLE 1609.3.1
EQUIVALENT BASIC WIND SPEEDS^'''

^35

100

105

110

120

125

130

140

145

150

160

170

104

109

114

123

128

133

142

152

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

a. Linear interpolation is permitted.

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

c. V^ is the fastest mile wind speed (mph).

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

-146 -"^^2

FIGURE 1609
BASIC WIND SPEED (3-SECOND GUST)

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

90(40)
100(45)

130(58)
140(63)

150(67)

90(40)
100(45)

130(58)

110(49) 120(54)

Location
HawaH
Puerto Rico
Guam

Virgin Islands
American Samoa

V mph (m/s)
105 (47)

145
170
145
125

(65)
(76)
(65)
(56)

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)

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

Illlll Special Wind Region

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

Notes:

1. Values are nominal design 3-second gust wind
speeds In mites per iiour (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. l\/lountainous terrain, gorges, ocean
promontoriesi and special wind regions shall
be examined for unusual wind conditions.

FIGURE 1609-continued

BASIC WIND SPEED (3-SECOND GUST)

WESTERN GULF OF MEXICO HURRICANE COASTLINE

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

90(40)

100(4!^

110(49)

120(54)
130(58)

,130(58)
140(63)

Speciaf 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.

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.

150(67)

FIGURE 1609-contlnued

BASIC WIND SPEED (3-SECOND GUST)

EASTERN GULF OF MEXICO AND SOUTHEASTERN U.S. HURRICANE COASTLINE

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

.S^120(S4)

Special Wind Region

Notes:

1. Vaiues are nominal design 3-second gust wind
speeds in miies per iiour (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 siiall use the last wind speed contour
of the coastal area.

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

FIGURE 1609-continued

BASIC WIND SPEED (3-SECOND GUST)

MID AND NORTHERN ATLANTIC HURRICANE COASTLINE

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

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
category includes smooth mud flats, salt flats and unbro-
ken 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 (9 144 mm), the upwind dis-
tance is permitted to be reduced to 1 ,500 feet (457 m).

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

Exposure D. Exposure D shall apply where the ground
surface roughness, as defined by Surface Roughness D,
prevails in the upwind direction for a distance of at least
5,000 feet (1524 m) or 20 times the height of the build-
ing, whichever is greater. Exposure D shall extend inland
from the shorehne for a distance of 600 feet ( 1 83 m) or 20
times the height of the building, whichever is greater.

1609.5 Roof systems.

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

1609.5.2 Roof coverings.

with Section 1609.5.1.

Roof coverings shall comply

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 comply with the wind-resis-
tance requirements of Section 1507.2.7.1.

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

M, = ^,QZ?LLJ1.0-GC,]

(Equation 16-33)

For SI: M, =

q,C,bLL^[lO-GC^]

1,000

where:
b

Exception: Rigid tile roof coverings that are air perme-
able and installed over a roof deck complying with Sec-

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 1716.2.

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

L = Length, feet (mm) of the roof tile.

L^ = Moment arm, feet (mm) from the axis of rotation to
the point of uplift on the roof tile. The point of uplift
shall be taken at 0.76L from the head of the tile and
the middle of the exposed width. For roof tiles with
nails or screws (with or without a tail clip), the axis
of rotation shall be taken as the head of the tile for
direct deck application or as the top edge of the bat-
ten for battened applications. For roof tiles fastened
only by a nail or screw along the side of the tile, the
axis of rotation shall be determined by testing. For
roof tiles installed with battens and fastened only by
a clip near the tail of the tile, the moment arm shall
be determined about the top edge of the batten with
consideration given for the point of rotation of the
tiles based on straight bond or broken bond and the
tile profile.

M^ = Aerodynamic uplift moment, feet-pounds (N-mm)
acting to raise the tail of the tile.

q^ = Wind velocity pressure, psf (kN/m^) determined
from Section 6.5.10 of ASCE 7.

Concrete and clay roof tiles complying with the following
limitations shall be designed to withstand the aerodynamic
uplift moment as determined by this section.

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

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

3. An underlay ment shall be installed in accordance
with Chapter 15.

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

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.

1609.6 Alternate all-heights method. The alternate wind
design provisions in this section are simplifications of the
ASCE 7 Method 2— Analytical Procedure.

1609.6.1 Scope. As an alternative to ASCE 7 Section 6.5,
the following provisions are permitted to be used to deter-
mine the wind effects on regularly shaped buildings, or
other structures that are regularly shaped, which meet all of
the following conditions:

1 . The building or other structure is less than or equal to
75 feet (22 860 mm) in height with a height-to-least-
width ratio of 4 or less, or the building or other struc-
ture has a fundamental frequency greater than or
equal to 1 hertz.

2. The building or other structure is not sensitive to
dynamic effects.

3. The building or other structure is not located on a site
for which channeling effects or buffeting in the wake
of upwind obstructions warrant special consideration.

4. The building shall meet the requirements of a simple
diaphragm building as defined in ASCE 7 Section
6.2, where wind loads are only transmitted to the main
wind-force-resisting system (MWFRS) at the dia-
phragms.

5. For open buildings, multispan gable roofs, stepped
roofs, sawtooth roofs, domed roofs, roofs with slopes
greater than 45 degrees (0.79 rad), sohd free-standing
walls and sohd signs, and rooftop equipment, apply
ASCE 7 provisions.

1609.6.1.1 Modifications. The following modifications
shall be made to certain subsections in ASCE 7: in Sec-
tion 1609.6.2, symbols and notations that are specific to
this section are used in conjunction with the symbols and
notations in ASCE 7 Section 6.3.

1609.6.2 Symbols and notations. Coefficients and vari-
ables used in the alternative all-heights method equations
are as follows:

C„^^ = Net-pressure coefficient based on K^ [(G) (C^ -
(GCp^)], in accordance with Table 1609.6.2(2),

G = Gust effect factor for rigid structures in accordance
with ASCE 7 Section 6.5.8.1.

K^ ~ Wind directionality factor in accordance with
ASCE 7 Table 6-4,

P„^, = Design wind pressure to be used in determination
of wind loads on buildings or other structures or
their components and cladding, in psf (kN/m^).

q^ = Wind stagnation pressure in psf (kN/m^) in accor-
dance with Table 1609.6.2(1).

1609.6.3 Design equations. When using the alternative
all-heights method, the MWFRS, and components and clad-
ding of every structure shall be designed to resist the effects
of wind pressures on the building envelope in accordance
with Equation 16-34.

Pnet-^s^z^netU^zti

(Equation 16-34)

Design wind forces for the MWFRS shall not be less than
10 psf (0.48 kN/m^) multiplied by the area of the structure
projected on a plane normal to the assumed wind direction
(see ASCE 7 Section 6.1.4 for criteria). Design net wind
pressure for components and cladding shall not be less than
10 psf (0.48 kN/m^) acting in either direction normal to the
surface.

1609.6.4 Design procedure. The MWFRS and the compo-
nents and cladding of every building or other structure shall
be designed for the pressures calculated using Equation
16-34.

1609.6.4.1 Main wind-force-resisting systems. The

MWFRS shall be investigated for the torsional effects
identified in ASCE 7 Figure 6-9.

1609.6.4.2 Determination ofK^ and K^^. Velocity pres-
sure exposure coefficient, K^, shall be determined in
accordance with ASCE 7 Section 6.5.6.6 and the topo-
graphic factor, K^i, shall be determined in accordance
with ASCE 7 Section 6.5.7.

1. For the windward side of a structure, K^ and K^
shall be based on height z.

2. For leeward and sidewalls, and for windward and
leeward roofs, K^^ and K^ shall be based on mean
roof height h.

TABLE 1609.6.2(1)
WIND VELOCITY PRESSURE {q^) AT STANDARD HEIGHT OF 33 FEET^

BASIC WIND SPEED (mph)

100

105

110

120

125

130

140

150

160

170

PRESSURE, Q^ (psf)

18.5

20.7

25.6

28.2

31.0

36.9

40.0

43.3

50.2

57.6

65.5

74.0

For SI: 1 foot = 304.8 mm, 1 mph = 0.44 m/s, 1 psf = 47.88 I^.
a. For basic wind speeds not shown, use q^ = 0.00256 V^.

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

TABLE 1609.6.2(2)
NET PRESSURE COEFFICIENTS

Cnet^''

STRUCTURE OR
PART THEREOF

DESCRIPTION

C„e, FACTOR

1 . Main wind-
force-resisting
frames and systems

Walls:

Enclosed

Partially enclosed

+ Internal
pressure

- Internal
pressure

+ Internal
pressure

- Internal
pressure

Windward wall

0.43

0.73

0.11

1.05

Leeward wall

-0.51

-0.21

-0.83

0.11

Sidewall

-0.66

-0.35

-0.97

-0.04

Parapet wall

Windward

1.28

Leeward

-0.85

Roofs:

Enclosed

Partially enclosed

Wind perpendicular to ridge

+ Internal
pressure

- Internal
pressure

+ Internal
pressure

- Internal
pressure

Leeward roof or flat roof

-0.66

-0.35

-0.97

-0.04

Windward roof slopes:

Slope < 2:12 (10°)

Condition 1

-1.09

-0.79

-1.41

-0.47

Condition 2

-0.28

0.02

-0.60

0.34

Slope = 4:12 (18°)

Condition 1

-0.73

-0.42

-1.04

-0.11

Condition 2

-0.05

0.25

-0.37

0.57

Slope = 5: 12 (23°)

Condition 1

......

-0.58

-0.28

-0.90

0.04

Condition 2

0.03

0.34

-0.29

0.65

Slope = 6:12 (27°)

Condition 1

-0.47

-0.16

-0.78

0.15

Condition 2

0.06

0.37

-0.25

0.68

Slope = 7:12 (30°)

Condition 1

-0.37

-0.06

-0.68

0.25

Condition 2

0.07

0.37

-0.25

0.69

Slope 9:12 (37°)

Condition 1

-0.27

0.04

-0.58

0.35

Condition 2

0.14

0.44

-0.18

0.76

Slope 12:12 (45°)

0.14

0.44

-0.18

0.76

Wind parallel to ridge and flat roofs

-1.09

-0.79

-1.41

-0.47

Nonbuilding Structures: Chimneys, Tanks and Similar Structures:

h/D

Square (Wind normal to face)

0.99

1.07

1.53

Square (Wind on diagonal)

0.77

0.84

1.15

Hexagonal or Octagonal

0.81

0.97

1.13

Round

0.65

0.81

0.97

Open signs and lattice frameworks

Ratio of solid to gross area

<0.1

0.1 to 0.29

0.3 to 0.7

Flat

1.45

1.30

1.16

Round

0.87

0.94

1.08

(continued)

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

TABLE 1609.6.2(2)— continued
NET PRESSURE COEFFICIENTS, C„^?^ ^

STRUCTURE OR
PART THEREOF

DESCRIPTION

C„e, FACTOR

2. Components and
cladding not in
areas of disconti-
nuity — roofs and
overhangs

Roof elements and slopes

Enclosed

Partially enclosed

Gable or hipped configurations (Zone 1)

Flat < Slope < 6:12 (27°) See ASCE 7 Figure 6-1 IC Zone 1

Positive

10 square feet or less

0.58

0.89

1(X) square feet or more

0.41

0.72

Negative

10 square feet or less

-1.00

-1.32

100 square feet or more

-0.92

-1.23

Overhang: Flat < Slope < 6: 12 (27°) See ASCE 7 Figure 6-1 IB Zone 1

Negative

10 square feet or less

-1.45

100 square feet or more

-1.36

500 square feet or more

-0.94

6:12 (27°) < Slope < 12:12 (45°) See ASCE 7 Figure 6-llD Zone 1

Positive

10 square feet or less

0.92

1.23

100 square feet or more

0.83

1.15

Negative

10 square feet or less

-1.00

-1.32

100 square feet or more

-0.83

-1.15

Monosloped configurations (Zone 1)

Enclosed

Partially enclosed

Flat < Slope < 7:12 (30°) See ASCE 7 Figure 6-14B Zone 1

Positive

10 square feet or less

0.49

0.81

100 square feet or more

0.41

0.72

Negative

10 square feet or less

-1.26

-1.57

100 square feet or more

-1.09

-1.40

Tall flat-topped roofs h > 60'

Enclosed

Partially enclosed

Flat < Slope < 2:12 (10°) (Zone 1) See ASCE 7 Figure 6-17 Zone 1

Negative

10 square feet or less

-1.34

-1.66

500 square feet or more

-0.92

-1.23

(continued)

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

TABLE 1609.6.2(2)— continued
NET PRESSURE COEFFICIENTS, C,

a,b
let

STRUCTURE OR
PART THEREOF

DESCRIPTION

^net FACTOR

3, Components and clad-
ding in areas of dis-
continuities — roofs
and overhangs

Roof elements and slopes

Enclosed

Partially enclosed

Gable or hipped configurations at ridges, eaves and rakes (Zone 2)

Flat < Slope < 6: 12 (27°) See ASCE 7 Figure 6-llC Zone 2

Positive

10 square feet or less

0.58

0.89

100 square feet or more

0.41

10.72

Negative

10 square feet or less

-1.68

-2.00

100 square feet or more

-1.17

-1.49

Overhang for Slope Flat < Slope < 6: 12 (27°) See ASCE 7 Figure 6-llC Zone 2

Negative

10 square feet or less

-1.87

100 square feet or more

-1.87

6:12 (27°) < Slope < 12:12 (45°) Figure 6-llD

Enclosed

Partially enclosed

Positive

10 square feet or less

0.92

1.23

100 square feet or more

0.83

1.15

Negative

10 square feet or less

-1.17

-1.49

100 square feet or more

-1.00

-1.32

Overhang for 6:12 (27°) < Slope < 12: 12 (45°) See ASCE 7 Figure 6-1 ID Zone 2

Negative

10 square feet or less

-1.70

500 square feet or more

-1.53

Monosloped configurations at ridges, eaves and rakes (Zone 2)

Flat < Slope < 7: 1 2 (30°) See ASCE 7 Figure 6- 14B Zone 2

Positive

10 square feet or less

0.49

0.81

100 square feet or more

0.41

0.72

Negative

10 square feet or less

-1.51

-1.83

100 square feet or more

-1.43

-1.74

Tall flat topped roofs h > 60'

Enclosed

Partiaily enclosed

Flat < Slope < 2:12 (10°) (Zone 2) See ASCE 7 Figure 6-17 Zone 2

Negative

10 square feet or less

-2.11

-2.42

500 square feet or more

-1.51

-1.83

Gable or hipped configurations at comers (Zone 3) See ASCE 7 Figure 6-1 IC Zone 3

Flat < Slope < 6:12 (27°)

Enclosed

Partially enclosed

Positive

10 square feet or less

0.58

0.89

100 square feet or more

0.41

0.72

Negative

10 square feet or less

-2.53

-2.85

100 square feet or more

-1.85

-2.17

(continued)

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

TABLE 1609.6.2(2)— continued
NET PRESSURE COEFFICIENTS, C^^?^^

STRUCTURE OR
PART THEREOF

DESCRIPTION

C„^t FACTOR

3. Components and cladding in
areas of discontinuity — roofs
and overhangs
(continued)

Overhang for Slope Flat < Slope < 6: 12 (27°) See ASCE 7 Figure 6-1 IC Zone 3

Negative

10 square feet or less

-3.15

100 square feet or more

-2.13

6:12 {IT) < 12:12 (45°) See ASCE 7 Figure 6-llD Zone 3

Positive

10 square feet or less

0.92

1.23

100 square feet or more

0.83

1.15

Negative

10 square feet or less

-1.17

-1.49

100 square feet or more

-1.00

-1.32

Overhang for 6:12 (27°) < Slope < 12:12 (45°)

Enclosed

Partially enclosed

Negative

10 square feet or less

-1.70

100 square feet or more

-1.53

Monosloped Configurations at comers (Zone 3) See ASCE 7 Figure 6-14B Zone 3

Flat < Slope < 7:12 (30°)

Positive

10 square feet or less

0.49

0.81

100 square feet or more

0.41

0.72

Negative

10 square feet or less

-2.62

-2.93

100 square feet or more

-1.85

-2.17

Tall flat topped roofs h > 60'

Enclosed

Partially enclosed

Flat < Slope < 2:12 (10°) (Zone 3) See ASCE 7 Figure 6-17 Zone 3

Negative

10 square feet or less

-2.87

-3.19

500 square feet or more

-2.11

-2.42

4. Components and cladding not
in areas of discontinuity — walls
and parapets

Wall Elements: h = 60' (Zone 4) Figure 6-1 1 A

Enclosed

Partially enclosed

Positive

10 square feetor less

1.00

1.32

500 square feet or more

0.75

1.06

Negative

10 square feet or less

-1.09

-1.40

500 square feet or more

-0.83

-1.15

Wail Elements: h > 60' (Zone 4) See ASCE 7 Figure 6-17 Zone 4

Positive

20 square feet or less

0.92

1.23

500 square feet or more

0.66

0.98

Negative

20 square feet or less

-0.92

-1.23

500 square feet or more

-0.75

-1.06

Parapet Walls

Positive

2,87

3.19

Negative

-1.68

-2.00

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

TABLE 1609.6.2(2)— continued
NET PRESSURE COEFFICIENTS, C,

a,b
let

STRUCTURE OR
PART THEREOF

DESCRIPTION

C„^, FACTOR

5. Components and cladding
in areas of discontinuity —
walls and parapets

Wall elements:

h < 60' (Zone 5) Figure 6-1 1 A

Enclosed

Partially enclosed

Positive

10 square feet or less

1.00

1.32

500 square feet or more

0.75

1.06

Negative

10 square feet or less

-1.34

-1.66

500 square feet or more

-0.83

-1.15

Wall elements:

h > 60' (Zone 5) See ASCE 7 Figure 6-17 Zone 4

Positive

20 square feet or less

0.92

1.23

500 square feet or more

0,66

0.98

Negative

20 square feet or less

-1.68

-2.00

500 square feet or more

-LOO

-1.32

Parapet walls

Positive

3.64

3.95

Negative

-2.45

-2.76

For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m^, 1 degree = 0.0175 rad.

a. Linear interpolation between values in the table is permitted.

b. Some C„^, values have been grouped together. Less conservative results may be obtained by applying ASCE 7 provisions.

1609.6.4.3 Determination of net pressure coefficients,

C„e,. For the design of the MWFRS and for components
and cladding, the sum of the internal and external net
pressure shall be based on the net pressure coefficient,
C

1. The pressure coefficient, Q^^, for walls and roofs
shall be determined from Table 1609.6.2(2).

2. Where C„^, has more than one value, the more
severe wind load condition shall be used for
design.

1609.6.4.4 Application of wind pressures. When using
the alternative all-heights method, wind pressures shall
be applied simultaneously on, and in a direction normal
to, all building envelope wall and roof surfaces.

1609.6.4.4.1 Components and cladding. Wind pres-
sure for each component or cladding element is
applied as follows using Q^^ values based on the
effective wind area, A, contained within the zones in
areas of discontinuity of width and/or length "a," "2a"
or "4a" at: comers of roofs and walls; edge strips for
ridges, rakes and eaves; or field areas on walls or roofs
as indicated in figures in tables in ASCE 7 as refer-
enced in Table 1609.6.2(2) in accordance with the fol-
lowing:

1. Calculated pressures at local discontinuities
acting over specific edge strips or corner
boundary areas.

2. Include "field" (Zone 1, 2 or 4, as applicable)
pressures applied to areas beyond the bound-
aries of the areas of discontinuity.

3. Where applicable, the calculated pressures at
discontinuities (Zones 2 or 3) shall be com-
bined with design pressures that apply specifi-
cally on rakes or eave overhangs.

SECTION 1610
SOIL LATERAL LOADS

1610.1 GeneraL Foundation walls and retaining walls shall be
designed to resist lateral soil loads. Soil loads specified in Table
1610.1 shall be used as the minimum design lateral soil loads
unless determined otherwise by a geotechnical investigation in
accordance with Section 1803. Foundation walls and other
walls in which horizontal movement is restricted at the top shall
be designed for at-rest pressure. Retaining walls free to move
and rotate at the top shall be permitted to be designed for active
pressure. Design lateral pressure from surcharge loads shall be
added to the lateral earth pressure load. Design lateral pressure
shall be increased if soils at the site are expansive. Foundation
walls shall be designed to support the weight of the full hydro-
static pressure of undrained backfill unless a drainage system is
installed in accordance with Sections 1805.4.2 and 1805.4.3.

Exception: Foundation walls extending not more than 8
feet (2438 mm) below grade and laterally supported at the
top by flexible diaphragms shall be permitted to be designed
for active pressure.

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

TABLE 1610.1
LATERAL SOIL LOAD

DESCRIPTION OF BACKFILL MATERIAL'^

UNIFIED SOIL
CLASSIFICATION

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

Active pressure

At-rest pressure

Well-graded, clean gravels; gravel-sand mixes

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

Note b

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 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.

SECTION 1611
RAIN LOADS

1611.1 Design rain loads. Each portion of a roof shall be
designed to sustain the load of rainwater that will accumulate
on it if the primary drainage system for that portion is blocked
plus the uniform load caused by water that rises above the inlet
of the secondary drainage system at its design flow. The design
rainfall shall be based on the 100-year hourly rainfall rate indi-
cated in Figure 1611.1 or on other rainfall rates determined
from approved local weather data.

For SI: R = 0.0098(^, + d^)
where:

(Equation 16-35)

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

= 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/mj).
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.

1611.2 Ponding instability. For roofs with a slope less than V4
inch per foot [1.19 degrees (0.0208 rad)], the design calcula-
tions shall include verification of adequate stiffness to preclude
progressive deflection in accordance with Section 8.4 of ASCE

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

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

4.28^"

[P] FIGURE 1611.1
100-YEAR, 1-HOUR RAINFALL (INCHES) EASTERN UNITED STATES

For SI: 1 inch = 25.4 mm.

Source: National Weather Service, National Oceanic and Atmospheric Administration, Washington, DC.

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

[P] FIGURE 1611.1— continued
100-YEAR, 1-HOUR RAINFALL (INCHES) CENTRAL UNITED STATES

For SI: 1 inch = 25.4 mm.

Source: National Weather Service, National Oceanic and Atmospheric Administration, Washington, DC.

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

1 .1 >1 1^

i^ /Kg^"

Li ^

rk\^

^s^

.5 . -^M^r^.^4~lCp~M ^.^HV^

^J^"^

L ^

ivTl >f n

^^J^l

■A

5>^j^L„a^

- V

y«^

Jrfl

1.5'^^^OrAk^^

fcr-

^^^

2Zisd/;\^^

^^^

=w^

-J-

ix-^ r\ 1

xh/j

V-J*^

■^^1! — k^

/ :3 y^/

flf

itx

F^-

■•■■^-- , W-^

/ f/l

iv\t

1.5 1.5 i.r^

> / /

as 3^ —

2.5

[P] FIGURE 1611.1— continued
100-YEAR, 1-HOUR RAINFALL (INCHES) WESTERN UNITED STATES

For SI: 1 inch = 25.4 mm.

Source: National Weather Service, National Oceanic and Atmospheric Administration, Washington, DC.

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

170° 175» 180° 175° 170" 166=' 160° 165° 150° 146° 1W° 135° 130

[P] FIGURE 1611.1— continued
100-YEAR, 1-HOUR RAINFALL (INCHES) ALASKA

For SI; 1 inch = 25.4 mm.

Source: National Weather Service, National Oceanic and Atmospheric Administration, Washington, DC.

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

E^^?^^

'V^

■^

<
X

f*)?^"-^^^^^ IV

^>^^

*^x

N<^

[P] FIGURE 1611.1— continued
100-YEAR, 1-HOUR RAINFALL (INCHES) HAWAII

For SI: 1 inch = 25.4 mm.

Source: National Weather Service, National Oceanic and Atmospheric Administration, Washington, DC.

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

SECTION 1612
FLOOD LOADS

1612.1 GeneraL Within flood hazard areas as established in
Section 1612.3, all new construction of buildings, structures
and portions of buildings and structures, including substantial
improvement and restoration of substantial damage to build-
ings and structures, shall be designed and constructed to resist
the effects of flood hazards and flood loads. For buildings that
are located in more than one flood hazard area, the 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).

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

This definition of "Basement" is limited in application to the
provisions of Section 1612 (see "Basement" in Section 502. 1).

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

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

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

DESIGN FLOOD ELEVATION. The elevation of the
"design floods including wave height, relative to the datum
specified on the community's legally designated flood hazard
map. In areas designated as Zone AG, the design flood eleva-
tion shall be the elevation of the highest existing grade of the
building's perimeter plus the depth number (in feet) specified
on the flood hazard map. In areas designated as Zone 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 facihties, 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 MATERL\LS. 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 2l 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 Rood 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 v^iihovX 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 Rood Insurance Rate Map or
other flood hazard map as Zone A, AE, Al-30, A99, AR, AG,
AH,V,VO,VEorVl-30.

START OF CONSTRUCTION. The date of issuance for new
construction and substantial improvements to existing struc-
tures, provided the actual start of construction, repair, recon-
struction, 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

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

home) on a site, such as the pouring of a slab or footings, instal-
lation of pilings or construction of columns.

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

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

SUBSTANTIAL IMPROVEMENT. Any repair, reconstruc-
tion, 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
alteration will not preclude the structure's continued
designation as a historic structure.

1612.3 Establishment of flood hazard areas. To establish
flood hazard areas, the applicable governing authority shall
adopt a flood hazard map and supporting data. The flood haz-
ard map shall include, at a minimum, areas of special flood haz-
ard as identified 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 accompa-
nying Flood Insurance Rate Map (FIRM) and Rood Boundary
and Flood way Map (FBFM) and related supporting 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.

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.

1612.3.1 Design flood elevations. Where design flood ele-
vations are not included in the flood hazard areas estab-
lished in Section 1612.3, or where floodways are not
designated, the building official is authorized to require the
applicant to:

1 . Obtain and reasonably utilize any design flood eleva-
tion and floodway data available from a federal, state
or other source; or

2. Determine the design flood elevation and/or
floodway in accordance with accepted hydrologic
and hydraulic engineering practices used to define
special flood hazard areas. Determinations shall be
undertaken by a registered design professional who
shall document that the technical methods used
reflect currently accepted engineering practice.

1612.3.2 Determination of impacts. In nvo^nnt flood haz-
ard areas where design flood elevations are specified but
floodways have not been designated, the applicant shall pro-
vide a floodway analysis that demonstrates that the pro-
posed work will not increase the design flood elevation
more than 1 foot (305 mm) at any point within the jurisdic-
tion of the applicable governing authority.

1612.4 Design and construction. The design and construction
of buildings and structures located in flood hazard areas,
including flood hazard areas subject to high-velocity wave
action, shall be in accordance with Chapter 5 of ASCE 7 and
with ASCE 24.

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

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

1.1. The elevation of the lowest floor, including the
basement, as required by the lowest floor eleva-
tion inspection in Section 110.3.3, Chapter 1,
Division II.

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 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 110.3.3,
Chapter 1, Division II.

2.2. Construction documents shall include a state-
ment that the building is designed in accordance
with ASCE 24, including that the pile or column
foundation and building or structure to be
attached thereto is designed to be anchored to
resist flotation, collapse and lateral movement
due to the effects of wind and flood loads acting
simultaneously on all building components, and
other load requirements of Chapter 16.

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

2.3. For breakaway walls designed to resist a nominal
load of less than 10 psf (0.48 kN/m^) or more than
20 psf (0.96 kN/m^), construction documents
shall include a statement that the breakaway wall
is designed in accordance with ASCE 24.

SECTION 1613
EARTHQUAKE LOADS

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

Exceptions:

1 . Detached one- and two- family dwellings, assigned to
Seismic Design Category A, B or C, or located where
the mapped short-period spectral response accelera-
tion, 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 in
accordance with exception to Section 1613.5.6.

1613.1.1 Scope. [SL] For applications listed in Section 1.12
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.

1613.1.2 State-owned buildings. State-owned buildings,
including those of the University of California, CSU and
Judicial Council, shall not be constructed where any por-
tion of the foundation would be within a mapped area of
earthquake -induced liquefaction oflandsliding or within 50
feet of a mapped fault rupture hazard as established by Sec-
tion 1802.7.

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

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

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

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

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

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

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

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

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

1613.3 Existing buildings. Additions, alterations, repairs or
change of occupancy of existing buildings shall be in accor-
dance with Chapter 34.

1613.3.1 Existing state buildings. Additions, alterations,
repairs or change of occupancy category of existing build-
ings shall be in accordance with Chapter 34.

1613.4 Special inspections. Where required by Sections
1705.3 through 1705.3.5, the statement of special inspections
shall include the special inspections required by Section
1705.3.6.

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

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

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

TABLE 1613.5.2
SITE CLASS DEFINITIONS

SITE
CLASS

SOIL PROFILE
NAME

AVERAGE PROPERTIES IN TOP 100 feet, SEE SECTION 1613.5.5

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

Standard penetration resistance,
N

Soil undrained shear strength, s„ , (psf)

Hard rock

V, > 5,000

N/A

Rock

2,500 < V, < 5,000

N/A

Very dense soil and soft rock

1,200 <v^ < 2,500

N>50

5„ > 2,000

Stiff soil profile

600 <v, < 1,200

15<iV<50

1,000 <5„< 2,000

Soft soil profile

V, < 600

N<15

5„< 1,000

—

Any profile with more than 10 feet of soil having the following characteristics:

1. Plasticity index P/> 20,

2. Moisture content w > 40%, and

3. Undrained shear strength ^„< 500 psf

—

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

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

2. Peats and/or highly organic clays (i^> 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>15)

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

TABLE 1613.5.3(1)
VALUES OF SITE COEFFICIENT F^ '

SITE
CLASS

IVIAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIOD

Ss < 0.25

S^ = 0.50

S^ = 0.75

S5=1.00

S3 > 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^.

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

TABLE 1613.5.3(2)
VALUES OF SITE COEFFICIENT Fy^

SITE
CLASS

MAPPED SPECTRAL RESPONSE ACCELERATION AT 1 -SECOND PERIOD

Si < 0.1

i?i = 0.2

Si = 0.3

S, = 0.4

Si > 0.5

0.8

1.0

1.7

1.6

1.5

1.4

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, 5,.

b. Values shall be determined in accordance with Section 1 1.4.7 of ASCE 7.

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

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, 5^5, and at 1 -second
period, S^^i, adjusted for site class effects shall be deter-
mined by Equations 16-36 and 16-37, respectively:

^MS ~ ^a^s

(Equation 16-36)
(Equation 16-37)

where:

F^ = Site coefficient defined in Table 1613.5.3(1).
= Site coefficient defined in Table 1613.5.3(2).

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

Si = The mapped spectral accelerations for a 1 -second
period as determined in Section 1613.5.1.

1613.5,4 Design spectral response acceleration parame-
ters. Five-percent damped design spectral response acceler-
ation at short periods, 5*^5, and at 1 -second period, 5^^, shall
be determined from Equations 16-38 and 16-39, respec-
tively:

^DS— ^^MS

^D\ — r.^Ml

(Equation 16-38)

(Equation 16-39)

where:

Sj^s - The maximum considered earthquake spectral
response accelerations for short period as deter-
mined in Section 1613.5.3.

Sj^i = The maximum considered earthquake spectral
response 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-
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 / then refers to
any one of the layers between 1 and n,

where:

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

di = The thickness of any layer between and 100 feet

(30 480 mm).

where:

Vs =-

1=1
^ di

(Equation 16-40)

^ di = 100 feet (30 480 mm)

A^, 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, A^, shall be taken as 100 blows/foot (328
blows/m).

(Equation 16-41)

where A^, and d^ in Equation 16-41 are for cohesionless soil,
cohesive soil and rock layers.

Nch =-

(Equation 16-42)

where:

1 = 1

Use di and A^, for cohesionless soil layers only in Equation

16-42.

ds = 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).

TABLE 1613.5.5
SITECLAS3IFICATI0N«

SITE CLASS

NotN,,

®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 = (i.0479kN/m^.

a. If the 5^^ method is used and the N^^and 5„ criteria differ, select the category w ith the softer soils (for example, use Site Class E instead of D).

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

5„, = The undrained shear strength in psf (kPa), not to
exceed 5,000 psf (240 kPa), ASTM D 2166 or D
2850.

Su =

(Equation 16-43)

where:

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

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

PI = The plasticity index, ASTM D 4318.

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

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

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

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

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

1613.5.5.1 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 nmi) where a soft clay layer is
defined by: 5„< 500 psf (24 kPa), w > 40 percent
and PI > 20. If these criteria are satisfied, classify
the site as Site Class E.

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

cases as specified.

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

3.2.iV_for the top 100 feet (30 480 mm)
(A^method).

3.3. N^f, for cohesionless soil layers (PI < 20)
in the top 100 feet (30 480 mm) and aver-
age, s^ for cohesive soil layers (P/> 20) in
the top 100 feet (30 480 mm) ( s^ method).

1613.5.6 Determination of seismic design category.

Structures classified as Occupancy Category I, II or III that
are located where the mapped spectral response accelera-
tion parameter at 1 -second period, 5*;, is greater than or
equal to 0.75 shall be assigned to Seismic Design Category
E. Structures classified as Occupancy Category IV that are
located where the mapped spectral response acceleration
parameter at 1 -second period, Sj, is greater than or equal to
0.75 shall be assigned to Seismic Design Category F. All
other structures shall be assigned to a seismic design cate-
gory based on their occupancy category and the design
spectral response acceleration coefficients, Sj^s ^^^ ^di^
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), irre-
spective of the fundamental period of vibration of the struc-
ture, r.

TABLE 1613.5.6(1)

SEISMIC DESIGN CATEGORY BASED ON

SHORT-PERIOD RESPONSE ACCELERATIONS

VALUE OF Sos

OCCUPANCY CATEGORY

lor II

111

5^5<0.167g

ai67g<5^5<0.33g

0.33g<5^5<0.50g

0.50g<5^5

TABLE 1613.5.6(2)

SEISMIC DESIGN CATEGORY BASED ON

1 -SECOND PERIOD RESPONSE ACCELERATION

VALUE OF Soi

OCCUPANCY CATEGORY

lor II

III

Soi < 0.067g

0.067g<5^;<0.133g

0.133g<5^;<0.20g

0.20g< Soi

Exception: [OSHPD 2] Structures not assigned to seis-
mic design category E or F above shall be assigned to
seismic design category D.

1613.5.6.1 Alternative seismic design category deter-
mination. Where 5; is less than 0.75, the seismic design

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

category is permitted to be determined from Table
1613.5.6(1) alone when all of the following apply:

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

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

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

4. The diaphragms are rigid as defined in Section
1 2 . 3 . 1 of ASCE 7 or , for diaphragms that are flexi-
ble, the distances between vertical elements of the
seismic-force-resisting system do not exceed 40
feet (12 192 mm).

Exception: [OSHPD 2] Seismic design category
I I shall be determined in accordance with exception to

Section 1613.5 A

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
I I shall be determined in accordance with 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 Vj inches
(38 mm) thick.

2. Each line of vertical elements of the seis-
mic-force-resisting system complies with the allow-
able story drift of Table 12.12-1.

3. Vertical elements of the seismic-force-resisting sys-
tem are light-frame walls sheathed with wood struc-
tural 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 4.2.5.2 of AF&PA SDPWS.

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 ofRi as defined in Chapter 17 is taken as
1.

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

1613.6.3 Automatic sprinkler systems. Automatic sprin-
kler systems designed and installed in accordance with
NFPA 13 shall be deemed to meet the requirements of Sec-
tion 13.6.8 of ASCE 7.

1613.6.4 Autoclaved aerated concrete (AAC) masonry
shear wall design coefficients and system limitations.

Add thefollowing text at the end of Section 12.2.1 of ASCE
7:

For ordinary reinforced AAC masonry shear walls used
in the seismic-force-resisting system of structures, the
response modification factor, /?, shall be permitted to be
taken as 2, the deflection amplification factor, C^, shall be
permitted to be taken as 2 and the system overstrength fac-
tor, Q„, shall be permitted to be taken as 2V2. Ordinary rein-
forced AAC masonry shear walls shall not be limited in
height for buildings assigned to Seismic Design Category B,
shall be limited in height to 35 feet (10 668 mm) for build-
ings assigned to Seismic Design Category C and are not per-
mitted for buildings assigned to Seismic Design Categories
D, E and F.

For ordinary plain (unreinforced) AAC masonry shear
walls used in the seismic-force-resisting system of struc-
tures, the response modification factor, /?, shall be permitted
to be taken as 1 V2, the deflection amplification factor, C^,
shall be permitted to be taken as IV2 and the system
overstrength factor, Q^, shall be permitted to be taken as 2 Vj.
Ordinary plain (unreinforced) AAC masonry shear walls
shall not be limited in height for buildings assigned to Seis-
mic Design Category B and are not permitted for buildings
assigned to Seismic Design Categories C, D, E and R

1613.6.5 Seismic controls for elevators. Seismic switches
in accordance with Section 8.4.10 of ASME A17.1 shall be
deemed to comply with Section 13.6.10.3 of ASCE 7.

1613.6.6 Steel plate shear wall height limits. Modify Sec-
tion 12.2.5.4 of ASCE 7 to read as follows:

12.2.5.4 Increased building height limit for steel-
braced frames, special steel plate shear walls and spe-
cial reinforced concrete shear walls. The height limits
in Table 12.2-1 are permitted to be increased from 160
feet (48 768 mm) to 240 feet (75 152 mm) for structures
assigned to Seismic Design Category D or E and from
100 feet (30 480 mm) to 160 feet (48 768 nmi) for struc-
tures assigned to Seismic Design Category F that have

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

steel-braced frames, special steel plate shear walls or
special reinforced concrete cast-in-place shear walls and
that meet both of the following requirements:

1 . The structure shall not have an extreme torsional
irregularity as defined in Table 12.2-1 (horizontal
structural irregularity Type lb).

2. The braced frames or shear walls in any one plane
shall resist no more than 60 percent of the total
seismic forces in each direction, neglecting acci-
dental torsional effects.

1613.6.7 Minimum distance for building separation. All

buildings and structures shall be separated from adjoining
structures. Separations shall allow for the maximum inelas-
tic response displacement (5^^). 5^^ shall be determined at
critical locations with consideration for both translational
and torsional displacements of the structure using Equation
16-44.

O Ayr

(Equation 16-44)

where:

Cj = Deflection amphfication factor in Table 12.2-1 of
ASCE 7.

5^^ = Maximum displacement defined in Section 12.8.4.3
of ASCE 7.

/ = Importance factor in accordance with Section 1 1.5.1
of ASCE 7.

Adjacent buildings on the same property shall be sepa-
rated by a distance not less than bj^j, determined by Equa-
tion 16-45.

^MT^ii^Mlf -^i^MlY

(Equation 16-45)

where:

^Af/j ^M2 = The maximum inelastic response displace-
ments of the adjacent buildings in accordance
with Equation 16-44.

Where a structure adjoins a property line not common to a
public way, the structure shall also be set back from the
property line by not less than the maximum inelastic
response displacement, 5^^, of that structure.

Exceptions:

1 . Smaller separations or property line setbacks shall
be permitted when justified by rational analyses.

2. Buildings and structures assigned to Seismic
Design Category A, B or C.

1613.6.8 HVAC ductwork with Ip = 1.5. Seismic supports
are not required for HVAC ductwork with /p = 1.5 if either of
the following conditions is met for the full length of each
duct run:

1. HVAC ducts are suspended from hangers 12 inches
(305 mm) or less in length with hangers detailed to
avoid significant bending of the hangers and their
attachments, or

2. HVAC ducts have a cross-sectional area of less than 6
square feet (0.557 m^).

1613.6.9 Exceptions for nonstructural components,

[BSC] Replace ASCE 7 Section 13.13 by the following
items:

Exemptions: The following nonstructural components
are exempt from the requirements of this section:

1. Furniture (except storage cabinets as noted in
Table 13.5-1.

2. Temporary or moveable equipment.

3. Architectural components in Seismic Design Cate-
gory B other than parapets supported by bearing
walls or shear walls, provided that the component
importance factor I p, is equal to 1.0.

4. Mechanical and electrical components in Seismic
Design Category B,

5. Mechanical and electrical components in Seismic
Design Category C, provided that the component
importance factor, Ip, is equal to 1.0.

6. Mechanical and electrical components in Seismic
Design Category D, E or F where all of the follow-
ing apply:

a. The component importance factor, Ip, is
equal to 1.0;

b. The component is positively attached to the
structure;

c. Flexible connections are provided between
the component and associated ductwork,
piping and conduit; and either:

i. The component weighs 400 lb (1780
N) or less and has a center of mass
located 4 ft (1.22 m) or less above the
adjacent floor level; or

a. The component weighs 20 lb (89 N) or
less, or, in the case of a distributed
system, 5 lb/ft (73 N/m) or less.

1613.6.10 Exceptions for nonstructural components,

[BSC] Replace Items 4 and 5 of ASCE 7 Section 13.1.4 with
the following items.

4, Mechanical and electrical components in Seismic
Design Category D, EorF where all of the following
apply:

a. The component importance factor, Ip, is equal
to 1.0;

b. The component is positively attached to the
structure;

c. Flexible connections are provided between the
component and associated ductwork, piping
and conduit; and either:

i. The component weights 400 lb (1 780 N)
or less and has a center of mass located 4
ft (1,22 m) or less above adjacent floor
level.

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

a. The component weights 20 lb (89 N) or
less, or, in the case of a distributed sys-
tem, 5 lb/ft (73N/m) or less.

1613.7 ASCE 7, Section 11.7.5. Modify ASCE 7, Section
1 1.7,5 to read as follows:

11.7.5 Anchorage of walls. Walls shall be anchored to the
roof and all floors and members that provide lateral support
for the wall or that are supported by the wall. The anchorage
shall provide a direct connection between the walls and the
roof or floor construction. The connections shall be capable
of resisting the forces specified in Section 11.7.3 applied
horizontally, substituted for E in load combinations of Sec-
tion 2.3 or 2.4.

SECTION 1614
STRUCTURAL INTEGRITY

1614.1 General. Buildings classified as high-rise buildings in
accordance with Section 403 and assigned to Occupancy Cate-
gory in or IV shall comply with the requirements of this sec-
tion. Frame structures shall comply with the requirements of
Section 1614.3. Bearing wall structures shall comply with the
requirements of Section 1614.4.

1614.2 Definitions. The following words and terms shall, for
the purposes of Section 1614, have the meanings shown herein.

BEARING WALL STRUCTURE. A building or other struc-
ture in which vertical loads from floors and roofs are primarily
supported by walls.

FRAME STRUCTURE. A building or other structure in
which vertical loads from floors and roofs are primarily sup-
ported by columns.

1614.3 Frame structures. Frame structures shall comply with
the requirements of this section.

1614.3.1 Concrete frame structures. Frame structures
constructed primarily of reinforced or prestressed concrete,
either cast-in-place or precast, or a combination of these,
shall conform to the requirements of ACI 318 Sections 7.13,
13.3.8.5, 13.3.8.6, 16.5, 18.12.6, 18.12.7 and 18.12.8 as
applicable. Where ACI 318 requires that nonprestressed
reinforcing or prestressing steel pass through the region
bounded by the longitudinal column reinforcement, that
reinforcing or prestressing steel shall have a minimum nom-
inal tensile strength equal to two-thirds of the required
one-way vertical strength of the connection of the floor or
roof system to the column in each direction of beam or slab
reinforcement passing through the column.

Exception: Where concrete slabs with continuous rein-
forcing having an area not less than 0.001 5 times the con-
crete area in each of two orthogonal directions are
present and are either monolithic with or equivalently
bonded to beams, girders or colunms, the longitudinal
reinforcing or prestressing steel passing through the col-
umn reinforcement shall have a nominal tensile strength
of one-third of the required one-way vertical strength of
the connection of the floor or roof system to the column
in each direction of beam or slab reinforcement passing
through the colunm.

1614.3.2 Structural steel, open web steel joist or joist
girder, or composite steel and concrete frame structures.

Frame structures constructed with a structural steel frame or
a frame composed of open web steeljoists, joist girders with
or without other structural steel elements or a frame com-
posed of composite steel or composite steeljoists and rein-
forced concrete elements shall conform to the requirements
of this section.

1614.3.2.1 Columns. Each column splice shall have the
minimum design strength in tension to transfer the
design dead and live load tributary to the column
between the splice and the splice or base immediately
below.

1614.3.2.2 Beams. End connections of all beams and
girders shall have a minimum nominal axial tensile
strength equal to the required vertical shear strength for
allowable stress design (ASD) or two-thirds of the
required shear strength for load and resistance factor
design (LRfTD) but not less than 10 kips (45 kN). For the
purpose of this section, the shear force and the axial ten-
sile force need not be considered to act simultaneously.

Exception: Where beams, girders, open web joist and
joist girders support a concrete slab or concrete slab
on metal deck that is attached to the beam or girder
with not less than Vg-inch-diameter (9.5 mm) headed
shear studs, at a spacing of not more than 12 inches
(305 nrni) on center, averaged over the length of the
member, or other attachment having equivalent shear
strength, and the slab contains continuous distributed
reinforcement in each of two orthogonal directions
with an area not less than 0.0015 times the concrete
area, the nominal axial tension strength of the end
connection shall be permitted to be taken as half the
required vertical shear strength for ASD or one-third
of the required shear strength for LRFD, but not less
than 10 kips (45 kN).

1614.4 Bearing wall structures. Bearing wall structures shall
have vertical ties in all load-bearing walls and longitudinal ties,
transverse ties and perimeter ties at each floor level in accor-
dance with this section and as shown in Figure 1614.4.

1614.4.1 Concrete wall structures. Precast bearing wall
structures constructed solely of reinforced or prestressed
concrete, or combinations of these shall conform to the
requirements of Sections 7.13, 13.3.8.5 and 16.5 of ACI
318.

1614.4.2 Other bearing wall structures. Ties in bearing
wall structures other than those covered in Section 1614.4. 1
shall conform to this section.

1614.4.2.1 Longitudinal ties. Longitudinal ties shall
consist of continuous reinforcement in slabs; continuous
or spliced decks or sheathing; continuous or spliced
members framing to, within or across walls; or connec-
tions of continuous framing members to walls. Longitu-
dinal ties shall extend across interior load-bearing walls
and shall connect to exterior load-bearing walls and shall
be spaced at not greater than 10 feet (3038 mm) on cen-
ter. Ties shall have a minimum nominal tensile strength,

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

Tj, given by Equation 16-46. For ASD the minimum
nominal tensile strength shall be permitted to be taken as
1.5 times the allowable tensile stress times the area of the
tie.

Tt=wLS <ajS
where:

(Equation 16-46)

= The span of the horizontal element in the direction
of the tie, between bearing walls, feet (m).

= The weight per unit area of the floor or roof in the
span being tied to or across the wall, psf (N/m^).

= The spacing between ties, feet (m).

= A coefficient with a value of 1 ,500 pounds per foot
(2.25 kN/m) for masonry bearing wall structures
and a value of 375 pounds per foot (0.6 kN/m) for
structures with bearing walls of cold-formed steel
light-frame construction.

1614.4.2.2 Transverse ties. Transverse ties shall consist
of continuous reinforcement in slabs; continuous or
spliced decks or sheathing; continuous or spliced mem-
bers framing to, within or across walls; or connections of
continuous framing members to walls. Transverse ties
shall be placed no farther apart than the spacing of load-
bearing walls. Transverse ties shall have minimum nomi-
nal tensile strength Tj^ given by Equation 16-46. For
ASD the minimum nominal tensile strength shall be per-
mitted to be taken as 1 .5 times the allowable tensile stress
times the area of the tie.

1614.4.2.3 Perimeter ties. Perimeter ties shall consist of
continuous reinforcement in slabs; continuous or spliced
decks or sheathing; continuous or spliced members
framing to, within or across walls; or connections of con-
tinuous framing members to walls. Ties around the per-
imeter of each floor and roof shall be located within 4

feet (1219 mm) of the edge and shall provide a nominal
strength in tension not less than T^, given by Equation
16-47. For ASD the minimum nominal tensile strength
shall be permitted to be taken as 1.5 times the allowable
tensile stress times the area of the tie.

r^=200w<|Jr

For SI:

r, = 90.7vy<P,

(Equation 16-47)

where:

w =

As defined in Section 1614.4.2.1.

A coefficient with a value of 16,000 pounds
(7200 kN) for structures with masonry bearing
walls and a value of 4,000 pounds (1300 kN) for
structures with bearing walls of cold-formed
steel light-frame construction.

1614.4.2.4 Vertical ties. Vertical ties shall consist of
continuous or spliced reinforcing, continuous or spliced
members, wall sheathing or other engineered systems.
Vertical tension ties shall be provided in bearing walls
and shall be continuous over the height of the building.
The minimum nominal tensile strength for vertical ties
within a bearing wall shall be equal to the weight of the
wall within that story plus the weight of the diaphragm
tributary to the wall in the story below. No fewer than two
ties shall be provided for each wall. The strength of each
tie need not exceed 3,000 pounds per foot (450 kN/m) of
wall tributary to the tie for walls of masonry construction
or 750 pounds per foot (140 kN/m) of wall tributary to
the tie for walls of cold-formed steel light-frame con-
struction.

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

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

2010 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

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

vtasionsofthisinapaiidotheis. Documentation, giidded
values, and Aic/M'O coverages used to mafce the maps
are also available.

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

Map pnepared by U.S. Geological Survey.

- Region 1 is shown enlai^ged in figure 1 61 3.5(4)

- Region 2 is strawn enlarged in figure 1 61 3.5(6)

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

- Re^on 4 is shown enlaiged in figure 1 61 3.5(9)

FIGURE 1613.5(2)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR THE CONTERMINOUS UNITED STATES

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

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

1 00 100 200 300 400 500 6 00 KILOMETERS

M M M 1 I I 1 I ZU

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

2010 CALIFORNIA BUILDING CODE

•1^

o
O

O
33

Z
>

c
l-
g

Q
O
O
O

c
o

D
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

o
o
O

>
01

o
o
o
o
m

ConUmr intervals, % g

Note ccaaiouis are iiregdarfy spaced

Areas with a constant spectral
respcw6eacceteiad(HiofI50% g

Point vsim of specteil Ji^ponse
acceleratic "

of^vity.

Contouis of spectra] respcsise
acceleration ex|»essed as a jaeicera
of gravity. Hactmres point in
direction of ttecneasing values.

Locations of feults (see DISCUSSION).
Tte number on the fault is to
median spectral lesponse acceleration
times 1 .5, expaessed as a perc«it of

DISCUSSION

A One shown as a fault location is the piBJection to the earth's
sujfeie of the edge of the fault rapture aiea iocalfid closest to
die earth's surface. OnlytfiepotticHioftheiaultusedin
stetertiBning design values is shown. Ihsmrnifeei-onthefaultisthe
detendnistic median s^tral response acceleration times 1 ,5, The
vai ues on the fault portion shown may be used for inteipolation
ptuposes.

Selected contotiis Dsax feults have been deleted for clarity, in
these i«stancffi, interpolation amy bft done usiag feult values and the
nearest adjacent contour.

Refer to the nmj of ?Haxinium Considered EaidiquakB Qiound
MsMionfortheContermiiwus United States of (12 .">ec Spectral
Response Acceleration (R^ire 1 61 3.^1 )) foradc£tional discussion
and references.

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

H
3)

H
C

o
m

Z
>
CD

c
o

H
C

o
m

o
o
O

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

• •

o
O

\ \l\ A

Contour intervals, % g

Note contDtus arc inegulady spaced

Aieas nith a cotBtanl spectral
icsponse acceleration of 60% g

Ftoint value of spectral response
acceleration exptesscd as a peicei
of gravity

Contoius of spectral response
acceleration ejqnessed as a peiceid
of gravity. Hachmes point in
diiectiaa of decieasing values.

Locations of faults (see DISCUSSION).
The number on the fault is tte
median spectral [espouse acceleration
timas 1 .5, expressed as a peucentof
gravity.

DISCUSSION

A line shown as a fault location is the projection to ^ earth's
surface of the edge of tfie &ult nqituie area located closest to
the earth' ssufiice. Only the portion ofthe fault used in
deteimining design values is sbown The number on tls fault is the
deterministic median spectral response acceleration times 1.5, The
values on the &ult portion shown may be used for inteipolation

Selected contouisnearfaults have been deleted for clarity. In
these instances, interpolation may be done using feult values and the
nearest adjacent contour.

Refer 10 the map of Maximum Considefed Earthquake Gfotmd
Motion for the Comemiinous United States of 1 ,0 sec Spectral
Response Acceleration (Rgure 1 61 3.5(2)) f ' ' " ' '
and lefciences,

c
o

FIGURE 1613.5(4)— continued

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 1 OF

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

o
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O

O
3)

>
C

I I I I :

Eiqplanation
Contour intervals, % g

a
m

Nole contoiKS are inegulariy spaced

R)U]t value of spectral nesponse
acceleration ex;«Essed as a pcicent
of gravity

Contoins of spectral response
acceleiation e^aessed as a peicrait
of gravity. Hachunss point in
direction of decreasing values.

Refer to the map of Maximum Considered Earthquake Ground
Motion for the Contemiinous United States of a2 sec Spectral
Response Acceleration (Hguie 1 61 3.5(1 )) for discission and

100 KILOMETERS

Index map showing location of study atea

o
o
o

a
m

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

o
O

■n
O

z
>

o
o
o
a
m

100

I I

100 KILOMETERS

Explanation
Contour intervals, % g

Note contouis are iiiegulariy spaced

Point value of spectra] lesponse
acceleration expressed as a percent
of gravity

Contouis of spectra] response
acceleration expressed as a percent
of gravity, Hachures point in
diiecdon of decreasing values.

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

Index map showing location of study aiea

CJI

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

C/>

c
c

a
m
(n

o
O

O
33

a
z
o
o
o

100 KILOMETERS

CtHitotir into-vals, % g

Note contDinsaieinegulariy spaced

Aieas \Mth a constant spectral
iBsponse acceleiatbn of 1 S0% g

PouA value of spectral response
acceleration exjnessed as a percent
of gravity

ConlDuis of spectral response
acceleration expessed as a percent
ofgiavi^. Hactnnes point in
diKction of decicasing values.

Refer to the map of Maximuni Consideied Eaitfaquake Gmund
Motion for the Contemdiious United States of 0l2 sec Spectral
Response Acceleration (Rgme 1 61 3.5(1 )) for discussion and

Index map showing location of study area

FIGURE 1613.5(7)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 3 OF

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

53
3)

H
C
D

a
m

o
O

Z
>
00

o
o
o

a
m

H I ^31

100 KILOMETCRS

Contour intervals, % g

aie inegulaily spaced

I Areas with a ctmstaitt spectral

Paint value of spectral lesponse
acceleration eJquressed as a peicent
of gravity

Contoius of spectral response
acceleration expressed as aperct
of gravity. Haouires point in
diiection of ctecieasing values.

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

Pl^iinp 1 fti Q Rffl\ Index map showing location of study area

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 3 OF
1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

H
3J

H
C
J)

o
m

STRUCTURAL DESIGN

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

6.2

Explanation

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

Contoms of spectral lesponse
acceleration expiessed as a peicent
of gravity, Hachuies point in
diiecdon of decreasing values.

DISCUSSION

Refer to the maps of Maximum ConsideiedEaithqualQe Ground
Motion for the Q>ntenninous United States of Q2 and 1 .0 sec
Spectral Response Acceleratian (Hgures 1 61 3.5(1 ) and 1 61 3.5(2))
for discussion and refeiences.

100 KILOMETERS

Index map showing location of study aiea

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

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

Contoiir intervals, % g

-200-
-175-
-150-
-125-
-100-
-90-
-80-
-70-
-60-
-50-
-40-
-35-
-30-
-25-
-20-
-15-
-10-

Note contousaie
ineculailv scaced

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

160°

Contour intervals, % g

150

125

100-

90-

75-

60-

50-

-25-
-20-
-15-
-10-

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

^ Paict value of spectral nsponse

f-j acceleration expiessed as a percent

'^^ of gravity

ContDuis of spectral iBspcmse
acceleration expitcssed as a percent
of gravity. Hachuies point in
diiection of decnsasing values.

DISCUSSION

The accderation values c»n!Duied on this tnap aie for the random hcnizontal
component of acceleratioa Fardesignpmposes, the lefeience site conditicm
for lie map is to be taken as Site Class B.

The two aieas shown as zone boundaries aie the projection to the eaitli's
sutface of horizontal niptuiejdanes at 9 km depth. Spectral accelerations
aieconstantwithtnthe boundaries of the zones. The number on the boundary
and inside the zone is the median spectral response acceleration times 1 .5.

Leyendecker, Rrankel, and Rukstates (2001 , 2004) have prepaied a CI>-ROM
that contains software to allow detemtination of Site Class B map values by
Mtude-longitude, The softwaie on the CD contains site coefficients that
allow the userto adjust mapvaluesfbrdifierentSiteClasses. Additional
maps at different scales aie also included on the CD. The CD was piepored
using tlie same data as (hat used to prepare the Maximum Considered Eaithquake
GfDund Motion maps.

TTie National Seismic Hazard Mappng Pnsject Web Site,
http //eqhazmapB. usgs.gov, contains electronic veraions of this map
andotheis. Documentation, gridded values, and Aic/INTO coverages used
to make the maps are also av^lahle.

Map prepBied by U.S. Gedogtcal Survey.

Areas with a constant spectra]
response acceleration of 1 50% g

(se

The number on the boundaiy and
inside the zone is the median
spectral response acceleration
times l.S, expressed as a
percent of gravity.

Areas with a constant spectral
response acceleration of 60% g

Localioiis of detemtinistic zone
boundaries (see DISCUSSION>
The number on the boundaiy and
inside the zone is the median
spectral RspfflBe acceleration
times 1 .5, expressed as a
petcent of gravity.

200 KILOMETERS

Building Seismic Safety Council 200*, NEHRP Reconnnended Provisions for Seismic
RegulatioiB for New Buildings and other Structures, E^ 1 - Provisions, FEMA 450l

Building Seismic Safety Council 2004, NEHRP Reconrnended Provisions for Seismic
Regulations for New Buildings and other Structures, Part 2 - Cwnnientaiy, FEMA 45Q

Klein, P., Frankel, A., Muellei; C, Wesson, R and Okubo, P., 2001 , Seismic hazaid
in Hawaii high rate of lai«e earthcnskes and piobabilistic gtound-motion maps.
Bull Seism Soc. Am, v. M, j^ 479^98.

Klein, F., Frankel, A., MueUei; C. Wesson, R and Okubo. R, 1 99S, Seismic-Hazard Maps
fe Hawaii, Sheet 2 -2% PtobahilityofExceedance in 50 Yeare for Rak Horizontal
Acceleration and Horizontal Spectral Response Acceleration for a2, 0.3, and 1 .0 Second
ftriods U.S. Geological Survey Geologic Investi^an Series 1-2724, scale 1 :2,000l,00a

Leyendecker, E, Frankel, A., and Rukstales, K., 2001 , Seismic Design Ruameteis, US.
Geological Survey Open-File Report 01 -437.

Leyendecker, E., Firankel, A., aixl Rukstales, K., 2004, Seismic Design Puameleis, U.S.

[Seismic mzard Majqnng Project Web Site, http /ABqhazinap6.u5gs.gov,
L 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

2010 CALIFORNIA BUILDING CODE

-n
O
X

z
>
w

I-
o

£3

H
C

r-
o
m

Building Seismic Safety Council 2004, NHIRP Recoiimieiided PtovisicHis for Seismic
' s for New Buildings and other StmctuEs, I^ 1 -nDvisions,FEMA450L
g Seismic Safety Council 2004, NEHRP ReconunEaded Provisions for Seismic

Regulations for New Building and other Structuns, F^ 2 - Commenlaiy, FEMA 45Q
LeyendeekEr, E, Rankel, A., and Rukstales, K., 20Q1 , Seismic Etesign ftiamcteis, U.S.

Geological Survey Open-file Report 01 -437,
Leyendecker, E, Ranfcel, A., and Rukstales, K., 2004, Seismic Design Ptouneteis, U.S.

Geological Survey Opcn-Rle Report (in piogiessX
National Seismic Hazard Mapping Roject Web Site, http/^et^iazmaps. usgs.gov,

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

Maps of Alaska, U.S Geoloacal Survey Open-Hie Rgiott 99-36
Wesson. R, Frankel, A, Mueller, C, and Hannsen, S., 1 998, Seismic-Hazaid Maps for

Alaska and die Aleutian Islands, Sheet 2 -2% Probability ofExceedarKc in 50 Years

for Peak Horizontal Acceleration and Horizontal Spectral Response Acceleration for 0l2,

a 3, and 1 .0 Second Periods US. Gcolopcal Survey Geologic Investigalion Series 1-2679,

scale l:7,50a00Q

750 KILOMETERS

o
o
o

a
m

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

C
f-
D

o
o
o

a
m

Bmlding Seismic Safety Council 2004, NEHRP RecommeiKted Provisions for Seismic

Regulations for New Buildings and other Stnictiires, ftit 1 - Provisions, FEMA 450L
Building Seismic Safety Council 2004, NEHRP Recommended Provisions for Seismic

Regulations for New Buildings and other Stnicturcs, Part 2 - Commentaiy, FEMA 45Q
Leyendecker, E, Frankel, A., and Rukstales, K., 2001 , Seismic Design Rarameteis, US.

Geological Survey Open-File Report 01 -437,
Ley^ndaker, E, I^uikel, A., and Rukstales, K,, 2004, Seismic Design Parameters, U.S.

Geological Survey Open-File Report (in progress).
National Seismic Hazard Mapping ftoject Web Site, httpc//eqhazmaps.i]sgs.gov,

U. S. Geological Survey.
Wesson, R, Frankel, A, Muellei; C, and Haraisen, S., 1 999, Probabilistic Seismic Hazard

Maps of Alaska, U.S. Geological Survey Open-Hie Repmt 99-36.
Wesson, R, Franlffil, A., Mueller, Q, and Haimsen, S., 1 998, Seismic-lfezanl Maps for

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

for Peak Horizontal Acceleration and Horizontal Spectml Response Acceleration for 0.2,

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

scale 1:7,500,000

750 KILOMETERS

CJI

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

H
JJ

H
C
J}

a
m

STRUCTURAL DESIGN

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

C<Hitour intervals, % g

150

125

100

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

6.2

Paint value of spectral response

acceleration expiessed as a peicent
ofgjavity

Contouis 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
ccHiqxinent of acceleration. Por design purposes, the reference site condition
for the niap is to be taken as Site Class B.

Leyendeckei; Franfcel, and Rukstales (2001 , 2004) have prepared a CD-ROM
that contains software to allow detemiination of Site Class B map values by
latitiide'longitiid& The software on the CD contains site coefficients that
allow die user to adjust map values for different Site Qasses. Additional maps
at different scales are also included on the CD. lite CD was prepared using die
sane data as diatused to prepare the Maximum Considered Eardiquake Ground
Motion maps.

The National Seismic Hazard Mappbg Ptoject Web Site,
tdtp//eqhazmaps.usgs.gov, caotains electtonic veisioiis of this map
andothets. Documentadon, ^dded values, and Arc/INFO coverages used
to make the maps are also available.

Map prepared by U.S. Geological Survey.

KILOMETERS

Building Seismic Safety Council 2004, NEHRP Recommended Provisions for Seismic

Regulations for New Buildings and other Structures, I^ 1 - Provisions, FEMA 45Q
Building Seismic Safety Council 2004, NEHRP Recommended Provisions for Seismic

Regulations for New Building? and other Structures, ftit 2 - Commentary, FEMA 450i
Leymdeclcer, E, Frankel, A, and Rukstales, K., 2001 , Seismic Design I^iaraeteis, U.S.

Geological Survey Open-File Report 01 -437.
Leyendecker, E, Piankel, A, and Rukstales, K., 2004, Seismic Design Ratameteis, U.S.

Geological Survey Opm-Rle Report (in progress).
Mueller; C, Rankel, A., I^teisea M, and Leyendeckiei; E, 2003, Documentation for

2003 uses Seismic Hazard Maps for Puerto Rico and the U.S. Virgin Islands, US.

Geolo^cal Survey Open-Rle Report 03-379.
Muellei; C, Franfcel, A.. Pcteisen, M, and Leyendecker, E, 2004, Seismic-Hazaid Maps

for Pierto Rico and the US. Vii^ Island, Sheet 2 - 2% Plobability of

Exoeedance in 50 Years for Fsak Horizontal Acceleration and Honzontal Spectral

Response Acceleration for 0l2, Q3, and 1 .0 Second ftriods U.S. Geological Survey

Geologic Investigadon Series (in progress).
National Seismic Hazard Mappng Pttjject Web SitCj htqx /Aeqhazmapa.usgs. gov,

U.S. Geologicai 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

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

150% g

GUAM
(UNITED STATES)

..^^

DISCUSSION

LeyeiKieck»;Bank£!, and Rukstales (2001, 2094) have pcep^a€1>-R0M (hat contains
software to allow detominatinn of Site Class B de^ values by either Mtwte-longitiKte or
»pcoda The softwanj cm the CT)cotaaim site coeffidcmsffiat allow the user to ad^
map values for diffieiBntSiteCaasses,

Nfap ptepaiBd by US. Geologjcal Survey.

100% g

/' TUTUILA
/ , (UNITED STATES)

a2 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING)

^cg

/"\

x;y

J::^

GUAM
(UNITED STATES)

REFERE^^iCES

Building Seismic Safety Council ^)04, NBKRP Recommeodbd IVtn^^ons forSmcmc Kegulatioas

for New Buildin£^ and other Structtaes,!^] -Plovtsioie,FEMA45Q.
Building Seismic Safety Council 2004, NEHRPaecommencbd Ptovjsions fw Seismic ReguktkMU

for New BiuJdu^ and otherSmxmjnes, F^ 2 - GommndBiy, FEMA 4S(X
Leyendecker, E, mnkel, A. and Rakstales, K., 20tM , Seisone Design I^ratnetws, US. Geolo©cal

SurweyC^«n-Eile Report 01 -437.
Leyendecker. E, Bunkel, A. and Rulst^es, K, :KXM, SeisiiHC Des^ Ruani«e«s, MS. Geological

Survey O^it-Rle Reprat (in [xogjssssjL
National Seismic Hazanl Mailing Ptoject Wd» Site, httpi//eqha2mapfiLiB^gt3rv,

US. Geotogjcal Sorwy.

•'o%

/ TUTUILA
./ (UNITED STATES)

144P45' K5*0(yE ITt'Off 11

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

25 KItOMETERS

FIGURE 1613.5(14)

MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR GUAM ANDTUTUILLA OF

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

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

T = Transverse
L = Longitudinal
V = Vertical
P = Perimeter

FIGURE 1614.4
LONGITUDINAL, PERIMETER, TRANSVERSE AND VERTICAL TIES

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

SECTION 1615
ADDITIONAL REQUIREMENTS [DSA-SS/CC]

161 5 J Construction documents,

1615 A A Additional requirements for construction docu-
ments are included in Sections 4-210 and 4-317 of the
Building Standards Administrative Code (Part 7, Title 24,
C.CR).

1615.1.2 Connections, Connections that resist design seis-
mic forces shall be designed and detailed on the design
drawings.

1615.1.3 Construction procedures. Where unusual erec-
tion or construction procedures are considered essential by
the project structural engineer or architect in order to
accomplish the intent of the design or influence the design,
such procedure shall be indicated on the plans or in the
specifications.

1615.2 General design requirements,
1615,2,1 Lateral load deflections,

1615.2.1.1 Horizontal diaphragms. The maximum
span-width ratio for any roof or floor diaphragm shall
not exceed those given in Table 2305.2 or Table 4.2,4 of
AF 6c PA SDPWS for wood sheathed diaphragms. For
other diaphragms, test data and design calculations
acceptable to the enforcement agency shall be submitted
and approved for span-width ratios.

1615.2.1.2 Veneers. The deflection shall not exceed the
limits in Section 1405.10 for veneered walls, anchored
veneers and adhered veneers over 1 inch (25 mm) thick,
including the mortar backing.

1615.2.1.3 Occupancy Category of buildings and other
structures. Occupancy Category IV includes structures
as defined in C.CR, Title 24, Part 1, Section 4-207 and
all structures required for their continuous operation or
access/egress.

1615.3 Load combinations,

1615.3.1 Stability, When checking stability under the provi-
sions of Section 1605.1.1 using allowable stress design, the
factor of safety for soil bearing values shall not be less than
the overstrength factor of the structures supported.

1615.4 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.

1615.5 Live loads.

1615.5.1 Modifications to Table 1607,1.

1615.5.1,1 Item 4. Assembly areas and theaters. 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 verti-
cal load and lateral load.

3. Head block wells and sheave beams: 250 pounds
per lineal foot vertical 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. Ceiling framing 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 (0.72
kN/m^).

The minimum uniform live load for a press box floor or
accessible roof with railing is 100 psf

1615.5.1.2 Item 22. Libraries. The minimum vertical
design live load shall be as follows:

Paper media:

12-inch-deep (305 mm) shelf- 33 pounds per lin-
eal foot (482 N/m)

15 -inch-deep (381 mm) shelf- 41 pounds per lin-
eal foot (598 N/m), or

33 pounds per cubic foot (51 83 N/m ) per total vol-
ume of the rack or cabinet, whichever is less.

Film media:

18-inch-deep (457 mm) shelf- 100 pounds per lin-
eal foot (1459 N/m), or

50 pounds per cubic foot (7853 N/rn) per total vol-
ume of the rack or cabinet, whichever is less.

Other media:

20 pounds per cubic foot (311 N/m^) or 20 pounds
per square foot (958 Pa), whichever is less, but not
less than actual loads.

1615.5.1.3 Item 25. Office buildings. The minimum ver-
tical design live load shall conform to Section
1615.5.1.2.

1615.5.1.4 Item 28, Reviewing stands, grandstands and
bleachers. The minimum uniform live load for a press
box floor or accessible roof with railing is 100 psf.

1615.5.1.5 Item 40. Yards and terraces, pedestrians.

Item 40 applies to pedestrian bridges and walkways that
are not subjected to uncontrolled vehicle access.

1615.5.1.6 Item 41. Storage racks and wall-hung cabi-
nets. The minimum vertical design live load shall con-
form to Section 1615.5.1.2.

1615.5.2 Uncovered open-frame roof structures. Uncov-
ered open-frame roof structures shall be designed for a ver-
tical live load of not less than 10 pounds per square foot
(0.48 kN/rn^) of the total area encompassed by the frame-
work.

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

1615.6 Determination of snow loads. The ground snow load or
the design snow load for roofs 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.

1615.7 Wind loads,

1615.7.1 Special wind regions. The basic wind speed for
projects located in special wind regions as defined in Figure
1609 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/CC.

1615.7.2 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,

1615.8 Establishment of flood hazard areas. Flood hazard
maps shall include, at a minimum, areas of special flood haz-
ard 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, 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,

1615.9 Earthquake loads,

1615.9.1 Seismic design category. The seismic design cate-
gory for a structure shall be determined in accordance with
Section 1613,

1615.9.2 Definitions, In addition to the definitions in Sec-
tion 1613.2, the following words and terms shall, for the
purposes of this section, have the meanings shown herein.

ACTIVE EARTHQUAKE FAULT, A fault that has been the
source of earthquakes or is recognized as a potential source
of earthquakes, including those that have exhibited surface
displacement within Holocene time (about 11,000 years) as
determined by California Geological Survey (CGS) under
the Alquist-Priolo Earthquake Fault Zoning Act, those
included as type A or type B faults for the U.S. Geological
Survey (USGS) National Seismic Hazard Maps, and faults
considered to have been active in Holocene time by an
authoritative source, federal, state or local governmental
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 sup-
ported. This level does not necessarily coincide with the
ground level.

DISTANCE FROM AN ACTIVE EARTHQUAKE

FAULT, Distance measured from the nearest point of the
building to the closest edge ofan Alquist-Priolo Earthquake
fault zone for an active fault, if such a map exists, or to the
closest mapped splay of the fault,

IRREGULAR STRUCTURE. A structure designed as hav-
ing one or more plan or vertical irregularities per ASCE 7
Section 12.3.

NEXT GENERATION ATTENUATION (NGA). Attenua-
tion relations used for the 2008 United States Geological
Survey (USGS) seismic hazards maps (for the Western
United States) or their equivalent as determined by the
enforcement agency.

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 connection between such elements.

1615.9.3 Mapped acceleration parameters. Seismic
Design Category shall be determined in accordance with
Section 1613,5.6.

1615.9.4 Determination of seismic design category. Struc-
tures not assigned to Seismic Design Category E or F in
accordance with Section 1613.5 shall be assigned to Seis-
mic Design Category D.

1615.9.4.1 Alternative seismic design category determi-
nation. The alternative Seismic Design Category deter-
mination procedure of Section 1613,5.6.1 is not
permitted by DSA-SS/CC.

1615.9.4.2 Simplified design procedure. The simplified
design procedure of Section 1613,5.6.2 is not permitted
by DSA-SS/CC

1615.9.5 Automatic sprinkler systems. The allowable val-
ues for design of anchors, hangers and bracing elements
shall be determined in accordance with material chapters of
this code in lieu of those in NFPA 13.

1615.9.6 Anchorage of walls. The modification of ASCE 7,
Section 11.7.5 in Section 1613,7 not adopted by DSA-SS/
CC

1615,10 Modifications to ASCE 7, The text of ASCE 7 shall be
modified as indicated in Sections 1615,10.1 through
1615,10.26.

1615.10.1 ASCE 7, Section 11,1, Modify ASCE 7 Section
11,1 by adding Section 11.1.5 as follows :

11,1,5 Structural design criteria. Where design reviews
are required in ASCE 7, Chapters 16, 17 or 18, the
ground motion, analysis and design methods, material
assumptions and acceptance criteria proposed by the
engineer shall be submitted to the enforcement agency in
the form of structural design criteria for approval.

1615.10.2 ASCE 7, Section 11,4,7, Modify ASCE 7 Section

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 1803 A. 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

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

I803A.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.
Exception:

1) Where S^ is less than 0.20g, use of
Type E soil profile shall be permitted.

2) Where 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 located in an area identi-
fied in Section 4-3 17(e) of the California
Administrative Code (Part 7, Title 24,
C.C.R).

c) For seismically isolated structures and for
structures with damping systems.

1615 JO J 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 DSA-SS/CC.

B, BUILDING FRAME SYSTEMS

24. Light-framed walls with shear panels of all other
materials - Not permitted by DSA-SS/CC.

Exception:

1) Systems listed in this section can be used as an
alternative system when pre-approved by the
enforcement agency.

2) Rooftop or other supported structures not
exceeding 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 Chapter 13.

3) Systems listed in this section can be used for
seismically isolated buildings when permitted
by Section 1613.6.2.

1615.10.4 ASCE 7, Section 12.2.3.L Modify ASCE 7 Sec-
tion 12.2.3.1 by adding the following additional require-

ments for a two stage equivalent lateral force procedure or
modal response spectrum 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 the
lower portions.

1615.10.5 ASCE 7, Section 12.3.3. Modify 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 E Struc-
tures assigned to Seismic Design Category EorF 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. Structures assigned
to Seismic Design Category D having vertical irregular-
ity Type lb or 5b of Table 12.3-2 shall not be permitted.

1615.10.6 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.

1615.10.7 ASCE 7, Section 12.8.7. Modify ASCE 7 Section
12.8.7 by replacing Equation 12.8-16 as follows:

d=-

VhC,

(12.8-16)

1615.10.8 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.

1615.10.9 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
transmitting the design base shear and the overturning
forces from the structure into the supporting soil. Stabil-
ity against overturning and sliding shall be in accor-
dance with Section 1605.1.1.

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

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

2. The maximum forces that would occur in the fully
yielded structural system

3. Forces from the Load Combinations with
overstrength factor in accordance with ASCE 7
Section 12.43.2

Exceptions:

1. Where referenced standards specify the
use of higher design loads.

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 basic structural system consists 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 consid-
ered in the drift and deformation compatibility analyses.

1615.10.10 ASCE 7, Section 13.1.4. Replace ASCE 7 Sec-
tion 13.1.4 by the following:

1 3. L4 Exemptions. The following nonstructural compo-
nents are exempt from the requirements of this section:

1. Furniture (except storage cabinets as noted in
Table 13.5-1),

2. Temporary or moveable equipment.
Exceptions:

1) Equipment shall be anchored if it is perma-
nently attached to the building utility ser-
vices such as electricity, gas, or water. For
the purposes of this requirement, "perma-
nently attached'' shall include all electrical
connections except three-prong plugs for
duplex receptacles.

2) The enforcement agency shall be permitted
to require temporary attachments for mov-
able equipment which is usually stationed in
one place and heavier than 400 pounds,
when they are not in use for a period longer
than 8 hours at a time,

3. Mechanical and electrical components in Seismic
Design Categories D, E or F where all of the fol-
lowing apply:

a. The component is positively attached to the
structure;

b. Flexible connections are provided between
the component and associated ductwork,
piping and conduit; and either:

i. The component weighs 400 lb (1780
N) or less and has a center of mass
located 4 ft (1.22 m) or less above the
adjacent floor or roof level;

Exception: Special Certification
Requirements for Designated Seis-
mic Systems in accordance with
Section 13,2.2 shall apply.

a. The component weighs 20 lb (89 N) or
less or, in the case of a distributed sys-
tem, 5 lb/ft (73 N/m) or less.

Exception: The enforcement
agency shall be permitted to
require attachments for equipment
with hazardous contents to be
shown on construction documents
irrespective of weight.

1615.10.11 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 components is
Dp 1 instead of Dp, where Dp is given by Equations 13.3-5
to 13,3-8 and 1 is the building importance factor given in
Section 11,5.

1615.10.12 ASCE 7, Section 13.4.5. Replace ASCE 7 Sec-
tion 13.4.5 by the following:

13.4.5 Power actuated fasteners. Power actuated fasten-
ers in concrete shall not be used for gravity tension loads
exceeding 100 lb (445 N) in Seismic Design Categories
D, E or F unless approved for seismic loading. Power
actuated fasteners in steel are permitted in Seismic
Design Category D,EorF if the gravity tension load on
any fastener does not exceed 250 lbs (1123 N) unless
approved for seismic loading. Power actuated fasteners
in masonry are not permitted unless approved for seismic
loading.

1615.10.13 ASCE 7, Section 13.5.6. Replace ASCE 7, Sec-
tion 13.5.6 by the following:

13.5.6 Suspended ceilings. Suspended ceilings shall be
in accordance with this section.

13.5.6.1 Seismic forces. The weight of the ceiling, Wp,
shall include the ceiling grid; ceiling tiles or panels;
light fixtures if attached to, clipped to, or laterally sup-
ported by the ceiling grid; and other components that are
laterally supported by the ceiling. Wp shall be taken as
not less than 4psf(19 N/m^).

The seismic force, Fp, shall be transmitted through the
ceiling attachments to the building structural elements
or the ceiling- structure boundary,

13.5.6.2 Industry standard construction for acoustical
tile or lay-in panel ceilings. Unless designed in accor-
dance with ASTM E 580 Section 5,2.8.8, or seismically
qualified in accordance with Sections 13,2.5 or 13.2.6,

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

acoustical tile or lay-in panel ceilings shall be designed
and constructed in accordance with this section.

13.5.6.2.1 Seismic Design Categories D through F.

Acoustical tile or lay-in panel ceilings in Seismic Design
Categories A E and F shall be designed and installed in
accordance with ASTM C 635, ASTM C 636, andASTM
E 580, Section 5 - Seismic Design Categories D, E and F
as modified by this section.

13.5.6.2.2 Modification to ASTM E 580. Modify ASTM
E 580 by the following:

1. Exitways. Lay -in ceiling assemblies in exitways of
hospitals and essential services buildings shall be
installed with a main runner or cross runner sur-
rounding all sides of each piece of tile, board or
panel and each light fixture or grille. A cross run-
ner that supports another cross runner shall be
considered as a main runner for the purpose of
structural classification. Splices or intersections
of such runners shall be attached with through
connectors such as pop rivets, screws, pins, plates
with end tabs or other approved connectors.

2. Corridors and lobbies. Expansion joints shall be
provided in the ceiling at intersections of corridors
and at junctions of corridors and lobbies or other
similar areas.

3. Lay-in panels. Metal panels and panels weighing
more than V2 pounds per square foot (24 N/m^)
other than acoustical tiles shall be positively
attached to the ceiling suspension runners.

4. Lateral force bracing. Lateral force bracing is
required for all ceiling areas except that they shall
be permitted to be omitted in rooms with fioor
areas up to 144 square feet when perimeter sup-
port in accordance with ASTM E 580 Sections
5.2.2 and 5,23 are provided and perimeter walls
are designed to carry the ceiling lateral forces.

5. Ceiling fixtures. Fixtures installed in acoustical tile
or lay-in panel ceilings shall be mounted in a man-
ner that will not compromise ceiling performance.

All recessed or drop-in light fixtures and grilles
shall be supported directly from the fixture housing
to the structure above with a minimum of two
12-gage wires located at diagonally opposite cor-
ners. Leveling and positioning of fixtures 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 capability of the ceiling suspension sys-
tem.

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 comply. A
12-gage suspension wire shall be attached to each
clamping device and to the structure above.

6. Partitions. Where the suspended ceiling system is
required to provide lateral support for the perma-
nent 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 support the reac-
tion force of the partition from prescribed loads
applied perpendicular to the face of the partition.
Partition connectors, the suspended ceiling system
and the lateral-force bracing shall all be engi-
neered to suit the individual partition application
and shall be shown or defined in the drawings or
specifications.

1615.10.14 ASCE 7, Section 13.6.5. Modify ASCE 7, Sec-
tion 13.6.5 by deleting Item ^6 in Section 13.6.5.5 and add-
ing Section 13.6.5.6 as follows:

13.6.5.6 Conduit, cable tray, and other electrical distri-
bution systems (raceways). Raceways shall be designed
for seismic forces and seismic relative displacements as
required in Section 13.3. Conduit greater than 2.5 inches
(64 mm) trade size and attached to panels, cabinets or
other equipment subject to seismic relative displace-
ment. Dp, shall be provided with flexible connections or
designed for seismic forces and seismic relative dis-
placements as required in Section 13.3.

Exceptions:

1. Design for the seismic forces and relative dis-
placements of Section 13.3 shall not be
required for raceways where either:

a. Trapeze assemblies are used to support
raceways and the total weight of the race-
way supported by trapeze assemblies is
less than 10 lb/ft (146 N/m), or

b. The raceway is supported by hangers and
each hanger in the raceway run is 12 in.
(305 mm) or less in length from the race-
way support point to the supporting
structure. Where rod hangers are used,
they shall be equipped with swivels to
prevent inelastic bending in the rod.

2. Design for the seismic forces and relative dis-
placements of Section 13.3 shall not be
required for conduit, regardless of the value of
Ip, where the conduit is less than 2.5 in. (64
mm) trade size.

1615.10.15 ASCE 7, Section 13.6.7. Replace ASCE 7, Sec-
tion 13.6.7 by the following:

13.6.7 Ductwork. HVAC and other ductwork shall be
designed for seismic forces and seismic relative dis-
placements as required in Section 13.3. Ductwork
designed to carry toxic, highly toxic or explosive gases,

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

or used for smoke control shall be designed and braced
without considering the exceptions noted below.

Exceptions:

1, Design for the seismic forces and relative dis-
placements of Section 13.3 shall not be
required for ductwork where either:

a. Trapeze assemblies are used to support
ductwork and the total weight of the
ductwork supported by trapeze assem-
blies is less than 10 lb/ft (146 N/m); or

b. The ductwork is supported by hangers
and each hanger in the duct run is 12 in.
(305 mm) or less in length from the duct
support point to the supporting structure.
Where rod hangers are used, they shall
be equipped with swivels to prevent
inelastic bending in the rod.

2. Design for the seismic forces and relative dis-
placements of Section 13.3 shall not be
required where provisions are made to avoid
impact with larger ducts or mechanical compo-
nents or to protect the ducts in the event of such
impact; and HVAC ducts have a cross- sec-
tional area of6ft^ (0.557 m^) or less, or weigh
10 lb/ft (146 N/m) or less.

HVAC duct systems fabricated and installed in accor-
dance with standards approved by the authority having
jurisdiction shall be deemed to meet the lateral bracing
requirements of this section.

Components that are installed in-line with the duct
system and have an operating weight greater than 75 lb
(334 N)y such as fans y heat exchangers and humidifiers,
shall be supported and laterally braced independent of
the duct system, and such braces shall meet the force
requirements of Section 13.3.1. Appurtenances such as
dampers, louvers and diffuse rs shall be positively
attached with mechanical fasteners. Unbraced piping
attached to in-line equipment shall be provided with ade-
quate flexibility to accommodate the seismic relative dis-
placements.

1615:10.16 ASCE 7, Section 13,6.8. Replace ASCE 7, Sec-
tion 13.6.8 by the following:

13.6.8 Piping systems. Unless otherwise noted in this
section, piping systems shall be designed for the seismic
forces and seismic relative displacements of Section
13.3. ASME pressure piping systems shall satisfy the
requirements of Section 13.6.8.1. Fire protection sprin-
kler piping shall satisfy the requirements of Section
13.68.2. Elevator system piping shall satisfy the require-
ments of Section 13.6.10.

Where other applicable material standards or recog-
nized design bases are not used, piping design including
consideration of service loads shall be based on the fol-
lowing allowable stresses:

a. For piping constructed with ductile materials
(e.g., steel, aluminum or copper), 90 percent of the
minimum specified yield strength.

b. For threaded connections in piping constructed
with ductile materials, 70 percent of the minimum
specified yield strength.

c. For piping constructed with nonductile materials
(e.g., cast iron or ceramics), 10 percent of the
material minimum specified tensile strength.

d. For threaded connections in piping constructed
with nonductile materials, 8 percent of the mate-
rial minimum specified tensile strength.

Piping not detailed to accommodate the seismic rela-
tive displacements at connections to other components
shall be provided with connections having sufficient flex-
ibility to avoid failure of the connection between the
components.

13.6.8.1 ASME Pressure piping systems. Pressure piping
systems, including their supports, designed and constructed
in accordance with ASME B 31 shall be deemed to meet the
force, displacement and other requirements of this section.
In lieu of specific force and displacement requirements pro-
vided in ASME B 31, the force and displacement require-
ments of Section 13.3 shall be used.

13.6.8.2 Fire protection sprinkler piping systems. Fire pro-
tection sprinkler piping designed and constructed in accor-
dance with NFPA 13 shall be deemed to meet the force and
displacement requirements of this section. The exceptions of
Section 13.6.8.3 shall not apply.

Exception: Pipe hangers, bracing and anchor capacities
shall be determined in accordance with material chap-
ters of the California Building Code, in lieu of using
those in NFPA 13. The force and displacement require-
ments of Section 13.3 or those in the NFPA 13 may be
used for design.

13.6.8.3 Exceptions. Design of piping systems and attach-
ments for the seismic forces and relative displacements of
Section 13.3 shall not be required where one of the follow-
ing conditions apply:

1. Trapeze assemblies are used to support piping
whereby no single pipe exceeds the limits set forth in
3a. or b. below and the total weight of the piping sup-
ported by the trapeze assemblies is less than 10 lb/ft
(146 N/m).

2. The piping is supported by hangers and each hanger
in the pipingrun is 12 in. (305 mm) or less in length
from the top of the pipe to the supporting structure.
Where pipes are supported on a trapeze, the trapeze
shall be supported by hangers having a length of 12
in. (305 mm) or less. Where rod hangers are used,
they shall be equipped with swivels, eye nuts or other
devices to prevent bending in the rod.

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

3. Piping having an Rp in Table 13.6-1 of 4.5 or greater
is used and provisions are made to avoid impact with
other structural or nonstructural components or to
protect the piping in the event of such impact and
where the following size requirements are satisfied:

a. For Seismic Design Categories D, E or F and
values oflp greater than one, the nominal pipe
size shall be 1 inch (25 mm) or less,

b. For Seismic Design Categories D,EorF where
Ip = 1.0 the nominal pipe size shall be 3 inches
(80 mm) or less.

The exceptions above shall not apply to elevator piping.

13,6,8.4 Other piping systems. Piping not designed and
constructed in accordance with ASME B 31 or NFPA 13
shall comply with the requirements of Section 13.6.11.

1615.10.17 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 support-
ing structural framing shall use the weight of the coun-
terweight 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 sub-
stantiating data are provided. In addition to the
requirements of ASCE 7 Section 13.6.10.1, the mini-
mum seismic forces shall be 0.5 g acting in any horizon-
tal direction.

1615.10.18 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 enforcement
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 require-
ments:

L The seismic force shall be computed per the
requirements of ASCE 7 Section 13.6.10.1. The
minimum horizontal acceleration shall be 0.5gfor
all buildings.

2. Wp 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:

BAIL SIZE

(weight per foot

of length,

pounds)

WIDTH OF

MACHINED

SURFACE

(inches)

ALLOWABLE

RAIL

DEFLECTION

(inches)

l'/4

0.20

1^/2

0.30

0.40

l''/32

0.50

18^/2

l'%2

0.50

22^/,

0.50

For Sf: 1 inch - 25 mm, 1 foot = 305 mm, J 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.

1615.10.19 ASCE 7, Section 16,1.3.2. Modify ASCE 7 Sec-
tion 16.1.3.2 by the following:

Where next generation attenuation relations are used in
accordance with CBC Section 1802A.6.2, each pair of
motion shall be scaled such that for each period between
0.2T and 1.5T, the average of the SRSS spectra from all
horizontal component pairs does not fall below the cor-
responding ordinate of the maximum considered earth-
quake (MCE) response spectrum determined using NGA
relations.

At sites within 5 km of an active fault that controls the
hazard, each pair of components shall be rotated to the
fault-normal and fault-parallel direction of the causative
fault, and shall be scaled so that average of the fault-nor-
mal components is not be less than the MCE response
spectrum for each period between 0.2T and 1.5T.

1615.10.20 ASCE 7, SecHon 16.1.4. Modify ASCE 7 Sec-
tion 16.1.4 by the following:

For each ground motion analyzed, the individual
response parameters shall be multiplied by the following
scalar quantities:

a. Force response parameters shall be multiplied by
I/R, where I is the importance factor determined in

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

accordance with Section 11.5.1, and R is the
Response Modification Coefficient selected in
accordance with Section 12,2.1.

b. Drift quantities shall be multiplied by C^/R, where
Q is the deflection amplification factor specified
in Table 12.2-1.

The distribution of horizontal shear shall be in accor-
dance with Section 12.8.4.

1615.10.21 ASCE 7, Section 16.2,4. Modify ASCE 7 Sec-
tion 16.2.4 by the following:

a) Where site is located within 3.1 miles (5 km) of an
active fault at least seven ground motions shall be
analyzed and response parameters shall be based on
larger of the average of the maximum response with
ground motions applied as follows:

1. Each of the ground motions shall have their
maximum component at the fundamental
period aligned in one direction.

2. Each of the ground motion's maximum compo-
nent shall be rotated orthogonal to the previous
analysis direction.

b) Where site is located more than 3.1 miles (5 km) from
an active fault at least 10 ground motions shall be
analyzed. The ground motions shall be applied such
that one-half shall have their maximum component
aligned in one direction and the other half aligned in
the orthogonal direction. The average of the maxi-
mum response of all the analyses shall be used for
design.

1615.10.22 ASCE 7, Section 17.2.1. Modify ASCE 7 Sec-
tion 17.2.1 by adding the following:

The importance factor, Ip, 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.

1615.10.23 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 isola-
tor units.

1615.10.24 ASCE 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 fac-
tors to be used in determining separations shall be:

1. For seismically isolated buildings, the deforma-
tion resulting from the analyses using the maxi-
mum considered earthquake unmodified by Rj.

2. For fixed based buildings, C^ times the elastic
deformations resulting from an equivalent static
analysis using the seismic base shear computed
via ASCE 7 Section 12.8.

1615.10.25 ASCE 7, Section 17.3.2. Modify ASCE 7, Sec-
tion 17.3.2 by adding the following:

Where next generation attenuation relations are used in
accordance with Section 1803A.6.2, each pair of motion
shall be scaled such that for each period between 0.5T^
and 1.25Ti^ (Where T^ and T^ are defined in Section
17.5.3), the average of the SRSS spectra from all hori-
zontal component pairs does not fall below the corre-
sponding ordinate of the maximum considered
earthquake (MCE) response spectrum determined using
NGA relations.

1615.10.26 ASCE 7, Section 21.4. Replace ASCE 7, Sec-
tion 21.4 by the following:

21.4 Design Acceleration Parameters. Where the

site-specific procedure is used to determine the design
ground motion in accordance with Section 21.3, the
parameter Sps shall be taken as the spectral acceleration,
Sa, obtained from the site-specific spectra at a period of
0.2 sec, except that it shall not be taken less than 90 per-
cent of the peak spectral acceleration, S^, at any period
larger than 0.2 second. The parameter Sq] shall be taken
as the greater of the spectral acceleration, S^ at a period
of 1 sec or two times the spectral acceleration, S^, at a
period of 2 sec.

For use with the Equivalent Lateral Force Procedure,
the site specific spectral acceleration, S^ at T shall be
permitted to replace Sj^j/T in Equation 12.8-3 and
SdiT[/P in Equation 12.8-4. The parameter Sqs calcu-
lated per this section shall be permitted to be used in
Equations 12.8-2 and 12.8-5. The mapped value of Sj
shall be used in Equation 12.8-6. The parameters S^^
and S^i shall be taken as 1.5 times S^s (^^d S^^, respec-
tively. The values so obtained shall not be less than 80
percent of the values determined in accordance with Sec-
tion 11.4. 3 for S^s ^^d Sf^j and Section 11.4. 4 for Sps cind
Sdi-

2010 CALIFORNIA BUILDING CODE

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

Adopting agency

BSC

SFM

HOD

DSA

OSHPD

CSA

DPH

AGR

DWR

CEC

SLC

1-AC

ss/cc

Adopt entire chapter

Adopt entire chapter as
amended (amended sections
listed below)

Adopt only those sections that
are listed below

Chapter/Section

1607A.7.2

2010 CALIFORNIA BUILDING CODE

78 201 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.

1601 A, 1,1 Application, The scope of application of Chap-
ter 16A is as follows:

1. Applications listed in Section 1.9,2,1, 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.

II 2. Applications listed in Sections 1,10.1 and 1.10.4, reg-

ulated 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.

1601 A, 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
I I 1.9.2.1.

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

[OSHPD 1] - For applications listed in Section
I I 1,10,1.

[OSHPD 4] - For applications listed in Section
I I 1,10,4.

1601 A,2 References, All referenced codes and standards
listed in Chapter 35 shall include all the modifications con-
tained in this code to referenced standards. In the event of
any discrepancy between this code and a referenced stan-
I I dard, refer to Section 1.1.7.

1601A.3 Enforcement agency approval In addition to the
requirements of California Code of Regulations (C.CR.)
Title 24, Parts 1 and 2, any aspect of project design, construc-
tion, 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 16024
DEFINITIONS AND NOTATIONS

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

ALTERNATIVE SYSTEM. [OSHPD 1 & 4] Alternative mate-
rials, design and methods of construction in accordance with
Section 104.11, Section 11.1.4 ofASCE 7 or structural design <
criteria as approved by the enforcement agency,

DEAD LOADS. The weight of materials of construction
incorporated into the building, including but not limited to
walls, floors, roofs, ceihngs, 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
automatic sprinkler systems. ^

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 ofASCE 7, 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.

ENFORCEMENT AGENT, That individual within the agency
or organization charged with responsibility for agency or
organization compliance with the requirements of this code.

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

Used interchangeably with ''Building Official" and ''Code
Official:'

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

FABRIC PARTITION. A partition consisting of a finished sur-
face made of fabric, without a continuous rigid backing, that is
directly attached to a framing system in which the vertical fram-
ing 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.

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

IMPACT LOAD. The load resulting from moving machinery,
elevators, crane ways, 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 (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 appUed loads.

LOAD FACTOR. A factor that accounts for deviations of the
actual load from the nominal load, for uncertainties in the analy-
sis that transforms the load into a load effect, and for the proba-
bility that more than one extreme load will occur simultaneously.

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 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.

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

F^ = Flood load in accordance with Chapter 5 of ASCE 7.

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

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

L^ = Roof live load including any permitted live load
reduction.

R = Rain load.

S = Snow load.

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

W = Load due to wind pressure.

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

SECTION 1603>»
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.1.9
shall be indicated on the construction documents.

1 . Floor and roof live loads.

2. Ground snow load, P^.

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

4. Seismic design category and site class.

5. Rood design data, if located in flood hazard areas
established in Section 1612A.3.

6. Design load-bearing values of soils.

[DSA-SS] Additional requirements are included in Section
4-2 10 and 4-31 7 of the California Administrative Code (Part 7,
Title 24, C.CM

[OSHPD 1] Additional requirements are included in Section
7-115 and 7-125 of the California Administrative Code (Part 7,
Title 24, C.CR).

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 accor-
dance with Section 1607A.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 1607 A. 11).

1603A.1.3 Roof snow load. The ground snow load, P^, shall
be indicated. In areas where the ground snow load, P^, exceeds
10 pounds per square foot (psf) (0.479 kN/m^), the following
additional information shall also be provided, regardless of
whether snow loads govern the design of the roof:

1 . Flat-roof snow load, Pf.

2. Snow exposure factor, Q.

3. Snow load importance factor, 7.

4. Thermal factor, Q.

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, 7, 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, 7, and occupancy cate-
gory.

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

3. Site class,

4. Spectral response coefficients, S^s ^^^ ^di-

5. Seismic design category.

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

7. Design base shear.

8. Seismic response coefficient(s), Q.

9. Response modification factor(s), 7?.
10. Analysis procedure used.

77. Applicable horizontal structural irregularities.

12. Applicable vertical structural irregularities.

1603AA,5A Connections, Connections that resist
design seismic forces shall be designed and detailed on
the design drawings.

1603A.1.6 Geotechnical information. The design load-
bearing values of soils shall be shown on the construction
documents.

1603A. 1.7 Flood design data. For buildings located in whole
or in part in flood hazard areas as established in Section
1 6 1 2A. 3 , the documentation pertaining to design, if required in
Section 1612A.5, shall be included and the following informa-
tion, referenced to the datum on the conmiunity's Rood Insur-
ance 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.1.8 Special loads. Special loads that are appUcable
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.

1603A.1.9 Systems and components requiring special
inspections for seismic resistance. Construction docu-

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

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 107.1.
Reference to seismic standards in lieu of detailed drawings
is acceptable.

1603A.U0 Construction procedures. Where unusual
erection or construction procedures are considered essen-
tial by the project structural engineer or architect in order to
accomplish the intent of the design or influence the design,
such procedure shall be indicated on the construction docu-
ments.

SECTION 1604>!l
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 Umitations
I I of Sections 1604A.3.2 through 1604A.3.6 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 SlOO,
ASCE 3, ASCE 8, SJI CJ-l.O, 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 TMS 402/ACI
530/ASCE 5.

1604A.3.5 Aluminum. The deflection of aluminum struc-
tural members shall not exceed that permitted by AA
ADMl.

1604A.3.6 Limits. Deflection of structural members over
span, /, shall not exceed that permitted by Table 1604A.3.

1604A,3.7 Horizontal diaphragms. The maximum span-
width ratio for any roof or floor diaphragm shall not exceed
those given in Table 4.2.4 ofAF & PA SDPWS 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 diaphragm
shall not exceed span-width ratios for equivalent composite
floor diaphragm in ICC-ES AC 43,

1604 A3, 8 Deflections* Deflection criteria for materials not
specified shall be developed by the project architect or struc-
tural engineer in a manner consistent with the provisions of
this section and approved by the enforcement agency.

TABLE 16044.3
DEFLECTION LIMITS^' ^^ ^' ^^ '

CONSTRUCTION

SorW^

D+L^'9

Roof members:^

Supporting plaster ceiling
Supporting nonplaster ceiling
Not supporting ceiling

1/360
1/240
//ISO

1/240
//ISO
//120

Floor members

//360

—

1/240

Exterior walls and interior partitions:

With brittle finishes

With flexible finishes
Veneered walls, anchored veneers and
adhered veneers over 1 inch (25 mm)
thick, including the mortar backing

—

1/240

1/120

Section

1405.10

Farm buildings

—

//ISO

Greenhouses

—

//1 20

For SI: 1 foot = 304.8 mm.

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

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 + 0.5Z) is permitted to be substituted for the deflection
resulting from L + D.

e. The above deflections do not ensure against ponding. Roofs that do not have
sufficient slope or camber to assure adequate drainage shall be investigated
for ponding. See Section 161 1 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 talsen 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 //60. For continuous aluminum structural mem-
bers supporting edge of glass, the total load deflecfion shall not exceed //1 75
for each glass lite or //60 for the entire length of the member, whichever is
more stringent. For aluminum sandwich panels used in roofs or walls of sun-
room additions or patio covers, the total load deflection shall not exceed
//1 20.

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

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

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.

Any system or method of construction to be used shall be
based on a rational analysis in accordance with well-estab-
lished principles of mechanics. Such analysis shall result in a
system that provides a complete load path capable of transfer-
ring loads from their point of origin to the load-resisting ele-
ments.

Every structure shall be designed to resist the overturning
effects caused by the lateral forces specified in this chapter. See
Section 1609 A for wind loads, Section 161 OA for lateral soil
loads and Section 1613 A for earthquake loads.

1604A.5 Occupancy category. Each building and structure
shall be assigned an occupancy category in accordance with
Table 1604A.5.

1604A.5.1 Multiple occupancies. Where a building or
structure is occupied by two or more occupancies not
included in the same occupancy category, it shall be
assigned the classification of the highest occupancy cate-
gory corresponding to the various occupancies. Where
buildings or structures have two or more portions that are
structurally separated, each portion shall be separately clas-
sified. Where a separated portion of a building or 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 1714.

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 1712A,
shall be load tested in accordance with Section 1715A.

1604A.8 Anchorage.

1604A.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.

1604A.8.2 Walls. 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 con-
nection capable of resisting the horizontal forces specified
in this chapter but not less than the minimum strength
design horizontal force specified in Section 1 1.7.3 of ASCE
7, substituted for "£7* in the load combinations of Section
1605 A. 2 or 1605 A. 3. Concrete and masonry 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 ele-
ment of the wall. See Sections 1609 A for wind design
requirements and 161 3 A for earthquake design require-
ments,

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-supporting. Connections of decks with cantilevered
framing members to exterior walls or other framing mem-
bers shall be designed for both of the following:

1. The reactions resulting from the dead load and live
load specified in Table 1607A.1, or the snow load
specified in Section 1608 A, in accordance with Sec-
tion 1605 A, acting on all portions of the deck.

2. The reactions resulting from the dead load and live
load specified in Table 1607A.1, or the snow load
specified in Section 1608 A, in accordance with Sec-
tion 1605 A, acting on the cantilevered portion of the
deck, and no live load or snow load on the remaining
portion of the deck.

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 1 1 A, even when wind load effects are greater
than seismic load effects.

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

TABLE 16044.5
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
hmited to:

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

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

• Buildings and other structures containing adult education facilities, such as colleges and universities with an occupant
load greater than 500.

• Group 1-3 occupancies.

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

• Power-generating stations, water treatment facihties for potable water, waste water treatment facihties and other pub-
lic utility facilities not included in Occupancy Category IV.

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

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

• [OSHPD 1&4] Hospital Buildings as defined in C. CR. Title 24, Part 1, Section 7-111 and all structures required for
their continuous operation or access/egress,

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

• Designated earthquake, hurricane or other emergency shelters.

• Designated emergency preparedness, communications and operations centers and other facilities required for emer-
gency response [DSA-SS] as defined in C. C.R. Title 24, Part 1, Section 4-207 and all structures required for their con-
tinuous operation or access/egress.

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

• Structures containing highly toxic materials as defined by Section 307 where the quantity of the material exceeds the
maximum allowable quantities of Table 307.1(2).

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

• Buildings and other structures having critical national defense functions.

• Water storage facilities and pump structures required to maintain water pressure for fire suppression.

a. For purposes of occupant load calculation, occupancies required by Table 1004. 1 . 1 to use gross floor area calculations shall be permitted to use net floor areas to
determine the total occupant load.

SECTION 16054
LOAD COMBINATIONS

1605A.1 General. Buildings and other structures and portions
thereof shall be designed to resist:

1. The load combinations specified in Section 1605A.2,
1605A3.1orl605A3.2,

2. The load combinations specified in Chapters 18 through

23, and

3. The load combinations with overs trength factor speci-
fied in Section 12.4.3.2 of ASCE 7 where required by
Section 12.2.5.2, 12.3.3.3 or 12.10.2.1 of ASCE 7. With
the simplified procedure of ASCE 7 Section 12.14, the
load combinations with overstrength factor of Section
12.14.3.2 of ASCE 7 shall be used.

Applicable loads shall be considered, including both earth-
quake and wind, in accordance with the specified load combi-

nations. Each load combination shall also be investigated with
one or more of the variable loads set to zero.

Where the load combinations with overstrength factor in
Section 12.4.3.2 of ASCE 7 apply, they shall be used as fol-
lows:

1. The basic combinations for strength design with
overstrength factor in lieu of Equations 16A-5 and 16A-7
in Section 1605A.2.1.

2. The basic combinations for allowable stress design with
overstrength factor in lieu of Equations 16A-12, 16A-13
and 16A-15 in Section 1605A.3.1.

3. The basic combinations for allowable stress design with
overstrength factor in lieu of Equations 16A-20 and
16A-21 in Section 1605A.3.2.

1605A.1.1 Stability. Regardless of which load combina-
tions are used to design for strength, where overall structure

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

Stability (such as stability against overturning, sliding, or
buoyancy) is being verified, use of the load combinations
specified in Section 1605A.2 or 1605A.3 shall be permitted.
Where the load combinations specified in Section 1605A.2
are used, strength reduction factors applicable to soil resis-
tance shall be provided by a registered design professional.
The stability of retaining walls shall be verified in accor-
dance with Section 1807A.2.3. When using allowable stress
design, factor of safety for soil bearing values shall not be
less than the overstrength factor of the structures supported.

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:

1.4(D + F)

1.2(D + F+D+1.6(L + iiO +
Q.5{L,orSorR)

(Equation 16A-1)

(Equation 16A -2)
(Equation 16A -3)
(Equation 16A -4)
(Equation 16A-5)
(Equation 16A-6)
(Equation 16A-7)

L2D + 1 .6(4 or 5 or 7?) + {f,L or 0.8 W)

1.2D+1.6W+/iL+0.5(L,or5ori?)

1.2D+1.0^+/iL+/25

0.9Z)+1.6W+1.6//

0.9D+\.0E+\.m

where:

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

= 0.5 for other Hve loads.

f^ = 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.2.2 Flood loads. Where flood loads, F^, are 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+H+F-^L-s-T

D + H+F+{L,ovSorR)

D + // + F + 0.75(L + D +
0.75(L,or5ori?)

(Equation 16A-8)

(Equation 16A-9)

(Equation 16A-10)

(Equation 16A-11)

D + H+F+{WoxQ.lE)

D + H + F + 0.75( W or 0.1 E) +
0.75L + 0.75(L,or^or/?)

0.6D + W+/f

0.6D + 0.7F+//

Exceptions:

(Equation 16A-12)

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

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

2. Flat roof snow loads of 30 psf ( 1 .44 kN/m^) or less
and roof live loads of 30 psf or less need not be
combined with seismic loads. Where flat roof
snow loads exceed 30 psf (1 .44 kN/m^), 20 percent
shall be combined with seismic loads.

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
increases shall be permitted in accordance with Chapter
23.

1605A.3.1.2 Flood loads. Where flood loads, F^, are to
be considered in design, the load combinations of Sec-
tion 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, struc-
tures and portions thereof shall be permitted to be designed for
the most critical effects resulting from the following combina-
tions. When using these alternative basic load combinations
that include wind or seismic loads, allowable stresses are per-
mitted to be increased or load combinations reduced where
permitted by the material chapter of this code or the referenced
standards. For load combinations that include the counteract-
ing effects of dead and wind loads, only two-thirds of the mini-
mum dead load likely to be in place during a design wind event
shall be used. Where wind loads are calculated in accordance
with Chapter 6 of ASCE 7, the coefficient (O in the following
equations shall be taken as 1 .3. For other wind loads, co shall be
taken as 1. When using these alternative load combinations to
evaluate sliding, overturning and soil bearing at the soil- struc-
ture interface, the reduction of foundation overturning from
Section 12. 13.4 in ASCE 7 shall not be used. When using these
alternative basic load combinations for proportioning founda-
tions for loadings, which include seismic loads, the vertical
seismic load effect, E^, m Equation 12.4-4 of ASCE 7 is permit-
ted to be taken equal to zero.

D + L-\-iL,ovS or R)
D+L + (coW)
D+L^(oW+S/2
Z)+L-H5-hC0W2

z)-hl+5-^£:/L4

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

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

0.9D + E/L4

(Equation 16A-21)

TABLE 16074.1

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.

1605A. 3.2.1 Other loads. Where F, // or Tare to be con-
sidered in the design, each appUcable load shall be added
to the combinations specified in Section 1605A.3.2.

1605 A A Heliports and helistops. Heliport and helistop land-
ing areas shall be designed for the following loads, combined
in accordance with Section 1605 A:

1. Dead load, D, plus the gross weight of the helicopter, Df^,
plus snow load, 5.

2. Dead load, D, plus two single concentrated impact loads,
L, approximately 8 feet (2438 mm) apart applied any-
where on the touchdown pad (representing each of 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 1.5 times the gross weight of the helicopter.

3. Deadload, A plus auniform live load, L, of 100 psf (4.79

kN/m2).

SECTION 16064
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.

1606A3 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.

MINIMUM CONCENTRATED LIVE L0ADS9

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 control

rooms
Lobbies
Movable seats
Stages and platforms
Other assembly areas

50
100
100
125
100

—

5. Balconies (exterior) and decks^

Same as

occupancy

served

—

6. Bowling alleys

—

7. Catwalks

300

8. Cornices

—

9. Corridors, except as otherwise indicated

100

—

10. Dance halls and ballrooms

100

—

11. Dining rooms and restaurants

100

—

12. Dwellings (see residential)

—

13. Elevator machine room grating
(on area of 4 in^)

300

14. Finish light floor plate construction
(on area of 1 in^)

—

200

15. Fire escapes

On single-family dweUings only

100
40

—

16. Garages (passenger vehicles only)
Trucks and buses

40 Note a
See Section 1607A.6

17. Grandstands

(see stadium and arena bleachers)

—

18. Gynmasiums,^ main floors and balconies

100

—

19. Handrails, guards and grab bars

See Section 1607A.7

20. Hospitals

Corridors above first floor
Operating rooms, laboratories
Patient rooms
Mechanical and electrical equipment

areas including 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

(continued)

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

TABLE 16074.1— continued
MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS, L^,
MINIMUM CONCENTRATED LIVE LOADS^

AND

TABLE 1607A.1— continued
MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS, L^ AND I
MINIMUM CONCENTRATED LIVE LOADS^

OCCUPANCY OR USE

UNIFORM
(psf)

CONCENTRATED
(lbs.)

21. Hotels (see residential)

22. Libraries'"

Corridors above first floor
Reading rooms
Stack rooms

80
60
ISO''

1,000
1,000
1,000

23. Manufacturing
Heavy
Light

250
125

3,000
2,000

24. Marquees

—

25. Office buildings'"

Corridors above first floor

File and computer rooms shall be
designed for heavier loads based
on anticipated occupancy

Lobbies and first-floor corridors

Offices

100
50

2,000

2,000
2,000

26. Penal institutions

. Cell blocks

Corridors

40
100

—

27. Residential

One- and two-family dwellings
Uninhabitable attics without storage^
Uninhabitable attics with limited

storage^'-''''
Habitable attics and sleeping areas
All other areas
Hotels and multifamily dwellings
Private rooms and corridors

serving them
Public rooms and corridors serving
them

10
20

30
40

100

—

28. Reviewing stands, grandstands and
bleachers^

Note c

29. Roofs

All roof surfaces subject to maintenance

workers
Awnings and canopies

Fabric construction supported by a

lightweight rigid skeleton 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
warehouses, and repair
garages
All other occupancies
Roofs used for other special purposes
Roofs used for promenade purposes
Roofs used for roof gardens or
assembly purposes

nonreducible

Notel
60
100

300

2,000

300

Notel

30. Schools'"

Classrooms

Corridors above first floor

First-floor corridors

40^
80
100

1,000
1,000
1,000

OCCUPANCY OR USE

UNIFORM
(psf)

CONCENTRATED
(lbs.)

31. Scuttles, skylight ribs and accessible
ceilings

200

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

250^

8,000^

33. Skating rinks

100

—

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

100^=
60^

—

35. Stairs and exits

One- and two-family dwellings
All other

40
100

Notef

36. Storage warehouses

(shall be designed for heavier loads if
required for anticipated storage)
Heavy
Light

250
125

37. Stores

Retail
First floor
Upper floors

Wholesale, all floors

100
75
125

1,000
1,000
1,000

38. Vehicle barrier systems

See Section 1607A.7.3

39. Walkways and elevated platforms
(other than exitways)

—

40. Yards and terraces, pedestrians^

100

—

41. Storage racks and wall-hung cabinets.

Total
loads""

—

continued

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

1 pound per square foot = 0.0479 kN/m', 1 pound = 0.004448 kN,
1 pound per cubic foot = 16 kgAn^

a. Floors in garages or portions of buildings used for the storage of motor vehicles shall be
designed for the uniformly distributed live loads of Table 1607A. 1 or the following con-
centrated loads: (1) for garages restricted to passenger vehicles accommodating not
more than nine passengers, 3,000 pounds acting on an area of 4.5 inches by 4.5 inches;
(2) for mechanical parking structures without slab or deck which are used for storing
passenger vehicles only, 2,250 pounds per wheel.

b. The loading applies to stack room floors that support nonmobile, double-faced library
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 ICC 300.

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 4.5 inches by 4.5 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 A). For spe-
cial-purpose roofs, see Section 1607A.1 1 .2.2.

h. See Section 1604A.8.3 for decks attached to exterior walls.

j. For attics with limited storage and constructed with trusses, this five 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, pro-
vided that each of the following criteria is met:

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

i. The attic area is accessible by a pull-down stairway or framed opening in accor-
dance 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 imposed dead
load or 10 psf, uniformly distributed over the entire span,
k. Attic spaces served by a fixed stair shall be designed to support the minimum live load

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

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

12~inch-deep shelf 33 pounds per lineal foot

} 5-inch-deep shelf 41 pounds per lineal foot, or

3 3 pounds per cubic foot per total volume of the rack or cabinet, whichever 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, whichever is less.
Other media:

20 pounds per cubicfoot or 20 pounds per square foot, whichever is less, but not less
than actual loads,
n. [DSA-SSJ 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 vertical loadand
lateral load. Head block wells and sheave beams shall be designed for all tribu-
tary 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. Ceiling framing 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 loadmay be reduced to 15 pounds per square foot.

o. [DSA-SSl The minimum uniform live load for classroom occupancies is 50 psf

p. [DSA-SS] The minimum uniform live load for a press box floor or accessible roof with

railing is 100 psf
q. [DSA -SS] Item 40 applies to pedestrian bridges and walkways that are not subjected to

uncontrolled vehicle access.

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 2V2 feet by 2V2 feet [6V4 square feet
(0.58 m^)] and shall be located so as to produce the maximum
load effects in the structural members.

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^). The partition
load shall not be less than a uniformly distributed live load of
15psf(0.74kN/m^).

1607A.6 Truck and bus garages. Minimum live loads for
garages having trucks or buses shall be as specified in Table
1607 A.6, but shall not be less than 50 psf (2.40 kN/m^), unless
other loads are specifically justified and approved by the build-
if^g official. Actual loads shall be used where they are greater
than the loads specified in the table.

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 1607 A. 6 and one simultaneous con-
centrated load positioned to produce the maximum effect.

Multiple spans shall be designed for the uniform load in
Table 1607 A.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.

TABLE 1607A.6
UNIFORM AND CONCENTRATED LOADS

LOADING
CLASS^

UNIFORM LOAD

(pounds/linear

foot of lane)

CONCENTRATED LOAD
(pounds)''

For moment
design

For shear
design

H20-44 and HS20-44

640

18,000

26,000

H15-44andHSI5-44

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 1607 A.6. 1 for the loading of multiple spans.

1607A,7 Loads on handrails, guards, grab bars, shower
seats^ dressing room bench seats and vehicle barrier
systems. Handrails, guards, grab bars, accessible seats, accessi-
ble benches and vehicle barrier systems shall be designed and
constructed to the structural loading conditions set forth in this
section.

1607A.7.1 Handrails and guards. Handrails and guards
shall be designed to resist a load of 50 pounds per linear foot
(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 Sec-
tion 2407.

Exceptions:

1 . For one- and two-family dwellings, only the single
concentrated load required by Section
1607A.7.L1 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. Handrails 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 to transfer this load through the supports
to the structure. This load need not be assumed to act con-
currently with the loads specified in Section 1607A.7.1.

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^), including openings and space between rails.
Reactions due to this loading are not required to be super-
imposed with those of Section 1607A.7.1 or 1607A.7.1.1.

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 concen-
trated load of 250 pounds (1.11 kN) applied in any direction

*•

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

at any point. [DSA-AC] See Chapter 11 A, Section 1127 AA,
and Chapter IIB, Sections 1115BJ.2 and 11 17B, 8, for grab
bars, shower seats and dressing room bench seatSy as appli-
cable.

1607A.7.3 Vehicle barrier systems. Vehicle barrier systems
for passenger vehicles 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, two loading conditions shall be ana-
lyzed. The first condition shall apply the load at a height of 1
foot, 6 inches (457 mm) above the floor or ramp surface. The
second loading condition shall apply the load at 2 feet, 3
inches (686 mm) above the floor or ramp surface. The more
severe load condition shall govern the design of the barrier
restraint system. The load shall be assumed to act on an area
not to exceed 1 square foot (0.0929 m^), and is not required to
be assumed to act concurrently with any handrail or guard
loadings specified in Section 1 607 A.7.1. Garages accommo-
dating trucks and buses shall be designed in accordance with
an approved method that contains provisions for traffic rail-
ings.

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.

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, 100 percent; (2)
light machinery, shaft- or motor-driven, 20 percent; (3) recip-
rocating machinery or power-driven units, 50 percent; (4)
hangers for floors or balconies, 33 percent. Percentages shall
be increased where specified by the manufacturer.

1607A.9 Reduction in live loads. Except for uniform live
loads at roofs, 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. Roof uni-
form live loads, other than special purpose roofs of Section
1607A. 11.2.2, are permitted to be reduced in accordance with
Section 1607A.11.2. Roof uniform live loads of special pur-
pose roofs are permitted to be reduced in accordance with Sec-
tion 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 Ki^A-j- is 400 square feet (37. 1 6 m^) or more are per-
mitted to be designed for a reduced live load in accordance
with the following equation:

L = L

0.25 -h

V^^

r J

(Equation 16A-22)

For SI: L = L I 0.25-H

4.57

^|K^

T )

where:

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 1607A.1).

Kjjj=^ Live load element factor (see Table 1607A.9.1).

Aj - Tributary area, in square feet (square meters).

L shall not be less than 0,50L^ for members supporting one
floor and L shall not be less than 0.40L^ for members sup-
porting two or more floors.

TABLE 1607y\.9.1
LIVE LOAD ELEMENT FACTOR, Ki_^

ELEMENT

/c,,

Interior columns

Exterior columns without cantilever slabs

4
4

Edge columns with cantilever slabs

Comer columns with cantilever slabs
Edge beams without cantilever slabs
Interior beams

2
2
2

All other members not identified above including:
Edge beams with cantilever slabs
Cantilever beams
One-way slabs
Two-way slabs

Members without provisions for continuous shear
transfer normal to their span

1607A.9.1.1 One-way slabs. The tributary area, A^, for
use in Equation 16A-22 for one-way slabs shall not
exceed an area defined by the slab span times a width
normal to the span of 1.5 times the slab span.

1607A.9.1.2 Heavy live loads. Live loads that exceed
100 psf (4.79 kN/m^) shall not be reduced.

Exceptions:

1. The live loads for members supporting two or
more floors are permitted to be reduced by a max-
imum of 20 percent, but the Hve load shall not be
less than L as calculated in Section 1607A.9.1.

1607A.9.1.3 Passenger vehicle garages. The live loads
shall not be reduced in passenger vehicle garages.

Exception: The live loads for members supporting
two or more floors are permitted to be reduced by a
maximum of 20 percent, but the Hve load shall not be
less than L as calculated in Section 1607A.9.1.

1607A.9.1.4 Group A occupancies. Live loads of 100
psf (4.79 kN/m^) and at areas where fixed seats are
located shall not be reduced in Group A occupancies.

1607A. 9.1.5 Roof members. Live loads of 100 psf (4.79
kN/m^) or less shall not be reduced for roof members
except as specified in Section 1607A. 1 1.2.

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

1607A. 9.2 Alternate floor live load reduction. As an alter-
native to Section 1 607A.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,
colunms, piers, walls and foundations.

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

4. For live loads not exceeding 100 psf (4.79 kN/m^), the
design live load for any structural member supporting
150 square feet (13.94 m^) or more is permitted to be
reduced in accordance with Equation 16A-23.

5. For one-way slabs, the area, A, for use in Equation
16A-23 shall not exceed the product of the slab span and
a width normal to the span of 0.5 times the slab span.

i? = 0.08(A-150)

(Equation 16A-23)

For SI: i? = 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. /? as determined by the following equation.

/? = 23.1(l+D/4)
where:

(Equation 16A-24)

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

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

L^ = Unreduced live load per square foot (m^) 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^)
in accordance with Section 1607A. 1 1 .2. 1 and are applied to
the design of structural members arranged so as to create
continuity, the reduced roof live load shall be applied to
adjacent spans or to alternate spans, whichever produces the
most unfavorable load effect. See Section 1607A.11.2 for
reductions in 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 live loads of roofs and marquees, L^,
in Table 1607A. 1 are permitted to be reduced in accordance
with Section 1607A. 11.2.1 or 1607A, 11.2.2.

1607A. 11.2.1 Flat, pitched and curved roofs. Ordinary
flat, pitched and curved roofs, and awnings and canopies
other than of fabric construction supported by hghtweight
rigid skeleton structures, are permitted to be designed for a
reduced roof live load as specified in the following equa-
tions or other controlling combinations of loads in Section
1605 A, whichever produces the greater load.

In structures such as greenhouses, where special scaf-
folding is used as a work surface for workers and materi-
als during maintenance and repair operations, a lower
roof load than specified in the following equations shall
not be used unless approved by the building official.
Such structures shall be designed for a minimum roof
live load of 12 psf (0.58 kN/m^).

L^ = L^RjR2

(Equation 16A-25)

where: 12 < L, < 20

For SI: L, = LJljRz

where: 0.58 <L,< 0.96

L^ = Reduced live load per square foot (mj) of horizon-
tal projection in pounds per square foot (kN/m2).

The reduction factors Rj and R2 shall be determined as
follows:

Rj ^ 1 for A, < 200 square feet

(18.58 m2) (Equation 16A-26)

Rj = l2~ O.OOIA, for 200 square

feet <Af< 600 square feet (Equation 16A -27)

For SI: 1. 2 - 0.0 1 lA, for 18.58 square meters < A, < 55. 74
square meters

Rj = 0.6 for A, > 600 square feet

(55.74 m^) (Equation 16A-28)

where:

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

/?2= 1 forF<4 (Equation 16A-29)

/?3=1.2-0.05Ffor4<F<12 (Equation 16A -30)

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

R2 = 0.6 for F > 1 2 (Equation 16A-31)

where:

F = For a sloped roof, the number of inches of rise per
foot (for SI: F= 0.12 X slope, with slope expressed
as a percentage), or for an arch or dome, the
rise-to-span ratio multiplied by 32.

1607A. 11.2.2 Special-purpose roofs. Roofs used for
promenade purposes, roof gardens, assembly purposes
or other special purposes, and marquees, shall be
designed for a minimum live load, L^, as specified in
Table 1607A.1. Such live loads are permitted to be
reduced in accordance with Section 1607A.9. Live loads
of 100 psf (4.79 kN/m^) or more at areas of roofs classi-
fied as Group A occupancies shall not be reduced.

1607A. 11,3 Landscaped roofs. Where roofs are to be land-
scaped, the uniform design live load in the landscaped area
shall be 20 psf (0.958 kN/m^). The weight of the landscap-
ing materials shall be considered as dead load and shall be
computed on the basis of saturation of the soil.

1607A.11.4 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 speci-
fied in Sections 1608A and 1609A.

I I 1607A.11.5 Uncovered open-frame roof structures.

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^) of the total area encompassed by the

framework.

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
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) lOpercent

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 calcu-
lated 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 sur-

face 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.

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^). The 5 psf (0.24 kN/m') 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^) shall
not exceed the limits in Table 1604A.3.

Exception: Fabric partitions complying with Section
1607A. 13.1 shall not be required to resist the minimum hor-
izontal load of 5 psf (0.24 kN/m^).

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:

2. A concentrated load of 40 pounds (0. 176 kN) applied
to an 8-inch diameter (203 mm) area [50.3 square
inches (32 452 mm^)] of the fabric face at a height of
54 inches (1372 mm) above the floor.

SECTION 1608/4
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 available in the
vicinity of the site using a value with a 2-percent annual proba-
bihty of being exceeded (50-year mean recurrence 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.

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

(100)

(400)

10
(300)

In CS areas, site-specific Case Studies are required to
establish ground snow loads. Extreme local variations in
ground snow loads in tliese areas preclude mapping at
this scale.

To convert Ib/sq ft to kNm^ multiply by 0.0479.

To convert feet to meters, multiply by 0.3048.

J I I L.

100

200

300 miles

FIGURE 16084.2
GROUND SNOW LOADS, Pg, FOR THE UNITED STATES (psf)

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

FIGURE 1608A2-contmued
GROUND SNOW LOADS, pg, FOR THE UNITED STATES (psf)

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

SECTION 160M
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 or provisions of the alter-
nate all-heights method in Section 1609A.6. The type of
opening protection required, the basic wind speed and the
exposure category for a site is permitted to be determined in
accordance 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 1609A. 1.1.1,
the provisions of ICC 600 shall be permitted for
apphcable 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. Subject to the limitations of Section 1609A. 1.1.1,
residential structures using the provisions of AISI
S230.

4. Designs using NAAMM FP 1001.

5. Designs using TIA-222 for antenna-supporting
structures and antennas.

6. Wind tunnel tests in accordance with Section 6.6
of ASCE 7, subject to the limitations in Section
1609A. 1,1.2.

1609A. 1.1.1 Applicability. The provisions of ICC 600
are applicable only to buildings located within Exposure
B or C as defined in Section 1609A.4. The provisions of
ICC 600, AFcfePA WFCM and AISI S230 shall not apply
to buildings sited on the upper half of an isolated hill,
ridge or escarpment meeting the following conditions:

L 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 Wind tunnel test limitations. The lower
limit on pressures for main wind-force-resisting systems
and components and cladding shall be in accordance
with Sections 1609A. 1.1.2.1 and 1609A. 1.1.2.2.

1609A. 1.1.2.1 Lower limits on main wind-
force-resisting system. Base overturning moments
determined from wind tunnel testing shall be limited

to not less than 80 percent of the design base overturn-
ing moments determined in accordance with Section
6.5 of ASCE 7, unless specific testing is performed
that demonstrates it is the aerodynamic coefficient of
the building, rather than shielding from other struc-
tures, that is responsible for the lower values. The
80-percent limit shall be permitted to be adjusted by
the ratio of the frame load at critical wind directions as
determined from wind tunnel testing without specific
adjacent buildings, but including appropriate upwind
roughness, to that determined in Section 6.5 of ASCE
7.

1609A. 1.1.2.2 Lower limits on components and
cladding. The design pressures for components and
cladding on walls or roofs shall be selected as the
greater of the wind tunnel test results or 80 percent of
the pressure obtained for Zone 4 for walls and Zone 1
for roofs as determined in Section 6.5 of ASCE 7,
unless specific testing is performed that demonstrates
it is the aerodynamic coefficient of the building,
rather than shielding from nearby structures, that is
responsible for the lower values. Alternatively, lim-
ited tests at a few wind directions without specific
adjacent buildings, but in the presence of an appropri-
ate upwind roughness, shall be permitted to be used to
demonstrate that the lower pressures are due to the
shape of the building and not to shielding.

1609AAJ,3 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 pro-
tected with an impact-resistant covering meeting the
requirements of an approved impact-resistant standard or
ASTM E 1996 and ASTM E 1886 referenced herein as fol-
lows:

1 . Glazed openings located within 30 feet (9144 mm) of
grade shall meet the requirements of the large missile
test of ASTM E 1996.

2. Glazed openings located more than 30 feet (9144
mm) above grade shall meet the provisions of the
small missile test of ASTM E 1996.

Exceptions:

1 . Wood structural panels with a minimum thickness
of Vi6 inch (11.1 mm) and maximum panel span of
8 feet (2438 mm) shall be permitted for opening
protection in one- and two-story buildings classi-
fied as Group R-3 or R-4 occupancy. Panels shall
be precut so that they shall be attached to the fram-
ing surrounding the opening containing the prod-
uct with the glazed opening. Panels shall be
predrilled as required for the anchorage method
and shall be secured with the attachment hardware
provided. Attachments shall be designed to resist

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

the components and cladding loads determined in
accordance with the provisions of ASCE 7, with
corrosion-resistant attachment hardware provided
and anchors permanently installed on the building.
Attachment in accordance with Table 1609A.1.2
with corrosion-resistant attachment hardware pro-
vided and anchors permanently installed on the
building is permitted for buildings with a mean
roof height of 45 feet (13 716 mm) or less where
wind speeds do not exceed 140 mph (63 m/s).

2. Glazing in Occupancy Category I buildings as
defined in Section 1604A.5, including green-
houses 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 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.

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.

1609A. 1.2,2 Garage doors. Garage door glazed open-
ing protection for wind-borne debris shall meet the
requirements of an approved impact-resisting standard
orANSI/DASMA115,

1609 AJ3 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 1609 A, have the meanings shown
herein.

TABLE1609A1.2

WIND-BORNE DEBRIS PROTECTION FASTENING

SCHEDULE FOR WOOD STRUCTURAL PANELS^' '''*^'*^

FASTENER
TYPE

FASTENER SPACING (inches)

Panel Span
<4feet

4feet<

Panel Span <

6 feet

6feet<

Panel Span <

8 feet

No. 8 wood-screw-based
anchor with 2-inch
embedment length

No. 10 wood-screw-based
anchor with 2-inch
embedment length

V4-inch diameter
lag-screw-based anchor
with 2-inch embedment
length

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.448 N,
1 mile per hour = 0.447 m/s.

a. This table is based on 140 mph wind speeds and a 45-foot mean roof height.

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 panels are attached to masonry or masonry/stucco, they shall be
attached using vibration-resistant anchors having a minimum ultimate with-
drawal capacity of 1,500 pounds.

HURRICANE-PRONE REGIONS.

hurricanes defined as:

Areas vulnerable to

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

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

TABLE 1 609 A3.1
EQUIVALENT BASIC WIND SPEEDS^'''

V^s

100

105

110

120

125

130

140

145

150

160

170

Vj^

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. Vj^ is the fastest mile wind speed (mph).

2010 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) abcve 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 1609yt
BASIC WIND SPEED (3-SECOND GUST)

2010 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.

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.

1609A.3.1 Wind speed conversion. When required, the
3-second gust basic wind speeds of Figure 1609 A shall be
converted to fastest-mile wind speeds, V^, using Table
1609A.3.1 or Equation 16A-32.

Vfin =

(^3,-10.5)

1.05

(Equation 16A-32)

where:

V35 = 3-second gust basic wind speed from Figure 1609A.

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.

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 rougliness 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
category includes smooth mud flats, salt flats and unbro-
ken 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 (9 1 44 mm), the upwind dis-
tance is permitted to be reduced to 1 ,500 feet (457 m).

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

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

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 1609A.5.3.

Asphalt shingles installed over a roof deck complying
with Section 1609A.5.1 shall comply with the wind-resis-
tance requirements of Section 1507.2.7.1.

1609A.5.3 Rigid tile. Wind loads on rigid tile roof cover-
ings shall be determined in accordance with the following
equation:

M^ = q,C,bLL^[\.0-GC^]

(Equation 16A-33)

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 1716.2.

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

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

L = Length, feet (mm) of the roof tile.

M^ = Aerodynamic uplift moment, feet-pounds (N-mm)
acting to raise the tail of the tile.

qf^ = Wind velocity pressure, psf (kN/m^) determined
from Section 6.5.10 of ASCE 7.

Concrete and clay roof tiles complying with the following
limitations shall be designed to withstand the aerodynamic
uplift moment as determined by this section.

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

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

3. An 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.

1609A.6 Alternate all-heights method. The alternate wind
design provisions in this section are simplifications of the
ASCE 7 Method 2— Analytical Procedure.

1609A.6.1 Scope. As an alternative to ASCE 7 Section 6.5,
the following provisions are permitted to be used to deter-
mine the wind effects on regularly shaped buildings, or
other structures that are regularly shaped, which meet all of
the following conditions:

2. The building or other structure is not sensitive to
dynamic effects.

3. The building or other structure is not located on a site
for which channeling effects or buffeting in the wake
of upwind obstructions warrant special consideration.

5. For open buildings, multispan gable roofs, stepped
roofs, sawtooth roofs, domed roofs, roofs with slopes
greater than 45 degrees (0.79 rad), soHd free-standing
walls and solid signs, and rooftop equipment, apply
ASCE 7 provisions.

1609A.6.1.1 Modifications. The following modifica-
tions shall be made to certain subsections in ASCE 7: in
Section 1609A.6.2, symbols and notations that are spe-
cific to this section are used in conjunction with the sym-
bols and notations in ASCE 7 Section 6.3.

1609A.6.2 Symbols and notations. Coefficients and vari-
ables used in the alternative all-heights method equations
are as follows:

C„g, = Net-pressure coefficient based on K^ [(G) (Cp) -
{GCpi)], in accordance with Table 1609A.6.2(2).

G = Gust effect factor for rigid structures in accordance
with ASCE 7 Section 6.5.8.1.

/ = Importance Factor in accordance with ASCE 7
Section 6.5.5

K^ = Wind directionality factor in accordance with
ASCE 7 Table 6-4.

P„g^ = Design wind pressure to be used in determination
of wind loads on buildings or other structures or
their components and cladding, in psf (kN/m^).

q^ = Wind stagnation pressure in psf (kN/m^) in accor-
dance with Table 1609A.6.2(1).

TABLE 16094.6.2(1)
WIND VELOCITY PRESSURE (q^) AT STANDARD HEIGHT OF 33 FEEr

BASIC WIND SPEED (mph)

100

105

110

120

125

130

140

150

160

170

PRESSURE, q^ (psf)

18.5

20.7

25.6

28.2

31.0

36.9

40.0

43.3

50.2

57.6

65.5

74.0

For SI: 1 foot = 304.8 mm, 1 mph = 0.44 m/s, 1 psf = 47.88 Fa.
a. For basic wind speeds not shown, use q^ = 0.00256 V^.

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

TABLE 16094.6.2(2)
NET PRESSURE COEFFICIENTS

f> a,b

STRUCTURE OR
PART THEREOF

DESCRIPTION

C„e, FACTOR

1 . Main wind-
force-resisting
frames and systems

Walls:

Enclosed

Partially enclosed

+ Internal
pressure

- Internal
pressure

+ internal
pressure

- Internal
pressure

Windward wall

0.43

0.73

0.11

1.05

Leeward wall

-0.51

-0.21

-0.83

0.11

Sidewail

-0.66

-0.35

-0.97

-0.04

Parapet wall

Windward

1.28

Leeward

-0.85

Roofs:

Enclosed

Partially enclosed

Wind perpendicular to ridge

+ Internal
pressure

- Internal
pressure

+ Internal
pressure

- Internal
pressure

Leeward roof or flat roof

-0.66

-0.35

-0.97

-0.04

Windward roof slopes:

Slope < 2:12 (10°)

Condition 1

-1.09

-0.79

-1.41

-0.47

Condition 2

-0.28

0.02

-0.60

0.34

Slope = 4:12 (18°)

Condition 1

-0.73

-0.42

-1.04

-0.11

Condition 2

-0.05

0.25

-0.37

0.57

Slope = 5:12 (23°)

Condition 1

-0.58

-0.28

-0.90

0.04

Condition 2

0.03

0.34

-0.29

0.65

Slope = 6:12 (27°)

Condition 1

-0.47

-0.16

-0.78

0.15

Condition 2

0.06

0.37

-0.25

0.68

Slope = 7:12 (30°)

Condition 1

-0.37

-0.06

-0.68

0.25

Condition 2

0.07

0.37

-0.25

0.69

Slope 9:12 (37°)

Condition 1

-0.27

0.04

-0.58

0.35

Condition 2

0.14

0.44

-0.18

0.76

Slope 12:12 (45°)

0.14

0.44

-0.18

0.76

Wind parallel to ridge and flat roofs

-1.09

-0.79

-1.41

-0.47

Nonbuilding Structures: Chimneys, Tanks and Similar Structures:

h/D

Square (Wind normal to face)

0.99

1.07

1.53

Square (Wind on diagonal)

0.77

0.84

1.15

Hexagonal or Octagonal

0.81

0.97

1.13

Round

0.65

0.81

0.97

Open signs and lattice frameworks

Ratio of solid to gross area

<0.1

0.1 to 0.29

0.3 to 0.7

Rat

1.45

1.30

1.16

Round

0.87

0.94

1.08

(continued)

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

TABLE 16094.6.2(2)— continued
NET PRESSURE COEFFICIENTS, C^et"'^

STRUCTURE OR
PART THEREOF

DESCRIPTION

C„e^ FACTOR

2. Components and
cladding not in
areas of disconti-
nuity — roofs and
overhangs

Roof elements and slopes

Enclosed

Partially enclosed

Gable of hipped configurations (Zone 1)

Hat < Slope < 6: 1 2 {IT) See ASCE 7 Figure 6- 11 C Zone 1

Positive

10 square feet or less

0.58

0.89

100 square feet or more

0.41

0.72

Negative

10 square feet or less

-1.00

-1.32

100 square feet or more

-0.92

-1.23

Overhang: Flat < Slope < 6: 12 (27°) See ASCE 7 Figure 6-1 IB Zone 1

Negative

10 square feet or less

-1.45

100 square feet or more

-1.36

500 square feet or more

-0.94

6:12 (27°) < Slope < 12:12 (45°) See ASCE 7 Figure 6-llD Zone 1

Positive

10 square feet or less

0.92

1.23

100 square feet or more

0.83

1.15

Negative

10 square feet or less

-1.00

-1.32

100 square feet or more

-0.83

-1.15

Monosloped configurations (Zone 1)

Enclosed

Partially enclosed

Flat < Slope < 7:12 (30°) See ASCE 7 Figure 6-14B Zone 1

Positive

10 square feet or less

0.49

0.81

100 square feet or more

0.41

0.72

Negative

10 square feet or less

-1.26

-1.57

100 square feet or more

-1.09

-1.40

Tall flat-topped roofs h > 60'

Enclosed

Partially enclosed

Flat < Slope < 2:12 (10°) (Zone 1) See ASCE 7 Figure 6-17 Zone 1

Negative

10 square feet or less

-1.34

-1.66

500 square feet or more

-0.92

-1.23

•

(continued)

100

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

TABLE 16094.6.2(2)— continuec
NET PRESSURE COEFFICIENTS, C,

let

STRUCTURE OR
PART THEREOF

DESCRIPTION

C„e, FACTOR

3. Components and clad-
ding in areas of dis-
continuities — ^roofs
and overhangs

Roof elements and slopes

Enclosed

Partially enclosed

Gable or hipped configurations at ridges, eaves and rakes (Zone 2)

Flat < Slope < 6:12 (27°) See ASCE 7 Figure 6-llC Zone 2

Positive

10 square feet or less

0.58

0.89

100 square feet or more

0.41

10.72

Negative

10 square feet or less

-1,68

-2.00

100 square feet or more

-1.17

-1.49

Overhang for Slope Flat < Slope < 6: 12 (27°) See ASCE 7 Figure 6-1 IC Zone 2

Negative

10 square feet or less

-1.87

100 square feet or more

-1.87

6:12 (27°) < Slope < 12:12 (45°) Figure 6-1 ID

Enclosed

Partially enclosed

Positive

10 square feet or less

0.92

1.23

100 square feet or more

0.83

L15

Negative

10 square feet or less

-1.17

-1.49

100 square feet or more

-1.00

-1.32

Overhang for 6:12 (27°) < Slope < 12:12 (45°) See ASCE 7 Figure 6-1 ID Zone 2

Negative

10 square feet or less

-1.70

500 square feet or more

-1.53

Monosloped configurations at ridges, eaves and rakes (Zone 2)

Flat < Slope < 7:12 (30°) See ASCE 7 Figure 6-14B Zone 2

Positive

10 square feet or less

0.49

0.81

100 square feet or more

0.41

0.72

Negative

10 square feet or less

-1.51

-1.83

100 square feet or more

-1.43

-L74

Tall flat topped roofs h > 60'

Enclosed

Partially enclosed

Flat < Slope < 2:12 (10°) (Zone 2) See ASCE 7 Figure 6-17 Zone 2

Negative

10 square feet or less

-2.11

-2.42

500 square feet or more

-1.51

-1.83

Gable or hipped configurations at comers (Zone 3) See ASCE 7 Figure 6-1 IC Zone 3

Flat < Slope < 6:12 (27°)

Enclosed

Partially enclosed

Positive

10 square feet or less

0.58

0.89

100 square feet or more

0.41

0.72

Negative

10 square feet or less

-2.53

-2.85

100 square feet or more

-1.85

-2.17

(continued)

2010 CALIFORNIA BUILDING CODE

101

STRUCTURAL DESIGN

TABLE 16094.6.2(2)— continued
NET PRESSURE COEFFICIENTS, C„^t^'^

STRUCTURE OR
PART THEREOF

DESCRIPTION

C„ef FACTOR

3. Components and cladding in
areas of discontinuity — roofs
and overhangs
(continued)

Overhang for Slope Flat < Slope < 6:12 (27°) See ASCE 7 Figure 6-1 IC Zone 3

Negative

10 square feet or less

-3.15

100 square feet or more

-2.13

6:12 (27°) < 12:12 (45°) See ASCE 7 Figure 6-1 ID Zone 3

Positive

10 square feet or less

0.92

1.23

100 square feet or more

0.83

1.15

Negative

10 square feet or less

-1.17

-1.49

100 square feet or more

-1.00

-1.32

Overhang for 6:12 (27°) < Slope < 12:12 (45°)

Enclosed

Partially enclosed

Negative

10 square feet or less

-1.70

100 square feet or more

-1.53

Monosloped Configurations at comers (Zone 3) See ASCE 7 Figure 6-14B Zone 3

Flat < Slope < 7:12 (30°)

Positive

10 square feet or less

0.49

0.81

100 square feet or more

0.41

0.72

Negative

10 square feet or less

-2.62

-2.93

100 square feet or more

-1.85

-2.17

Tall flat topped roofs h > 60'

Enclosed

Partially enclosed

Flat < Slope < 2:12 (10°) (Zone 3) See ASCE 7 Figure 6-17 Zone 3

Negative

10 square feet or less

-2.87

-3.19

500 square feet or more

-2.11

-2.42

4, Components and cladding not
in areas of discontinuity — walls
and parapets

Wall Elements: h = 60' (Zone 4) Figure 6-11 A

Enclosed

Partially enclosed

Positive

10 square feetor less

LOO

1.32

500 square feet or more

0.75

1.06

Negative

10 square feet or less

-1.09

-1.40

500 square feet or more

-0.83

-1.15

Wall Elements: h > 60' (Zone 4) See ASCE 7 Figure 6-17 Zone 4

Positive

20 square feet or less

0.92

1.23

500 square feet or more

0.66

0.98

Negative

20 square feet or less

-0.92

-1.23

500 square feet or more

-0.75

-1.06

Parapet Walls

Positive

2.87

3.19

Negative

-1.68

-2.00

(continued)

102

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

TABLE 16094.6.2(2)--continued
NET PRESSURE COEFFICIENTS, C^^^^^^

STRUCTURE OR
PART THEREOF

DESCRIPTION

C„e, FACTOR

5. Components and cladding
in areas of discontinuity —
walls and parapets

Wall elements:

h < 60' (Zone 5) Figure 6-1 1 A

Enclosed

Partially enclosed

Positive

10 square feet or less

1.00

1.32

500 square feet or more

0.75

1.06

Negative

10 square feet or less

-1.34

-1.66

500 square feet or more

-0.83

-1.15

Wall elements:

h > 60' (Zone 5) See ASCE 7 Figure 6-17 Zone 4

Positive

20 square feet or less

0.92

1.23

500 square feet or more

0.66

0.98

Negative

20 square feet or less

-1.68

-2.00

500 square feet or more

-1.00

-1.32

Parapet walls

Positive

3.64

3.95

Negative

-2.45

-2.76

For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m^ 1 degree = 0.0175 rad.

a. Linear interpolation between values in the table is permitted.

b. Some C„^^ values have been grouped together. Less conservative results may be obtained by applying ASCE 7 provisions.

1609A.6.3 Design equations. When using the alternative
all-heights method, the MWFRS, and components and clad-
ding of every structure shall be designed to resist the effects
of wind pressures on the building envelope in accordance
with Equation 16A-34.

Pnet-^sKzC„^tUKzt\

(Equation 16A-34)

ponents and cladding, the sum of the internal and exter-
nal net pressure shall be based on the net pressure coeffi-
cient, C„,,.

1 . The pressure coefficient, C„^^, for walls and roofs
shall be determined from Table 1609A.6.2(2).

2. Where Q^^ has more than one value, the more

1609A.6.4 Design procedure. The MWFRS and the com-
ponents and cladding of every building or other structure
shall be designed for the pressures calculated using Equa-
tion 16A-34.

1609A. 6.4.1 Main wind-force-resisting systems. The

MWFRS shall be investigated for the torsional effects
identified in ASCE 7 Figure 6-9.

1609A.6.4.2 Determination of K^ and K^^ Velocity
pressure exposure coefficient, K^, shall be determined in
accordance with ASCE 7 Section 6.5.6.6 and the topo-
graphic factor, K^f, shall be determined in accordance
with ASCE 7 Section 6.5.7.

1. For the windward side of a structure, K^^ and K^
shall be based on height z.

2. For leeward and side walls, and for windward and
leeward roofs, K^^ and K^ shall be based on mean
roof height h.

1609A. 6.4.3 Determination of net pressure coeffi-
cients, C„^f. For the design of the MWFRS and for corn-

severe wind load condition

design.

shall be used for

1609A. 6.4.4 Application of vt^ind pressures. When
using the alternative all-heights method, wind pressures
shall be applied simultaneously on, and in a direction
normal to, all building envelope wall and roof surfaces.

1609A. 6.4.4.1 Components and cladding. Wind
pressure for each component or cladding element is
applied as follows using C^^^ values based on the
effective wind area. A, contained within the zones in
areas of discontinuity of width and/or length "a," "2a"
or *'4a" at: corners of roofs and walls; edge strips for
ridges, rakes and eaves; or field areas on walls or roofs
as indicated in figures in tables in ASCE 7 as refer-
enced in Table 1609A. 6.2(2) in accordance with the
following:

1. Calculated pressures at local discontinuities
acting over specific edge strips or corner
boundary areas.

2. Include "field" (Zone 1, 2 or 4, as applicable)
pressures applied to areas beyond the bound-
aries of the areas of discontinuity.

3. Where applicable, the calculated pressures at
discontinuities (Zones 2 or 3) shall be com-
bined with design pressures that apply specifi-
cally on rakes or eave overhangs.

2010 CALIFORNIA BUILDING CODE

103

STRUCTURAL DESIGN

TABLE 1 61 0A1
LATERAL SOIL LOAD

DESCRIPTION OF BACKFILL MATERIAL"^

UNIFIED SOIL
CLASSIFICATION

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

Active pressure

At-rest pressure

Well-graded, clean gravels; gravel-sand mixes

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.

b. Unsuitable as backfill material.

c. The definition and classification of soil materials shall be in accordance with ASTM D 2487.

SECTION 16104
SOIL LATERAL LOADS

161QA. 1 GeneraL Foundation walls 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 determined otherwise by a geotechnical investiga-
tion in accordance with Section 1803A. Foundation walls and
other walls in which horizontal movement is restricted at the
top shall be designed for at-rest pressure. Retaining walls free
to move and rotate at the top shall be permitted to be designed
for active pressure. Design lateral pressure from surcharge
loads shall be added to the lateral earth pressure load. Design
lateral pressure shall be increased if soils at the site are expan-
sive. Foundation walls shall be designed to support the weight
of the full hydrostatic pressure of undrained backfdl unless a
drainage system is installed in accordance with Sections
1805A.4.2andl805A.4.3.

Exception: Foundation walls extending not more than 8
feet (2438 mm) below grade and laterally supported at the
top by flexible diaphragms 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. The design
rainfall shall be based on the 100-year hourly rainfall rate indi-
cated in Figure 161 1 A. 1 or on other rainfall rates determined
from approved local weather data.

For SI: R = 0.0098( J, + d^,)
where:

(Equation 16A-35)

df^ = Additional depth of water on the undeflected roof
above the inlet of secondary drainage system at its
design flow (i.e., the hydraulic head), in inches (mm).

d^ = Depth of water on the undeflected roof up to the inlet of
secondary drainage system when the primary drainage
system is blocked (i.e., the static head), in inches (mm).

R = Rain load on the undeflected roof, in psf (kN/m2).
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.

104

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

4.28-^'

[P] FIGURE 161 1A1
100-YEAR, 1-HOUR RAINFALL (INCHES) EASTERN UNITED STATES

For SI: 1 inch = 25.4 mm.

Source: National Weather Service, National Oceanic and Atmospheric Administration, Washington, DC.

2010 CALIFORNIA BUILDING CODE

105

STRUCTURAL DESIGN

[P] FIGURE 1611A1— continued
100-YEAR, 1-HOUR RAINFALL (INCHES) CENTRAL UNITED STATES

For SI: 1 inch = 25.4 mm.

Source: National Weather Service, National Oceanic and Atmospheric Administration, Washington, DC.

106

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

*— ". ?

[P] FIGURE 1611 A1— continued
100-YEAR, 1-HOUR RAINFALL (INCHES) WESTERN UNITED STATES

For SI: 1 inch = 25.4 mm.

Source: National Weather Service, National Oceanic and Atmospheric Administration, Washington, DC.

2010 CALIFORNIA BUILDING CODE

107

STRUCTURAL DESIGN

[P] FIGURE 1 61 1A1— continued
100-YEAR, 1-HOUR RAINFALL (INCHES) ALASKA

For SI: 1 inch = 25.4 mm.

Source: National Weather Service, National Oceanic and Atmospheric Administration, Washington, DC.

108

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

Ijx^

•^^

- i'

3
<
X

M/^^j^^^ I\

^;?^^

"-^Os

[P] FIGURE 1611 A1— continued
100-YEAR, 1-HOUR RAINFALL (INCHES) HAWAII

For SI: 1 inch = 25.4 mm.

Source: National Weather Service, National Oceanic and Atmospheric Administration, Washington, DC.

2010 CALIFORNIA BUILDING CODE

109

STRUCTURAL DESIGN

161 L4. 2 Ponding instability. For roofs with a slope less than
V4 inch per foot [1.19 degrees (0.0208 rad)] , the design calcula-
tions shall include verification of adequate stiffness to preclude
progressive deflection in accordance with Section 8.4 of ASCE

161 L4. 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 1611A.L 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.

This definition of "Basement" is limited in appHcation to the
provisions of Section 1612A (see "Basement" in Section
502.1).

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

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

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

DESIGN FLOOD ELEVATION. The elevation of the
'''design flood'' including wave height, relative to the datum
specified on the community's legally designated flood hazard
map. In areas designated as Zone AG, the design flood eleva-
tion shall be the elevation of the highest existing grade of the
building's perimeter plus the depth number (in feet) specified
on the flood hazard map. In areas designated as Zone AG where

a depth number is not specified on the map, the depth number
shall be taken as being equal to 2 feet (610 mm).

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

EXISTING STRUCTURE. See "Existing construction."

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

1 . The overflow of inland or tidal waters.

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

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

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

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

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

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

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.

110

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

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, AG,
AH, V, VO, VE or Vl-30.

SUBSTANTIAL DAMAGE. Damage of any origin sus-
tained by a structure whereby the cost of restoring the struc-
ture to its before-damaged condition would equal or exceed
50 percent of the market value of the structure before the dam-
age occurred.

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
alteration will not preclude the structure's continued
designation as a historic structure.

1612A.3 Establishment of flood hazard areas. To establish
flood hazard areas, the applicable governing authority shall
adopt a flood hazard map and supporting data. The flood haz-
ard map shall include, at a minimum, areas of special flood haz-
ard 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, 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 hazard map and supporting data are
hereby adopted by reference and declared to be part of this sec-
tion.

1612A.3.1 Design flood elevations. Where design flood
elevations are not included in the flood hazard areas estab-
lished in Section 1612A.3, or where floodway s are not des-
ignated, the building official is authorized to require the
applicant to:

1 . Obtain and reasonably utilize any design flood eleva-
tion and floodway data available from a federal, state
or other source; or

2. Determine the design flood elevation and/or
floodway in accordance with accepted hydrologic
and hydrauUc engineering practices used to define
special flood hazard areas. Determinations shall be
undertaken by a registered design professional who
shall document that the technical methods used
reflect currently accepted engineering practice.

1612A.3.2 Determination of impacts. In riverine flood
hazard areas where design flood elevations are specified
but floodways have not been designated, the applicant shall
provide a floodway analysis that demonstrates that the pro-
posed work will not increase the design flood elevation
more than 1 foot (305 mm) at any point within the jurisdic-
tion of the applicable governing authority.

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 Chapter 5 of ASCE 7 and
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 110.3.3.

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 1 10.3.3.

2.2. Construction documents shall include a state-
ment that the building is designed in accordance
with ASCE 24, including that the pile or column
foundation and building or structure to be

2010 CALIFORNIA BUILDING CODE

111

STRUCTURAL DESIGN

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 1 psf (0.48 kN/m^) or more than
20 psf (0.96 kN/m^), construction documents
shall include a statement that the breakaway wall
is designed in accordance with ASCE 24.

SECTION 1613/1
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 lA.
The seismic design category for a structure shall be determined
in accordance with Section 161 3 A.

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.2 Definitions. The following words and terms shall, for
the purposes of this section, have the meanings shown herein.
Definition 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 been the
source of earthquakes or is recognized as a potential source of
earthquakes, including those that have exhibited surface dis-
placement within Holocene time (about 11 ,000 years) as deter-
mined by California Geological Survey (CGS) under the
Alquist-Priolo Earthquake Fault Zoning Act, those included as
type A or type B faults for the U.S. Geological Survey (USGS)
National Seismic Hazard Maps, and faults considered to have
been active in Holocene time by an authoritative source, fed-
eral, state or local governmental 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.

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.

NEXT GENERATION ATTENUATION (NGA). Attenuation
relations used for the 2008 United States Geological Survey
(USGS) seismic hazards maps (for the Western United States)
or their equivalent as determined by the enforcement agency.

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^ and F, indicated in
Tables 1613A.5.3(1) and 1613A.5.3(2), respectively.

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 & 4] Additions, alter-
ations, repairs or change of occupancy of existing buildings
shall be in accordance with Chapter 34A,

1613A.4 Special inspections. Where required by Sections
1705A.3 through 1705A.3.5, the statement of special inspec-
tions shall include the special inspections required by Section
1705A.3.6.

112

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

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^ and S^ shall be determined from the 0.2 and 1 -second
spectral response accelerations shovi^n 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.

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, 5^^, and at 1 -second
period, Si^i, adjusted for site class effects shall be deter-
mined by Equations 16A-36 and 16A-37, respectively:

(Equation 16A-36)
(Equation 16A -37)

Sm\ — ^vS\

where:

F, = Site coefficient defined in Table 1613A.5.3(1).

Fy = Site coefficient defined in Table 161 3A. 5. 3(2).

Ss = The mapped spectral accelerations for short periods
as determined in Section 1613A.5.L

5i = The mapped spectral accelerations for a 1 -second
period as determined in Section 1613A.5.1.

1613A.5.4 Design spectral response acceleration param-
eters. Five-percent damped design spectral response accel-
eration at short periods, 5^,5, and at 1 -second period, Sj^ji,
shall be determined from Equations 16A-38 and 16A-39,
respectively:

^DS-^ r.^MS

^D\ — ry^Ml

(Equation 16A -38)

(Equation 16A-39)

where:

Sj^s = The maximum considered earthquake spectral
response accelerations for short period as deter-
mined in Section 1613A.53.

5^1 = The maximum considered earthquake spectral
response accelerations for 1 -second period as
determined in Section 1613A.5.3.

TABLE1613A5.2
SITE CLASS DEFINITIONS

SITE
CLASS

SOIL PROFILE
NAME

AVERAGE PROPERTIES IN TOP 100 feet, SEE SECTION 1613A.5.5

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

Standard penetration resistance,
N

Soil undrained shear strength, s„ , (psf)

Hard rock

V, > 5,000

N/A

Rock

2,500 < v^ < 5,000

N/A

Very dense soil and soft rock

1,200 <v, < 2,500

N>50

5„ > 2,000

Stiff soil profile

600 <v, < 1,200

15<iV<50

1,000 <^„< 2,000

Soft soil profile

v^ < 600

N<15

s^ < 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 5„< 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 hquefiable
soils, quick and highly sensitive clays, collapsible weakly cemented soils.

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

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

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

For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m^, 1 pound per square foot = 0.0479 kPa. N/A = Not applicable

2010 CALIFORNIA BUILDING CODE

113

STRUCTURAL DESIGN

TABLE 16134.5.3(1)
VALUES OF SITE COEFFICIENT F^ ^

SITE
CLASS

MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIOD

Ss < 0.25

S^ = 0.50

Sg = 0.75

Ss = 1.00

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^.

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

TABLE 16134.5.3(2)
VALUES OF SITE COEFFICIENT Fy^

SITE
CLASS

MAPPED SPECTRAL RESPONSE ACCELERATION AT 1-SECOND PERIOD

Si < 0.1

S, = 0.2

S, = 0.3

Si = 0.4

Si > 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, 5,.

b. Values shall be determined in accordance with Section 11. 4.7 of ASCE 7.

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.

where:

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

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

where:

Xdi

^ J/ = 100 feet (30 480 mm)

(Equation 16A-40)

(Equation 16A-41)

where A^^ and di in Equation 16A-41 are for cohesionless
soil, cohesive soil and rock layers.

"" d

(Equation 16A-42)

A^;

where:

Use di and A^, for cohesionless soil layers only in Equation

16A-42.

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

114

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

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

s^,i = The undrained shear strength in psf (kPa), not to
exceed 5,000 psf (240 kPa), ASTM D 2166 or D

2850.

(Equation 16A-43)

Su =—

where:

dc = 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 clas-
sified as Site Class E.

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

1613A.5.5.1 Steps for classifying a site.

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^ , N, and s^ and computed in all

cases as specified.

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

3.2. TV^for the top 100 feet (30 480 mm)
(A^method).

3.3. N^f, for cohesionless soil layers (PI < 20)
in the top 100 feet (30 480 mm) and aver-
age, 5„ for cohesive soil layers (PI > 20) in
the top 100 feet (30 480 mm) ( s^ method).

1613A.5.6 Determination of seismic design category.

Structures classified as Occupancy Category I, n or III that
are located where the mapped spectral response accelera-
tion parameter at 1-second period, Sj, is greater than or
equal to 0.75 shall be assigned to Seismic Design Category
E. Structures classified as Occupancy Category IV that are
located where the mapped spectral response acceleration
parameter at 1-second period, 5y, 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 Cate-
gory D.

1613A. 5.6.1 Alternative seismic design category
determination. Not permitted by DSA-SS & OSHPD.

1613A. 5.6.2 Simplified design procedure. Not permitted

by DSA-SS & OSHPD.

1613A.6 Alternatives to ASCE 7. The provisions of Section
1 6 1 3A. 6 shall be permitted as alternatives to the relevant pro vi-
sions of ASCE 7.

TABLE 1613A5.5
SITE CLASSIFICATION^

SITE CLASS

NotN^

s„

< 600 ft/s

<15

< 1,000 psf

600 to 1,200 ft/s

15 to 50

1,000 to 2,000 psf

1,200 to 2,500 ft/s

>50

> 2,000

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

a. If the 5„method is used and the N^^and 5„ criteria differ, select the category with the softer soils (for example, use Site Class E instead of D).

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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 idealized
as flexible, provided all of the following conditions are met:

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

2. Each line of vertical elements of the seismic-
force-resisting system complies with the allowable
story drift of Table 12.12-1.

3. Vertical elements of the seismic-force-resisting sys-
tem are light-frame walls sheathed with wood struc-
tural 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 4.2.5.2 of AF&PA SDPWS.

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:

Exception: For isolated structures designed in accor-
dance with this standard, the Structural System Limita-
tions and the Building Height Limitations in Table
12.2-1 for ordinary steel concentrically braced frames
(OCBFs) as defined in Chapter 11 and 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 oiR^ as defined in Chapter 17 is taken as
1.

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

3. For IMFs, design is in accordance with AISC 34 L
In addition, requirements of Section 9.3 of AISC
341 shall be satisfied,

1613A.6.3 Automatic sprinkler sysitvas. Automatic sprin-
kler systems designed and installed in accordance with
NFPA 13 shall be deemed to meet the requirements of Sec-
tion 13.6.8 of ASCE 7.

Exception: The allowable values for design ofanchorSy
hangers and bracings shall be determined in accordance
with material chapters of this code in lieu of those in
NFPA 13.

1613A.6.4 Autoclaved aerated concrete (A AC) masonry.

Not permitted by DSA-SS & OSHPD.

1613A.6.5 Seismic controls for elevators. Seismic switches
in accordance with Section 8.4.10 of ASME A17.1 shall be
deemed to comply with Section 13.6.10.3 of ASCE 7.

1613A.6.6 Steel plate shear wall height limits. Modify
Section 12.2.5.4 of ASCE 7 to read as follows:

12.2.5.4 Increased building height limit for steel-
braced frames, special steel plate shear walls and spe-
cial reinforced concrete shear walls. The height limits
in Table 12.2-1 are permitted to be increased from 160
feet (48 768 mm) to 240 feet (75 152 mm) for structures
assigned to Seismic Design Category D or E and from
100 feet (30 480 mm) to 160 feet (48 768 mm) for struc-
tures assigned to Seismic Design Category F that have
steel-braced frames, special steel plate shear walls or
special reinforced concrete cast-in-place shear walls and
that meet both of the following requirements:

1 . The structure shall not have an extreme torsional
irregularity as defined in Table 12.2-1 (horizontal
structural irregularity Type lb).

2. The braced frames or shear walls in any one plane
shall resist no more than 60 percent of the total
seismic forces in each direction, neglecting acci-
dental torsional effects.

1613A.6.7 Minimum distance for building separation.

All buildings and structures shall be separated from adjoin-
ing structures. Separations shall allow for the maximum
inelastic response displacement (8^^). h^ shall be determined
at critical locations with consideration for both translational
and torsional displacements of the structure using Equation
16A-44 for DSA-SS and 16A-44B for OSHPD.

Ofuf —

-c,d„

(Equation 16A-44A)

(Equation 16A-44B)

where:

Q - Deflection ampHfication factor in Table 12.2-1 of
ASCE 7.

5^^ = Maximum displacement defined in Section 12.8.4.3
of ASCE 7.

/ = Importance factor in accordance with Section 11.5.1
of ASCE 7.

Adjacent buildings on the same property shall be sepa-
rated by a distance not less than ?>mt^ determined by Equa-
tion 16A-45.

^MT^^i^Mx)" ^{^Mlf

(Equation 16A-45)

where:

^Mh ^M2 - The maximum inelastic response displace-
ments of the adjacent buildings in accordance
with Equations 16A-44A or 16A-44B for
OSHPD.

Exception: Smaller separations or property hne set-
backs shall be permitted when justified by rational analy-
ses.

116

2010 CALIFORNIA BUILDING CODE

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SECTION 16144
STRUCTURAL INTEGRITY

1614A.1 General. Buildings classified as high-rise buildings
in accordance with Section 403 and assigned to Occupancy
Category III or IV shall comply with the requirements of this
section. Frame structures shall comply with the requirements
of Section 1614A.3. Bearing wall structures shall comply with
the requirements of Section 1614A.4.

1614A.2 Definitions. The following words and terms shall, for
the purposes of Section 1614A, have the meanings shown
herein.

BEARING WALL STRUCTURE. A building or other struc-
ture in which vertical loads from floors and roofs are primarily
supported by walls.

FRAME STRUCTURE. A building or other structure in
which vertical loads from floors and roofs are primarily sup-
ported by columns.

1614A.3 Frame structures. Frame structures shall comply
with the requirements of this section.

1614A.3.1 Concrete frame structures. Frame structures
constructed primarily of reinforced or prestressed concrete,
either cast-in-place or precast, or a combination of these,
shall conform to the requirements of ACI 318 Sections 7.13,
13.3.8.5, 13.3,8.6, 16.5, 18.12.6, 18.12.7 and 18.12.8 as
applicable. Where ACI 318 requires that nonprestressed
reinforcing or prestressing steel pass through the region
bounded by the longitudinal column reinforcement, that
reinforcing or prestressing steel shall have a minimum nom-
inal tensile strength equal to two-thirds of the required
one-way vertical strength of the connection of the floor or
roof system to the column in each direction of beam or slab
reinforcement passing through the column.

Exception: Where concrete slabs with continuous rein-
forcing having an area not less than 0.0015 times the con-
crete area in each of two orthogonal directions are
present and are either monolithic with or equivalently
bonded to beams, girders or columns, the longitudinal
reinforcing or prestressing steel passing through the col-
umn reinforcement shall have a nominal tensile strength
of one-third of the required one-way vertical strength of
the connection of the floor or roof system to the column
in each direction of beam or slab reinforcement passing
through the column.

1614A.3.2 Structural steel, open web steel joist or joist
girder, or composite steel and concrete frame structures.

Frame structures constructed with a structural steel frame or
a frame composed of open web steel joists, joist girders with
or without other structural steel elements or a frame com-
posed of composite steel or composite steel joists and rein-
forced concrete elements shall conform to the requirements
of this section.

1614A. 3.2.1 Columns. Each column splice shall have
the minimum design strength in tension to transfer the
design dead and live load tributary to the column
between the spHce and the splice or base immediately
below.

1614A.3.2.2 Beams. End connections of all beams and
girders shall have a minimum nominal axial tensile
strength equal to the required vertical shear strength for
allowable stress design (ASD) or two-thirds of the
required shear strength for load and resistance factor
design (LRFD) but not less than 10 kips (45 kN). For the
purpose of this section, the shear force and the axial ten-
sile force need not be considered to act simultaneously.

Exception: Where beams, girders, open web joist and
joist girders support a concrete slab or concrete slab
on metal deck that is attached to the beam or girder
with not less than Vg-inch-diameter (9.5 nun) headed
shear studs, at a spacing of not more than 12 inches
(305 mm) on center, averaged over the length of the
member, or other attachment having equivalent shear
strength, and the slab contains continuous distributed
reinforcement in each of two orthogonal directions
with an area not less than 0.0015 times the concrete
area, the nominal axial tension strength of the end
connection shall be permitted to be taken as half the
required vertical shear strength for ASD or one-third
of the required shear strength for LRFD, but not less
than 10 kips (45 kN).

1614A.4 Bearing wall structures. Bearing wall structures
shall have vertical ties in all load-bearing walls and longitudi-
nal ties, transverse ties and perimeter ties at each floor level in
accordance with this section and as shown in Figure 1614A.4.

1614A.4.1 Concrete wall structures. Precast bearing wall
structures constructed solely of reinforced or prestressed
concrete, or combinations of these shall conform to the
requirements of Sections 7.13, 13.3.8.5 and 16.5 of ACI
318.

1614A.4.2 Other bearing wall structures. Ties in bearing
wall structures other than those covered in Section
1614A.4.1 shall conform to this section.

1614A. 4.2.1 Longitudinal ties. Longitudinal ties shall
consist of continuous reinforcement in slabs; continuous
or spliced decks or sheathing; continuous or spliced
members framing to, within or across walls; or connec-
tions of continuous framing members to walls. Longitu-
dinal ties shall extend across interior load-bearing walls
and shall connect to exterior load-bearing walls and shall
be spaced at not greater than 10 feet (3038 mm) on cen-
ter. Ties shall have a minimum nominal tensile strength,
Tj, given by Equation 16A-46. For ASD the minimum
nominal tensile strength shall be permitted to be taken as
1 .5 times the allowable tensile stress times the area of the

tie.

(Equation 16A-46)

Tj^~wLS<0LtS

where:

L = The span of the horizontal element in the direc-
tion of the tie, between bearing walls, feet (m).

w = The weight per unit area of the floor or roof in the
span being tied to or across the wall, psf (N/m^).

S = The spacing between ties, feet (m).

2010 CALIFORNIA BUILDING CODE

117

STRUCTURAL DESIGN

a^^ = A coefficient with a value of 1,500 pounds per
foot (2.25 kN/m) for masonry bearing wall struc-
tures and a value of 375 pounds per foot (0.6
kN/m) for structures with bearing walls of
cold-formed steel light-frame construction.

1614A. 4.2.2 Transverse ties. Transverse ties shall con-
sist of continuous reinforcement in slabs; continuous or
spliced decks or sheathing; continuous or spliced mem-
bers framing to, within or across walls; or connections of
continuous framing members to walls. Transverse ties
shall be placed no farther apart than the spacing of load-
bearing walls. Transverse ties shall have minimum nomi-
nal tensile strength Tj^ given by Equation 16A-46. For
ASD the minimum nominal tensile strength shall be per-
mitted to be taken as 1 .5 times the allowable tensile stress
times the area of the tie.

1614A.4.2.3 Perimeter ties. Perimeter ties shall consist
of continuous reinforcement in slabs; continuous or
spliced decks or sheathing; continuous or spliced mem-
bers framing to, within or across walls; or connections of
continuous framing members to walls. Ties around the
perimeter of each floor and roof shall be located within 4
feet (1219 mm) of the edge and shall provide a nominal
strength in tension not less than Tp, given by Equation
16A-47. For ASD the minimum nominal tensile strength
shall be permitted to be taken as 1.5 times the allowable
tensile stress times the area of the tie.

7; = 200w<p7^

For SI:

Tp = 90.7w < ^r

(Equation 16A-47)

where:

w =

As defined in Section 1614A.4.2.1.

1614A.4.2.4 Vertical ties. Vertical ties shall consist of
continuous or spliced reinforcing, continuous or spliced
members, wall sheathing or other engineered systems.
Vertical tension ties shall be provided in bearing walls
and shall be continuous over the height of the building.
The minimum nominal tensile strength for vertical ties
within a bearing wall shall be equal to the weight of the
wall within that story plus the weight of the diaphragm
tributary to the wall in the story below. No fewer than two
ties shall be provided for each wall. The strength of each
tie need not exceed 3,000 pounds per foot (450 kN/m) of
wall tributary to the tie for walls of masonry construction
or 750 pounds per foot (140 kN/m) of wall tributary to
the tie for walls of cold-formed steel light-frame con-
struction.

T = Transverse
L = Longitudinal
V = Vertical
P = Perimeter

FIGURE 1 61 4A4
LONGITUDINAL, PERIMETER, TRANSVERSE AND VERTICAL TIES

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2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

SECTION 16154
MODIFICATIONS TO ASCE 7

1615 AA General The textof ASCE 7 shall be modified as indi-
cated in Sections 1615A.1.1 through 1615A.L38.

1615A.1J ASCE 7, Section ILL Modify ASCE 7 Section
1 LI by the adding Section 11.1.5 as fo Hows:

11.1.5 Structural design criteria. Where design reviews
are required in ASCE 7, Chapters 16, 17 or 18, the
ground motion, analysis, and design methods, material
assumptions and acceptance criteria proposed by the
engineer shall be submitted to the enforcement agency in
the form of structural design criteria for approval.

[OSHPD 1 & 41 Peer review requirements in Section
341 4 A shall apply to design reviews required by ASCE 7
Chapters 17 and 18.

1615A.L2A [DSA-SS] ASCE 7, Section 11,4 J. Modify
ASCE 7 Section 11.4. 7 as follows:

11,4.7 Site-specific ground motion procedures. The

site-specific ground motion procedure set forth in ASCE
7 Section 21 as modified in Section 1803 A. 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 Section 21 as modified by Section
1803A.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 2 LI, 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^ is less than 0.20g, use of
Type E soil profile shall be permit-
ted.

2) Where exception to Section 20.3.1
is applicable except for base iso-
lated 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 located in an area identi-
fied in Section 4-3 17(e) of the California
Administrative Code (Part 1, Title 24,
C.C.R).

c) For seismically isolated structures and for
structures with damping systems.

I615A,1,2B, [OSHPD 1 & 4] Modify ASCE 7
Section 11.4. 7 by adding the following:

For buildings assigned to Seismic Design
Category F, or when required by the building
official, a ground motion hazard analysis
shall be performed in accordance with
ASCE 7 Chapter 21 as modified by Section
1803A.6.

16I5A,1,3 ASCE 7, Table 12,2-L Modify ASCE 7 Table
12.2-1 as follows:

A, BEARING WALL SYSTEMS

5. Intermediate Precast Shear Walls^Not per-
mitted by OSHPD.

14. Light-framed walls with shear panels of all
other materials — Not permitted by OSHPD and
DSA-SS.

B, BUILDING FRAME SYSTEMS

2. Steel eccentrically braced frames, non-
moment-resisting connections at columns away
from links — Not permitted by OSHPD.

4. Ordinary steel concentrically braced frames —
Not permitted by OSHPD.

9. Intermediate Precast Shear Walls — Not per-
mitted 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, non-
moment-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.

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119

STRUCTURAL DESIGN

3. Systems listed in this section can be used for seis-
mically isolated buildings when permitted by Sec-
tion 1613A,6.2.

1615A.L4ASCE 7, Section 1223,1, Modify ASCE 7 Sec^
tion 12.2.3.1 by adding the following additional require-
ments for a two stage equivalent lateral force procedure or
modal response spectrum procedure:

e. Where design of elements of the upper portion is gov-
emed by special seismic load combinations, the spe-
cial loads shall be considered in the design of the
lower portion.

1615AJ,5ASCE 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.

1615AJ.6ASCE 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.

1615A.1.7 ASCE 7, Section 12.8.7. Modify ASCE 7 Section
12.8.7 by replacing Equation 12.8-16 as follows:

6 =

V.hC,

(12,8-16)

1615A.1.8 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.

1615A.1.9ASCE 7, Section 12.10.2.1. Modify ASCE 7 Sec-
tion 12.10.2.1 by adding the following:

The value of HqQe ^^^^ "^ ^^^^ combinations with
overstrength factors in ASCE 7-05 Section 12.4.3.2 for
design of collector elements, splices and their connections
to resisting elements may be taken as the largest of the fol-
lowing:

1) Q^oF, (where F, is given by ASCE 7-05 Eq.12.8-11)

2) Q,^^^ (where F^, is given by ASCE 7-05 Eq. 12.10-1
ignoring the O.iS^slWp^ minimum)

3) 0.2SjyslWp^ (Minimum value from Section 12.10.1.1)

1615A.1.10ASCE 7, Section 12.13.1. Modify ASCE 7 Sec-
tion 12.13.1 by adding Section 12.13.1.1 as follows:

1. The strength of the superstructure elements.

2. The maximum forces that would occur in the fully
yielded structural system.

3. Forces from the Load Combinations with
overstrength factor in accordance with ASCE 7
Section 12.4.3.2.

Exceptions:

1. Where referenced standards specify the use of
higher design loads.

2. When it can be demonstrated that inelastic
deformation of the foundation and superstruc-
ture-to-foundation connection will not result in
a weak story or cause collapse of the structure.

3. Where basic structural system consists of light
framed walls with shear panels.

Where the computation of the seismic over-
turning moment is by the equivalent lat-
eral-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 deformation of the foundation as
well as deformation of the superstruc-
ture-to-foundation connection shall be consid-
ered in the drift and deformation compatibility
analyses.

1615A.1.11 ASCE 7, Section 13.1.3. [OSHPD 1&4] Mod-
ify ASCE 7 Section 13.1.3 by the following:

For position retention, the design of supports and attach-
ments for all nonstructural components shall have a compo-
nent importance factor, Ip, equal to 1.5.

1615A.1.12 ASCE 7, Section 13.1.4. Replace ASCE 7 Sec-
tion 13.1.4 with the following:

13.1.4 Exemptions. The following nonstructural compo-
nents are exempt from the requirements of this section:

1. Furniture (except storage cabinets as noted in
Table 13.5-1).

2. Temporary or moveable equipment

Exceptions:

a) Equipment shall be anchored if it is per-
manently attached to the building utility
services such as electricity, gas or water.

120

2010 CALIFORNIA BUILDING CODE

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For the purposes of this requirement,
*' permanently attached" shall include all
electrical connections except three-
prong plugs for duplex receptacles.

b) The enforcement agency shall be permit-
ted to require temporary attachments for
movable equipment which is usually sta-
tioned in one place and heavier than 400
pounds, when they are not in use for a
period longer than 8 hours at a time.

3. Architectural, mechanical and electrical compo-
nents in Seismic Design Categories D, E or F
where all of the following apply:

a. The component is positively attached to the
structure;

b. Flexible connections are provided between
the component and associated ductwork,
piping and conduit; and either:

i. The component weighs 400 pounds
(1780 N) or less and has a center of
mass located 4 feet (1.22 m) or less
above the adjacent floor or roof level
that directly support the component;

Exception: Special Certification
Requirements for Designated Seis-
mic Systems in accordance with
Section 13.2.2 shall apply.

a. The component weighs 20 pounds (89
N) or less or, in the case of a distrib-
uted system, 5 lb/ft (73 N/m) or less.

Exception: The enforcement
agency shall be permitted to
require attachments for equipment
with hazardous contents to be
shown on construction documents
irrespective of weight.

1615AJJ3 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 components is Dp 1
instead of Dp, where Dp is given by Equations 13.3-5 to 13.3-8
and I is the building importance factor given in Section 11.5.

1615A.1J4 ASCE 7, Section 13.4 Replace ASCE 7 Sec-
tions 13.4.1 and 13.4.2 with the following:

13.4.1 Design force in the attachment. The force in the
attachment shall be determined based on the prescribed
forces and displacements for the component as deter-
mined in Sections 13.3,1 and 13.3.2 except that Rp shall
not be taken as larger than 6.

13.4.2 Anchors in concrete or masonry.

13.4.2.1 Anchors in concrete. Anchors in concrete
used for component anchorage shall be designed in
accordance with Appendix D ofACI 318.

13.4.2.2 Anchors in masonry. Anchors in masonry
used for component anchorage shall be designed in
accordance with ACI 530. Anchors shall be designed
to be governed by the tensile or shear strength of a
ductile steel element.

Exception: Anchors shall be permitted to be
designed so that the attachment that the anchor is
connecting to the structure undergoes ductile
yielding at a load level corresponding to anchor
forces not greater than their design strength, or the
minimum design strength of the anchors shall be at
least 2.5 times the factored forces transmitted by
the attachment.

13.4.2.3 Postinstalled anchors in concrete and
masonry. Postinstalled anchors shall fulfill the
requirements of Section 13.4.2.1 or 13.4.2.2.
Postinstalled anchors in concrete used for component
anchorage shall be pre- qualified for seismic applica-
tions in accordance with ACI 355.2, ICC-ES AC193
or ICC-ES AC308. Postinstalled anchors in masonry
used for component anchorage shall be prequalified
for seismic applications in accordance with ICC-ES
AC01,AC58orAC106.

Exceptions:

1) Adhesive anchors shall not be permitted in
overhead applications or application with
sustained (continuous) tension load that can
lead to creep.

2) Anchors pre-qualified for seismic applica-
tions need not be governed by the steel
strength of a ductile steel element.

1615A.L15 ASCE 7, Section 13.4.5. Replace ASCE 7 Sec-
tion 13.4.5 with the following:

13.4.5 Power actuated fasteners. Power actuated fasten-
ers in concrete or steel shall not be used for sustained
tension loads or for brace applications in Seismic
Design Categories D, E, or F unless approved for seis-
mic loading. Power actuated fasteners in masonry shall
not be permitted unless approved for seismic loading.

Exception: Power actuated fasteners in concrete
used for support of acoustical tile or lay-in panel sus-
pended ceiling applications and distributed systems
where the service load on any individual fastener
does not exceed 90 lb (400 N). Power actuated fasten-
ers in steel where the service load on any individual
fastener does not exceed 250 lb (1,112 N).

1615A.1.16 ASCE 7, Section 13.5.6. Replace ASCE 7, Sec-
tion 13.5.6 with the following:

13.5.6 Suspended ceilings. Suspended ceilings shall be
in accordance with this section.

13.5.6.1 Seismic forces. The weight of the ceiling,
Wp, shall include the ceiling grid; ceiling tiles or pan-
els; light fixtures if attached to, clipped to, or laterally
supported by the ceiling grid; and other components
that are laterally supported by the ceiling. Wp shall be
taken as not less than 4 psf(19 N/rr?).

2010 CALIFORNIA BUILDING CODE

121

STRUCTURAL DESIGN

The seismic force^ Fp, shall be transmitted through
the ceiling attachments to the building structural ele-
ments or the ceiling-structure boundary.

13.5,6,2 Seismic design requirements. Suspended
acoustical tile or lay-in panel ceilings shall be
designed in accordance with ASTM E 580 Section
5,2.8.8 and the requirements of Sections } 3.5.6.2.1
and 13.5.6.2.2, or be designed in accordance with
Section 13.2.1.1, or be seismically qualified in accor-
dance with Sections 13.2.5 or 13.2.6.

13.5.6.2.1 Industry standard construction for
acoustical tile or lay-in panel ceilings. Acoustical
tile or lay -in panel ceilings in Seismic Design Cat-
egories D, E, and F shall be designed and installed
in accordance with ASTM C 635, ASTM C 636,
and ASTM E 580, Section 5 - Seismic Design Cate-
gories D, Ey and F as modified by Section
13.5.6.2.2.

13.5.6.2.2 Modification to ASTM E 580. Modify
ASTM E 580 by the following:

1. Exitways. Lay -in ceiling assemblies in
exitways of hospitals and essential services
buildings shall be installed with a main run-
ner 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 con-
sidered 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 connectors.

2. Corridors and Lobbies. Expansion joints
shall be provided in the ceiling at intersec-
tions of corridors and at junctions of corri-
dors and lobbies or other similar areas.

3. Lay-in panels. Metal panels and panels
weighing more than V2 pounds per square
foot (24 N/m^) other than acoustical tiles
shall be positively attached to the ceiling
suspension runners.

4. Lateral force bracing. Lateral force brac-
ing is required for all ceiling areas except
that they shall be permitted to be omitted in
rooms with floor areas up to 144 square feet
when perimeter support in accordance with
ASTM E 580 Sections 5.2.2 and 5.2.3 are
provided and perimeter walls are designed
to carry the ceiling lateral forces.

5. Ceiling fixtures. Fixtures installed in acous-
tical tile or lay -in panel ceilings shall be
mounted in a manner that will not compro-
mise ceiling performance.

All recessed or drop-in light fixtures and
grilles shall be supported directly from the
fixture housing to the structure above with a
minimum of two 12 gage wires located at
diagonally opposite comers. Leveling and
positioning of fixtures 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 sup-
ported from main runners or cross runners if
the weight of the fixtures causes the total
dead load to exceed the deflection capability
of the ceiling suspension system.

Fixtures shall not be installed so that the
main runners or cross runners will be eccen-
trically loaded.

Surface-mounted fixtures shall be
attached to the main runner with at least two
positive clamping devices made of material
with a minimum of 14 gage. Rotational
spring catches do not comply. A 12 gage sus-
pension wire shall be attached to each
clamping device and to the structure above.

6. Partitions, Where the suspended ceiling sys-
tem is required to provide lateral support for
the permanent or relocatable partitions, the
connection of the partition to the ceiling sys-
tem, the ceiling system members and their
connections, and the lateral force bracing
shall be designed to support the reaction
force of the partition from prescribed loads
applied perpendicular to the face of the par-
tition. 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.

1615A.1,17 ASCE 7, Section 13,5.7, [OSHPD 1 & 4] Mod-
ify ASCE 7 Section 13.5.7 by the following:

All access floors shall be special access floors in accor-
dance with Section 13.5.7.2.

1615A.1.18 Reserved.

1615A,1.19 Reserved.

1615A,L20 ASCE 7, Section 13.6.5. Modify ASCE 7, Sec-
tion 13.6.5 by deleting Item 6 in Section 13. 6.5.5 and adding
Section 13.6.5.6 as follows:

13,6.5.6 Conduit, Cable Tray, and Other Electrical Dis-
tribution Systems (Raceways). Raceways shall be
designed for seismic forces and seismic relative dis-
placements as required in Section 13.3. Conduit greater
than 2.5 inches (64 mm) trade size and attached to pan-
els, cabinets or other equipment subject to seismic rela-
tive displacement of Section 13.3.2 shall be provided
with flexible connections or designed for seismic forces

122

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

and seismic relative displacements as required in Section
133,

Exceptions:

1. Design for the seismic forces and relative dis-
placements of Section 13.3 shall not be
required for raceways where either:

a. Trapeze assemblies are used to support
raceways and the total weight of the race-
way supported by trapeze assemblies is
less than 10 lb/ft (146 N/m), or

b. The raceway is supported by hangers and
each hanger in the raceway run is 12 in.
(305 mm) or less in length from the race-
way support point to the supporting
structure. Where rod hangers are used
with a diameter greater than % inch, they
shall be equipped with swivels to prevent
inelastic bending in the rod.

1615A,L21 ASCE 7, Section 13.6.7. Replace ASCE 7, Sec-
tion 13.6.7 with the following :

13,6.7 Ductwork. HVAC and other ductwork shall be
designed for seismic forces and seismic relative dis-
placements as required in Section 13.3. Ductwork
designed to carry toxic, highly toxic, or explosive gases,
or used for smoke control shall be designed and braced
without considering the Exceptions noted below.

Exceptions:

The following exceptions pertain to ductwork not
designed to carry toxic, highly toxic, or flammable
gases or used for smoke control:

1. Design for the seismic forces and relative dis-
placements of Section 13.3 shall not be
required for ductwork where either:

a. Trapeze assemblies are used to support
ductwork and the total weight of the
ductwork supported by trapeze assem-
blies is less than 10 lb/ft (146 N/m); or

b. The ductwork is supported by hangers
and each hanger in the duct run is 12 in.
(305 mm) or less in length from the duct
support point to the supporting structure.
Where rod hangers are used with a diam-
eter greater than % inch, they shall be
equipped with swivels to prevent inelastic
bending in the rod.

impact; and HVAC ducts have a cross- sec-
tional area of6ft^ (0.557 m^) or less, or weigh
10 lb/ft (146 N/m) or less.

HVAC duct systems fabricated and installed in accor-
dance with standards approved by the authority having
jurisdiction shall be deemed to meet the lateral bracing
requirements of this section.

Components that are installed in-line with the duct
system and have an operating weight greater than 75 lb
(334 N), such as fans, heat exchangers and humidifiers,
shall be supported and laterally braced independent of
the duct system and such braces shall meet the force
requirements of Section 13.3.L Appurtenances such as
dampers, louvers and diffusers shall be positively
attached with mechanical fasteners. Unbraced piping
attached to in-line equipment shall be provided with ade-
quate flexibility to accommodate the seismic relative dis-
placements of Section 13.3.2.

1615A.L22 ASCE 7, Section 13.6.8. Replace ASCE 7, Sec-
tion 13.6.8 with the following:

13.6.8 Piping Systems. Unless otherwise noted in this
section, piping systems shall be designed for the seismic
forces and seismic relative displacements of Section
13.3. ASME pressure piping systems shall satisfy the
requirements of Section 13.6.8.1. Fire protection sprin-
kler piping shall satisfy the requirements of Section
13.6.8.2. Elevator system piping shall satisfy the require-
ments of Section 13.6.10.

Where other applicable material standards or recog-
nized design bases are not used, piping design including
consideration of service loads shall be based on the fol-
lowing allowable stresses:

a. For piping constructed with ductile materials
(e.g., steel, aluminum, or copper), 90 percent of
the minimum specified yield strength.

b. For threaded connections in piping constructed
with ductile materials, 70 percent of the minimum
specified yield strength.

c. For piping constructed with nonductile materials
(e.g., cast iron, or ceramics), 10 percent of the
material minimum specified tensile strength.

d. For threaded connections in piping constructed
with nonductile materials, 8 percent of the mate-
rial minimum specified tensile strength.

13.6.8.1 ASME Pressure Piping Systems. Pressure
piping systems, including their supports, designed
and constructed in accordance with ASME B 31 shall
be deemed to meet the force, displacement, and other
requirements of this section. In lieu of specific force
and displacement requirements provided in ASME B

2010 CALIFORNIA BUILDING CODE

123

STRUCTURAL DESIGN

31, the force and displacement requirements of Sec-
tions 13.3 shall be used.

13.6.8.2 Fire protection sprinkler piping systems.

Fire protection sprinkler piping designed and con-
structed in accordance with NFPA 13 shall be deemed
to meet the force and displacement requirements of
this section. The exceptions of Section 13.6.8.3 shall
not apply.

Exception: Pipe hangers, bracing, and anchor
capacities shall be determined in accordance with
material chapters of the California Building Code,
in lieu of using those in NFPA 13. The force and
displacement requirements of Section 13.3 or
those in the NFPA 13 may be used for design.

13.6.8.3 Exceptions. Design of piping systems and
attachments for the seismic forces and relative dis-
placements of Section 13.3 shall not be required
where one of the following conditions apply:

1. Trapeze assemblies are used to support piping
whereby no single pipe exceeds the limits set
forth in 3a. or b. below and the total weight of
the piping supported by the trapeze assemblies
is less than 10 lb/ft (146 N/m).

2. The piping is supported by hangers and each
hanger in the piping run is 12 in. (305 mm) or
less in length from the top of the pipe to the sup-
porting structure. Where pipes are supported
on a trapeze, the trapeze shall be supported by
hangers having a length of 12 in. (305 mm) or
less. Where rod hangers are used with a diame-
ter greater than % inch, they shall be equipped
with swivels, eye nuts or other devices to pre-
vent bending in the rod.

3. Piping having an Rp in Table 13.6-1 of 4.5 or
greater is used and provisions are made to
avoid impact with other structural or
nonstructural components or to protect the pip-
ing in the event of such impact and where the
following size requirements are satisfied:

a. For Seismic Design Categories D,EorF
and values of Ip greater than one, the
nominal pipe size shall be 1 inch (25 mm)
or less.

b. For Seismic Design Categories D, E or F,
where lp = l.Othe nominal pipe size shall
be 3 inches (80 mm) or less.

The exceptions above shall not apply to elevator
piping.

13.6.8.4 Other Piping Systems. Piping not designed
and constructed in accordance with ASME B 31 or
NFPA 13 shall comply with the requirements of Sec-
tion 13.6.11.

1615A.1.23 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 less 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 0.5 g acting in any horizontal direction.

1615A.1.24 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 enforcement
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
minimum horizontal acceleration shall be 0.5 g for
all buildings.

2. Wp 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

0.30

0.40

l'%2

0.50

18^/2

l'%2

0.50

22%

0.50

For SI: 1 inch = 25 mm, I 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 sup-
porting 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.

124

2010 CALIFORNIA BUILDING CODE

STRUCTURAL DESIGN

1615A,L25ASCE 7, Section 16,1,3,2, Modify ASCE 7 Sec-
tion 16.1.3.2 by the following:

Where next generation attenuation relations are used in
accordance with Section 1803A.6.2, each pair of motions
shall be scaled such that in the period range from 0.2T to
L5Ty the average of the SRSS spectra from all horizontal
component pairs does not fall below the corresponding
ordinate of the design response spectrum determined using
NGA relations.

At sites within 3.1 miles (5 km) of an active fault that con-
trols the hazard, each pair of components shall be rotated to
the fault-normal and fault-parallel direction of the causative
fault, and shall be scaled so that average of the fault-normal
components is not less than the Maximum Considered Earth-
quake (MCE) response spectrum determined using NGA
relations for each period range from 0.2Tto L5T.

1615A,L26 ASCE 7, Section 16.1,4, Modify ASCE 7 Sec-
tion 16.1.4 by the following:

For each ground motion analyzed, the individual
response parameters shall be multiplied by the following
scalar quantities:

a. Force response parameters shall be multiplied by 1/R,
where I is the importance factor determined in accor-
dance with Section 1L5.1, and R is the response mod-
ification coefficient selected in accordance with
Section 12.2.1.

b. Drift quantities shall be multiplied by CJR, where Q
is the deflection amplification factor specified in
Table 12.2-1.

The distribution of horizontal shear shall be in accor-
dance with Section 12.8.4.

1615A,1,27 ASCE 7, Section 16,2,4, Modify ASCE 7 Sec-
tion 16.2.4 by the following:

a) Where site is located within 3. 1 miles (5 km) of an
active fault at least seven ground motions shall be
analyzed and response parameters shall be based on
larger of the average of the maximum response with
ground motions applied as follows:

1. Each of the ground motions shall have their
maximum component at the fundamental
period aligned in one direction.

2. Each of the ground motion 's maximum compo-
nent shall be rotated orthogonal to the previous
analysis direction.

b) Where site is located more than 3.1 miles (5 km) from
an active fault at least 10 ground motions shall be ana-
lyzed. The ground motions shall be applied such that
one-half shall have their maximum component aligned
in one direction and the other half aligned in the
orthogonal direction. The average of the maximum
response of all the analyses shall be used for design.

16I5AJ,28 ASCE 7, Section 16,2.4.2 [OSHPD 1 & 4]

Modify ASCE 7 Section 16.2.4.2 by the following:

Acceptance criteria for elements subjected to deformation
beyond their linear range of response shall be based on ASCE

41 for Immediate Occupancy (10) at Design Earthquake (DE)
and Life Safety (LS) at Maximum Considered Earthquake
(MCE). For LS acceptance criteria at MCE, primary compo-
nents shall be within the acceptance criteria for primary com-
ponents and secondary components shall be within the
acceptance criteria for secondary components.

1615A.L29 ASCE 7, Section 17,2.1, Modify ASCE 7 Sec-
tion 17.2.1 by adding the following:

The importance factor, I^, 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.

1615A.1,30ASCE 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 isola-
tor units.

1615A.i,31 ASCE 7, Section 17,2,5,2, Modify ASCE 7,
Section 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 deformation <C
resulting from the analyses using the maximum con- <
sidered earthquake unmodified by Rf.

2. For fixed based buildings, Q times the elastic defor-
mations resulting from an equivalent static analysis
using the seismic base shear computed via ASCE 7
Section 12.8.

1615A,1,32 ASCE 7, Section 17,3,2, Replace ASCE 7, Sec-
tion 17.3.2 with the following:

17,3,2 Ground Motion Histories, Where response his-
tory procedures are used, ground motions shall consist of
pairs of appropriate horizontal ground motion accelera-
tion components developed in accordance with Section

16.1.3.2 except that 0.2T and 1.5T shall be replaced by
0.5 Td and 1.25Tj^, respectively, where Tp and T^ are
defined in Section 17.5.3.

1615A,1,33 ASCE 7, Section 17,4, Modify ASCE 7, Section
17.4 by adding the following:

17.4.2.3 Linear procedures. Linear procedures shall be
limited to structures located at sites with Sj less than
0.6g.

1615A,1,34 ASCE 7, Section 17.6 Modify ASCE 7, Section
17.6 by the following:

17,6,1,1 Minimum seismic force. For the response spec-
trum and linear response history procedures, V^ and V^,
shall not be taken less than those calculated in accor-
dance with Equations 17.5-7 and 17.5-8.

1615A,1,35 ASCE 7, Section 18,3,L Modify ASCE 7, Sec-
tion 18.3.1 by replacing the third paragraph with the follow-
ing:

If the calculated force in an element of the seismic force
resisting system does not exceed 1.5 times its nominal

2010 CALIFORNIA BUILDING CODE

125

STRUCTURAL DESIGN

strength for the Maximum Considered Earthquake (MCE)
nor its nominal strength for the design earthquake (DE), the
element is permitted to be modeled as linear

1615AJJ6ASCE 7, Section 2L4, Replace ASCE 7, Sec-
tion 21.4 with the following:

21,4 Design Acceleration Parameters, Where the
site-specific procedure is used to determine the design
ground motion in accordance with Section 21.3, the
parameter S^^ shall be taken as the spectral acceleration,
So, obtained from the site-specific spectra at a period of
0.2 sec, except that it shall not be taken less than 90 per-
cent of the peak spectral acceleration, Sa, at any period
larger than 0.2 second. The parameter Spj shall be taken
as the greater of the spectral acceleration, S^, at a period
of 1 sec or two times the spectral acceleration, S^, at a
period of 2 sec.

For use with the equivalent lateral force procedure, the
site specific spectral acceleration, S^ at T shall be permit-
ted to replace S^j/T in Equation 12.8-3 and Sj^jT/P in
Equation 12.8-4. The parameter S^^s calculated per this
section shall be permitted to be used in Equations 12,8-2
and 12.8-5. The mapped value of Si shall be used in
Equation 12.8-6. The parameters 5^^ anJ Sj^j shall be
taken as 1.5 times Sj^s ^^^ ^d]> respectively. The values so
obtained shall not be less than 80 percent of the values
determined in accordance with Section 11.43 for Sj^s
and Sj^j and Section 11.4.4 for Sj^s ^^^ ^oi-

161 5 A, 1,37. Earthquake Motion Measuring Instrumenta-
tion and Monitoring, [OSHPD 1 & 4] Modify ASCE 7 by
the following:

Scope: For buildings with a seismic isolation system, a
damping system or a lateral force resisting system
(LFRS) not listed in ASCE 7 Table 12.2-1, earthquake
motion measuring instrumentation and monitoring shall
be required.

Instrumentation: There shall be a sufficient number of
instruments to characterize the response of the building
during an earthquake and shall include at least one
tri-axial free field instrument or equivalent. A proposal
for instrumentation and equipment specifications shall
be forwarded to the enforcement agency for review and
approval. The owner of the building shall be responsible
for the implementation of the instrumentation program.
Maintenance of the instrumentation and removal/
processing of the records shall be the responsibility of the
enforcement agency.

Monitoring: After every significant seismic events,
where the ground shaking acceleration at the site
exceeds 0.3 g, or the acceleration at any monitored build-
ing level exceeds 0.8 g, as measured by the seismic moni-
toring system in the building, the owner shall retain a

structural engineer to make an inspection of the struc-
tural system. The inspection shall include viewing the
performance of the building, reviewing the strong motion
records, and a visual examination of the isolators, damp-
ers and connections for deterioration, offset or physical
damage. A report for each inspection, including conclu-
sions on the continuing adequacy of the structural sys-
tem, shall be submitted to the enforcement agency.

1615A,1,38 Operational Nonstructural Performance
Level Requirements, [OSHPD 1 & 4] New buildings
designed and constructed to this code shall be deemed to
satisfy operational nonstructural performance level when:

L The facility has on-site supplies of water and holding
tanks for wastewater, sufficient for 72 hours of emer-
gency operations, which are integrated into the build-
ing plumbing systems. As an alternative, hook-ups to
allow for the use of transportable sources of water
and sanitary waste water disposal shall be permitted.

2, An on-site emergency system as defined within Part 3,
Title 24 is incorporated into the building electrical
system for critical care areas. Additionally, the sys-
tem shall provide for radiological service and an
onsitefuel supply for 72 hours of acute care opera-
tion.

126

2010 CALIFORNIA BUILDING CODE

CALIFORNIA BUILDING CODE-MATRIX ADOPTION TABLE
CHAPTER 17 - STRUCTURAL TESTS AND SPECIAL INSPECTIONS

Adopting agency

BSC

SFM

HOD

DBA

OSHPD

CSA

DPH

AGR

DWR

GEO

SLC

1-AC

SS/CC

Adopt entire chapter

Adopt entire chapter as
amended (amended sections
listed below)

Adopt only those sections that
are listed below

Chapter/Section

1702 - Approved Agency

1704.1

1704.1.1

1704.6.2

1711.1

2010 CALIFORNIA BUILDING CODE

127

1 28 201 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.

DESIGNATED SEISMIC SYSTEM. Those architectural,
electrical and mechanical systems and their components that
require design in accordance with Chapter 13 of ASCE 7 and
for which the component importance factor, 7^, is greater than 1
in accordance with Section 13.1.3 of ASCE 7.

FABRICATED ITEM. Structural, load-bearing or lateral
load-resisting assemblies consisting of materials assembled
prior to installation in a building or structure, or subjected to
operations such as heat treatment, thermal cutting, cold work-
ing or reforming after manufacture and prior to installation in a
building or structure. Materials produced in accordance with
standard specifications referenced by this code, such as rolled
structural steel shapes, steel-reinforcing bars, masonry units,
and wood structural panels or in accordance with a standard,
listed in Chapter 35, which provides requirements for quality
control done under the supervision of a third-party quality con-
trol agency 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''),

INTUMESCENT FIRE-RESISTANT COATINGS. Thin
film liquid mixture applied to substrates by brush, roller, spray
or trowel which expands into a protective foamed layer to pro-
vide fire-resistant protection of the substrates when exposed to
flame or intense heat.

MAIN WINDFORCE-RESISTING SYSTEM. An assem-
blage of structural elements assigned to provide support and
stability for the overall structure. The system generally
receives wind loading from more than one surface.

MASTIC FIRE-RESISTANT COATINGS. Liquid mixture
applied to a substrate by brush, roller, spray or trowel that pro-
vides fire-resistant protection of a substrate when exposed to
flame or intense heat.

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 sprayed to provide fire-resistant pro-
tection of the substrates.

STRUCTURAL OBSERVATION. The visual observadon of
the structural system by a registered design professional for
general conformance to the approved construction documents.
Structural observation does not include or waive the responsi-
bility for the inspection required by Section 1 10, 1704 or other
sections of this code.

SECTION 1703
APPROVALS

1703.1 Approved agency. An approved agency shall provide
all information as necessary for the building official to deter-
mine that the agency meets the applicable requirements.

1703.1.1 Independence. An approved agency shall be
objective, competent and independent from the contractor

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STRUCTURAL TESTS AND SPECIAL INSPECTIONS

responsible for the work being inspected. 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
apphcant.

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 Evaluation and foUow-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 applicant shall submit a report of each prefabri-
cated 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 evalu-
ated, test results and similar information and other data as neces-
sary for the building official to determine conformance to this
code. Such a report shall be approved by the building official

1703.6.1 Follow-up inspection. The applicant shall pro-
vide for special inspections of fabricated items in accor-
dance with Section 1704.2.

1703.6.2 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 approved agencies to perform
inspections during construction on the types of work listed
under Section 1704. These inspections are in addition to the
inspections identified in Section 110.

The special inspector shall be a qualified person who shall
demonstrate competence, to the satisfaction of the building
official, for the inspection of the particular type of construction
or operation requiring special inspection. The registered
design professional in responsible charge and engineers of
record involved in the design of the project are permitted to act
as the approved agency and their personnel are permitted to act
as the special inspector for the work designed by them, pro-
vided those personnel meet the qualification requirements of
this section to the satisfaction of the building official. The spe-
cial inspector shall provide written documentation to the build-
ing official demonstrating his or her competence and relevant
experience or training. Experience or training shall be consid-
ered relevant when the documented experience or training is
related in complexity to the same type of special inspection
activities for projects of similar complexity and material quali-
ties. These qualifications are in addition to quaUfications speci-
fied in other sections of this code.

Exceptions:

1. Special inspections are not required for work of a
minor nature or as warranted by conditions in the
jurisdiction as approved by tiie building official.

130

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2. Special inspections are not required for building com-
ponents unless the design involves the practice of pro-
fessional engineering or architecture as defined by
applicable state statutes and regulations governing
the professional registration and certification of engi-
neers or architects.

3. Unless otherwise required by the building official,
special inspections are not required for Group U
occupancies that are accessory to a residential occu-
pancy 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 applicant
shall submit a statement of special inspections prepared by
the registered design professional in responsible charge in

I I accordance with Section 107.1 Chapter 1, Division II, as a
condition for issuance. This statement shall be in accor-
dance with Section 1705.

Exceptions:

1. A statement of special inspections is not required
for structures designed and constructed in accor-
dance with the conventional construction provi-
sions of Section 2308. [OSHPD 2] Not permitted
by OSHPD.

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 or was not
completed in conformance to approved construction docu-
ments. Discrepancies shall be brought to the immediate
attention of the contractor for correction. If they are not 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 prior to the start of work by the applicant and the
building official.

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 quahty control procedures that

provide a basis for inspection control of the workmanship
and the fabricator's ability to conform to approved con-
struction 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 Section 1704 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
records and procedures such that, at any time during
the fabrication process, the material specification,
grade and mill test reports for the main stress-carrying
elements are capable of being determined.

2. The special inspector need not be continuously pres-
ent during welding of the following items, provided
the materials, welding procedures and qualifications
of welders are verified prior to the start of the work;
periodic inspections are made of the work in progress
and a visual inspection of all welds is made prior to
completion or prior to shipment of shop welding.

2. 1 . Single-pass fillet welds not exceeding Vjg inch
(7.9 mm) in size.

2.2. Roor and roof deck welding.

2.3. Welded studs when used for structural dia-
phragm.

2.4. Welded sheet steel for cold-formed steel
members.

2.5. Welding of stairs and railing systems.

1704.3.1 Welding. Welding inspection and welding inspec-
tor qualification shall be in accordance with this section.

1704.3.1.1 Structural steel. Welding inspection and
welding inspector qualification for structural steel shall
be in accordance with AWS DLL

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TABLE 1704.3
REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION

VERIFICATION AND INSPECTION

CONTINUOUS

PERIODIC

REFERENCED
STANDARD^

IBC REFERENCE

1 . Material verification of high-strength bolts, nuts and
washers:

a. Identification markings to conform to ASTM
standards specified in the approved
construction documents.

—

AISC 360,
Section A3. 3 and
applicable ASTM
material standards

b. Manufacturer's certificate of compliance
required.

—

2. Inspection of high-strength bolting:

a. Snug-tight joints.

—

AISC 360,
Section M2.5

1704.3.3

b.Pretensioned and slip-critical joints using
tum-of-nut with matchmarking, twist-off bolt or
direct tension indicator methods of installation.

—

c.Pretensioned and slip-critical joints using
tum-of-nut without matchmarking or calibrated
wrench methods of installation.

—

3. Material verification of structural steel and
cold-formed steel deck:

a. For structural steel, identification markings to
conform to AISC 360.

—

AISC 360,
Section M5.5

b. For other steel, identification markings to conform
to ASTM standards specified in the approved
construction documents.

—

Applicable ASTM
material standards

c. Manufacturer's certified test reports.

—

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 and

applicable AWS

A5 documents

b.Manufacturer's certificate of comphance required.

—

5. Inspection of welding:

a. Structural steel and cold-formed steel deck:

1) Complete and partial joint penetration groove
welds.

—

AWSDl.l

1704.3.1

2) Multipass fillet welds.

—

3) Single-pass fillet welds > Vjg"

—

4) Plug and slot welds.

—

5) Single-pass fillet welds < V^^"

—

6) Floor and roof deck welds.

—

AWSD1.3

(continued)

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TABLE 1704.3— continued
REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION

VERIFICATION AND INSPECTION

CONTINUOUS

PERIODIC

REFERENCED
STANDARD^

IBC
REFERENCE

b. Reinforcing steel:

1) Verification of weldability of reinforcing steel
other than ASTM A 706.

AWS D1.4 ACI 318: Section 3.5.2

2) Reinforcing steel resisting flexural and axial
forces in intermediate and special moment
frames, and boundary elements of special
structural walls of concrete and shear
reinforcement.

—

3) Shear reinforcement.

—

4) Other reinforcing steel.

—

6. Inspection of steel frame joint details for compliance:

a. Details such as bracing and stiffening.

—

1704.3.2

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.

1704.3.1.2 Cold-formed steel. Welding inspection and
welding inspector qualification for cold-formed steel
floor and roof decks shall be in accordance with AWS
D1.3.

1704.3.1.3 Reinforcing steel. Welding inspection and
welding inspector qualification for reinforcing steel shall
be in accordance with AWS D1.4 and ACI 318.

1704.3.2 Details. The special inspector shall perform an
inspection of the steel frame to verify comphance with the
details shown on the approved construction documents,
such as bracing, stiffening, member locations and proper
application of joint details at each connection.

1704.3.3 High-strength bolts. Installation of high-strength
bolts shall be inspected in accordance with AISC 360.

1704.3.3.1 General. While the work is in progress, the
special inspector shall determine that the requirements
for bolts, nuts, washers and paint; bolted parts and instal-
lation and tightening in such standards are met. For bolts
requiring pretensioning, the special inspector shall
observe the preinstallation testing and calibration proce-
dures when such procedures are required by the installa-
tion method or by project plans or specifications;
determine that all plies of connected materials have been
drawn together and properly snugged and monitor the
installation of bolts to verify that the selected procedure
for installation is properly used to tighten bolts. For
joints required to be tightened only to the snug-tight con-
dition, the special inspector need only verify that the con-

nected materials have been drawn together and properly
snugged.

1704.3.3.2 Periodic monitoring. Monitoring of bolt
installation for pretensioning is permitted to be per-
formed on a periodic basis when using the tum-of-nut
method with matchmarking techniques, the direct ten-
sion indicator method or the alternate design fastener
(twist-off bolt) method. Joints designated as snug tight
need be inspected only on a periodic basis.

1704.3.3.3 Continuous monitoring. Monitoring of bolt
installation for pretensioning using the calibrated
wrench method or the turn-of-nut method without
matchmarking shall be performed on a continuous basis.

1704.3.4 Cold-formed steel trusses spanning 60 feet or
greater. Where a cold-formed steel truss clear span is 60
feet (18 288 nun) or greater, the special inspector shall ver-
ify that the temporary installation restraint/bracing and the
permanent individual truss member restraint/bracing are
installed in accordance with the approved truss submittal
package.

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:

L Isolated spread concrete footings of buildings three
stories or less above grade plane that are fully sup-
ported on earth or rock.

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2. Continuous concrete footings supporting walls of
buildings three stories or less above grade plane that
are fully supported on earth or rock where:

2.1. The footings support walls of light-frame con-
struction;

2.2. The footings are designed in accordance with
Table 1809.7; or

2.3. The structural design of the footing is based
on a specified compressive strength, / \, no
greater than 2,500 pounds per square inch

(psi) (17.2 MPa), regardless of the compres-
sive strength specified in the construction
documents or used in the footing construction.

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 1807.1.6.2.

5. Concrete patios, driveways and sidewalks, on grade.

TABLE 1704.4
REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION

VERIFICATION AND INSPECTION

CONTINUOUS

PERIODIC

REFERENCED
STANDARD^

IBC REFERENCE

1. Inspection of reinforcing steel, including
prestressing tendons, and placement.

—

ACI 318: 3.5, 7.1-7.7

1913.4

2. Inspection of reinforcing steel welding in
accordance with Table 1704.3, Item 5b.

—

AWSD1.4
ACI 318: 3.5.2

—

3. Inspection of bolts to be installed in concrete
prior to and during placement of concrete where
allowable loads have been increased or where
strength design is used.

—

ACI 318:
8.1.3,21.2.8

1911.5,
1912.1

4. Inspection of anchors installed in hardened
concrete.

—

ACI 318:
3.8.6,8.1.3,21.2.8

1912.1

5. Verifying use of required design mix.

—

ACI 318: Ch. 4, 5.2-5.4

1904.2.2, 1913.2,
1913.3

6. At the time fresh concrete is sampled to fabricate
specimens for strength tests, perform slump and
air content tests, and determine the temperature
of the concrete.

—

ASTMC172

ASTMC31

ACI 318: 5.6, 5.8

1913.10

7. Inspection of concrete and shotcrete placement
for proper application techniques.

—

ACI 318: 5.9, 5.10

1913.6, 1913.7, 1913.8

8. Inspection for maintenance of specified curing
temperature and techniques.

—

ACI 318: 5.11-5.13

1913.9

9. 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

—

10. Erection of precast concrete members.

—

ACI 318: Ch. 16

—

11. 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

—

12. Inspect formwork for shape, location and
dimensions of the concrete member being
formed.

—

ACI 318: 6.1.1

—

For SI: 1 inch = 25.4 mm.

a. Where applicable, see also Section 1707.1, Special inspection for seismic resistance.

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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
determined in accordance with the requirements of Section
3.5.2 of ACI 318.

1704.5 Masonry construction. Masonry construction shall be
inspected and verified in accordance with the requirements of
Sections 1704.5.1 through 1704.5.3, depending on the occu-
pancy category of the building or structure.

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, 6 or 7 of
TMS 402/ACI 530/ASCE 5, respectively, when they
are part of structures classified as Occupancy Cate-
gory I, II or in in accordance with Section 1604.5.

2. Masonry foundation walls constructed in accordance
with Table 1807.1.6.3(1), 1807.1.6.3(2),
1807.1.6.3(3) or 1807.1.6.3(4).

3. Masonry fireplaces, masonry heaters or masonry
chimneys installed or constructed in accordance with
Section 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 empirically
designed masonry, glass unit masonry or masonry veneer
designed by Section 2109, 21 10 or Chapter 14, respectively,
or by Chapter 5, 6 or 7 of TMS 402/ACI 530/ASCE 5, respec-
tively, in structures classified as Occupancy Category IV, in
accordance with Section 1604.5, shall comply with Table
1704.5.1.

1704.5.2 Engineered masonry in Occupancy Category I,
n or III. The minimum special inspection program for
masonry designed by Section 2107 or 2108 or by chapters
other than Chapter 5, 6 or 7 of TMS 402/ACI 530/ASCE 5 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
Chapter 5, 6 or 7 of TMS 402/ACI 530/ASCE 5 in structures
classified as Occupancy Category IV, in accordance with
Section 1604.5, shall comply with Table 1704.5.3.

1704.6 Wood construction. Special inspections of the fabrica-
tion process of prefabricated wood structural elements and
assemblies shall be in accordance with Section 1704.2. Special
inspections of site-built assemblies shall be in accordance with
this section.

1704.6.1 High-load diaphragms. High-load diaphragms
designed in accordance with Table 2306.2.1(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 whetiier 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 Metal-plate-connected wood trusses spanning
60 feet or greater. Where a truss clear span is 60 feet (18
288 nmi) or greater, the special inspector shall verify that the
temporary installation restraint/bracing and the permanent
individual truss member restraint/bracing are installed in
accordance with the approved truss submittal package.

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.

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
geotechnical report, and the construction documents prepared
by the registered design professionals shall be used to deter-
mine compliance. During fill placement, the special inspector
shall determine that proper materials and procedures are used
in accordance with the provisions of the approved geotechnical
report.

Exception: Where Section 1803 does not require reporting
of materials and procedures for fill placement, the special
inspector shall verify that the in-place dry density of the
compacted fill is not less than 90 percent of the maximum
dry density at optimum moisture content determined in
accordance with ASTM D 1557.

1704.8 Driven deep foundations. Special inspections shall be
performed during installation and testing of driven deep foun-
dation elements as required by Table 1704.8. The approved
geotechnical report, and the construction documents prepared
by the registered design professionals, shall be used to deter-
mine compliance.

1704.9 Cast-in-place deep foundations. Special inspections
shall be performed during installation and testing of
cast-in-place deep foundation elements as required by Table
1704.9. The approved geotechnical report, and the construc-
tion documents prepared by the registered design profession-
als, shall be used to determine compliance.

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TABLE 1704.5.1
LEVEL 1 REQUIRED VERIFICATION AND INSPECTION OF MASONRY CONSTRUCTION

VERIFICATION AND INSPECTION

FREQUENCY OF INSPECTION

REFERENCE FOR CRITERIA

CONTINUOUS

PERIODIC

IBC SECTION

TMS 402/ACI
530/ASCE 5«

TMS 602/ACI
530.1/ASCE 6^

1. Compliance with required inspection pro-
visions of the construction documents and
the approved submittals shall be verified.

—

Art. 1.5

2. Verification of/^ saidf^^ prior to con-
struction except where specifically
exempted by this code.

—

Art. 1.4B

3. Verification of slump flow and VSI as
delivered to the site for self-consolidating
grout.

—

Art. 1.5B.l.b.3

4. 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

5. During construction the inspection program shall verify:

a. Size and location of structural
elements.

—

Art. 3.3F

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),
1.16.1

—

c. Specified size, grade and type of
reinforcement, anchor bolts,
prestressing tendons and
anchorages.

—

Sec. 1.15

Art. 2.4, 3.4

d. Welding of reinforcing bars.

—

Sec. 2.1.9.7.2,
3.3.3.4(b)

—

e. Preparation, construction and
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

(continued)

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•^

TABLE 1704.5.1— continued
LEVEL 1 REQUIRED VERIFICATION AND INSPECTION OF MASONRY CONSTRUCTION

VERIFICATION AND INSPECTION

FREQUENCY OF INSPECTION

REFERENCE FOR CRITERIA

CONTINUOUS

PERIODIC

IBC SECTION

TMS 402/ACI
530/ASCE 5^

TMS 602/ACI
530.1/ASCE 6^

6. 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

7. Grout placement shall be verified to
ensure compliance:

—

Art. 3.5

a. Grouting of prestressing bonded
tendons.

—

Art. 3.6C

8. Preparation of any required grout speci-
mens, mortar specimens and/or prisms
shall be observed.

—

Sec. 2105.2.2,
2105.3

—

Art. 1.4

For SI: °C = [fF) - 32]/1.8.

a. The specific standards referenced are those listed in Chapter 35.

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TABLE 1704.5.3
LEVEL 2 REQUIRED VERIFICATION AND INSPECTION OF MASONRY CONSTRUCTION

VERIFICATION AND INSPECTION

CONTINUOUS

PERIODIC

REFERENCE FOR CRITERIA

IBC SECTION

TMS 402/ACI
530/ASCE 5^

TMS 602/ACI
530.1 /ASCE 6^

1 . Compliance with required inspection provi-
sions of the construction documents and the
approved submittals.

—

Art. 1.5

2. Verification of /^ and/^^ prior to construc-
tion and for every 5,000 square feet during
construction.

—

Art. 1.4B

3. Verification of proportions of materials in
premixed or preblended mortar and grout as
delivered to the site.

—

Art. 1.5B

4. Verification of slump flow and VSI as deliv-
ered to the site for self-consolidating grout.

—

Art. 1.5B.l.b.3

5. 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. 1.15

Art. 3.4, 3.6A

d. Grout space prior to grout.

—

Art. 3.2D

e. Placement of grout.

—

Art. 3.5

f. Placement of prestressing grout.

—

Art. 3.6C

g. Size and location of structural elements.

—

Art. 3.3F

h. 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),
1.16.1

—

i. Specified size, grade and type of
reinforcement, anchor bolts,
prestressing tendons and anchorages.

—

Sec. 1.15

Art. 2.4,^3.4

j. Welding of reinforcing bars.

—

— .

Sec. 2.1.9.7.2,
3.3.3.4(b)

/ —

k. Preparation, construction and 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

1. Application and measurement of
prestressing force.

—

— ;

Art. 3.6B

6. Preparation of any required grout specimens
and/or prisms shall be observed.

—

Sec. 2105.2.2,
2105.3

—

Art. 1.4

For SI: °C = [(°F) - 32]/l .8, 1 square foot = 0.0929 ml

a. The specific standards referenced are those listed in Chapter 35.

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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 shallow foundations are adequate to
achieve the design bearing capacity.

—

2. Verify excavations are extended to proper depth and have
reached proper material.

—

3. Perform classification and testing of compacted fill
materials.

—

4. Verify use of proper materials, densities and lift thicknesses
during placement and compaction of compacted fill.

—

5 . Prior to placement of compacted fill, observe subgrade and
verify that site has been prepared properly.

—

TABLE 1704.8
REQUIRED VERIFICATION AND INSPECTION OF DRIVEN DEEP FOUNDATION ELEMENTS

VERIFICATION AND INSPECTION TASK

CONTINUOUS DURING TASK LISTED

PERIODICALLY DURING TASK LISTED

1 . Verify element materials, sizes and lengths comply with the
requirements.

—

2. Determine capacities of test elements and conduct additional
load tests, as required.

—

3. Observe driving operations and maintain complete and
accurate records for each element.

—

4. Verify placement locations and plumbness, confirm type and
size of hammer, record number of blows per foot of
penetration, determine required penetrations to achieve design
capacity, record tip and butt elevations and document
any damage to foundation element.

—

5. For steel elements, perform additional inspections in
accordance with Section 1704.3.

—

6. For concrete elements and concrete-filled elements, perform
additional inspections in accordance with Section 1704.4.

—

7. For specialty elements, perform additional inspections as
determined by the registered design professional in
responsible charge.

—

TABLE 1704.9
REQUIRED VERIFICATION AND INSPECTION OF CAST-IN-PLACE DEEP FOUNDATION ELEMENTS

VERIFICATION AND INSPECTION TASK

CONTINUOUS DURING TASK LISTED

PERIODICALLY DURING TASK LISTED

1. Observe drilling operations and maintain complete and
accurate records for each element.

—

2. Verify placement locations and plumbness, confirm element
diameters, bell diameters (if applicable), lengths, embedment
into bedrock (if applicable) and adequate end-bearing strata
capacity. Record concrete or grout volumes.

—

3. For concrete elements, perform additional inspections in
accordance with Section 1704.4.

—

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1704.10 Helical pile foundations. Special inspections shall be
performed continuously during installation of helical pile
foundations. The information recorded shall include installa-
tion equipment used, pile dimensions, tip elevations, final
depth, final installation torque and other pertinent installation
data as required by the registered design professional in
responsible charge. The approved geotechnical report and the
construction documents prepared by the registered design pro-
fessional shall be used to determine compliance.

1704.11 Vertical masonry foundation elements. Special
inspection shall be performed in accordance with Section
1704.5 for vertical masonry foundation elements.

1704.12 Sprayed fire-resistant materials. Special inspec-
tions for sprayed fire-resistant materials applied to floor, roof
and wall assemblies and structural members shall be in accor-
dance with Sections 1704.12.1 through 1704.12.6. Special
inspections shall be based on the fire-resistance design as des-
ignated in the approved construction documents. The tests set
forth in this section shall be based on samplings from specific
floor, roof and wall assemblies and structural members. Spe-
cial inspections shall be performed after the rough installation
of electrical, automatic sprinkler, mechanical and plumbing
systems and suspension systems for ceilings, where applicable.

1704.12.1 Physical and visual tests. The special inspec-
tions shall include the following tests and observations to
demonstrate compliance with the listing and the fire-resis-
tance rating:

1. Condition of substrates.

2. Thickness of application.

3. Density in pounds per cubic foot (kg/m^),

4. Bond strength adhesion/cohesion.

5. Condition of finished application.

1704.12.2 Structural member surface conditions. The

surfaces shall be prepared in accordance with the approved
fire-resistance design and the written instructions of
approved manufacturers. The prepared surface of structural
members to be sprayed shall be inspected before the appli-
cation of the sprayed fire-resistant material.

1704.12.3 Application. The substrate shall have a mini-
mum ambient temperature before and after application as
specified in the written instructions of approved manufac-
turers. The area for application shall be ventilated during
and after application as required by the written instructions
of approved manufacturers.

1704.12.4 Thickness. No more than 10 percent of the thick-
ness measurements of the sprayed fire-resistant materials
applied to floor, roof and wall assemblies and structural
members shall be less than the thickness required by the
approved fire-resistance design, but in no case less than the
minimum allowable thickness required by Section
1704.12.4,1.

1704.12.4.1 Minimum allowable thickness. For design
thicknesses 1 inch (25 mm) or greater, the minimum
allowable individual thickness shall be the design thick-
ness minus V4 inch (6.4 nun). 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
1704.12.4.2 and 1704.12.4.3.

1704.12.4.2 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, making not less than four
measurements for each 1,000 square feet (93 m^) of the
sprayed area in each story or portion thereof.

1704.12.4.2.1 Cellular decks. Thickness measure-
ments shall be selected from a square area, 12 inches
by 12 inches (305 mm by 305 mm) in size. A mini-
mum of four measurements shall be made, located
symmetrically within the square area.

1704.12.4.2.2 Fluted decks. Thickness measure-
ments shall be selected from a square area, 12 inches
by 12 inches (305 mm by 305 mm) in size. A mini-
mum of four measurements shall be made, located
symmetrically within the square area, including one
each of the following: valley, crest and sides. The
average of the measurements shall be reported.

1704.12.4.3 Structural members. The thickness of the
sprayed fire-resistant material applied to structural mem-
bers 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.

1704.12.4.3.1 Beams and girders. At beams and
girders thickness measurements shall be made at nine
locations around the beam or girder at each end of a
12-inch (305 mm) length.

1704.12.4.3.2 Joists and trusses. At joists and
trusses, thickness measurements shall be made at
seven locations around the joist or truss at each end of
a 12-inch (305 mm) length.

1704.12.4.3.3 Wide-flanged columns. At wide-
flanged columns, thickness measurements shall be
made at 12 locations around the colunm at each end of
a 12-inch (305 mm) length.

1704.12.4.3.4 Hollow structural section and pipe
columns. At hollow structural section and pipe col-
umns, thickness measurements shall be made at a
minimum of four locations around the column at each
end of a 12-inch (305 mm) length.

1704.12.5 Density. The density of the sprayed fire-resistant
material shall not be less than the density specified in the
approved fire-resistance design. Density of the sprayed
fire-resistant material shall be determined in accordance
with ASTM E 605. The test samples for determining the
density of the sprayed fire-resistant materials shall be
selected as follows:

1 . From each floor, roof and wall assembly at the rate of
not less than one sample for every 2,500 square feet
(232 m^) or portion thereof of the sprayed area in each
story.

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2. From beams, girders, trusses and columns at the rate
of not less than one sample for each type of structural
member for each 2,500 square feet (232 m^) of floor
area or portion thereof in each story.

1704.12.6 Bond strength. The cohesive/adhesive bond
strength of the cured sprayed fire-resistant material applied
to floor, roof and wall assemblies and structural members
shall not be less than 150 pounds per square foot (psf) (7.18
kN/m^). The cohesive/adhesive bond strength shall be deter-
mined 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 1704.12.6.1
through 1704.12.6.3.

1704.12.6.1 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 2,500 square
feet (232 m^) of the sprayed area in each story or portion
thereof.

1704.12.6.2 Structural members. The test samples for
determining the cohesive/adhesive bond strength of the
sprayed fire-resistant materials shall be selected from
beams, girders, trusses, columns and other structural
members at the rate of not less than one sample for each
type of structural member for each 2,500 square feet
(232 m^) of floor area or portion thereof in each story,

1704.12.6.3 Primer, paint and eneapsulant bond tests.

Bond tests to qualify a primer, paint or eneapsulant shall
be conducted when the sprayed fire-resistant material is
applied to a primed, painted or encapsulated surface for
which acceptable bond-strength performance between
these coatings and the fire-resistant material has not been
determined. A bonding agent approved by the SFRM
manufacturer shall be applied to a primed, painted or
encapsulated surface where the bond strengths are found
to be less than required values.

1704.13 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.

1704.14 Exterior insulation and finish systems (EIFS). Spe~
cial inspections shall be required for all EIFS applications.

Exceptions:

1. Special inspections shall not be required for EIFS
applications installed over a water-resistive harrier
with a means of draining moisture to the exterior.

2. Special inspections shall not be required for EIFS
applications installed over masonry or concrete walls.

1704.14.1 Water-resistive barrier coating. A water-resis-
tive barrier cosd-ing complying with ASTM E 2570 requires
special inspection of the water-resistive barrier coating
when installed over a sheathing substrate.

1704.15 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] 1704.16 Special inspection for smoke control. Smoke
control systems shall be tested by a special inspector.

[F] 1704.16.1 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] 1704.16.2 Qualifications. Special inspection agencies
for smoke control shall have expertise in fire protection
engineering, mechanical engineering and certification as air
balancers.

SECTION 1705
STATEMENT OF SPECIAL INSPECTIONS

1705.1 General. Where special inspection or testing is
required by Section 1704, 1707 or 1708, the registered design
professional in responsible charge shall prepare a statement of
special inspections in accordance with Section 1705 for
submittal by the 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 cases covered in
Sections 1705.3.1 through 1705.3.5.

Exception: Seismic requirements are permitted to be
excluded from the statement of special inspections for struc-

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STRUCTURAL TESTS AND SPECIAL INSPECTIONS

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,
5^,5, as determined in Section 1613.5.4, does not
exceed 0.5g; and the height of the structure does not
exceed 35 feet (10 668 mm) above grade plane; or

2. The structure is constructed using a reinforced
masonry structural system or reinforced concrete
structural system; the design spectral response accel-
eration at short periods, Sj^s, 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 above grade plane, provided the structure
does not have any of the following plan or vertical
irregularities 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-force-resisting systems. The seismic-
force-resisting systems in structures assigned to Seismic
Design Category C, D, E or F, in accordance with Section
1613.

Exception: Requirements for the seismic-force-resist-
ing system are permitted to be excluded from the state-
ment of special inspections for steel systems in structures
assigned to Seismic Design Category C that are not spe-
cifically detailed for seismic resistance, with a response
modification coefficient, R, of 3 or less, excluding canti-
lever colunm systems.

1705.3.2 Designated seismic systems. Designated seismic
systems in structures assigned to Seismic Design Category
D, E or F.

1705.3.3 Seismic Design Category C. The following addi-
tional systems and components in structures assigned to
Seismic Design Category C:

1. Heating, ventilating and air-conditioning (HVAC)
ductwork containing hazardous materials and
anchorage of such ductwork.

2. Piping systems and mechanical units containing
flammable, combustible or highly toxic materials.

3. Anchorage of electrical equipment used for emer-
gency or standby power systems.

1705.3.4 Seismic Design Category D. The following addi-
tional systems and components in structures assigned to
Seismic Design Category D:

1. Systems required for Seismic Design Category C.

2. Exterior wall panels and their anchorage.

3. Suspended ceiling systems and their anchorage.

4. Access floors and their anchorage.

5. Steel storage racks and their anchorage, where the
importance factor is equal to 1.5 in accordance with
Section 15.5.3 of ASCE 7.

1705.3.5 Seismic Design Category E or F. The following
additional systems and components in structures assigned
to Seismic Design Category E or F:

1. Systems required for Seismic Design Categories C
andD.

2. Electrical equipment.

1705.3.6 Seismic requirements in the statement of spe-
cial inspections. When Sections 1705.3 through 1705.3.5
specify that seismic requirements be included, the statement
of special inspections shall identify the following:

1. The designated seismic systems and seismic-
force-resisting systems that are subject to special
inspections in accordance with Sections 1705.3
through 1705.3.5.

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-second-
gust basic wind speed is 1 10 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 wind-force-resisting systems
and wind-resisting components subject to special inspec-
tions as specified in Section 1705.4.2.

1705.4.2 Detailed requirements. The statement of special
inspections shall include at least the following systems and
components:

1 . Roof cladding and roof framing connections.

2. Wall connections to roof and floor diaphragms and
framing.

3. Roof and floor diaphragm systems, including collec-
tors, drag struts and boundary elements.

4. Vertical wind-force-resisting systems, including
braced frames, moment frames and shear walls.

5. Wind-force-resisting system connections to the foun-
dation.

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6. Fabrication and installation of systems or compo-
nents required to meet the impact-resistance require-
ments of Section 1609.1.2.

Exception: Fabrication of manufactured systems ui
components that have a label indicating compliance with
the wind-load and impact-resistance requirements of this
code.

SECTION 1706

SPECIAL INSPECTIONS FOR

WIND REQUIREMENTS

1706.1 Special inspections for wind requirements. Special
inspections itemized in Sections 1706,2 through 1706.4, unless
exempted by the exceptions to Section 1704. 1, are required for
buildings and 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 (52.8 m/sec) or
greater.

2. In wind Exposure Categories C or D, where the 3-sec-
ond-gust basic wind speed is 110 mph (49 m/sec) or
greater.

1706.2 Structural wood. Continuous special inspection is
required during field gluing operations of elements of the main
windforce-resisting system. Periodic special inspection is
required for nailing, bolting, anchoring and other fastening of
components within the main windforce-resisting system,
including wood shear walls, wood diaphragms, drag struts,
braces and hold-downs.

Exception: Special inspection is not required for wood
shear walls, shear panels and diaphragms, including nailing,
bolting, anchoring and other fastening to other components
of the main windforce-resisting system, where the fastener
spacing of the sheathing is more than 4 inches (102 mm) on
center.

1706.3 Cold-formed steel light-frame construction. Peri-
odic special inspection is required during welding operations
of elements of the main windforce-resisting system. Periodic
special inspection is required for screw attachment, bolting,
anchoring and other fastening of components within the main
windforce-resisting system, including shear walls, braces, dia-
phragms, collectors (drag struts) and hold-downs.

Exception: Special inspection is not required for
cold-formed steel light-frame shear walls, braces, dia-
phragms, collectors (drag struts) and hold-downs where
either of the following apply:

1 . The sheathing is gypsum board or fiberboard.

2. The sheathing is wood structural panel or steel sheets
on only one side of the shear wall, shear panel or dia-
phragm assembly and the fastener spacing of the
sheathing is more than 4 inches (102 mm) on center

(o.c).

1706.4 Wind-resisting components. Periodic special inspec-
tion is required for the following systems and components:

1. Roof cladding.

2. Wall cladding.

SECTION 1707

SPECIAL INSPECTIONS FOR

SEISMIC RESISTANCE

1707.1 Special inspections for seismic resistance. Special
inspections itemized in Sections 1707.2 through 1707.9, unless
exempted by the exceptions of Section 1704.1, 1705.3, or
1705.3.1, are required for the following:

1. The seismic-force-resisting systems in structures
assigned to Seismic Design Category C, D, E or F, as
determined in Section 1613.

2. Designated seismic systems in structures assigned to
Seismic Design Category D, E or F.

3. Architectural, mechanical and electrical components in
structures assigned to Seismic Design Category C, D, E
or F that are required in Sections 1707.6 and 1707.7.

1707.2 Structural steel. Special inspection for structural steel
shall be in accordance with the quality assurance plan require-
ments of AISC 341.

Exceptions:

1. Special inspections of structural steel in structures
assigned to Seismic Design Category C that are not
specifically detailed for seismic resistance, with a
response modification coefficient, R, of 3 or less,
excluding cantilever column systems.

2. For ordinary moment frames, ultrasonic and mag-
netic particle testing of complete joint penetration
groove welds are only required for demand critical
welds.

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 naiUng, 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 light-frame construction. Peri-
odic special inspection 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 seis-

2010 CALIFORNIA BUILDING CODE

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STRUCTURAL TESTS AND SPECIAL INSPECTIONS

mic-force-resisting system, including shear walls, braces, dia-
phragms, collectors (drag struts) and hold-downs.

Exception: Special inspection is not required for
cold-formed steel light-frame shear walls, braces, dia-
phragms, collectors (drag struts) and hold-downs where
either of the following apply:

1. The sheathing is gypsum board or fiberboard.

1707.5 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.

1707.6 Architectural components. Periodic special inspec-
tion during the erection and fastening of exterior cladding, inte-
rior and exterior nonbearing walls and interior and exterior
veneer in structures assigned to Seismic Design Category D, E
or K

Exceptions:

1. Special inspection is not required for exterior clad-
ding, interior and exterior nonbearing walls and inte-
rior and exterior veneer 30 feet (9144 mm) or less in
height above grade or walking surface.

2. Special inspection is not required for exterior clad-
ding and interior and exterior veneer weighing 5 psf
(24.5 N/m^) or less.

3. Special inspection is not required for interior
nonbearing walls weighing 15 psf (73.5 N/m^) or less.

1707.7 Mechanical and electrical components. Special
inspection for mechanical and electrical equipment shall be as
follows:

1 . Periodic special inspection is required during the anchor-
age of electrical equipment for emergency or standby
power systems in structures assigned to Seismic Design
Category C, D, E or F;

2. Periodic special inspection is required during the instal-
lation of anchorage of other electrical equipment in
structures assigned to Seismic Design Category E or F;

3 . Periodic special inspection is required during installation
of piping systems intended to carry flammable, combus-
tible or highly toxic contents and their associated
mechanical units in structures assigned to Seismic
Design Category C, D, E or F;

4. Periodic special inspection is required during the instal-
lation of HVAC ductwork that will contain hazardous
materials in structures assigned to Seismic Design Cate-
gory C, D, E or F; and

5. Periodic special inspection is required during the instal-
lation of vibration isolation systems in structures
assigned to Seismic Design Category C, D, E or F where
the construction documents require a nominal clearance
of V4 inch (6.4 mm) or less between the equipment sup-
port frame and restraint.

1707.8 Designated seismic system verifications. The special
inspector shall examine designated seismic systems requiring
seismic qualification in accordance with Section 1708.4 and
verify that the label, anchorage or mounting conforms to the
certificate of compliance.

1707.9 Seismic isolation system. Periodic special inspection
is required during the fabrication and installation of isolator
units and energy dissipation devices that are part of the seismic
isolation system.

SECTION 1708

STRUCTURAL TESTING FOR

SEISMIC RESISTANCE

1708.1 Testing and qualification for seismic resistance. The

testing and quahfication specified in Sections 1708.2 through
1708.5, unless exempted from special inspections by the
exceptions of Section 1704.1, 1705.3 or 1705.3.1 are required
as follows:

1. The seismic-force-resisting systems in structures
assigned to Seismic Design Category C, D, E or F, as
determined in Section 1613 shall meet the requirements
of Sections 1708.2 and 1708.3, as applicable.

2. Designated seismic systems in structures assigned to
Seismic Design Category C, D, E or F subject to the spe-
cial certification requirements of ASCE 7 Section 13.2.2
are required to be tested in accordance with Section
1708.4.

3. Architectural, mechanical and electrical components in
structures assigned to Seismic Design Category C, D, E
or F with an /^ = 1 .0 are required to be tested in accor-
dance with Section 1708.4 where the general design
requirements of ASCE 7 Section 13.2.1, Item 2 for man-
ufacturer's certification are satisfied by testing.

4. The seismic isolation system in seismically isolated
structures shall meet the testing requirements of Section
1708.5.

1708.2 Concrete reinforcement. Where reinforcement com-
plying with ASTM A 615 is used to resist earthquake-induced
flexural and axial forces in special moment frames, special
structural walls and coupling beams connecting special struc-
tural walls, in structures assigned to Seismic Design Category
B, C, D, E or F as determined in Section 1613, the reinforce-
ment shall comply with Section 21.1.5.2 of ACI 318. Certified
mill test reports shall be provided for each shipment of such
reinforcement. Where reinforcement complying with ASTM
A 615 is to be welded, chemical tests shall be performed to
determine weldabihty in accordance with Section 3.5.2 of ACI
318.

1708.3 Structural steel. Testing for structural steel shall be in
accordance with the quality assurance plan requirements of
AISC341.

Exceptions:

1. Testing for structural steel in structures assigned to
Seismic Design Category C that are not specifically
detailed for seismic resistance, with a response modi-

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fication coefficient, R, of 3 or less, excluding cantile-
ver column systems.

2. For ordinary moment frames, ultrasonic and mag-
netic particle testing of complete joint penetration
groove welds are only required for demand critical
welds.

1708.4 Seismic certification of nonstructural components.

The registered design professional shall state the applicable
seismic certification requirements for nonstructural compo-
nents and designated seismic systems on the construction doc-
uments.

1. The manufacturer of each designated seismic system
components subject to the provisions of ASCE 7 Section
13.2.2 shall test or analyze the component and its mount-
ing system or anchorage and submit a certificate of com-
pliance for review and acceptance by the registered
design professional responsible for the design of the des-
ignated seismic system and for approval by the building
official. Certification shall be based on an actual test on a
shake table, by three-dimensional shock tests, by an ana-
lytical method using dynamic characteristics and forces,
by the use of experience data (i.e., historical data demon-
strating acceptable seismic performance) or by more rig-
orous analysis providing for equivalent safety.

2. Manufacturer's certification of compliance for the gen-
eral design requirements of ASCE 7 Section 13.2. 1 shall
be based on analysis, testing or experience data.

1708.5 Seismically isolated structures. For required system
tests, see Section 17.8 of ASCE 7.

SECTION 1709
CONTRACTOR RESPONSIBILITY

1709,1 Contractor responsibility. Each contractor responsi-
ble for the construction of a main wind- or seismic-force-resist-
ing system, designated seismic system or a v^ind- 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 acknowledgement of
awareness of the special requirements contained in the state-
ment of special inspection.

SECTION 1710
STRUCTURAL OBSERVATIONS

1710.1 General. Where required by the provisions of Section

1710.2 or 1710.3, the owner shall employ a registered design
professional to perform structural observations as defined in
Section 1702.

Prior to the commencement of observations, the structural
observer shall submit to the building official a written state-
ment identifying the frequency and extent of structural obser-
vations.

At the conclusion of the work included in the permit, the
structural observer shall submit to the building official a written

statement that the site visits have been made and identify any
reported deficiencies which, to the best of the structural
observer's knowledge, have not been resolved.

1710.2 Structural observations for seismic resistance.

Structural observations shall be provided for those structures
assigned to 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
IV in accordance with Table 1604.5.

2. The height of the structure is greater than 75 feet (22 860
mm) above the base.

3. The structure is assigned to Seismic Design Category E,
is classified as Occupancy Category I or II in accordance
with Table 1604.5, and is greater than two stories above
grade plane.

4. When so designated by the registered design profes-
sional responsible for the structural design.

5. When such observation is specifically required by the
building official.

1710.3 Structural observations for wind requirements.

Structural observations shall be provided for those structures
sited where the basic wind speed exceeds 110 mph (49 m/sec)
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 of the structure is greater than 75 feet
(22 860 mm).

3. When so designated by the registered design profes-
sional responsible for the structural design.

4. When such observation is specifically required by the
building official.

SECTION 1711
DESIGN STRENGTHS OF MATERIALS

1711.1 Conformance to standards. The design strengths and
permissible stresses of any structural material that are identi-
fied by a manufacturer's designation as to manufacture and
grade by mill tests, or the strength and stress grade is otherwise
confirmed to the satisfaction of the building official, shall con-
form to the specifications and methods of design of accepted
engineering practice or the approved rules in the absence of
applicable standards.

1711.2 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
1712.

SECTION 1712
ALTERNATIVE TEST PROCEDURE

1712.1 General. In the absence of approved rules or other
approved standards, the building official shall make, or cause to

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be made, the necessary tests and investigations; or the building
official shall accept duly authenticated reports from approved
agencies in respect to the quality and manner of use of new
materials or assemblies as provided for in Section 104.11,
Chapter 1, Division 11. The cost of all tests and other investiga-
tions required under the provisions of this code shall be borne
by the applicant.

[BSC] In the absence of approved rules or other approved
standards, the building official shall make, or cause to be
made, the necessary tests and investigations; or the building
official shall accept duly authenticated reports from
approved agencies in respect to the quality and manner of
use of new materials or assemblies as provided for in Sec-
tion 1,2.2, Chapter 1, Division L The cost of all tests and
other investigations required under the provisions of this
code shall be borne by the applicant.

SECTION 1713
TEST SAFE LOAD

1713.1 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 tiie applicable material design standard, the system of
construction or the structural unit and the connections shall be
subjected to the tests prescribed in Section 1715. The building
official shall accept certified reports of such tests conducted by
an approved testing agency, provided that such tests meet the
requirements of this code and approved procedures.

SECTION 1714
IN-SITU LOAD TESTS

1714.1 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 appHcable 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 1714.2. 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.

1714.2 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.

1714.3 In-situ load tests. In-situ load tests shall be conducted
in accordance with Section 1714.3.1 or 1714. 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.

1714.3.1 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 1714.3.2 shall apply.

1714.3.2 Load test procedure not specified. In the absence
of applicable load test procedures contained within a stan-
dard referenced by this code or acceptance criteria for a spe-
cific material or method of construction, such existing
structure shall be subjected to a test procedure developed by
a registered design professional that simulates applicable
loading and deformation conditions. For components that
are not a part of the seismic-load-resisting system, the test
load shall be equal to two times the unfactored design loads.
The test load shall be left in place for a period of 24 hours.
The structure shall be considered to have successfully met
the test requirements where the following criteria are satis-
fied:

1 . Under the design load, the deflection shall not exceed
the limitations specified in Section 1604.3.

2. Within 24 hours after removal of the test load, the
structure shall have recovered not less than 75 percent
of the maximum deflection.

3. During and immediately after the test, the structure
shall not show evidence of failure.

SECTION 1715
PRECONSTRUCTION LOAD TESTS

1715.1 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.

1715.2 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 1715.3 shall apply.

1715.3 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 assembUes shall be determined
on the basis of a test procedure developed by a registered
design professional that simulates appHcable loading and
deformation conditions. For components and assemblies that
are not a part of the seismic-force-resisting system, the test
shall be as specified in Section 1715.3.1. Load tests shall simu-
late the applicable loading conditions specified in Chapter 16.

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1715.3.1 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 1715.3.2 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 15.3.2, 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

1715.3.2.

2. The failure load divided by 2.5.

3. The maximum load applied divided by 2.5.

1715.3.2 Deflection. The deflection of structural members
under the design load shall not exceed the limitations in Sec-
tion 1604.3.

1715.4 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.

1715.5 Exterior window and door assemblies. The design
pressure rating of exterior windows and doors in buildings
shall be determined in accordance with Section 1715.5.1 or
1715.5.2.

Exception: Structural wind load design pressures for win-
dow units smaller than the size tested in accordance with
Section 1715.5.1 or 1715.5.2 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.

1715.5.1 Exterior windows and doors. Exterior windows
and sliding doors shall be tested and labeled as conforming
to AAMAAVDMA/CSA101/I.S.2/A440. The label shall
state the name of the manufacturer, the approved labeling
agency and the product designation as specified in AAMA/
WDMA/CSA101/I.S.2/A440. Exterior side-hinged doors
shall be tested and labeled as conforming to
AAMAAVDMA/CSA101/I.S.2/A440 or comply with Sec-
tion 1715.5.2. Products tested and labeled as conforming to

AAMAAVDMA/CSA 101/I.S.2/A440 shall not be subject
to the requirements of Sections 2403.2 and 2403.3.

1715.5.2 Exterior windows and door assemblies not pro-
vided for in Section 1715.5.1, Exterior window and door
assemblies shall be tested in accordance with ASTM E 330.
Structural performance of garage doors shall be determined
in accordance with either ASTM E 330 or ANSI/DASMA
108, and shall meet the acceptance criteria of ANSI/
DASMA 108. Exterior window and door assemblies con-
taining 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.

1715.6 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 1716
MATERIAL AND TEST STANDARDS

1716.1 Test standards for joist hangers and connectors.

1716.1.1 Test standards for joist hangers. The vertical
load-bearing capacity, torsional moment capacity and
deflection characteristics of joist hangers shall be deter-
mined in accordance with ASTM D 1761 using lumber hav-
ing a specific gravity of 0.49 or greater, but not greater than
0.55, as determined in accordance with AF&PA NDS for
the joist and headers.

Exception: The joist length shall not be required to
exceed 24 inches (610 mm).

1716.1.2 Vertical load capacity for joist hangers. The ver-
tical load capacity for the joist hanger shall be determined
by testing a minimum of three joist hanger assemblies as
specified in ASTM D 1761 . If the ultimate vertical load for
any one of the tests varies more than 20 percent from the
average ultimate vertical load, at least three additional tests
shall be conducted. The allowable vertical load of the joist
hanger shall be the lowest value determined from the fol-
lowing:

1 . The lowest ultimate vertical load for a single hanger
from any test divided by three (where three tests are
conducted and each ultimate vertical load does not
vary more than 20 percent from the average ultimate
vertical load).

2. The average ultimate vertical load for a single hanger
from all tests divided by three (where six or more tests
are conducted).

3. The average from all tests of the vertical loads that
produce a vertical movement of the joist with respect
to the header of Vg inch (3.2 mm).

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STRUCTURAL TESTS AND SPECIAL INSPECTIONS

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.

1716.1.3 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
Vg inch (3.2 mm).

1716.1.4 Design value modifications for joist hangers.

Allowable design values for joist hangers that are deter-
mined by Item 4 or 5 in Section 1716.1.2 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 1716.1.2.
Allowable design values determined by Item 1, 2 or 3 in
Section 1716.1.2 shall not be modified by duration of load-
ing factors.

1716.2 Concrete and clay roof tiles.

1716.2.1 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.

1716.2.2 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 1 1 and Chapter 15.

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CALIFORNIA BUILDING CODE-MATRIX ADOPTION TABLE
CHAPTER 17A - STRUCTURAL TESTS AND SPECIAL INSPECTIONS

Adopting agency

BSC

SFM

HOD

DSA

OSHPD

CSA

DPH

AGR

DWR

GEO

SLC

1-AC

ss/cc

Adopt entire chapter

Adopt entire chapter as
amended (amended sections
listed below)

Adopt only those sections that
are listed below

Chapter/Section

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149

150 2010 CALIFORNIA BUILDING CODE

CHAPTER 174

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

SECTION 17014
GENERAL

170M.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.

17 01 A, LI Application, The scope of application of Chap-
ter 17 A is as follows:

L Structures regulated by the Division of the State
Architect — Structural Safety, which include those
applications listed in Sections 1.9.2 A (DSA-SS), and
1.9.2.2 (DSA-SS/CC). These applications 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 1.10.1
and 1.10.4. These applications include hospitals,
skilled nursing facilities, intermediate care facilities
and correctional treatment centers.

Exception: [OSHPD 2] Single-story Type V skilled nurs-
ing or intermediate care facilities utilizing wood-frame
or light-steel-frame construction as defined in Health
and Safety Code Section 129725, which shall comply
with Chapter 17 and any applicable amendments
therein.

170IAJ,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
L9.2.L

[DSA-SS/CC] For applications listed in Section
1.9.2.2.

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

[OSHPD 1] For applications listed in Section
1.10.1.

[OSHPD 4] For applications listed in Section
1.10.4.

1701 AA. 3 Reference to other chapters.

1701 A JJ J [DSA-SS/CC] Where reference within this
chapter is made to sections in Chapters 16 A, 19 A, 21 A,
22A and 34A, the provisions in Chapters 16, 19, 21, 22
and 34 respectively shall apply instead.

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 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.

170M.3 Used materials. The use of second-hand materials
that meet the minimum requirements of this code for new mate-
rials shall be permitted.

I701A,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 shall provide inspections during construction on the types
ofwork listed under Chapters 17A, 18A, 19A, 20, 21 A, 22A, 23,
25, 34A, and noted in the test, inspection and observation
(TIO) program required by Sections 7-141, 7-145 and 7-149 of
Title 24, Part 1, of the California Administrative Code. Test,
inspection and observation (TIO) program shall satisfy
requirements of Section 1704A.1.L

1701 A.5 Special inspectors. [DSA-SS & DSA-SS/CC] In

addition to the project 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 ofwork listed under Chapters 17 A, ISA, 19 A, 20,
21 A, 22 A, 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 Administrative Code.

SECTION 1702 A
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.

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INSPECTION CERTIFICATE. An identification apphed 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 A. 5 and
''Label,'' "Manufacturer's designation" and ''Mark").

INTUMESCENT FIRE-RESISTANT COATINGS. Thin
film hquid mixture applied to substrates by brush, roller, spray
or trowel which expands into a protective foamed layer to pro-
vide fire-resistant protection of the substrates when exposed to
flame or intense heat.

MASTIC FIRE-RESISTANT COATINGS. Liquid mixture
applied to a substrate by brush, roller, spray or trowel that pro-
vides fire-resistant protection of a substrate when exposed to
flame or intense heat.

PROJECT INSPECTOR [DSA-SS & DSA-SS/CC] The per-
son approved to provide inspection in accordance with Title 24,
Partly California Administrative Code, Section 4-3 3 3(b), The
term "project inspector" is synonymous with "inspector
of record,''

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 MATERLVLS. Cementitious
or fibrous materials that are sprayed to provide fire-resistant pro-
tection of the substrates.

STRUCTURAL OBSERVATION. The visual observation of
the structural system by a registered design professional for

general conformance to the approved construction documents.
Structural observation does not include or waive the responsi-
bihty for the inspection required by Section 110, 1704 A or
other sections of this code.

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 Independence. An approved agency shall be
objective, competent and independent from the contractor
responsible for the work being inspected. The- agency shall
also disclose possible conflicts of interest so that 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 appro vaL 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 officiaVs 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 appUcable code require-
ments.

1703A.4.1 Research and investigation. Sufficient technical
data shall be submitted to the building official to substantiate
the proposed use of any material or assembly. If it is deter-
mined 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 investiga-
tions required under these provisions shall be paid by the
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
1703 A. Products and materials required to be labeled shall be

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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 mate-
rial tested,

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 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 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,

1703A.6.1 Follow-up inspection. The applicant shall pro-
vide for special inspections of fabricated items in accor-
dance with Section 1704A.2.

1703A.6.2 Test and inspection records. Copies of neces-
sary test and inspection records shall be filed with the build-
ing official.

SECTION 17044
SPECIAL INSPECTIONS

1704A.1 General. Where application is made for construction
as described in this section, the owner shall employ one or more
approved agencies to perform inspections during construction
on the types of work listed under Section 1704 A. These inspec-
tions are in addition to the inspections identified in Section 110.

cial inspector shall provide written documentation to the build-
ing official demonstrating his or her competence and relevant
experience or training. Experience or training shall be consid-
ered relevant when the documented experience or training is
related in complexity to the same type of special inspection
activities for projects of similar complexity and material quali-
ties. These qualifications are in addition to qualifications speci-
fied in other sections of this code.

Exceptions:

1. Special inspections are not required for work of a
minor nature or as warranted by conditions in the
jurisdiction as approved by the building official.

1704A.1.1 Statement of special inspections. The applicant
shall submit a statement of special inspections prepared by
the registered design professional in responsible charge in
accordance with Section 107.1 as a condition for issuance.
This statement shall be in accordance with Section 1705 A.

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 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 or was not completed in conformance to
approved construction documents as required by Title 24,
Parts 1 and 2. Discrepancies shall be brought to the immedi-
ate attention of the contractor for correction. If they are not
corrected, 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 prior to the start of work by the applicant and the build-
ing official.

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.

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1704A.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 con-
struction 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.

1704A.3 Steel construction. The special inspections for steel
elements of buildings and structures shall be as required by
Section 1704A.3 and Table 1704A.3.

Exceptions:

2.1. Single-pass fillet welds not exceeding V^ 6 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
members.

2.5. Welding of stairs and railing systems.

1704A.3.1 Welding. Welding inspection and welding
inspector qualification shall be in accordance with this sec-
tion.

1704A.3.1.1 Structural steel. Welding inspection and
welding inspector quaHfication for structural steel shall
be in accordance with AWS DLL

1704A.3.1.2 Cold-formed steel. Welding inspection
and welding inspector qualification for cold-formed
steel floor and roof decks shall be in accordance with
AWSD1.3.

1704A.3.1.3 Reinforcing steel. Welding inspection and
welding inspector qualification for reinforcing steel shall
be in accordance with AWS DL4 and ACI 318.

1704A.3.1,4 Inspection of Structural Welding. Inspec-
tion of all shop and field welding operations shall be
made by a qualified welding inspector approved by the
enforcement agency. The minimum requirements for a
qualified welding inspector shall be as those for an AWS
certified welding inspector (CWI), as defined in the pro-
visions of the AWS QCl. All welding inspectors shall be
as approved by the enforcement agency.

The welding inspector shall make a systematic daily
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, details
of construction and procedure, as well as workmanship
of the welds. The inspector shall verify that the installa-
tion of end-welded stud shear connectors is in accor-
dance 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, D1.8 and the approved construction documents.

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.

I704A.3.2,I 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.

1704A3,2,2 Light-jramed 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.

<
<

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TABLE 1704A3
REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION

VERIFICATION AND INSPECTION

CONTINUOUS

PERIODIC

REFERENCED
STANDARD^

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.

—

AISC 360,
Section A3.3 and
applicable ASTM
material standards

—

b. Manufacturer's certificate of compliance
required.

—

2. Inspection of high-strength bolting:

a. Snug-tight joints.

—

AISC 360,

Section M2.5

1704A.3.3

b.Pretensioned and slip-critical joints using
tum-of-nut with matchmarking, twist-off bolt or
direct tension indicator methods of installation.

—

c.Pretensioned and slip-critical joints using
tum-of-nut without matchmarking or calibrated
wrench methods of installation.

—

3. Material verification of structural steel and
cold-formed steel deck:

a. For structural steel, identification markings to
conform to AISC 360.

—

AISC 360,
Section M5.5

b. For other steel, identification markings to conform
to ASTM standards specified in the approved
construction documents.

—

Applicable ASTM
material standards

c. Manufacturer's certified test reports.

—

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 and

applicable AWS

A5 documents

—

b.Manufacturer's certificate of compliance required.

—

5 . Inspection of welding :

a. Structural steel and cold-formed steel deck:

1) Complete and partial joint penetration groove

welds.

—

AWSDl.l

1704A.3.1

2) Multipass fillet welds.

—

3) Single-pass fillet welds > Vj^"

—

4) Plug and slot welds.

—

5) Single-pass fillet welds < Vj^"

—

6) Floor and roof deck welds.

—

AWS D 1.3

(continued)

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TABLE 1704^1.3— continued
REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION

VERIRCATION AND INSPECTION

CONTINUOUS

PERIODIC

REFERENCED
STANDARD^

CBC
REFERENCE

b. Reinforcing steel:

—

1) Verification of weldability of reinforcing steel
otlier than ASTM A 706.

—

AWS D1.4 ACI 318: Section 3.5.2

2) Reinforcing steel resisting flexural and axial
forces in intermediate and special moment
frames, and boundary elements of special
structural walls of concrete and shear

reinforcement.

—

3) Shear reinforcement.

X ,

—

4) Other reinforcing steel.

—

6. Inspection of steel frame joint details for compliance:

a. Details such as bracing and stiffening.

—

1704A.3.2

b. Member locations.

—

c. Apphcation of joint details at each connection.

—

For SI: 1 inch = 25.4 mm.

a. Where applicable, see also Section 1707A.1, Special inspection for seismic resistance.

1704A.3.3 High-strength bolts. Installation of high-
strength bolts shall be inspected in accordance with AISC
360.

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 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.

1704A .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 turn-of-nut method without
matchmarking shall be performed on a continuous basis.

1704A.3.4 Cold-formed steel trusses spanning 60 feet or
greater. Where a cold-formed steel truss clear span is 60
feet (18 288 mm) or greater, the special inspector shall ver-
ify that the temporary installation restraint/bracing and the
permanent individual truss member restraint/bracing are
installed in accordance with the approved truss submittal
package.

1704A.4 Concrete construction. The special inspections and
verifications for concrete construction shall be as required by
this section and Table 1704A.4.

Exceptions: [DSA-SS & DSA-SS/CC] Special inspections
shall not be required for:

1, 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(L03MPa).

2. Concrete patios, driveways and sidewalks, on grade.

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.

1704A.4,2 Batch plant inspection. Except as provided
under Section 1 704A.4,3, the quality and quantity of materi-
als used in transit-mixed concrete and in batched
aggregates shall be continuously inspected at the location

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where materials are measured by an approved special
inspector.

1704A,4,3 Waiver of continuous batch plant inspection.

Continuous batch plant inspection may be waived by the
registered design professional in responsible charge, sub-
ject to approval by the enforcement agency, under either of
the following conditions:

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

indicate that the plant has automatic batching and
recording capabilities,

2. For single-story light framed buildings and isolated
foundations supporting equipment only, where the
specified compressive strength f \ of the concrete
delivered to thejobsite is 3,500 psi (24.13 MP a) and
where thef\ used in design is not greater than 3,000
psi (20,68 MPa).

When continuous batch plant inspection is waived, the
following requirements shall apply and shall be described
in the construction documents:

1. Qualified technician of the testing laboratory shall
check the first batch at the start of the day.

TABLE 1704A4
REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION

VERIFICATION AND INSPECTION

CONTINUOUS

PERIODIC

REFERENCED
STANDARD^

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.

—

AWSD1.4

ACI 318: 3.5.2

—

3. Inspection of bolts to be installed in concrete
prior to and during placement of concrete where
allowable loads have been increased or where
strength design is used.

—

ACI 318:
8.1.3,21.2.8

1911A.5,
1912A,1

4. Inspection of anchors installed in hardened
concrete.

—

ACI 318:
3.8.6,8.1.3,21.2.8

1912A.1

5. Verifying use of requked design mix.

—

ACI 318: Ch. 4, 5.2-5.4

1904A.2.2, 1913A.2,
1913A.3

6. At the time fresh concrete is sampled to fabricate
specimens for strength tests, perform slump and
air content tests, and determine the temperamre
of the concrete.

—

ASTM C 172

ASTMC31

ACI 318: 5.6, 5.8

1913A.10

7. Inspection of concrete and shotcrete placement
for proper application techniques.

—

ACI 318: 5.9, 5.10

1913A.6, 1913A.7,
1913A.8

8. Inspection for maintenance of specified curing
temperature and techniques.

—

ACI 318: 5.11-5.13

1913A.9

9. 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

—

10. Erection of precast concrete members.

—

ACI 318: Ch. 16

—

11. 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

—

12. 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 1707A.1, Special inspection for seismic resistance.

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2. Licensed weighmaster to positively identify materials
as to quantity and certify to each load by a batch
ticket.

3. Batch tickets, including actual material quantities
and weights shall accompany the load and shall be
transmitted to the inspector of record by a truck
driver with load identified thereon. The load shall not
be placed without a batch ticket identifying the mix.
The inspector will keep a daily record of placements,
identifying each truck, its load, time of receipt and
approximate location of deposit in the structure and
will transmit a copy of the daily record to the enforce-
ment agency.

1704A.4.4 Inspection of prestressed concrete.

i. 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. The prestressed concrete plant fabrication inspector
shall check the materials, equipment, tensioning pro-
cedure and construction of the prestressed members
and prepare daily written reports. 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 required.

3. The inspector of prestressed members posttensioned
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, and prepare daily written
reports. The inspector shall make a verified report of
the prestressing operation identifying the members or
tendons by mark and including such pertinent data as
the initial cable slack, net elongation of tendons, jack-
ing force developed, and such other information as
may be required.

4. 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 posttensioning inspec-
tions the verified report shall be accompanied by cop-
ies 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

1704A,4,5 Concrete preplacement inspection. Concrete
shall not be placed until the forms and reinforcement have
been inspected, all preparations for the placement have

been completed, and the preparations have been checked by
the inspector of record.

1 704A,4, 6 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 comple-
tion of the structure and shall be open to the inspection of
the enforcement agency.

1704A.5 Masonry construction. Masonry construction shall
be inspected and verified in accordance with the requirements
of Sections 1704A.5.1 through 1704A.5.3, depending on the
occupancy category of the building or structure.

1704A.5.1 Glass unit masonry and masonry veneer in
Occupancy Category IV. The minimum special inspection
program for glass unit masonry or masonry veneer designed
by Chapter 21A or 14, or by Chapter 6 of TMS 402/ACI
530/ASCE 5, in structures classified as Occupancy Category
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 5, 6 or 7 of TMS 402/ACI 530/ASCE 5 in
structures classified as Occupancy Category I, in accor-
dance with Section 1604A.5, shall comply with Table
1704A.5.1.

1704A.5.3 Engineered masonry in Occupancy Category
//, /// or IV. The minimum special inspection program for
masonry designed by Section 2107A or 2108A or by chap-
ters other than Chapter 6 of TMS 402/ACI 530/ASCE 5 in
structures classified as Occupancy Category 11, III, or IV, in
accordance with Section 1604A.5, shall comply with Table
1704A.5.3.

1704A.6 Wood construction. Special inspections of the fabri-
cation process of prefabricated wood structural elements and
assemblies shall be in accordance with Section 1704A.2. Spe-
cial inspections of site-built assemblies shall be in accordance
with this section.

1704A.6.1 Higli-load diaphragms. High-load diaphragms
designed in accordance with Table 2306.2.1(2) shall be
installed with special inspections as indicated in Section
1704A. 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 approvedhmlding 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.

1704A.6.2 Metal-plate-connected wood trusses span-
ning 60 feet or greater. Where a truss clear span is 60 feet
(18 288 mm) or greater, the special inspector shall verify
that the temporary installation restraint/bracing and the per-
manent individual truss member restraint/bracing are
installed in accordance with the approved truss submittal
package.

<
<

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1704A,6.3 Wood structural elements and assemblies. Spe-
cial inspection of wood structural elements and assemblies
is required, as specified in this section, to ensure confor-
mance with approved drawings and specifications and
applicable standards.

The special inspector shall furnish a verified report to the
design professional in general responsible charge of con-
struction observation, the structural engineer and the
enforcement agency, in accordance with Title 24, Part 1 and
this chapter The verified report shall list all inspected mem-
bers or trusses, and shall indicate whether or not the
inspected members or trusses conform with applicable
standards and the approved drawings and specifications.
Any nonconforming items shall be indicated on the verified
report.

1704A.6.3,1 Structural glued-laminated timber. Manu-
facture of all structural glued-laminated timber shall be
continuously inspected by a qualified special inspector
approved by the enforcement agency.

The special inspector shall verify that proper quality
control procedures and tests have been employed for all
materials and the manufacturing process, and shall per-
form visual inspection of the finished product. Each
inspected member shall be stamped by the special
inspector with an identification mark.

Exception: Special inspection is not required for
noncustom members ofS^/g inch (130 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 with
ANSl/AITC A 190.1 Section 6.1.1 for noncustom
members.

1704A.6,3,2 Manufactured open web trusses. The man-
ufacture of open web trusses shall be continuously
inspected by a qualified special inspector approved by
the enforcement agency.

The special inspector shall verify that proper quality
control procedures and tests have been employed for all
materials and the manufacturing process, and shall per-
form visual inspection of the finished product. Each
inspected truss shall be stamped with an identification
mark by the special inspector

1704A.6.4 Timber connectors. The installation of all split
ring and shear plate timber connectors, and timber rivets
shall be continuously inspected by a qualified inspector
approved by the enforcement agency. The inspector shall
furnish the architect, structural engineer and the enforce-
ment agency with a report duly verified by him that the mate-
rials, 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 as
required by this section and Table 1704A.7. The approved
geotechnical report, and the construction documents prepared
by the registered design professionals shall be used to deter-
mine compliance. During fill placement, the special inspector
shall determine that proper materials and procedures are used

in accordance with the provisions of the approved geotechnical
report.

1704 AJ.l Soil fill. All fills used to support the foundations
of any building or structure shall be continuously inspected
by the geotechnical engineer or his or her qualified repre-
sentative. It shall be the responsibility of the geotechnical
engineer to verify that fills meet the requirements of the
specifications and to coordinate all fill inspection and test-
ing during the construction involving such fills.

The duties of the geotechnical engineer or his or her qual-
ified representative 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 fills; and the inspection or <
review of geotechnical drainage devices where required by
the soils investigation, buttress fills or other similar protec-
tive 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 construction docu-
ments were completed and that the tested materials were in
compliance with the construction documents.

1704A.8 Driven deep foundations. Special inspections shall
be performed during installation and testing of driven deep
foundation elements as required by Table 1704A.8. The
approved geotechnical report, and the construction documents
prepared by the registered design professionals, shall be used
to determine compliance.

1704A.8.1 Driven deep foundations observation. The

installation of driven deep foundations shall be continu-
ously observed by a qualified representative of the
geotechnical engineer responsible for that portion of the
project. <

The representative of the geotechnical engineer shall
make a report of the deep foundation -driving operation giv-
ing such pertinent data as the physical characteristics of the
deep foundation-driving equipment, identifying marks for
each deep foundation, the total depth of embedment for each
deep foundation; and when the allowable deep foundation
loads are determined by a dynamic load formula, the design
formula 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 Cast-in-piace deep foundations. Special inspec-
tions shall be performed during installation and testing of
cast-in-place deep foundation elements as required by Table
1704A.9. The approved gtoitohwicdX report, and the construc-
tion documents prepared by the registered design profession-
als, shall be used to determine compliance.

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TABLE 1704A.5.1
LEVEL 1 REQUIRED VERIFICATION AND INSPECTION OF MASONRY CONSTRUCTION

VERIFICATION AND INSPECTION

FREQUENCY OF INSPECTION

REFERENCE FOR CRITERIA

CONTINUOUS

PERIODIC

CBC SECTION

TMS 402/ACI
530/ASCE 5^

TMS 602/ACI
530.1/ASCE 6«

1 . Compliance with required inspection pro-
visions of the construction documents and
the approved submittals shall be verified.

— .

—

Art. 1.5

2. Verification of /^ and/^^ prior to con-
struction except where specifically
exempted by this code.

—

Art. 1.4B

3. Verification of slump flow and VSI as
delivered to the site for self-consolidating
grout.

—

Art. L5B.l.b.3

4, 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

5. During construction the inspection program shall verify:

a. Size and location of structural
elements.

—

Art. 3.3F

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),
1.16.1

—

c. Specified size, grade and type of
reinforcement, anchor bolts,
prestressing tendons and
anchorages.

—

Sec. 1.15

Art. 2.4, 3.4

d. Welding of reinforcing bars.

— .

—

Sec. 2.1.9.7.2,
3.3.3.4(b)

—

e. Preparation, construction and
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

(continued)

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TABLE 1704A.5.1— continued
LEVEL 1 REQUIRED VERIFICATION AND INSPECTION OF M>»SONRY CONSTRUCTION

VERIFICATION AND INSPECTION

FREQUENCY OF INSPECTION

REFERENCE FOR CRITERIA

CONTINUOUS

PERIODIC

CSC SECTION

TMS 402/ACI
530/ASCE 5"

TMS 602/ACI
530.1/ASCE 6=

6. 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

7. Grout placement shall be verified to
ensure compliance:

—

Art. 3.5

a. Grouting of prestressing bonded
tendons.

—

Art. 3.6C

8. Preparation of any required grout speci-
mens, mortar specimens and/or prisms
shall be observed.

—

Sec. 2105A.2.2,
2105A.3

—

Art. 1.4

For SI: °C = [(°F) - 32J/1.8.

a. The specific standards referenced are those listed in Chapter 35.

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TABLE 1704A5.3
LEVEL 2 REQUIRED VERIFICATION AND INSPECTION OF MASONRY CONSTRUCTION

VERIFiCATION AND INSPECTION

CONTINUOUS

PERIODIC

REFERENCE FOR CRITERIA

CHC SECTION

TMS 402/ACI
530/ASCE 5^

TMS 602/ACI
530.1/ASCE 6^

1. Compliance with required inspection provi-
sions of the construction documents and the
approved submittals.

—

Art. 1.5

2. Verification of /^ and/^^ prior to construc-
tion and for every 5,000 square feet during
construction.

—

Art. 1.4B

3. Verification of proportions of materials in
premixed or preblended mortar and grout as
delivered to the site.

—

Art. 1.5B

4. Verification of slump flow and VSI as deliv-
ered to the site for self-consohdating grout.

—

Art. l,5B.l.b.3

5. The following shall be verified to ensure comj

)liance:

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. 1.15

Art. 3.4, 3.6A

d. Grout space prior to grout.

—

Art. 3.2D

e. Placement of grout.

—

Art. 3.5

f . Placement of prestressing grout.

—

Art. 3.6C

g. Size and location of structural elements.

—

Art. 3.3F

h. 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),
1.16.1

—

i. Specified size, grade and type of
reinforcement, anchor bolts,
prestressing tendons and anchorages.

—

Sec. 1.15

Art. 2.4, 3.4

j. Welding of reinforcing bars.

—

Sec. 2.1.9.7.2,

3.3.3.4 (b)

—

k. Preparation, construction and 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

1. Application and measurement of
prestressing force.

—

Art. 3.6B

6. Preparation of any required grout specimens
and/or prisms shall be observed.

—

Sec. 2105A.2.2, 2105A.3

Art. 1.4

7. Post-Installed anchors

—

1615A.L14[DSA-SS&

OSHPD]
1615.1.12 [DSA'SS/CC]

—

For SI: °C = [(°F) - 32]/1.8, 1 square foot = 0.0929 ml

a. The specific standards referenced are those listed in Chapter 35.

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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 shallow foundations are adequate to
achieve the design bearing capacity.

—

2. Verify excavations are extended to proper depth and have
reached proper material.

—

3. Perform classification and testing of compacted fill
materials.

—

4. Verify use of proper materials, densities and lift thicknesses
during placement and compaction of compacted fill.

—

5. Prior to placement of compacted fill, observe subgrade and
verify that site has been prepared properly.

—

TABLE 1704A8
REQUIRED VERIFICATION AND INSPECTION OF DRIVEN DEEP FOUNDATION ELEMENTS

VERIFICATION AND INSPECTION TASK

CONTINUOUS DURING TASK LISTED

PERIODICALLY DURING TASK LISTED

1. Verify element materials, sizes and lengths comply with the
requirements.

—

2. Determine capacities of test elements and conduct additional
load tests, as required.

—

3. Observe driving operations and maintain complete and
accurate records for each element.

—

5. For steel elements, perform additional inspections in
accordance with Section 1704 A. 3.

—

6. For concrete elements and concrete-filled elements, perform
additional inspections in accordance with Section 1704A.4.

—

7. For specialty elements, perform additional inspections as
determined by the registered design professional in
responsible charge.

—

TABLE 1704A9
REQUIRED VERIFICATION AND INSPECTION OF CAST-IN-PLACE DEEP FOUNDATION ELEMENTS

VERIFICATION AND INSPECTION TASK

CONTINUOUS DURING TASK LISTED

PERIODICALLY DURING TASK LISTED

1 . Observe driUing operations and maintain complete and
accurate records for each element.

—

3. For concrete elements, perform additional inspections in
accordance with Section 1704A.4.

—

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1704A.10 Helical pile foundations. Special inspections shall
be performed continuously during installation of helical pile
foundations. The information recorded shall include installa-
tion equipment used, pile dimensions, tip elevations, final
depth, final installation torque and other pertinent installation
data as required by the registered design professional in
responsible charge. The approved geotechnical report and the
construction documents prepared by the registered design pro-
fessional shall be used to determine compliance.

1704A.11 Vertical masonry foundation elements. Special
inspection shall be performed in accordance with Section
1704A.5 for vertical masonry foundation elements.

1704A.12 Sprayed fire-resistant materials. Special inspec-
tions for sprayed fire-resistant materials applied to floor, roof
and wall assemblies and structural members shall be in accor-
dance with Sections 1704A.12.1 through 1704A.12.6. Special
inspections shall be based on the fire-resistance design as des-
ignated in the approved construction documents. The tests set
forth in this section shall be based on samplings from specific
floor, roof and wall assemblies and structural members. Spe-
cial inspections shall be performed after the rough installation
of electrical, automatic sprinkler, mechanical and plumbing
systems and suspension systems for ceilings, where applicable.

1704A.12.1 Physical and visual tests. The special inspec-
tions shall include the following tests and observations to
demonstrate compliance with the listing and the fire-resis-
tance rating:

1. Condition of substrates.

2. Thickness of application.

3. Density in pounds per cubic foot (kg/m^).

4. Bond strength adhesion/cohesion.

5. Condition of finished application.

1704A.12.2 Structural member surface conditions. The

1704A.12,3 Application. The substrate shall have a mini-
mum ambient temperature before and after apphcation as
specified in the written instructions of approved manufac-
turers. The area for application shall be ventilated during
and after application as required by the written instructions
of approved manufacturers.

1704A.12.4 Thickness. No more than 10 percent of the
thickness measurements of the sprayed fire-resistant mate-
rials applied to floor, roof and wall assemblies and structural
members shall be less than the thickness required by the
approved fire-resistance design, but in no case less than the
minimum allowable thickness required by Section
1704A.12.4.1.

1704A. 12.4.1 Minimum allowable thickness. For

design thicknesses 1 inch (25 mm) or greater, the mini-
mum allowable individual thickness shall be the design
thickness minus V4 inch (6.4 mm). For design thick-
nesses 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
1704A. 12.4.2 and 1704A. 12.4.3.

1704A. 12.4.2 Floor, roof and wall assemblies. The

thickness of the sprayed fire-resistant material applied to
floor, roof and wall assemblies shall be determined in
accordance with ASTM E 605, making not less than four
measurements for each 1,000 square feet (93 m^) of the
sprayed area in each story or portion thereof

1704A.12.4.2.1 Cellular decks. Thickness measure-
ments shall be selected from a square area, 12 inches
by 12 inches (305 mm by 305 mm) in size. A mini-
mum of four measurements shall be made, located
symmetrically within the square area.

1704A. 12.4.2.2 Fluted decks. Thickness measure-
ments shall be selected from a square area, 12 inches
by 12 inches (305 mm by 305 mm) in size. A mini-
mum of four measurements shall be made, located
symmetrically within the square area, including one
each of the following: valley, crest and sides. The
average of the measurements shall be reported.

1704A.12.4.3 Structural members. The thickness of
the sprayed fire-resistant material applied to structural
members shall be determined in accordance with ASTM
E 605. Thickness tesfing shall be performed on not less
than 25 percent of the structural members on each floor.

1704A. 12.4.3.1 Beams and girders. At beams and
girders thickness measurements shall be made at nine
locations around the beam or girder at each end of a
12-inch (305 mm) length.

1704A. 12.4.3.2 Joists and trusses. At joists and
trusses, thickness measurements shall be made at
seven locations around the joist or truss at each end of
a 12-inch (305 mm) length.

1704A.12.4.3.3 Wide-flanged columns. At wide-
flanged columns, thickness measurements shall be
made at 1 2 locations around the colunm at each end of
a 12-inch (305 mm) length.

1704A.12.4.3.4 Hollow structural section and pipe
columns. At hollow structural section and pipe col-
umns, thickness measurements shall be made at a
minimum of four locations around the column at each
end of a 12-inch (305 mm) length.

1704A.12,5 Density. The density of the sprayed fire-resis-
tant material shall not be less than the density specified in
the approved fire-resistance design. Density of the sprayed
fire-resistant material shall be determined in accordance
with ASTM E 605. The test samples for determining the
density of the sprayed fire-resistant materials shall be
selected as follows:

1 . From each floor, roof and wall assembly at the rate of
not less than one sample for every 2,500 square feet
(232 m^) or portion thereof of the sprayed area in each
story.

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1704A.12.6 Bond strength. The cohesive/adhesive bond
strength of the cured sprayed fire-resistant material applied
to floor, roof and wall assemblies and structural members
shall not be less than 150 pounds per square foot (psf) (7.18
kN/m^). The cohesive/adhesive bond strength shall be deter-
mined 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 1704.12,6.1
through 1704.12.6.3.

1704A.12.6.1 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 2,500 square feet
(232 m^) of the sprayed area in each story or portion
thereof.

1704A .12.6.2 Structural members. The test samples
for determining the cohesive/adhesive bond strength of
the sprayed fire-resistant materials shall be selected from
beams, girders, trusses, columns and other structural
members at the rate of not less than one sample for each
type of structural member for each 2,500 square feet
(232 m^) of floor area or portion thereof in each story.

1704A.12.6.3 Primer, paint and encapsulant bond
tests. Bond tests to quahfy a primer, paint or encapsulant
shall be conducted when the sprayed fire-resistant mate-
rial is applied to a primed, painted or encapsulated sur-
face for which acceptable bond-strength performance
between these coatings and the fire-resistant material has
not been determined. A bonding agent approved by the
SFRM manufacturer shall be applied to a primed,
painted or encapsulated surface where the bond strengths
are found to be less than required values.

1704A.13 Mastic and intumescent fire-resistant coatings.

1704A.14 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
applications installed over a water-resistive barrier
with a means of draining moisture to the exterior.

2. Special inspections shall not be required for EIFS
applications installed over masonry or concrete walls.

1704A.14.1 Water-resistive barrier coating. A water-
resistive barrier coating complying with ASTM E 2570
requires special inspection of the water-resistive barrier
coating when installed over a sheathing substrate.

1704A.15 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.

[F] 1704A.16 Special inspection for smoke control. Smoke
control systems shall be tested by a special inspector,

[F] 1704A.16.1 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.16.2 Qualifications. Special inspection agen-
cies for smoke control shall have expertise in fire protection
engineering, mechanical engineering and certification as air
balancers.

1704A,17 Shotcrete, All shotcrete work shall be continuously
inspected by an inspector specially approved for that purpose
by the enforcement agency. The special shotcrete inspector
shall check the materials, placing equipment, details of con-
struction and construction procedure. The inspector shall fur-
nish a verified report that of his or her 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 specifications.

1704AJ7J 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.

SECTION 17054
STATEMENT OF SPECIAL INSPECTIONS

1705A.1 General. Where special inspection or testing is
required by Section 1704A, 1707A or 1708A, the registered

2010 CALIFORNIA BUILDING CODE

165

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

design professional in responsible charge shall prepare a state-
ment of special inspections in accordance with Section 1705A
for submittal by the 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 cases covered in
Sections 1705A.3.1 through 1705A.3.5.

1705A.3.1 Seismic-force-resisting systems. The seismic-
force-resisting systems in structures assigned to Seismic
Design Category C, D, E or F, in accordance with Section
1613.

Exception: Requirements for the seismic-force-resist-
ing system are permitted to be excluded from the state-
ment of special inspections for steel systems in structures
assigned to Seismic Design Category C that are not spe-
cifically detailed for seismic resistance, with a response
modification coefficient, /?, of 3 or less, excluding canti-
lever column systems.

1705A.3.2 Designated seismic systems. Designated seis-
mic systems in structures assigned to Seismic Design Cate-
gory D, E or F.

1705A.3.3 Seismic Design Category C. The following
additional systems and components in structures assigned
to Seismic Design Category C:

1. Heating, ventilating and air-conditioning (HVAC)
ductwork containing hazardous materials and
anchorage of such ductwork.

2. Piping systems and mechanical units containing
flammable, combustible or highly toxic materials,

3. Anchorage of electrical equipment used for emer-
gency or standby power systems.

1705A.3.4 Seismic Design Category D. The following
additional systems and components in structures assigned
to Seismic Design Category D:

1. Systems required for Seismic Design Category C.

2. Exterior wall panels and their anchorage.

3. Suspended ceiling systems and their anchorage.

4. Access floors and their anchorage.

5. Steel storage racks and their anchorage, where the
importance factor is equal to 1.5 in accordance with
Section 15.5.3 of ASCE 7.

1705A.3.5 Seismic Design Category E or F. The following
additional systems and components in structures assigned
to Seismic Design Category E or F:

1, Systems required for Seismic Design Categories C
and D.

2. Electrical equipment.

1705A.3.6 Seismic requirements in the statement of special
inspections. When Sections 1705A.3 through 1705A.3.5 spec-
ify that seismic requirements be included, the statement of spe-
cial inspections shall identify the following:

1. The designated seismic systems and seismic-force-
resisting systems that are subject to special inspec-
tions in accordance with Sections 1705 A. 3 through
1705A.3.5.

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-second-
gust basic wind speed is 1 10 mph (49 m/s) or greater.

1705A.4.1 Wind requirements in the statement of special
inspections. When Section 1705 A. 4 specifies that wind
requirements be included, the statement of special inspec-
tions shall identify the main wind-force-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 wind-force-resisting systems, including
braced frames, moment frames and shear walls.

5 . Wind-force-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 com-
ponents that have a label indicating compliance with the
wind-load and impact-resistance requirements of this
code.

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SECTION 1706 A

SPECIAL INSPECTIONS FOR

WIND REQUIREMENTS

1706A.1 Special inspections for wind requirements. Special
inspections itemized in Sections 1706A.2 through 1706A.4,
unless exempted by the exceptions to Section 1704A.1, are
required for buildings and structures constructed in the follow-
ing areas:

1. In wind Exposure Category B, where the 3 -second-gust
basic wind speed is 120 miles per hour (52.8 m/sec) or
greater.

2. In wind Exposure Categories C or D, where the 3-sec-
ond-gust basic wind speed is 110 mph (49 m/sec) or
greater.

1706A,2 Structural wood. Continuous special inspection is
required during field gluing operations of elements of the main
windforce-resisting system. Periodic special inspection is
required for nailing, bolting, anchoring and other fastening of
components within the main windforce-resisting system,
including wood shear walls, wood diaphragms, drag struts,
braces and hold-downs.

1706A.3 Cold-formed steel light-frame construction. Peri-
odic special inspection is required during welding operations
of elements of die main windforce-resisting system. Periodic
special inspection is required for screw attachment, bolting,
anchoring and other fastening of components within the main
windforce-resisting system, including shear walls, braces, dia-
phragms, collectors (drag struts) and hold-downs.

Exception: Special inspection is not required for
cold-formed steel hght-frame shear walls, braces, dia-
phragms, collectors (drag struts) and hold-downs where
either of the following apply:

1. The sheathing is gypsum board or fiberboard.

1706A.4 Wind-resisting components. Periodic special
inspection is required for the following systems and compo-
nents:

1. Roof cladding.

2. Wall cladding.

SECTION 1707A

SPECIAL INSPECTIONS FOR

SEISMIC RESISTANCE

1707A.1 Special inspections for seismic resistance. Special
inspections itemized in Sections 1707A.2 through 1707A.9,
unless exempted by the exceptions of Section 1704A.1,
1705A.3, or 1705A.3.1, are required for the following:

1. The seismic-force-resisting systems in structures
assigned to Seismic Design Category C, D, E or F, as
determined in Section 1613.

2. Designated seismic systems in structures assigned to
Seismic Design Category D, E or F.

3. Architectural, mechanical and electrical components in
structures assigned to Seismic Design Category C, D, E
or F that are required in Sections 1707A.6 and 1707A.7.

1707/1.2 Structural steel. Special inspection for structural
steel shall be in accordance with the quality assurance plan
requirements of AISC 341.

Exceptions:

2. For ordinary moment frames, ultrasonic and mag-
netic particle testing of complete joint penetration
groove welds are only required for demand critical
welds.

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.

Exception: Special inspection is not required for wood
shearwalls, 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.)

1707A.4 Cold-formed steel light-frame construction. Peri-
odic special inspection 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 seis-
mic-force-resisting system, including shear walls, braces, dia-
phragms, collectors (drag struts) and hold-downs.

1707A.5 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.6 Architectural components. Periodic special inspec-
tion during the erection and fastening of exterior cladding, inte-
rior and exterior nonbearing walls and interior and exterior

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167

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

veneer in structures assigned to Seismic Design Category D, E
orF.

Exception: [DSA-SS & DSA-SS/CC] Special inspection is
not required for interior nonbearing walls weighing 15 psf
(73.5 N/m^) or less.

1707A.7 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;

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

1707A.8 Designated seismic system verifications. The spe-
cial inspector shall examine designated seismic systems requir-
ing seismic qualification in accordance with Section 1708A.4
and verify that the label, anchorage or mounting conforms to
the certificate of compliance,

1707 A,9 Seismic isolation and damping systems. Periodic
special inspection is required during the fabrication and instal-
lation of isolator units and damping devices. Continuous spe-
cial inspection is required for prototype and production testing
of isolator units and damping devices.

SECTION 17084

STRUCTURAL TESTING FOR

SEISMIC RESISTANCE

1708A.1 Testing and qualification for seismic resistance.

The testing and qualification specified in Sections 1708A.2
through 1708A.5, unless exempted from special inspections by
the exceptions of Section 1704A.1, 1705A.3 or 1705A.3.1 are
required as follows:

1. The seismic-force-resisting systems in structures
assigned to Seismic Design Category D, E or F, as deter-
mined in Section 161 3A shall meet the requirements of
Sections 1708A.2 and 1708A.3, as applicable.

2. Designated seismic systems in structures assigned to
Seismic Design Category D, E or F subject to the special

certification requirements of ASCE 7 Section 13.2.2 are
required to be tested in accordance with Section
1708A.4.

3. Architectural, mechanical and electrical components in
structures assigned to Seismic Design Category D, E or F
are required to be tested in accordance with Section
1708A.4 where the general design requirements of
ASCE 7 Section 13.2. 1, Item 2 for manufacturer's certif-
ication are satisfied by testing.

4. The seismic isolation system in seismically isolated
structures and damping devices shall meet the testing
requirements of Section 1708A.5.

1708A.2 Concrete reinforcement. Where reinforcement
complying with ASTM A 615 is used to resist earth-
quake-induced flexural and axial forces in special moment
frames, special structural walls and coupling beams connecting
special structural walls, in structures assigned to Seismic
Design Category B, C, D, E or F as determined in Section 1613,
the reinforcement shall comply with Section 21.1.5.2 of ACI
318. Certified mill test reports shall be provided for each ship-
ment of such reinforcement. Where reinforcement complying
with ASTM A 615 is to be welded, chemical tests shall be per-
formed to determine weldability in accordance with Section
3.5.2 of ACI 318.

1708A.3 Structural steel. Testing for structural steel shall be
in accordance with the quality assurance plan requirements of
AISC341.

Exception: For ordinary moment frames, ultrasonic and
magnetic particle testing of complete joint penetration
groove welds are only required for demand critical welds.

1708A.4 Seismic certification of nonstructural compo-
nents. The registered design professional shall state the appli-
cable seismic certification requirements for nonstructural
components and designated seismic systems on the construc-
tion documents.

1 . The manufacturer of each designated seismic system
components subject to the provisions of ASCE 7 Section
13.2.2 shall test or analyze the component and its mount-
ing system or anchorage and submit a certificate of com-
pliance for review and acceptance by the registered
design professional responsible for the design of the des-
ignated seismic system and for approval by the building
official. Certification shall be based on an actual test on a
shake table, by three-dimensional shock tests, by an ana-
lytical method using dynamic characteristics and forces,
by the use of experience data (i.e., historical data demon-
strating acceptable seismic performance) or by more rig-
orous analysis providing for equivalent safety.

[OSHPD 1 & 4] Active or energized components shall
be certified exclusively on the basis of approved shake
table testing in accordance with ASCE 7 Section 13.2.5
or experience data in accordance with ASCE 7 Section
13,2,6 unless it can be shown that the component is
inherently rugged by comparison with similar seismi-
cally certified components.

Unless specified otherwise in the test standard, a mini-
mum of two tests are required. Where a range of products

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are tested, the two tests can be on different size products
as required by design changes in the internal structures.

Exception: When a single product (and not a product
line with more than one product with variations) is
certified and manufacturing process is ISO 9001 cer-
tified, one dynamic test shall be permitted.

For a multicomponent system, where active or ener-
gized components are certified by tests or experience
data, connecting elements, attachments and supports
can be justified by supporting analysis.

Special seismic certification in accordance withASCE
7 Section 13.2.2 shall be required for the following sys-
tems, equipment, and components, unless specified oth-
erwise by the enforcement agency:

1. Emergency and standby power systems includ-
ing generators, turbines, fuel tanks and auto-
matic transfer switches

2. Elevator equipment (excluding elevator cabs)

3. Components with hazardous contents (excluding
pipes, ducts, and underground tanks)

4. Smoke control fans

5. Exhaust fans

6. Switchgear

7. Motor control centers

8. X-Ray machines in fluoroscopy rooms

9. CT (computerized tomography) Scanners

10. Air conditioning units

11. Air handling un its

12. Chillers

13. Cooling towers (excluding cooling towers
designed as nonbuilding structures)

14. Transformers

15. Electrical substations

16. UPS (Inverters) and associated batteries

17. Distribution panels including electrical panel
boards

18. Control panels including fire alarm, fire sup-
pression, preaction, and auxiliary or remote
power supplies

Exceptions:

1. Equipment and components installed in
nonconforming buildings, unless the equip-
ment or component provides a service/system
or utility to conforming buildings, or building is
designated as SPC 3 or higher.

2. Equipment and components weighing not more
than 20 lbs supported directly on structures
(and not mounted on other equipment or com-
ponents) with supports and attachments in
accordance with ASCE 7 Chapter 13 as modi-
fied by Section 161 5 A.

2. Manufacturer's certification of compliance for the gen- <
eral design requirements of ASCE 7 Section 13.2.1 shall
be based on analysis, testing or experience data.

1708A.5 Seismically isolated structures and structures with
damping devices. For required system tests, see Sections 17.8
and 18.9 oi ASCEl .

Prototype and production testing and associated acceptance
criteria for isolator units and damping devices shall be subject
to preapproval by the building official. Testing exemption for
similar units shall require approval by the building official

SECTION 17094
CONTRACTOR RESPONSIBILITY

1709A.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 acknowl-
edgement of awareness of the special requirements contained
in the statement of special inspection.

SECTION 17104
STRUCTURAL OBSERVATIONS

1710A.1 General. Where required by the provisions of Section
1710A.2 or 1710A.3, the owner shall employ a registered
design professional to perform structural observations as
defined in Section 1702A.

Prior to the commencement of observations, the structural
observer shall submit to the building official a written state-
ment identifying the frequency and extent of structural obser-
vations.

At the conclusion of the work included in the permit, the
structural observer shall submit to the building official a written
statement that the site visits have been made and identify any
reported deficiencies which, to the best of the structural
observer's knowledge, have not been resolved.

1710A.2 Structural observations for seismic resistance.

Observation of the construction shall be provided by the archi-
tect or engineer in responsible charge as set forth in Title 24,
Parti.

1710A.3 Structural observations for wind requirements.

Observation of the construction shall be provided by the archi-
tect or engineer in responsible charge as set forth in Title 24,
Part 1.

SECTION 17114
DESIGN STRENGTHS OF MATERIALS

1711A.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

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STRUCTURAL TESTS AND SPECIAL INSPECTIONS

engineering practice or the approved rules in the absence of
applicable standards.

171 lA .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

1712A.

SECTION 17124
ALTERNATIVE TEST PROCEDURE

1712A.1 General. In the absence of approved rules or other
approved standards, the building official shall make, or cause to
be made, the necessary tests and investigations; or the building
official shall accept duly authenticated reports from approved
agencies in respect to the quality and manner of use of new
materials or assemblies as provided for in Section 104. 1 1. The
cost of all tests and other investigations required under the pro-
visions of this code shall be borne by the applicant.

SECTION 17134
TEST SAFE LOAD

1713A.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 1715A. 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 17144
IN-SITU LOAD TESTS

1714A.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 1714A.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.

1714A.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.

1714A.3 In-situ load tests. In-situ load tests shall be con-
ducted in accordance with Section 1714A.3.1 or 1714A.3.2and
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.

1714A.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 1714A.3.2
shall apply.

17144.3.2 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 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 17154
PRECONSTRUCTION LOAD TESTS

1715A.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 Usted in
Chapter 35, the structural adequacy shall be predetermined
based on the load test criteria established in this section.

1715A.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 1715A.3 shall apply.

1715A.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

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are not a part of the seismic-force-resisting system, the test
shall be as specified in Section 17 15A.3 . 1 . Load tests shall sim-
ulate the applicable loading conditions specified in Chapter 16.

1715A.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 1715A.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 1715A.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

1715A.3.2.

2. The failure load divided by 2.5.

3. The maximum load applied divided by 2.5.

17 ISA .3.2 Deflection. The deflection of structural mem-
bers under the design load shall not exceed the limitations in
Section 1604.3.

1715A.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.

1715A.5 Exterior window and door assemblies. The design
pressure rating of exterior windows and doors in buildings
shall be determined in accordance with Section 1715A.5.1 or
1715A.5.2.

Exception: Structural wind load design pressures for win-
dow units smaller than the size tested in accordance with
Section 1715A.5.1 or 1715A.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
window unit having the highest allowable design pressure.

1715A.5.1 Exterior windows and doors. Exterior windows
and sliding doors shall be tested and labeled as conforming to
AAMAAVDMA/CSA101/I.S.2/A440. The label shall state
the name of the manufacturer, the approved labeling agency
and the product designation as specified in AAMA/
WDMA/CSA101/I.S.2/A440. Exterior side-hinged doors
shall be tested and labeled as conforming to AAMA/
WDMA/CSA101/I.S.2/A440 or comply with Section

1715A.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.

1715A.5.2 Exterior windows and door assemblies not
provided for in Section 1715A.5.1. Exterior window and
door assemblies shall be tested in accordance with ASTM E
330. Structural performance of garage doors shall be deter-
mined in accordance with either ASTM E 330 or
ANSI/DASMA 108, and shall meet the acceptance criteria
of ANSI/DASMA 108. Exterior window and door assem-
blies 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 sec-
onds at a load equal to 1.5 times the design pressure.

1715A.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 17164
MATERIAL AND TEST STANDARDS

1716A.1 Test standards for joist hangers and connectors.

1716A.1.1 Test standards for joist hangers. The vertical
load-bearing capacity, torsional moment capacity and
deflection characteristics of joist hangers shall be deter-
mined in accordance with ASTM D 1761 using lumber hav-
ing a specific gravity of 0.49 or greater, but not greater than
0.55, as determined in accordance with AF&PA NDS for
the joist and headers.

Exception: The joist length shall not be required to
exceed 24 inches (610 mm).

1716A.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:

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 Vg inch (3.2 mm).

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5. The allowable design load for the wood members
forming the connection.

1716A.1.3 Torsional moment capacity for joist hangers.

1716A.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 1716A.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
1716A.1.2. Allowable design values determined by Item 1,
2 or 3 in Section 1716A.1.2 shall not be modified by dura-
tion of loading factors.

1716A.2 Concrete and clay roof tiles.

1716A.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.

1716A.2.2 Wind tunnel testing. When roof tiles do not sat-
isfy the limitations in Chapter 16 for rigid tile, a wind tunnel
test shall be used to determine the wind characteristics of the
concrete or clay tile roof covering in accordance with
SBCCI SSTD 11 and Chapter 15.

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CALIFORNIA BUILDING CODE-MATRIX ADOPTION TABLE
CHAPTER 18 - SOILS AND FOUNDATIONS

Adopting agency

BSC

SFM

HOD

DSA

OSHPD

CSA

DPH

AGR

DWR

CEC

SLC

1-AC

ss/cc

Adopt entire cliapter

Adopt entire chapter as
amended (amended sections
listed below)

Adopt only those sections that
are listed below

Chapter/Section

1801.2

1803.1.1 -1803.1.1.3

1803.2

1803.6

1803.7

1810.3.1.5.1

1810.3.10.4.1

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174 2010 CALIFORNIA BUILDING CODE

CHAPTER 18

SOILS AND FOUNDATIONS

This chapter has been revised in its entirety; there will be no marginal markings.

SECTION 1801
GENERAL

1801.1 Scope. The provisions of this chapter shall apply to
building and foundation systems.

1801.2 Design basis. Allowable bearing pressures, allowable
stresses and design formulas provided in this chapter shall be
used with the allowable stress design load combinations speci-
fied in Section 1605.3. The quality and design of materials used
structurally in excavations and foundations shall comply with
the requirements specified in Chapters 16, 19, 21, 22 and 23 of
this code. Excavations and fills shall also comply with Chapter
33.

[HCD 1] For limited-density owner-built rural dwellings,
pier foundations, stone masonry footings and foundations,
pressure-treated lumber, poles or equivalent foundation mate-
rials or designs may be used, provided that the bearing is suffi-
cient for the purpose intended.

SECTION 1802
DEFINITIONS

1802.1 Definitions. The following words and terms shall, for
the purposes of this chapter, have the meanings shown herein.

DEEP FOUNDATION. A deep foundation is a foundation
element that does not satisfy the definition of a shallow founda-
tion.

DRILLED SHAFT. A drilled shaft is a cast-in-place deep
foundation element constructed by drilling a hole (with or
without permanent casing) into soil or rock and filling it with
fluid concrete.

Socketed drilled shaft. A socketed drilled shaft is a drilled
shaft with a permanent pipe or tube casing that extends
down to bedrock and an uncased socket drilled into the bed-
rock.

HELICAL PILE. Manufactured steel deep foundation ele-
ment consisting of a central shaft and one or more helical bear-
ing plates. A helical pile is installed by rotating it into the
ground. Each helical bearing plate is formed into a screw thread
with a uniform defined pitch.

MICROPILE. A micropile is a bored, grouted-in-place deep
foundation element that develops its load-carrying capacity by
means of a bond zone in soil, bedrock or a combination of soil
and bedrock.

SHALLOW FOUNDATION. A shallow foundation is an
individual or strip footing, a mat foundation, a slab-on-grade
foundation or a similar foundation element.

SECTION 1803
GEOTECHNICAL INVESTIGATIONS

1803.1 General. Geotechnical investigations shall be con-
ducted in accordance with Section 1803.2 and reported in
accordance with Section 1803.6. Where required by the build-
ing official or where geotechnical investigations involve in-situ
testing, laboratory testing or engineering calculations, such
investigations shall be conducted by a registered design profes-
sional,

1803,1,1 General and where required for applications
listed in Section 1.8.2,1,1 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
17955 as summarized below.

1803.1.1.1 Preliminary soil report. 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,

1803.1.1.2 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 be prepared by 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.

1803.1.1.3 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

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175

SOILS AND FOUNDATIONS

action be incorporated in the construction of each dwell-
ing. Appeal from such determination shall be to the local
appeals board.

1803.2 Investigations required. Geotechnical investigations
shall be conducted in accordance with Sections 1 803.3 through
1803.5.

Exception: The building official shall be permitted to waive
the requirement for a geotechnical investigation where sat-
isfactory data from adjacent areas is available that demon-
strates an investigation is not necessary for any of the
conditions in Sections 1803.5.1 through 1803.5.6 and Sec-
tions 1803.5.10 and 1803.5.11.

[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^) or
less in floor area, not located within Earthquake Fault
Zones or Seismic Hazard Zones as shown in the most
recently published nmps from the California Geological
Survey (CGS). Allowable foundation and lateral soil
pressure values may be determined from Table 1804.2.

1803.3 Basis of investigation. Soil classification shall be
based on observation and any necessary tests of the materials
disclosed by borings, test pits or other subsurface exploration
made in appropriate locations. Additional studies shall be
made as necessary to evaluate slope stability, soil strength,
position and adequacy of load-bearing soils, the effect of mois-
ture variation on soil-bearing capacity, compressibility, lique-
faction and expansiveness.

1803.3.1 Scope of investigation. The scope of the
geotechnical investigation including the number and types
of borings or soundings, the equipment used to drill or sam-
ple, the in- situ testing equipment and the laboratory testing
program shall be determined by a registered design profes-
sional.

1803.4 Qualified representative. The investigation procedure
and apparatus shall be in accordance with generally accepted
engineering practice. The registered design professional shall
have a fully qualified representative on site during all boring or
sampling operations.

1803.5 Investigated conditions. Geotechnical investigations
shall be conducted as indicated in Sections 1803.5.1 through
1803.5.12.

1803.5.1 Classification. Soil materials shall be classified in
accordance with ASTM D 2487.

1803.5.2 Questionable soil. Where the classification,
strength or compressibility of the soil is in doubt or where a
load-bearing value superior to that specified in this code is
claimed, the building official shall be permitted to require
that a geotechnical investigation be conducted.

1803.5.3 Expansive soil. In areas likely to have expansive
soil, the building official shall require soil tests to determine
where such soils do exist.

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 pre-
scribed in Item 4 is conducted:

1. Plasticity index (PI) of 15 or greater, determined in
accordance with ASTM D 43 1 8.

2. More than 10 percent of the soil particles pass a No.
200 sieve (75 |im), determined in accordance with
ASTM D 422.

3. More than 10 percent of the soil particles are less than
5 micrometers in size, determined in accordance with
ASTM D 422.

4. Expansion index greater than 20, determined in
accordance with ASTM D 4829.

1803.5.4 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 to determine
the location of the ground-water table shall not be
required where waterproofing is provided in accordance
with Section 1805.

1803.5.5 Deep foundations. Where deep foundations will
be used, a geotechnical investigation shall be conducted and
shall include all of the following, unless sufficient data upon
which to base the design and installation is otherwise avail-
able:

1. Recommended deep foundation types and installed
capacities.

2. Recommended center-to-center spacing of deep
foundation elements.

3. Driving criteria.

4. Installation procedures.

5. Field inspection and reporting procedures (to include
procedures for verification of the installed bearing
capacity where required).

6. Load test requirements.

7. Suitability of deep foundation materials for the
intended environment.

8. Designation of bearing stratum or strata.

9. Reductions for group action, where necessary.

1803.5.6 Rock strata. Where subsurface explorations at the
project site indicate variations or doubtful 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.

1803.5.7 Excavation near foundations. Where excavation
will remove lateral support from any foundation, an investi-

176

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gation shall be conducted to assess the potential conse-
quences and address mitigation measures.

1803.5.8 Compacted fill material. Where shallow founda-
tions will bear on compacted fill material more than 12
inches (305 mm) in depth, a geotechnical investigation shall
be conducted and shall include all of the following:

1 . Specifications for the preparation of the site prior to
placement of compacted fill material.

2. Specifications for material to be used as compacted
fill.

3. Test methods to be used to determine the maximum
dry density and optimum moisture content of the
material to be used as compacted fill,

4. Maximum allowable thickness of each lift of com-
pacted fill material.

5. Field test method for determining the in-place dry
density of the compacted fill.

6. Minimum acceptable in-place dry density expressed
as a percentage of the maximum dry density deter-
mined in accordance with Item 3.

7. Number and frequency of field tests required to deter-
mine compliance with Item 6.

1803.5.9 Controlled low-strength material (CLSM).

Where shallow foundations will bear on controlled low-
strength material (CLSM), a geotechnical investigation
shall be conducted and shall include all of the following:

1 . Specifications for the preparation of the site prior to
placement of the CLSM.

2. Specifications for the CLSM.

3. Laboratory or field test method(s) to be used to 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.

1803.5.10 Alternate setback and clearance. Where set-
backs or clearances other than those required in Section
1 808.7 are desired, the building official shall be permitted to
require a geotechnical investigation by a registered design
professional to demonstrate that the intent of Section 1 808.7
would be satisfied. Such an investigation shall include con-
sideration of material, height of slope, slope gradient, load
intensity and erosion characteristics of slope material.

1803.5.11 Seismic Design Categories C through E For

structures assigned to Seismic Design Category C, D, E or F
in accordance with Section 1613, a geotechnical investiga-
tion shall be conducted, and shall include an evaluation of
all of the following potential geologic and seismic hazards:

1. Slope instability.

2. Liquefaction.

3. Differential settlement.

4. Surface displacement due to faulting or lateral
spreading.

1803.5.12 Seismic Design Categories D through F. For

structures assigned to Seismic Design Category D, E or F in
accordance with Section 1613, the geotechnical investiga-
tion required by Section 1803.5.11, shall also include:

1 . The determination of lateral pressures on foundation
walls and retaining walls due to earthquake motions.

2. The potential for liquefaction and soil strength loss
evaluated for site peak ground accelerations, magni-
tudes and source characteristics consistent with the
design earthquake ground motions. Peak ground
acceleration shall be permitted to be determined
based on a site-specific study taking into account soil
amplification effects, as specified in Chapter 21 of
ASCE 7, or, in the absence of such a study, peak
ground accelerations shall be assumed equal to
5^5/2.5, where Sj^s is determined in accordance with
Section 1613.5,4.

3 . An assessment of potential consequences of liquefac-
tion and soil strength loss, including estimation of dif-
ferential settlement, lateral movement, lateral loads
on foundations, reduction in foundation soil-bearing
capacity, increases in lateral pressures on retaining
walls and flotation of buried structures.

4. Discussion of mitigation measures such as, but not
limited to, ground stabilization, selection of appropri-
ate foundation type and depths, selection of appropri-
ate structural systems to accommodate anticipated
displacements and forces, or any combination of
these measures and how they shall be considered in
the design of the structure.

1803.6 Reporting. Where geotechnical investigations are
required, a written report of the investigations shall be submit-
ted to the building official by the owner or authorized agent at
the time of permit application. This geotechnical report shall
include, but need not be limited to, the following information:

1 . A plot showing the location of the soil investigations.

2. A complete record of the soil boring and penetration
test logs and soil samples.

3. A record of the soil profile.

4. Elevation of the water table, if encountered.

5. Recommendations for foundation type and design cri-
teria, including but not limited to: bearing capacity of
natural or compacted soil; provisions to mitigate the
effects of expansive soils; mitigation of the effects of
liquefaction, differential settlement and varying soil
strength; and the effects of adjacent loads.

6. Expected total and differential settlement.

7. Deep foundation information in accordance with Sec-
tion 1803.5.5.

8 . Special design and construction provisions for founda-
tions of structures founded on expansive soils, as nec-
essary.

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177

SOILS AND FOUNDATIONS

9. Compacted fill material properties and testing in accor-
dance with Section 1803.5.8.

1 0. Controlled low-strength material properties and testing
in accordance with Section 1803.5.9.

11. [OSHPD 2] The report shall consider the ejfects of
>l I seismic hazard in accordance with Section 1803.7,

1803.7 Engineering geologic reports, [OSHPD 2]

1803.7.1 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 and 4,000 square feet (371 m^) 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, associ-

I I ated structural or voluntary structural alterations

and incidental structural additions or alterations,
and structural repairs for other than earthquake
damage (See Section 3402 A. 1 for definitions 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.

1803.7.2 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 117, 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.

In addition to requirements in Sections 1803.5.11 and
1803.5.12, 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 Section
1613andASCE7.

SECTION 1804
EXCAVATION, GRADING AND FILL

1504.1 Excavation near foundations. Excavation for any pur-
pose shall not remove lateral support from any foundation
without first underpinning or protecting the foundation against
settlement or lateral translation.

1804.2 Placement of backfilL The excavation outside the
foundation shall be backfilled with soil that is free of organic
material, construction debris, cobbles and boulders or with a
controlled low-strength material (CLSM). The backfill shall be
placed in lifts and compacted in a manner that does not damage
the foundation or the waterproofing or dampproofing material.

Exception: CLSM need not be compacted.

1804.3 Site grading. The ground immediately adjacent to the
foundation shall be sloped away from the building at a slope of
not less than one unit vertical in 20 units horizontal (5 -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 shall
be permitted to be reduced to not less than one unit vertical
in 48 units horizontal (2-percent slope).

The procedure used to establish the final ground level adja-
cent to the foundation shall account for additional settlement of
the backfill.

1804.4 Grading and fill in flood hazard areas. In flood haz-
ard areas established in Section 1612.3, grading and/or fill
shall not be approved:

1 . Unless such fill is placed, compacted and sloped to 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
action, unless such fill is conducted and/or placed to
avoid diversion of water and waves toward any building
or structure.

4. Where design flood elevations are specified but
floodways have not been designated, unless it has been
demonstrated that the cumulative effect of the proposed

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SOILS AND FOUNDATIONS

flood hazard area encroachment, when combined with
all other existing and anticipated flood hazard area
encroachment, will not increase the design flood eleva-
tion more than 1 foot (305 mm) at any point.

1804.5 Compacted fill material. Where shallow foundations
will bear on compacted fill material, the compacted fill shall
comply with the provisions of an approved geotechnical report,
as set forth in Section 1803.

Exception: Compacted fill material 12 inches (305 mm) in
depth or less need not comply with an approved report, pro-
vided the in-place dry density is not less than 90 percent of
the maximum dry density at optimum moisture content
determined in accordance with ASTM D 1557. The com-
paction shall be verified by special inspection in accordance
with Section 1704.7.

1804.6 Controlled low-strength material (CLSM). Where
shallow foundations will bear on controlled low-strength mate-
rial (CLSM), the CLSM shall comply with the provisions of an
approved geotechnical report, as set forth in Section 1803.

SECTION 1805
DAMPPROOFING AND WATERPROOFING

1805.1 General. Walls or portions thereof that retain earth and
enclose interior spaces and floors below grade shall be water-
proofed and dampproofed in accordance with this section, with
the exception of those spaces containing groups other than resi-
dential and institutional where such omission is not detrimental
to the building or occupancy.

Ventilation for crawl spaces shall comply with Section
1203.4.

1805.1.1 Story above grade plane. Where a basement is
considered a story above grade plane and the finished
ground level adjacent to the basement wall is below the
basement floor elevation for 25 percent or more of the per-
imeter, the floor and walls shall be dampproofed in accor-
dance with Section 1805.2 and a foundation drain shall be
installed in accordance with Section 1805.4,2. The founda-
tion drain shall be installed around the portion of the perim-
eter where the basement floor is below ground level. The
provisions of Sections 1803.5.4, 1805.3 and 1805.4.1 shall
not apply in this case.

1805.1.2 Under-floor space. The finished ground level of
an under-floor space such as a crawl space shall not be
located below the bottom of the footings. Where there is evi-
dence that the ground-water table rises to within 6 inches
(1 52 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 1803.5.4, 1805.2, 1805.3 and 1805.4 shall not
apply in this case.

1805.1.2.1 Flood hazard areas. For buildings and struc-
tures in flood hazard areas as established in Section
1612.3, the finished ground level of an under-floor space

such as a crawl space shall be equal to or higher than the
outside finished ground level on at least one side.

Exception: Under-floor spaces of Group R-3 build-
ings ±at meet the requirements of FEMA/FIA-TB-1 1 .

1805.1.3 Ground- water control. Where the ground- water
table is lowered and maintained at an elevation not less than
6 inches (152 mm) below the bottom of the lowest floor, the
floor and walls shall be dampproofed in accordance with
Section 1805.2. 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.

1805.2 Dampproofing. Where hydrostatic pressure will not
occur as determined by Section 1803.5.4, floors and walls for
other than wood foundation systems shall be dampproofed in
accordance with this section. Wood foundation systems shall
be constructed in accordance with AF&PA PWF.

1805.2.1 Floors. Dampproofing materials for floors shall
be installed between the floor and the base course required
by Section 1805.4.1, except where a separate floor is pro-
vided above a concrete slab.

Where installed beneath the slab, dampproofing shall
consist of not less than 6-mil (0.006 inch; 0.152 mm) poly-
ethylene with joints lapped not less than 6 inches (152 mm),
or other approved methods or materials. Where 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.

1805.2.2 Walls. Dampproofing materials for walls shall be
installed on the exterior surface of the wall, and shall extend
from the top of the footing to above ground level.

Dampproofing shall consist of a bituminous material, 3
pounds per square yard (16 N/m^) of acrylic modified
cement, Vg inch (3.2 mm) coat of surface-bonding mortar
complying with ASTM C 887, any of the materials permit-
ted for waterproofing by Section 1805.3.2 or other
approved methods or materials.

1805.2.2.1 Surface preparation of walls. Prior to 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 Vg 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.

1805.3 Waterproofing. Where the ground- water investigation
required by Section 1803.5.4 indicates that a hydrostatic pres-
sure condition exists, and the design does not include a

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179

SOILS AND FOUNDATIONS

ground- water control system as described in Section 1 805. 1 .3,
walls and floors shall be waterproofed in accordance with this
section.

1805.3.1 Floors. Floors required to be waterproofed shall
be of concrete and designed and constructed to withstand
the hydrostatic pressures to which the floors will be sub-
jected.

Waterproofing shall be accomplished by placing a mem-
brane of rubberized asphalt, butyl rubber, ftilly adhered/fully
bonded HDPE or polyolefin composite membrane or not less
than 6-mil [0.006 inch (0.152 mm)] polyvinyl chloride with
joints lapped not less than 6 inches (152 mm) or other
approved materials under the slab. Joints in the membrane
shall be lapped and sealed in accordance with the manufac-
turer's installation instructions.

1805.3.2 Walls. Walls required to be waterproofed shall be
of concrete or masonry and shall be designed and con-
structed to withstand the hydrostatic pressures and other 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
1805.2.2. Waterproofing shall consist of two-ply
hot-mopped felts, not less than 6-mil (0.006 inch; 0.152
mm) polyvinyl chloride, 40-mil (0.040 inch; 1.02 mm)
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.

1805.3.2.1 Surface preparation of walls. Prior to the
application of waterproofing materials on concrete or
masonry walls, the walls shall be prepared in accordance
with Section 1805.2.2.1.

1805.3.3 Joints and penetrations. Joints in walls and
floors, joints between the wall and floor and penetrations of
the wall and floor shall be made water-tight utilizing
approved methods and materials.

1805.4 Subsoil drainage system. Where a hydrostatic pres-
sure condition does not exist, dampproofing shall be provided
and a base shall be installed under the floor and a drain installed
around the foundation perimeter, A subsoil drainage system
designed and constructed in accordance with Section 1805. 1 .3
shall be deemed adequate for lowering the ground- water table.

1805.4.1 Floor base course. Floors of basements, except as
provided for in Section 1 805 .1.1, shall be placed over a floor
base course not less than 4 inches ( 1 02 mm) in thickness that
consists of gravel or crushed stone containing not more than
lOpercentof material that passes throughaNo. 4(4.75 mm)
sieve.

Exception: Where a site is located in well-drained gravel
or sand/gravel mixture soils, a floor base course is not
required.

1805.4.2 Foundation drain. A drain shall be placed around
the perimeter of a foundation that consists of gravel or

crushed stone containing not more than 10-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
1805.4.1, and shall be covered with not less than 6 inches
(152 mm) of the same material.

1805.4.3 Drainage discharge. The floor base and founda-
tion perimeter drain shall discharge by gravity or 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 1806
PRESUMPTIVE LOAD-BEARING VALUES OF SOILS

1806.1 Load combinations. The presumptive load-bearing
values provided in Table 1806.2 shall be used with the allow-
able stress design load combinations specified in Section
1605.3. The values of vertical foundation pressure and lateral
bearing pressure given in Table 1806.2 shall be permitted to be
increased by one-third where used with the alternative basic
load combinations of Section 1605.3.2 that include wind or
earthquake loads.

1806.2 Presumptive load-bearing values. The load-bearing
values used in design for supporting soils near the surface shall
not exceed the values specified in Table 1806.2 unless data to
substantiate the use of higher values are submitted and
approved. Where the building official has reason to doubt the
classification, strength or compressibility of the soil, the
requirements of Section 1803.5.2 shall be satisfied.

Presumptive load-bearing values shall apply to materials
with similar physical characteristics and dispositions. Mud,
organic silt, organic clays, peat or unprepared fill shall not be
assumed to have a presumptive load-bearing capacity unless
data to substantiate the use of such a value are submitted.

Exception: A presumptive load-bearing capacity shall be
permitted to be used where the building official deems the
load-bearing capacity of mud, organic silt or unprepared fill
is adequate for the support of lightweight or temporary
structures.

1806.3 Lateral load resistance. Where the presumptive val-
ues of Table 1806.2 are used to determine resistance to lateral
loads, the calculations shall be in accordance with Sections
1806.3.1 through 1806.3.4.

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1806.3.1 Combined resistance. The total resistance to lat-
eral loads shall be permitted to be determined by combining
the values derived from the lateral bearing pressure and the
lateral sliding resistance specified in Table 1806.2.

1806.3.2 Lateral sliding resistance limit. For clay, sandy
clay, silty clay, clayey silt, silt and sandy silt, in no case shall
the lateral sliding resistance exceed one-half the dead load.

1806.3.3 Increase for depth. The lateral bearing pressures
specified in Table 1806.2 shall be permitted to be increased
by the tabular value for each additional foot (305 mm) of
depth to a maximum of 15 times the tabular value.

1806.3.4 Increase for poles. Isolated poles for uses such as
flagpoles or signs and poles used to support buildings that
are not adversely affected by a V2 inch (12.7 mm) motion at
the ground surface due to short-term lateral loads shall be
permitted to be designed using lateral bearing pressures
equal to two times the tabular values.

SECTION 1807

FOUNDATION WALLS, RETAINING WALLS AND

EMBEDDED POSTS AND POLES

1807.1 Foundation walls. Foundation walls shall be designed
and constructed in accordance with Sections 1807.1.1 through
1807.1.6. Foundation walls shall be supported by foundations
designed in accordance with Section 1808.

1807.1.1 Design lateral soil loads. Foundation walls shall
be designed for the lateral soil loads set forth in Section
1610.

1807.1.2 Unbalanced backfill height. Unbalanced 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 foundation wall or the interior finish
ground level. Where an interior concrete slab on grade is

provided and is in contact with the interior surface of the
foundation wall, the unbalanced backfill height shall be per-
mitted to be measured from the exterior finish ground level
to the top of the interior concrete slab.

1807.1.3 Rubble stone foundation walls. Foundafion
walls of rough or random rubble stone shall not be less than
1 6 inches (406 mm) thick. Rubble stone shall not be used for
foundation walls of structures assigned to Seismic Design
Category C, D, E or F.

1807.1.4 Permanent wood foundation systems. Permanent
wood foundation systems shall be designed and installed in
accordance with AF&PA PWF. Lumber and plywood shall
be treated in accordance with AWPA Ul (Commodity Speci-
fication A, Use Category 4B and Section 5.2) and shall be
identified in accordance with Section 2303.1.8.1.

1807.1.5 Concrete and masonry foundation walls. Con-
crete and masonry foundation walls shall be designed in
accordance with Chapter 19 or 21, as applicable.

Exception: Concrete and masonry foundation walls shall
be permitted to be designed and constructed in accordance
with Section 1807.1.6.

1807.1.6 Prescriptive design of concrete and masonry
foundation walls. Concrete and masonry foundation walls
that are laterally supported at the top and bottom shall be
permitted to be designed and constructed in accordance
with this section,

1807.1.6.1 Foundation wall thickness. The thickness
of prescriptively designed foundation walls shall not be
less than the thickness of the wall supported, except that
foundation walls of at least 8-inch (203 mm) nominal
width shall be permitted to support brick- veneered frame
walls and 10-inch- wide (254 mm) cavity walls provided
the requirements of Section 1807.1.6.2 or 1807.1.6.3 are
met.

TABLE 1806.2
PRESUMPTIVE LOAD-BEARING VALUES

CLASS OF MATERIALS

VERTICAL FOUNDATION
PRESSURE (psf)

LATERAL BEARING

PRESSURE

(psf/ft below natural grade)

LATERAL SLIDING RESISTANCE

Coefficient of friction^

Cohesion (psf)**

1 . Crystalline bedrock

12,000

1,200

0.70

—

2. Sedimentary and foliated rock

4,000

400

0.35

—

3. Sandy gravel and/or gravel (GW and
GP)

3,000

200

0,35

4. Sand, silty sand, clayey sand, silty
gravel and clayey gravel (SW, SP,
SM, SC, GM and GC)

2,000

150

0.25

—

5. Clay, sandy clay, silty clay, clayey
silt, silt and sandy silt (CL, ML, MH
and CH)

1,500

100

130

For SI: 1 pound per square foot = 0.0479 kPa, 1 pound per square foot per foot = 0.157 kPa/m.

a. Coefficient to be multiplied by the dead load.

b. Cohesion value to be multiplied by the contact area, as limited by Section 1806.3.2.

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181

SOILS AND FOUNDATIONS

1807.1.6.2 Concrete foundation walls. Concrete foun-
dation walls shall comply with the following:

1. The thickness shall comply with the requirements
of Table 1807.1.6.2.

The size and spacing of vertical reinforcement
shown in Table 1807.1.6.2 is based on the use of
reinforcement with a minimum yield strength of
60,000 pounds per square inch (psi) (414 MPa).
Vertical reinforcement with a minimum yield
strength of 40,000 psi (276 MPa) or 50,000 psi
(345 MPa) shall be permitted, provided the same
size bar is used and the spacing shown in the table
is reduced by multiplying the spacing by 0.67 or
0.83, respectively.

3. Vertical reinforcement, when required, shall be
placed nearest the inside face of the wall a dis-
tance, d, from the outside face (soil face) of the
wall. The distance, d, is equal to the wall thickness,
f, minus 1.25 inches (32 nam) plus one-half the bar
diameter, J^, [ J = f - ( 1 .25 -i- J^, / 2) ] . The reinforce-
ment shall be placed within a tolerance of ± % inch
(9.5 mm) where d is less than or equal to 8 inches
(203 mm) or ± Vj inch ( 1 2.7 mm) where d is greater
than 8 inches (203 mm).

4. In lieu of the reinforcement shown in Table
1807.1.6.2, smaller reinforcing bar sizes with
closer spacings that provide an equivalent
cross-sectional area of reinforcement per unit
length shall be permitted.

TABLE 1807.1.6.2
CONCRETE FOUNDATION WALLS" '

MAXIMUM

MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)

Design lateral soil load° (psf per foot of depth)

30^

45^

WALL
HEIGHT

UNBALANCED
BACKFILL

Minimum wall thickness (inches)

(feet)

HEIGHr (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

#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 47

#6 at 45

#6 at 41

#4 at 48

#7 at 37

#7 at 48

#4 at 48

#6 at 22

#7 at 37

#7 at 47

10^

#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 per foot = 0.157kPa/m.

a. For design lateral soil loads, see Section 1610.

b. Provisions for this table are based on design and construction requirements specified in Section 1807.1.6.2.

c. "PC" means plain concrete.

d. Where unbalanced backfill height exceeds 8 feet and design lateral soil loads from Table 16 10. 1 are used, the requirements for 30 and 45 psf per foot of depth are
not applicable (see Section 1610).

e. For height of unbalanced backfill, see Section 1807.1.2.

182

2010 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATBONS

5. Concrete cover for reinforcement measured from
the inside face of the wall shall not be less than V4
inch (19.1 mm). Concrete cover for reinforcement
measured from the outside face of the wall shall
not be less than 1 V2 inches (38 mm) for No. 5 bars
and smaller, and not less than 2 inches (5 1 nmi) for
larger bars.

6. Concrete shall have a specified compressive
strength,/^, of not less than 2,500 psi (17.2 MPa).

7. The unfactored axial load per linear foot of wall
shall not exceed 1.2 tf\ where t is the specified
wall thickness in inches.

1807.1.6.2.1 Seismic requirements. Based on the
seismic design category assigned to the structure in
accordance with Section 1613, concrete foundation
walls designed using Table 1807.1.6.2 shall be sub-
ject to the following limitations:

1. Seismic Design Categories A and B. No addi-
tional seismic requirements, except provide
reinforcement around openings in accordance
with Section 1909.6.3.

2. Seismic Design Categories C, D, E and F.
Tables shall not be used except as allowed for
plain concrete members in Section 1908.1.8.

1807.1.6.3 Masonry foundation walls. Masonry foun-
dation walls shall comply with the following:

1. The thickness shall comply with the require-
ments of Table 1807.1.6.3(1) for plain masonry
walls or Table 1807.1.6.3(2), 1807.1.6.3(3) or
1807.1.6.3(4) for masonry walls with reinforce-
ment.

2. Vertical reinforcement shall have a minimum
yield strength of 60,000 psi (414 MPa).

3 . The specified location of the reinforcement shall
equal or exceed the effective depth distance, d,
noted in Tables 1807.1.6.3(2), 1807.1.6.3(3) and
1807.1.6.3(4) and shall be measured from the
face of the exterior (soil) side of the wall to the
center of the vertical reinforcement. The rein-
forcement shall be placed within the tolerances
specified in TMS 602/ACI 530.1/ASCE 6, Arti-
cle 3.3.B.8 of the specified location.

4. Grout shall comply with Section 2103.12.

5. Concrete masonry units shall comply with
ASTM C 90.

6. Clay masonry units shall comply with ASTM C
652 for hollow brick, except compliance with
ASTM C 62 or ASTM C 216 shall be permitted
where solid masonry units are installed in accor-
dance with Table 1807.1.6.3(1) for plain
masonry.

TABLE 1807.1.6.3(1)
PLAIN MASONRY FOUNDATION WALLS^*' '^

MAXIMUM WALL HEIGHT
(feet)

MAXIMUM UNBALANCED
BACKFILL HEIGHr(feet)

MINIMUM NOMINAL WALL THICKNESS (inches)

Design lateral soil load° (psf per foot of depth)

30^

45^

4 (or less)
5
6
7

8
8

10
12

10 (solid'=)

10
10 (solid'=)
10 (solid'^)

4 (or less)
5
6
7
8

10 (solid'^)

12
12 (solid^)
12 (solid^)

12 (solid^)

Noted

4 (or less)
5
6
7
8
9f

12 (solid^)

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 1610.

b. Provisions for this table are based on design and construction requirements speciied in Section 1807.1.6.3.

c. Solid grouted hollow units or solid masonry units.

d. A design in compliance with Chapter 21 or reinforcement in accordance with 'Eible 1807.1.6.3(2) is required.

e. For height of unbalanced backfill, see Section 1807.1.2.

f. Where unbalanced backfill height exceeds 8 feet and design lateral soil loads from Table 1 61 0. 1 are used, the requirements for 30 and 45 psf per foot of depth are
not applicable (see Section 1610).

2010 CALIFORNIA BUILDING CODE

183

SOILS AND FOUNDATIONS

7. Masonry units shall be laid in running bond and
installed with Type M or S mortar in accordance
with Section 2103.8.

8. The unfactored axial load per linear foot of wall
shall not exceed 1.2 tf'^ where t is the specified
wall thickness in inches and/'^ is the specified
compressive strength of masonry in pounds per
square inch.

9 . At least 4 inches ( 1 02 mm) of solid masonry shall
be provided at girder supports at the top of hol-
low masonry unit foundation walls.

10. Corbeling of masonry shall be in accordance
with Section 2104.2. Where an 8-inch (203 mm)
wall is corbeled, the top corbel shall not extend
higher than the bottom of the floor 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 maxi-
mum horizontal distance of 36 inches (914 mm).
The hollow space behind the corbelled masonry
shall be filled with mortar or grout.

1807.1.6.3.1 Alternative foundation wall reinforce-
ment. In lieu of the reinforcement provisions for
masonry foundation walls in Table 1807.1.6.3(2),
1807.1.6.3(3) or 1807.1.6.3(4), alternative reinforcing
bar sizes and spacings having an equivalent cross-sec-
tional area of reinforcement per linear foot (nma) of
wall shall be permitted to be used, provided the spacing
of reinforcement does not exceed 72 inches (1 829 mm)
and reinforcing bar sizes do not exceed No. 1 1 .

TABLE 1807.1.6.3(2)
8-INCH MASONRY FOUNDATION WALLS WITH REINFORCEMENT WHERE d > 5 INCHES^'* *

MAXIMUM WALL HEIGHT
(feet-inches)

MAXIMUM UNBALANCED

BACKFILL HEIGHT*^

(feet-inches)

MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)

Design lateral soil load^(psf per foot of depth)

30®

45®

7-4

4-0 (or less)
5-0
6-0
7-4

#4 at 48
#4 at 48
#4 at 48
#5 at 48

#4 at 48
#4 at 48
#5 at 48
#6 at 48

. #4 at 48
#4 at 48
#5 at 48
#7 at 48

8-0

4-0 (or less)
5-0
6-0
7-0
8-0

#4 at 48
#4 at 48
#4 at 48
#5 at 48
#5 at 48

#4 at 48
#4 at 48
#5 at 48
#6 at 48
#6 at 48

#4 at 48
#4 at 48
#5 at 48
#7 at 48
#7 at 48

8-8

4-0 (or less)
5-0
6-0
7-0
8-8^

#4 at 48
#4 at 48
#4 at 48
#5 at 48
#6 at 48

#4 at 48
#4 at 48
#5 at 48
#6 at 48
#7 at 48

#4 at 48
#5 at 48
#6 at 48
#7 at 48
#8 at 48

9-4

4-0 (or less)
5-0
6-0
7-0
8-0
9-4^

#4 at 48
#4 at 48
#4 at 48
#5 at 48
#6 at 48
#7 at 48

#4 at 48
#4 at 48
#5 at 48
#6 at 48
#7 at 48
#8 at 48

#4 at 48
#5 at 48
#6 at 48
#7 at 48
#8 at 48
#9 at 48

10-0

4-0 (or less)
5-0
6-0
7-0
8-0
9-0^
10-0^

#4 at 48
#4 at 48
#4 at 48
#5 at 48
#6 at 48
#7 at 48
#7 at 48

#4 at 48
#4 at 48
#5 at 48
#6 at 48
#7 at 48
#8 at 48
#9 at 48

#4 at 48
#5 at 48
#6 at 48
#7 at 48
#8 at 48
#9 at 48
#9 at 48

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157kPa/m.

a. For design lateral soil loads, see Section 1610.

b. Provisions for this table are based on design and construction requirements specified in Section 1807.1.6.3.

c. For alternative reinforcement, see Section 1807.1.6.3.1.

d. For height of unbalanced backfill, see Section 1 807. 1 .2.

e. Where unbalanced backfill height exceeds 8 feet and design lateral soil loads from Table 16 1 0. 1 are used, the requirements for 30 and 45 psf per foot of depth are
not applicable. See Section 1610.

184

2010 CALIFORNIA BUILDING CODE

1807.1.6.3.2 Seismic requirements. Based on the
seismic design category assigned to the structure in
accordance with Section 1613, masonry foundation
walls designed using Tables 1807.1.6.3(1) through
1 807. 1 .6.3(4) shall be subject to the following limita-
tions:

1. Seismic Design Categories A and B. No addi-
tional seismic requirements.

2. Seismic Design Category C. A design using
Tables 1807.1.6.3(1) through 1807.1.6.3(4) is
subject to the seismic requirements of Section
1.17.4.3 of TMS 402/ACI 530/ASCE 5.

3. Seismic Design Category D. A design using
Tables 1807.1.6.3(2) through 1807.1.6.3(4) is

SOILS AND FOUNDATIONS

subject to the seismic requirements of Section
1.17.4.4 of TMS 402/ACI 530/ASCE 5.

4. Seismic Design Categories E and F. A design
using Tables 1807.1.6.3(2) through
1807.1.6.3(4) is subject to the seismic require-
ments of Section 1.17.4.5 of TMS 402/ACI
530/ASCE 5.

1807.2 Retaining walls. Retaining walls shall be designed in
accordance with Sections 1807.2.1 through 1807.2.3.

1807.2.1 General, Retaining walls shall be designed to
ensure stability against overturning, sliding, excessive foun-
dation pressure and water uplift. Where a key way is extended
below the wall base with the intent to engage passive pressure
and enhance sliding stability, lateral soil pressures on both

TABLE 1807,1.6.3(3)
10-INCH MASONRY FOUNDATION WALLS WITH REINFORCEMENT WHERE d > 6.75 INCHES ^'^"^

MAXIMUM WALL HEIGHT
(feet-inches)

MAXIMUM UNBALANCED

BACKFILL HEIGHr*

(feet-Inches)

MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)

Design lateral soil ioad° (psf per foot of depth)

30®

45®

7-4

4-0 (or less)
5-0
6-0
7-4

#4 at 56
#4 at 56
#4 at 56
#4 at 56

#4 at 56
#4 at 56
#4 at 56
#5 at 56

#4 at 56
#4 at 56
#5 at 56
#6 at 56

8-0

4-0 (or less)
5-0
6-0
7-0
8-0

#4 at 56
#4 at 56
#4 at 56
#4 at 56
#5 at 56

#4 at 56
#4 at 5
#4 at 56
#5 at 56
#6 at 56

#4 at 56
#4 at 56
#5 at 56
#6 at 56
#7 at 56

8-8

4-0 (or less)
5-0
6-0
7-0
8-8^

#4 at 56
#4 at 56
#4 at 56
#4 at 56
#5 at 56

#4 at 56
#4 at 56
#4 at 56
#5 at 56
#7 at 56

#4 at 56
#4 at 56
#5 at 56
#6 at 56
#8 at 56

9-4

4-0 (or less)
5-0
6-0
7-0
8-0
9-4^

#4 at 56
#4 at 56
#4 at 56
#4 at 56
#5 at 56
#6 at 56

#4 at 56
#4 at 56
#5 at 56
#5 at 56
#6 at 56
#7 at 56

#4 at 56
#4 at 56
#5 at 56

#6 at 56
#7 at 56
#7 at 56

10-0

4-0 (or less)
5-0
6-0
7-0
8-0
9-0^
10-0^

#4 at 56
#4 at 56
#4 at 56
#5 at 56
#5 at 56
#6 at 56
#7 at 56

#4 at 56
#4 at 56
#5 at 56
#6 at 56
#7 at 56
#7 at 56
#8 at 56

#4 at 56
#4 at 56
#5 at 56
#7 at 56
#8 at 56
#9 at 56
#9 at 56

For SI: 1 inch = 25.4 mm, 1 foot = 304.8, 1 pound per square foot per foot = 1.157k:Pa/m.

a. For design lateral soil loads, see Section 1610.

b. Provisions for this table are based on design and construction requirements specified in Section 1807.1.6.3.

c. For alternative reinforcement, see Section 1807.1.6.3.1.

d. For height of unbalanced backfill, See Section 1 807 .1.2.

e. Where unbalanced backfill height exceeds 8 feet and design lateral soil loads from Table 1610. 1 are used, the requirements for 30 and 45 psf per foot of depth are
not applicable. See Section 1610.

2010 CALIFORNIA BUILDING CODE

185

SOILS AND FOUNDATIONS

sides of the key way shall be considered in the sliding analy-
sis.

1807.2.2 Design lateral soil loads. Retaining walls shall be
designed for the lateral soil loads set forth in Section 1610.

1807.2.3 Safety factor. Retaining walls shall be designed to
resist the lateral action of soil to produce sliding and over-
turning with a minimum safety factor of 1.5 in each case.
The load combinations of Section 1605 shall not apply to
this requirement. Instead, design shall be based on 0.7 times
nominal earthquake loads, 1.0 times other nominal loads,
and investigation with one or more of the variable loads set
to zero. The safety factor against lateral sliding shall be
taken as the available soil resistance at the base of the retain-
ing wall foundation divided by the net lateral force applied
to the retaining wall.

Exception: Where earthquake loads are included, the
minimum safety factor for retaining wall sliding and
overturning shall be 1.1.

1807.3 Embedded posts and poles. Designs to resist both
axial and lateral loads employing posts or poles as columns
embedded in earth or in concrete footings in earth shall be in
accordance with Sections 1807.3.1 through 1807.3.3.

1807.3.1 Limitations. The design procedures outlined in
this section are subject to the following limitations:

1 . The frictional resistance for structural walls and slabs
on silts and clays shall be limited to one-half of 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-

TABLE 1807.1.6.3(4)
12-INCH MASONRY FOUNDATION WALLS WITH REINFORCEMENT WHERE d > 8.75 INCHES^' '^'^

MAXIMUM WALL HEIGHT
(feet-inches)

MAXIMUM UNBALANCED

BACKFILL HEIGHT*

(feet-Inches)

MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)

Design lateral soil load° (psf per foot of depth)

30«

45°

7-4

4 (or less)
5-0
6-0

7-4

#4 at 72
#4 at 72
#4 at 72
#4 at 72

#4 at 72
#4 at 72
#4 at 72
#5 at 72

#4 at 72
#4 at 72
#5 at 72
#6 at 72

8-0

4 (or less)
5-0
6-0
7-0
8-0

#4 at 72
#4 at 72
#4 at 72
#4 at 72
#5 at 72

#4 at 72
#4 at 72
#4 at 72
#5 at 72
#6 at 72

#4 at 72
#4 at 72
#5 at 72
#6 at 72
#8 at 72

8-8

4 (or less)
5-0
6-0
7-0
8-8^

#4 at 72
#4 at 72
#4 at 72
#4 at 72
#5 at 72

#4 at 72
#4 at 72
#4 at 72
#5 at 72
#7 at 72

#4 at 72
#4 at 72
#5 at 72
#6 at 72
#8 at 72

9-4

4 (or less)
5-0
6-0
7-0
8-0
9-4^

#4 at 72
#4 at 72
#4 at 72
#4 at 72
#5 at 72
#6 at 72

#4 at 72
#4 at 72
#5 at 72
#5 at 72
#6 at 72
#7 at 72

#4 at 72
#4 at 72
#5 at 72
#6 at 72
#7 at 72
#8 at 72

10-0

4 (or less)
5-0
6-0
7-0
8-0
9-0^
10-0^

#4 at 72
#4 at 72
#4 at 72
#4 at 72
#5 at 72
#6 at 72
#7 at 72

#4 at 72
#4 at 72
#5 at 72
#6 at 72
#6 at 72
#7 at 72
#8 at 72

#4 at 72
#4 at 72
#5 at 72
#6 at 72
#7 at 72
#8 at 72
#9 at 72

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, I pound per square foot per foot = 0.157 kPa/m.

a. For design lateral soil loads, see Section 1610.

b. Provisions for this table are based on design and construction requirements specified in Section 1807.1.6.3.

c. For alternative reinforcement, see Section 1 807. 1 .6.3. 1 .

d. For height of unbalanced backfill, see Section 1807.1.2,

e. Where unbalanced backfill height exceeds 8 feet and design lateral soil loads from Table 1610. 1 are used, the requirements for 30 and 45 psf per foot of depth are
not applicable. See Section 1610.

186

2010 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATIONS

als such as plaster, masonry or concrete unless brac-
ing is provided that develops the limited deflection
required.

Wood poles shall be treated in accordance with AWPA
Ul for sawn timber posts (Commodity Specification A, Use
Category 4B) and for round timber posts (Commodity
Specification B, Use Category 4B).

1807.3.2 Design criteria. The depth to resist lateral loads
shall be determined using the design criteria established in
Sections 1807.3.2.1 through 1807.3.2.3, or by other meth-
ods approved by the building official.

1807.3.2.1 Nonconstrained. The following formula
shall be used in determining the depth of embedment
required to resist lateral loads where no lateral constraint
is provided at the ground surface, such as by a rigid floor
or rigid ground surface pavement, and where no lateral
constraint is provided above the ground surface, such as
by a structural diaphragm.

d=0,5A{l + [l+(4.36h/A)y^^}
where:

(Equation 18-1)

d =

h =

A = 234P/S^b,

b = Diameter of round post or footing or diagonal
dimension of square post or footing, feet (m).

Depth of embedment in earth in feet (m) but not
over 12 feet (3658 mm) for purpose of comput-
ing lateral pressure.

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 1806.2 based on a depth of
one-third the depth of embedment in pounds per
square foot (psf) (kPa).

1807.3.2.2 Constrained. The following formula shall be
used to determine the depth of embedment required to
resist lateral loads where lateral constraint is provided at
the ground surface, such as by a rigid floor or pavement.

d =

425Ph

S^b

or alternatively

4.25M^
S^b

(Equation 18-2)

(Equation 18-3)

where:

Mg = Moment in the post at grade, in foot-pounds

(kN-m).

53 = Allowable lateral soil-bearing pressure as set
forth in Section 1806,2 based on a depth equal to

the depth of embedment in pounds per square
foot (kPa).

1807.3.2.3 Vertical load. The resistance to vertical loads
shall be determined using the vertical foundation pres-
sure set forth in Table 1806.2.

1807.3.3 Backfill. The backfill in the annular space around
columns not embedded in poured footings shall be by one of
the following methods:

1. Backfill shall be of concrete with a specified com-
pressive strength of not less than 2,000 psi (13.8
MPa). The hole shall not be less than 4 inches (102
mm) larger than the diameter of the column at its bot-
tom or 4 inches (102 mm) larger than the diagonal
dimension of a square or rectangular colunrn.

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).

SECTION 1808
FOUNDATIONS

1808.1 General. Foundations shall be designed and con-
structed in accordance with Sections 1808.2 through 1808.9.
Shallow foundations shall also satisfy the requirements of Sec-
tion 1809. Deep foundations shall also satisfy the requirements
of Section 1810.

1808.2 Design for capacity and settlement. Foundations
shall be so designed that the allowable bearing capacity of the
soil is not exceeded, and that differential settlement is mini-
mized. Foundations in areas with expansive soils shall be
designed in accordance with the provisions of Section 1808.6.

1808.3 Design loads. Foundations shall be designed for the
most unfavorable effects due to the combinations of loads spec-
ified in Section 1605.2 or 1605.3. The dead load is permitted to
include the weight of foundations and overlying fill. Reduced
live loads, as specified in Sections 1607.9 and 1607. 11, shall be
permitted to be used in the design of foundations.

1808.3.1 Seismic overturning. Where foundations are pro-
portioned using the load combinations of Section 1605.2 or
1605.3.1, and the computation of seismic overturning
effects is by equivalent lateral force analysis or modal anal-
ysis, the proportioning shall be in accordance with Section
12.13.4 of ASCE 7.

1808.4 Vibratory loads. Where machinery operations or other
vibrations are transmitted through the foundation, consider-
ation shall be given in the foundation design to prevent detri-
mental disturbances of the soil.

1808.5 Shifting or moving soils. Where it is known that the
shallow subsoils are of a shifting or moving character, founda-
tions shall be carried to a sufficient depth to ensure stability.

2010 CALIFORNIA BUILDING CODE

187

SOILS AND FOUNDATIONS

1808.6 Design for expansive soils. Foundations for buildings
and structures founded on expansive soils shall be designed in
accordance with Section 1808.6.1 or 1808.6.2.

Exception: Foundation design need not comply with Sec-
tion 1808.6.1 or 1808.6.2 where one of the following condi-
tions is satisfied:

1. The soil is removed in accordance with Section
1808.6.3; or

2. The building official approves stabilization of the soil
in accordance with Section 1808.6.4.

1808.6.1 Foundations. Foundations placed on or within the
active zone of expansive soils shall be designed to resist dif-
ferential volume changes and to prevent structural damage
to the supported structure. Deflection and racking of the
supported structure shall be limited to that which will not
interfere with the usability and serviceability of the struc-
ture.

Foundations placed below where volume change occurs
or below expansive soil shall comply with the following
provisions:

1. Foundations extending into or penetrating expansive
soils shall be designed to prevent uplift of the sup-
ported structure.

2. Foundations penetrating expansive soils shall be
designed to resist forces exerted on the foundation
due to soil volume changes or shall be isolated from
the expansive soil.

1808.6.2 Slab-on-ground foundations. Moments, shears
and deflections for use in designing slab-on-ground, mat or
raft foundations on expansive soils shall be determined in
accordance with WRI/CRSI Design of Slah-on-Ground Foun-
dations or PTI Standard Requirements for Analysis of Shal-
low 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 Slah-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 meth-
ods 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.

1808.6.3 Removal of expansive soil. Where expansive soil
is removed in Heu of designing foundations in accordance
with Section 1808,6.1 or 1808.6.2, the soil shall be removed
to a depth sufficient to ensure a constant moisture content in
the remaining soil. Fill material shall not contain expansive
soils and shall comply with Section 1804.5 or 1804.6.

Exception: Expansive soil need not be removed to the
depth of constant moisture, provided the confining pres-
sure in the expansive soil created by the fill and sup-
ported structure exceeds the swell pressure.

1808.6.4 Stabilization. Where the active zone of expansive
soils is stabilized in Heu of designing foundations in accor-
dance with Section 1808.6.1 or 1808.6.2, the soil shall be
stabilized by chemical, dewatering, presaturation or equiva-
lent techniques.

1808.7 Foundations 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 comply with Sections 1808.7.1 through 1808.7.5.

1808.7.1 Building clearance from ascending slopes. In

general, buildings below slopes shall be set a sufficient dis-
tance from the slope to provide protection from slope drain-
age, erosion and shallow failures. Except as provided in
Section 1808.7.5 and Figure 1808.7.1, 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.

FACE OF
FOOTING

FACE OF
STRUCTURE

For SI: 1 foot = 304.8 mm.

AT LEAST THE SMALLER OF H/2 AND 15 FEET

FIGURE 1808.7.1
FOUNDATION CLEARANCES FROM SLOPES

188

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1808.7.2 Foundation setback from descending slope sur-
face. Foundations on or adjacent to slope surfaces shall be
founded in firm material with an embedment and set back
from the slope surface sufficient to provide vertical and lat-
eral support for the foundation without detrimental settle-
ment. Except as provided for in Section 1808.7.5 and Figure
1808.7.1, the following setback is deemed adequate to meet
the criteria. Where the slope is steeper than 1 unit vertical in 1
unit horizontal (100-percent slope), the required setback shall
be measured from an imaginary plane 45 degrees (0.79 rad)
to the horizontal, projected upward from the toe of the slope.

1808.7.3 Pools. The setback between pools regulated by
this code and slopes shall be equal to one-half the building
footing setback distance required by this section. That por-
tion of the pool wall within a horizontal distance of 7 feet
(2134 mm) from the top of the slope shall be capable of sup-
porting the water in the pool without soil support.

1808.7.4 Foundation elevation. On graded sites, the top of
any exterior foundation shall extend above the elevation of
the street gutter at point of discharge or the inlet of an
approved drainage device a minimum of 12 inches (305
mm) plus 2 percent. Alternate elevations are permitted 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.

1808.7.5 Alternate setback and clearance. Alternate set-
backs and clearances are permitted, subject to the approval
of the building official. The building official shall be permit-
ted to require a geotechnical investigation as set forth in Sec-
tion 1803.5.10.

1808.8 Concrete foundations. The design, materials and con-
struction of concrete foundations shall comply with Sections
1808.8.1 through 1808.8.6 and the provisions of Chapter 19.

Exception: Where concrete footings supporting walls of
light-frame construction are designed in accordance with
Table 1809.7, a specific design in accordance with Chapter
19 is not required.

1808.8.1 Concrete or grout strength and mix propor-
tioning. Concrete or grout in foundations shall have a speci-
fied compressive strength (f 'c) not less than the largest
applicable value indicated in Table 1808.8.1.

Where concrete is placed through a funnel hopper at the
top of a deep foundation element, the concrete mix shall be
designed and proportioned so as to produce a cohesive
workable mix having a slump of not less than 4 inches (102
mm) and not more than 8 inches (204 mm). Where concrete
or grout is to be pumped, the mix design including slump
shall be adjusted to produce a pumpable mixture.

1808.8.2 Concrete cover. The concrete cover provided for
prestressed and nonprestressed reinforcement in foundations
shall be no less than the largest applicable value specified in
Table 1 808.8.2. Longitudinal bars spaced less than 1 V2 inches
(38 mm) clear distance apart shall be considered bundled bars
for which the concrete cover provided shall also be no less
than that required by Section 7.7.4 of ACI 318. Concrete
cover shall be measured from the concrete surface to the out-

ermost surface of the steel to which the cover requirement
applies. Where concrete is placed in a temporary or perma-
nent casing or a mandrel, the inside face of the casing or man-
drel shall be considered the concrete surface.

1808.8.3 Placement of concrete. Concrete shall be placed in
such a manner as to ensure the exclusion of any foreign mat-
ter and to secure a full-size foundation. Concrete shall not be
placed through water unless a tremie or other method
approved by the building official is used. Where placed under
or in the presence of water, the concrete shall be deposited by
approved means to ensure minimum segregation of the mix
and negUgible turbulence of the water. Where depositing
concrete from the top of a deep foundation element, the con-
crete shall be chuted directly into smooth-sided pipes or tubes
or placed in a rapid and continuous operation through a fun-
nel hopper centered at the top of the element.

1808.8.4 Protection of concrete. Concrete foundations
shall be protected from freezing during depositing and for a
period of not less than five days thereafter. Water shall not
be allowed to flow through the deposited concrete.

1808.8.5 Forming of concrete. Concrete foundations are
permitted to be cast against the earth where, in the opinion
of the building official, soil conditions do not require
formwork. Where formwork is required, it shall be in accor-
dance with Chapter 6 of ACI 318.

1808.8.6 Seismic requirements. See Section 1908 for
additional requirements for foundations of structures
assigned to Seismic Design Category C, D, E or F.

For structures assigned to Seismic Design Category D, E
or F, provisions of ACI 318, Sections 21,12.1 through
21.12.4, shall apply where not in conflict with the provi-
sions of Sections 1808 through 1810.

Exceptions:

1. Detached one- and two-family dwellings of
light- frame construction and two stories or less
above grade plane are not required to comply with
the provisions of ACI 318, Sections 21.12.1
through 21.12.4.

2. Section 21.12.4.4(a) of ACI 318 shall not apply.

1808.9 Vertical masonry foundation elements. Vertical
masonry foundation elements that are not foundation piers as
defined in Section 2102.1 shall be designed as piers, walls or
columns, as applicable, in accordance with TMS 402/ACI
530/ASCE 5.

SECTION 1809
SHALLOW FOUNDATIONS

1809.1 General. Shallow foundations shall be designed and
constructed in accordance with Sections 1809.2 through
1809.13.

1809.2 Supporting soils. Shallow foundations shall be built on
undisturbed soil, compacted fill material or controlled
low-strength material (CLSM). Compacted fill material shall
be placed in accordance with Section 1804.5. CLSM shall be
placed in accordance with Section 1804.6.

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TABLE 1808.8.1
MINIMUM SPECIFIED COMPRESSIVE STRENGTH f'c OF CONCRETE OR GROUT

FOUNDATION ELEMENT OR CONDITION

SPECIFIED COMPRESSIVE
STRENGTH, f '^

1. Foundations for structures assigned to Seismic Design Category A, B or C

2,500 psi

2a. Foundations for Group R or U occupancies of light-frame construction, two stories or less in height,
assigned to Seismic Design Category D, E or F

2,500 psi

2b. Foundations for other structures assigned to Seismic Design Category D, E or F

3,000 psi

3. Precast nonprestressed drived piles

4,000 psi

4. Socketed drilled shafts

4,000 psi

5. Micropiles

4,000 psi

6. Precast prestressed driven piles

5,000 psi

For SI: 1 pound per square inch = 0.00689 MPa.

TABLE 1808.8.2
MINIMUM CONCRETE COVER

FOUNDATION ELEMENT OR CONDITION

MINIMUM COVER

1. Shallow foundations

In accordance with Section 7.7 of ACI 318

2. Precast nonprestressed deep foundation elements
Exposed to seawater
Not manufactured under plant conditions
Manufactured under plant control conditions

3 inches
2 inches
In accordance with Section 7.7.3 of ACI 318

3. Precast prestressed deep foundation elements
Exposed to seawater
Other

2.5 inches

In accordance with Section 7.7.3 of ACI 318

4. Cast-in-place deep foundation elements not enclosed by a steel pipe, tube or permanent
casing

2.5 inches

5. Cast-in-place deep foundation elements enclosed by a steel pipe, tube or permanent casing

1 inch

6. Structural steel core within a steel pipe, tube or permanent casing

2 inches

7. Cast-in-place drilled shafts enclosed by a stable rock socket

1.5 inches

For SI: 1 inch = 25.4 mm.

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1809.3 Stepped footings. The top surface of footings shall be
level. The bottom surface of footings shall be permitted to have
a slope not exceeding one unit vertical in 10 units horizontal
(10-percent slope). Footings shall be stepped where it is neces-
sary to change the elevation of the top surface of the footing or
where the surface of the ground slopes more than one unit verti-
cal in 10 units horizontal (10-percent slope).

1809.4 Depth and width of footings. The minimum depth of
footings below the undisturbed ground surface shall be 12
inches (305 mm). Where applicable, the requirements of Sec-
tion 1809.5 shall also be satisfied. The minimum width of foot-
ings shall be 12 inches (305 mm).

1809.5 Frost protection. Except where otherwise protected
from frost, foundations and other permanent supports of build-
ings and structures shall be protected from frost by one or more
of the following methods:

1. Extending below the frost line of the locality;

2. Constructing in accordance with ASCE 32; or

3. Erecting on solid rock.

Exception: Free-standing buildings meeting all of the fol-
lowing conditions shall not be required to be protected:

1. Assigned to Occupancy Category I, in accordance
with Section 1604.5;

2. Area of 600 square feet (56 m^) or less for light-frame
construction or 400 square feet (37 m^) or less for
other than light-frame construction; and

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

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

1809.6 Location of footings. Footings on granular soil shall be
so located that the line drawn between the lower edges of
adjoining footings shall not have a slope steeper than 30
degrees (0.52 rad) with the horizontal, unless the material sup-
porting the higher footing is braced or retained or otherwise lat-
erally supported in an approved manner or a greater slope has
been properly established by engineering analysis.

1809.7 Prescriptive footings for light-frame construction.

Where a specific design is not provided, concrete or
masonry-unit footings supporting walls of light-frame con-
struction shall be permitted to be designed in accordance with
Table 1809.7.

1809.8 Plain concrete footings. The edge thickness of plain
concrete footings supporting walls of other than light-frame
construction shall not be less than 8 inches (203 mm) where
placed on soil or rock.

Exception: For plain concrete footings supporting Group
R-3 occupancies, the edge thickness is permitted to be 6
inches (152 mm), provided that the footing does not extend
beyond a distance greater than the thickness of the footing
on either side of the supported wall.

TABLE 1809.7

PRESCRIPTIVE FOOTINGS SUPPORTING WALLS OF

LIGHT-FRAME CONSTRUCTION^- "' «=' «*' ^

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 1809.4.

b. The ground under the floor shall be permitted to be excavated to the elevation
of the top of the footing.

c. Interior stud-bearing walls shall be permitted to be supported by isolated
footings. The footing width and length shall be twice the width shown in this
table, and footings shall be spaced not more than 6 feet on center

d. See Section 1908 for additional requirements for concrete footings of struc-
tures assigned to Seismic Design Category C, D, E or F.

e. For thickness of foundation walls, see Section 1 807. 1 .6.

f. Footings shall be permitted to support a roof in addition to the stipulated
number of floors. Footings supporting roof only shall be as required for sup-
porting one floor.

g. Plain concrete footings for Group R-3 occupancies shall be permitted to be 6
inches thick.

1809.9 Masonry-unit footings. The design, materials and
construction of masonry-unit footings shall comply with Sec-
tions 1809.9.1 and 1809.9.2, and the provisions of Chapter 21.

Exception: Where a specific design is not provided,
masonry-unit footings supporting walls of light-frame con-
struction shall be permitted to be designed in accordance
with Table 1809.7.

1809.9.1 Dimensions. Mansonry-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 projection
beyond the wall, pier or column. The width shall not be less
than 8 inches (203 mm) wider than the wall supported
thereon.

1809.9.2 Offsets. The maximum offset of each course in
brick foundation walls stepped up from the footings shall be
IV2 inches (38 mm) where laid in single courses, and 3
inches (76 mm) where laid in double courses.

1809.10 Pier and curtain wall foundations. Except in 5'^/^-
mic Design Categories D, E and F, pier and curtain wall foun-
dations shall be permitted to be used to support light-frame
construction not more than two stories above grade plane, pro-
vided the following requirements are met:

1. All load-bearing walls shall be placed on continuous
concrete footings bonded integrally with the exterior
wall footings.

2. The minimum actual thickness of a load-bearing
masonry wall shall not be less than 4 inches (102 mm)
nominal or 3Vg inches (92 mm) actual thickness, and
shall be bonded integrally with piers spaced 6 feet (1829
mm) on center (o.c).

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191

SOILS AND FOUNDATIONS

3. Piers shall be constructed in accordance with Chapter 21
and the following:

3.1. The unsupported height of the masonry piers
shall not exceed 10 times their least dimension.

3.2. Where structural clay tile or hollow concrete
masonry units are used for piers supporting
beams and girders, the cellular spaces shall be
filled solidly with concrete or Type M or S mor-
tar.

Exception: Unfilled hollow piers shall be permitted
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 ( 1 02 mm) load-bearing
masonry foundation wall supporting wood frame walls
and floors shall not be more than 4 feet (1219 mm) in
height.

5. The unbalanced fill for 4-inch (102 mm) foundation
walls shall not exceed 24 inches (610 mm) for solid
masonry, nor 12 inches (305 mm) for hollow masonry.

1809.11 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.

1809.12 Timber footings. Timber footings shall be permitted
for buildings of Type V construction and as otherwise
approved by the building official Such footings shall be treated
in accordance with AWPA Ul (Commodity Specification A,
Use Category 4B). Treated timbers are not required where
placed entirely below permanent water level, or where used as
capping for wood piles that project above the water level over
submerged or marsh lands. The compressive stresses perpen-
dicular to grain in untreated timber footings supported upon
treated piles shall not exceed 70 percent of the allowable
stresses for the species and grade of timber as specified in the
AF&PANDS.

1809.13 Footing seismic ties. Where a structure is assigned to
Seismic Design Category D, E or F in accordance 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. Unless it is demonstrated that equivalent restraint is pro-
vided by reinforced concrete beams within slabs on grade or
reinforced concrete slabs on grade, ties shall be capable of car-
rying, in tension or compression, a force equal to the lesser of
the product of the larger footing design gravity load times the
seismic coefficient, ^^i^, divided by 10 and 25 percent of the
smaller footing design gravity load.

SECTION 1810
DEEP FOUNDATIONS

1810.1 General. Deep foundations shall be analyzed,
designed, detailed and installed in accordance with Sections

1810.1 through 1810.4.

1810.1.1 Geotechnical investigation. Deep foundations
shall be designed and installed on the basis of a geotechnical
investigation as set forth in Section 1803.

1810.1.2 Use of existing deep foundation elements. Deep
foundation elements left in place where a structure has been
demolished shall not be used for the support of new con-
struction unless satisfactory evidence is submitted to the
building official, which indicates that the elements are
sound and meet the requirements of this code. Such ele-
ments shall be load tested or redriven to verify their capaci-
ties. The design load applied to such elements shall be the
lowest allowable load as determined by tests or redriving
data.

1810.1.3 Deep foundation elements classified as col-
umns. Deep foundation elements standing unbraced in air,
water or fluid soils shall be classified as columns and
designed as such in accordance with the provisions of this
code from their top down to the point where adequate lateral
support is provided in accordance with Section 1810.2.1.

Exception: Where the unsupported height to least hori-
zontal dimension of a cast-in-place deep foundation ele-
ment does not exceed three, it shall be permitted to
design and construct such an element as a pedestal in
accordance with ACI 318.

1810.1.4 Special types of deep foundations. The use of

types of deep foundation elements not specifically men-
tioned herein is permitted, subject to the approval of the
building official, upon the submission of acceptable test
data, calculations and other information relating to the
structural properties and load capacity of such elements.
The allowable stresses for materials shall not in any case
exceed the limitations specified herein.

1810.2 Analysis. The analysis of deep foundations for design
shall be in accordance with Sections 1810.2.1 through
1810.2.5.

1810.2.1 Lateral support. Any soil other than fluid soil
shall be deemed to afford sufficient lateral support to pre-
vent buckling of deep foundation elements and to permit the
design of the elements in accordance with accepted engi-
neering practice and the applicable provisions of this code.

Where deep foundation elements stand unbraced in air,
water or fluid soils, it shall be permitted to consider them
laterally supported at a point 5 feet (1524 mm) into stiff soil
or 10 feet (3048 mm) into soft soil unless otherwise
approved by the building official on the basis of a geotechni-
cal investigation by a registered design professional.

1810.2.2 Stability. Deep foundation elements shall be
braced to provide lateral stability in all directions. Three or
more elements connected by a rigid cap shall be considered
braced, provided that the elements are located in radial
directions from the centroid of the group not less than 60

192

2010 CALIFORNIA BUILDING CODE

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degrees (1 rad) apart. A two-element group in a rigid cap
shall be considered to be braced along the axis connecting
the two elements. Methods used to brace deep foundation
elements shall be subject to the approval of the building offi-
cial.

Deep foundation elements supporting walls shall be
placed alternately in lines spaced at least 1 foot (305 mm)
apart and located symmetrically under the center of gravity
of the wall load carried, unless effective measures are taken
to provide for eccentricity and lateral forces, or the founda-
tion elements are adequately braced to provide for lateral
stability.

Exceptions:

1. Isolated cast-in-place deep foundation elements
without lateral bracing shall be permitted where
the least horizontal dimension is no less than 2 feet
(610 mm), adequate lateral support in accordance
with Section 1810.2.1 is provided for the entire
height and the height does not exceed 12 times the
least horizontal dimension.

2. A single row of deep foundation elements without
lateral bracing is permitted for one- and two-fam-
ily dwellings and lightweight construction not
exceeding two stories above grade plane or 35 feet
(10 668 mm) in building height, provided the cen-
ters of the elements are located within the width of
the supported wall.

1810.2.3 Settlement. The settlement of a single deep foun-
dation element or group thereof 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 element to be loaded beyond its
capacity.

1810.2.4 Lateral loads. The moments, shears and lateral
deflections used for design of deep foundation elements
shall be estabUshed considering the nonlinear interaction of
the shaft and soil, as determined by a registered design pro-
fessional. Where the ratio of the depth of embedment of the
element to its least horizontal dimension is less than or equal
to six, it shall be permitted to assume the element is rigid.

1810.2.4.1 Seismic Design Categories D through F.

For structures assigned to Seismic Design Category D, E
or F, deep foundation elements on Site Class E or F sites,
as determined in Section 1613.5.2, shall be designed and
constructed to withstand maximum imposed curvatures
from earthquake ground motions and structure response.
Curvatures shall include free-field soil strains modified
for soil-foundation-structure interaction coupled with
foundation element deformations associated with earth-
quake loads imparted to the foundation by the structure.

Exception: Deep foundation elements that satisfy the
following additional detailing requirements shall be
deemed to comply with the curvature capacity
requirements of this section.

1. Precast prestressed concrete piles detailed in
accordance with Section 1810.3.8.3.3.

2. Cast-in-place deep foundation elements with a
minimum longitudinal reinforcement ratio of
0.005 extending the full length of the element
and detailed in accordance with Sections
21.6.4.2, 21.6.4.3 and 21.6.4.4 of ACT 318 as
required by Section 1810.3.9.4.2.2.

1810.2.5 Group effects. The analysis shall include group
effects on lateral behavior where the center-to-center spac-
ing of deep foundation elements in the direction of lateral
force is less than eight times the least horizontal dimension
of an element. The analysis shall include group effects on
axial behavior where the center-to-center spacing of deep
foundation elements is less than three times the least hori-
zontal dimension of an element.

1810.3 Design and detailing. Deep foundations shall be
designed and detailed in accordance with Sections 1810.3.1
through 1810.3.12.

1810.3.1 Design conditions. Design of deep foundations
shall include the design conditions specified in Sections
1810.3.1.1 through 1810.3.1.6, as applicable.

1810.3.1.1 Design methods for concrete elements.

Where concrete deep foundations are laterally supported
in accordance with Section 1810.2. 1 for the entire height
and applied forces cause bending moments no greater
than those resulting from accidental eccentricities, struc-
tural design of the element using the load combinations
of Section 1605.3 and the allowable stresses specified in
this chapter shall be permitted. Otherwise, the structural
design of concrete deep foundation elements shall use
the load combinations of Section 1605.2 and approved
strength design methods.

1810.3.1.2 Composite elements. Where a single deep
foundation element comprises two or more sections of
different materials or different types spliced together,
each section of the composite assembly shall satisfy the
applicable requirements of this code, and the maximum
allowable load in each section shall be limited by the
structural capacity of that section.

1810.3.1.3 Mislocation. The foundation or superstruc-
ture shall be designed to resist the effects of the
mislocation of any deep foundation element by no less
than 3 inches (76 mm). To resist the effects of
mislocation, compressive overload of deep foundation
elements to 110 percent of the allowable design load
shall be permitted.

1810.3.1.4 Driven piles. Driven piles shall be designed
and manufactured in accordance with accepted engineer-
ing practice to resist all stresses induced by handling,
driving and service loads.

1810.3.1.5 Helical piles. Helical piles shall be designed
and manufactured in accordance with accepted engineer-
ing practice to resist all stresses induced by installation
into the ground and service loads.

1810JJ.5.1 Helical Piles Seismic Requirements,

[OSHPD 2] For structures assigned to Seismic
Design Category D.EorF, capacities of helical piles
shall be determined in accordance with Section

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SOILS AND FOUNDATIONS

1810.3.3 by at least two project specific preproduc-
tion tests for each soil profile, size and depth of helical
pile. At least two percent of all production piles shall
be proof tested to design ultimate strength determined
by using load combinations in Section 1605.2.1.

Helical piles shall satisfy corrosion resistance
requirements oflCC-ESAC 358. In addition, all heli-
cal pile materials that are subject to corrosion shall
include at least Vj^-inch corrosion allowance.

Helical piles shall not be considered as carrying
any horizontal loads.

1810.3.1.6 Casings. Temporary and permanent casings
shall be of steel and shall be sufficiently strong to resist
collapse and sufficiently water tight to exclude any for-
eign materials during the placing of concrete. Where a
permanent casing is considered reinforcing steel, the
steel shall be protected under the conditions specified in
Section 1810.3.2.5. Horizontal joints in the casing shall
be spliced in accordance with Section 1810.3.6.

1810.3.2 Materials. The materials used in deep foundation
elements shall satisfy the requirements of Sections
1810.3.2.1 through 1810.3.2.8, as applicable.

1810.3.2.1 Concrete. Where concrete is cast in a steel
pipe or where an enlarged base is formed by compacting
concrete, the maximum size for coarse aggregate shall be
V4 inch (19.1 mm). Concrete to be compacted shall have
a zero slump.

1810.3.2.1.1 Seismic hooks. For structures assigned
to Seismic Design Category C, D, E or F in accor-
dance with Section 1613, the ends of hoops, spirals
and ties used in concrete deep foundation elements
shall be terminated with seismic hooks, as defined in
ACI 318, and shall be turned into the confined con-
crete core.

1810.3.2.1.2 ACI 318 Equation (10-5). Where this
chapter requires detailing of concrete deep founda-
tion elements in accordance with Section 21.6.4.4 of
ACI 318, compliance with Equation (10-5) of ACI
318 shall not be required.

1810.3.2.2 Prestressing steel. Prestressing steel shall
conform to ASTM A 416.

1810.3.2.3 Structural steel. Structural steel piles, steel
pipe and fully welded steel piles fabricated from plates
shall conform to ASTM A 36, ASTM A 252, ASTM A
283, ASTM A 572, ASTM A 588, ASTM A 690, ASTM
A 913 or ASTM A 992.

1810.3.2.4 Timber. Timber deep foundation elements
shall be designed as piles or poles in accordance with
AF&PA NDS. Round timber elements shall conform to
ASTM D 25. Sawn timber elements shall conform to
DOC PS-20.

1810.3.2.4.1 Preservative treatment. Timber deep
foundation elements used to support permanent struc-
tures shall be treated in accordance with this section
unless it is established that the tops of the untreated
timber elements will be below the lowest

ground-water level assumed to exist during the life of
the structure. Preservative and minimum final reten-
tion shall be in accordance with AWPA Ul (Com-
modity Specification E, Use Category 4C) for round
timber elements and AWPA Ul (Commodity Specifi-
cation A, Use Category 4B) for sawn timber elements.
Preservative-treated timber elements shall be subject
to a quality control program administered by an
approved agency. Element cutoffs shall be treated in
accordance with AWPA M4.

1810.3.2.5 Protection of materials. Where boring
records or site conditions indicate possible deleterious
action on the materials used in deep foundation elements
because of soil constituents, changing water levels or
other factors, the elements shall be adequately protected
by materials, methods or processes approved by the
building official. Protective materials shall be applied to
the elements so as not to be rendered ineffective by
installation. The effectiveness of such protective mea-
sures for the particular purpose shall have been thor-
oughly established by satisfactory service records or
other evidence.

1810.3.2.6 Allowable stresses. The allowable stresses
for materials used in deep foundation elements shall not
exceed those specified in Table 1810.3.2.6.

1810.3.2.7 Increased allowable compressive stress for
cased cast-in-place elements. The allowable compres-
sive stress in the concrete shall be permitted to be
increased as specified in Table 1810.3.2.6 for those por-
tions of permanently cased cast-in-place elements that
satisfy all of the following conditions:

1. The design shall not use the casing to resist any
portion of the axial load imposed.

2. The casing shall have a sealed tip and be mandrel
driven.

3. The thickness of the casing shall not be less than
manufacturer's standard gage No. 14 (0.068 inch)
(1.75 mm).

4. The casing shall be seamless or provided with
seams of strength equal to the basic material and be
of a configuration that will provide confinement to
the cast-in-place concrete.

5. The ratio of steel yield strength {Fy) to specified
compressive strength {f '^) shall not be less than
six.

6. The nominal diameter of the element shall not be
greater than 16 inches (406 mm).

1810.3.2.8 Justification of higher allowable stresses.

Use of allowable stresses greater than those specified in
Section 1810.3.2.6 shall be permitted where supporting
data justifying such higher stresses is filed with the build-
ing official. Such substantiating data shall include:

1. A geotechnical investigation in accordance with
Section 1803; and

194

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2. Load tests in accordance with Section
1810.3.3.1.2, regardless of the load supported by
the element.

The design and installation of the deep foundation ele-
ments shall be under the direct supervision of a regis-
tered design professional knowledgeable in the field of
soil mechanics and deep foundations who shall submit a
report to the building official stating that the elements as
installed satisfy the design criteria.

1810.3.3 Determination of allowable loads. The allow-
able axial and lateral loads on deep foundation elements
shall be determined by an approved formula, load tests or
method of analysis.

1810.3.3.1 Allowable axial load. The allowable axial
load on a deep foundation element shall be determined in
accordance with Sections 1810.3.3.1.1 through

1810.3.3.1.9.

1810.3.3.1.1 Driving criteria. The allowable com-
pressive load on any driven deep foundation element
where determined by the apphcation of an approved
driving formula shall not exceed 40 tons (356 kN).
For allowable loads above 40 tons (356 kN), the wave
equation method of analysis shall be used to estimate

driveability for both driving stresses and net displace-
ment per blow at the ultimate load. Allowable loads
shall be verified by load tests in accordance with Sec-
tion 1810.3.3.1.2. 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 elements. The use of a follower is
permitted only with the approval of the building offi-
cial. The introduction of fresh hammer cushion or pile
cushion material just prior to final penetration is not
permitted.

1810.3.3.1.2 Load tests. Where design compressive
loads are greater than those determined using the
allowable stresses specified in Section 1810.3.2.6,
where the design load for any deep foundation ele-
ment is in doubt, or where cast-in-place deep founda-
tion elements have an enlarged base formed either by
compacting concrete or by driving a precast base,
control test elements shall be tested in accordance
with ASTM D 1 143 or ASTM D 4945. At least one
element shall be load tested in each area of uniform
subsoil conditions. Where required by the building
official, additional elements shall be load tested where

TABLE 1810.3.2.6
ALLOWABLE STRESSES FOR MATERIALS USED IN DEEP FOUNDATION ELEMENTS

MATERIAL TYPE AND CONDITION

MAXIMUM ALLOWABLE STRESS ^

1 . Concrete or grout in compression"

Cast-in-place with a permanent casing in accordance with Section 1810,3.2.7
Cast-in-place in a pipe, tube, other permanent casing or rock
Cast-in-place without a permanent casing
Precast nonprestressed
Precast prestressed

0.4/',
0.33/',

0.3/',

0.33/',

0.33/', -0.27/,,

2. Nonprestressed reinforcement in compression

0.4/3, < 30,000 psi

3. Structural steel in compression

Cores within concrete-filled pipes or tubes

Pipes, tubes or H-piles, where justified in accordance with Section 1810.3.2.8

Pipes or tubes for micropiles

Other pipes, tubes or H-piles

Helical piles

0.5 Fy < 32,000 psi
0,5 F3,< 32,000 psi
0.4 Fy < 32,000 psi
0.35 Fy < 16,000 psi
0.6F^<0.5F,

4. Nonprestressed reinforcement in tension
Within micropiles
Other conditions

0.6/,
0.5/^ < 24,000 psi

5. Structural steel in tension

Pipes, tubes or H-piles, where justified in accordance with Section 1810.3.2.8
Other pipes, tubes or H-piles
Hehcal piles

0.5 Fy< 32,000 psi

0.35 F^< 16,000 psi

0.6F,.<0.5F„

6. Timber

In accordance with the AF&PA NDS

a. / \ is the specified compressive strength of the concrete or grout;^^ is the compressive stress on the gross concrete section due to effective prestress forces only /^ is
the specified yield strength of reinforcement; Fy is the specified minimum yield stress of structural steel; F,, is the specified minimum tensile stress of structural
steel.

b. The stresses specified apply to the gross cross-sectional area within the concrete surface. Where a temporary or permanent casing is used, the inside face of the cas-
ing shall be considered the concrete surface.

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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
element as assessed by one of the published methods
hsted in Section 1810.3.3.1.3 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 toler-
able total and differential settlements at design load in
accordance with Section 1810.2.3, In subsequent
installation of the balance of deep foundation ele-
ments, all elements shall be deemed to have a support-
ing capacity equal to that of the control element where
such elements are of the same type, size and relative
length as the test element; are installed using the same
or comparable methods and equipment as the test ele-
ment; are installed in similar subsoil conditions as the
test element; and, for driven elements, where the rate
of penetration (e.g., net displacement per blow) of
such elements is equal to or less than that of the test
element driven with the same hammer through a com-
parable driving distance.

1810.3.3.1.3 Load test evaluation methods. It shall
be permitted to evaluate load tests of deep foundation
elements using any of the following methods:

1. Davisson Offset Limit.

2. Brinch-Hansen 90% Criterion.

3. Butler-Hoy Criterion.

4. Other methods approved by the building offi-
cial.

1810.3.3.1.4 Allowable frictional resistance. The

assumed frictional resistance developed by any
uncased cast-in-place deep foundation element shall
not exceed one-sixth of the bearing value of the soil
material at minimum depth as set forth in Table
1 806.2, up to a maximum of 500 psf (24 kPa), unless a
greater value is allowed by the building official on the
basis of a geotechnical investigation as specified in
Section 1 803 or a greater value is substantiated by a
load test in accordance with Section 1810.3.3.1.2.
Frictional resistance and bearing resistance shall not
be assumed to act simultaneously unless determined
by a geotechnical investigation in accordance with
Section 1803.

1810.3.3.1.5 Uplift capacity of a single deep foun-
dation element. Where required by the design, the
uplift capacity of a single deep foundation element
shall be determined by an approved method of analy-
sis based on a minimum factor of safety of three or by
load tests conducted in accordance with ASTM D
3689. The maximum allowable uplift load shall not
exceed the ultimate load capacity as determined in
Section 1810.3.3.1.2, using the results of load tests
conducted in accordance with ASTM D 3689, divided
by a factor of safety of two.

Exception: Where uplift is due to wind or seismic
loading, the minimum factor of safety shall be two

where capacity is determined by an analysis and
one and one-half where capacity is determined by
load tests.

1810.3.3.1.6 Uplift capacity of grouped deep foun-
dation elements. For grouped deep foundation ele-
ments subjected to uplift, the allowable working uplift
load for the group shall be calculated by an approved
method of analysis where the deep foundation ele-
ments in the group are placed at a center-to-center
spacing of at least 2.5 times the least horizontal
dimension of the largest single element, the allowable
working uplift load for the group is permitted to be
calculated as the lesser of:

1. The proposed individual uplift working load
times the number of elements in the group.

2. Two-thirds of the effective weight of the group
and the soil contained within a block defined by
the perimeter of the group and the length of the
element.

1810.3.3.1.7 Load-bearing capacity. Deep founda-
tion elements shall develop ultimate load capacities of
at least twice the design working loads in the desig-
nated load-bearing layers. Analysis shall show that no
soil layer underlying the designated load-bearing lay-
ers causes the load-bearing capacity safety factor to
be less than two.

1810.3.3.1.8 Bent deep foundation elements. The

load-bearing capacity of deep foundation elements
discovered to have a sharp or sweeping bend shall be
determined by an approved method of analysis or by
load testing a representative element.

1810.3.3.1.9 Helical piles. The allowable axial
design load, P^, of helical piles shall be determined as
follows:

P. = 0.5P„

(Equation 18-4)

where P„ is the least value of:

1. Sum of the areas of the helical bearing plates
times the ultimate bearing capacity of the soil or
rock comprising the bearing stratum.

2. Ultimate capacity determined from well-docu-
mented correlations with installation torque.

3. Ultimate capacity determined from load tests.

4. Ultimate axial capacity of pile shaft.

5. Ultimate axial capacity of pile shaft couplings.

6. Sum of the ultimate axial capacity of helical
bearing plates affixed to pile.

1810.3.3.2 Allowable lateral load. Where required by
the design, the lateral load capacity of a single deep foun-
dation element or a group thereof 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 allowable load shall not be more than one-half
of the load that produces a gross lateral movement of 1
inch (25 mm) at the lower of the top of foundation ele-

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merit and the ground surface, unless it can be shown that
the predicted lateral movement shall cause neither harm-
ful distortion of, nor instability in, the structure, nor
cause any element to be loaded beyond its capacity.

1810.3.4 Subsiding soils. Where deep foundation elements
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 elements by the subsiding upper
strata.

Where the influence of subsiding fills is considered as
imposing loads on the element, the allowable stresses speci-
fied in this chapter shall be permitted to be increased where
satisfactory substantiating data are submitted.

1810.3.5 Dimensions of deep foundation elements. The

dimensions of deep foundation elements shall be in accor-
dance with Sections 1810.3.5.1 through 1810.3.5.3, as
applicable.

1810.3.5.1 Precast. The minimum lateral dimension of
precast concrete deep foundation elements shall be 8
inches (203 mm). Comers of square elements shall be
chamfered.

1810.3.5.2 Cast-in-place or grouted-in-place. Cast-
in-place and grouted-in-place deep foundation elements
shall satisfy the requirements of this section.

1810.3.5.2.1 Cased. Cast-in-place deep foundation
elements with a permanent casing shall have a nomi-
nal outside diameter of not less than 8 inches (203
mm).

1810.3.5.2.2 Uncased. Cast-in-place deep founda-
tion elements without a permanent casing shall have a
diameter of not less than 12 inches (305 nmi). The ele-
ment length shall not exceed 30 times the average
diameter.

Exception: The length of the element is permitted
to exceed 30 times the diameter, provided the
design and installation of the deep foundations are
under the direct supervision of a registered design
professional knowledgeable in the field of soil
mechanics and deep foundations. The registered
design professional shall submit a report to the
building official stating that the elements were
installed in compliance with the approved con-
struction documents.

1810.3.5.2.3 Micropiles. Micropiles shall have an
outside diameter of 12 inches (305 mm) or less. The
minimum diameter set forth elsewhere in Section
1810.3.5 shall not apply to micropiles.

1810.3.5.3 Steel. Steel deep foundation elements shall
satisfy the requirements of this section.

1810.3.5.3.1 H-piles. Sections of H-piles shall com-
ply with the following:

1. The flange projections shall not exceed 14
times the minimum thickness of metal in either
the flange or the web and the flange widths shall

not be less than 80 percent of the depth of the
section.

2. The nominal depth in the direction of the web
shall not be less than 8 inches (203 mm).

3. Ranges and web shall have a minimum nomi-
nal thickness of Vg inch (9.5 mm).

1810.3.5.3.2 Steel pipes and tubes. Steel pipes and
tubes used as deep foundation elements shall have a
nominal outside diameter of not less than 8 inches
(203 mm). Where steel pipes or tubes are driven open
ended, they shall have a minimum of 0.34 square inch
(219 mm^) of steel in cross section to resist each 1,000
foot-pounds (1356 Nm) of pile hammer energy, or
shall have the equivalent strength for steels having a
yield strength greater than 35,000 psi (241 MPa) or
the wave equation analysis shall be permitted to be
used to assess compression stresses induced by driv-
ing to evaluate if the pile section is appropriate for the
selected hammer. Where a pipe or tube with wall
thickness less than 0.179 inch (4.6 nmi) is driven open
ended, a suitable cutting shoe shall be provided. Con-
crete-filled steel pipes or tubes in structures assigned
to Seismic Design Category C, D, E or F shall have a
wall thickness of not less than Vjg inch (5 mm). The
pipe or tube casing for socketed drilled shafts shall
have a nominal outside diameter of not less than 18
inches (457 mm), a wall thickness of not less than Vg
inch (9.5 mm) and a suitable steel driving shoe welded
to the bottom; the diameter of the rock socket shall be
approximately equal to the inside diameter of the cas-
ing.

Exceptions:

1. There is no minimum diameter for steel
pipes or tubes used in micropiles.

2. For mandrel-driven pipes or tubes, the mini-
mum wall thickness shall be Vjq inch (2.5
mm).

1810.3.5.3.3 Helical piles. Dimensions of the central
shaft and the number, size and thickness of helical
bearing plates shall be sufficient to support the design
loads.

1810.3.6 Splices. Splices shall be constructed so as to pro-
vide and maintain true alignment and position of the compo-
nent parts of the deep foundation element during installation
and subsequent thereto and shall be designed to resist the
axial and shear forces and moments occurring at the loca-
tion of the splice during driving and for design load combi-
nations. Where deep foundation elements of the same type
are being spliced, splices shall develop not less than 50 per-
cent of the bending strength of the weaker section. Where
deep foundation elements of different materials or different
types are being spliced, sphces shall develop the full com-
pressive strength and not less than 50 percent of the tension
and bending strength of the weaker section. Where struc-
tural steel cores are to be spliced, the ends shall be milled or
ground to provide full contact and shall be full-depth
welded.

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Splices occurring in the upper 10 feet (3048 mm) of the
embedded portion of an element shall be designed to resist at
allowable stresses the moment and shear that would result
from an assumed eccentricity of the axial load of 3 inches (76
nmi), or the element shall be braced in accordance with Sec-
tion 1810.2.2 to other deep foundation elements that do not
have splices in the upper 10 feet (3048 mm) of embedment.

1810.3.6.1 Seismic Design Categories C through F.

For structures assigned to Seismic Design Category C, D,
E or F splices of deep foundation elements shall develop
the lesser of the following:

1. The full strength of the deep foundation element;
and

2, The axial and shear forces and moments from the
load combinations with overstrength factor in Sec-
tion 12 A3. 2 of ASCE 7.

1810.3.7 Top of element detailing at cutoffs. Where a mini-
mum length for reinforcement or the extent of closely spaced
confinement reinforcement is specified at the top of a deep
foundation element, provisions shall be made so that those
specified lengths or extents are maintained after cutoff.

1810.3.8 Precast concrete piles. Precast concrete piles
shall be designed and detailed in accordance with Sections
1810.3.8.1 through 1810.3.8.3.

1810.3.8.1 Reinforcement. Longitudinal steel shall be
arranged in a symmetrical pattern and be laterally tied
with steel ties or wire spiral spaced center to center as fol-
lows:

1 . At not more than 1 inch (25 mm) for the first five
ties or spirals at each end; then

2. At not more than 4 inches (102 nam), for the
remainder of the first 2 feet (610 mm) from each
end; and then

3. At not more than 6 inches (152 mm) elsewhere.
The size of ties and spirals shall be as follows:

1 . For piles having a least horizontal dimension of 1 6
inches (406 mm) or less, wire shall not be smaller
than 0.22 inch (5.6 mm) (No. 5 gage).

2. For piles having a least horizontal dimension of
more than 16 inches (406 mm) and less than 20
inches (508 mm), wire shall not be smaller than
0.238 inch (6 mm) (No. 4 gage).

3 . For piles having a least horizontal dimension of 20
inches (508 mm) and larger, wire shall not be
smaller than V4 inch (6.4 mm) round or 0.259 inch
(6.6 mm) (No. 3 gage).

1810.3.8.2 Precast nonprestressed piles. Precast
nonprestressed concrete piles shall comply with the
requirements of Sections 1810.3.8.2.1 through
1810.3.8.2.3.

1810.3.8.2.1 Minimum reinforcement. Longitudi-
nal reinforcement shall consist of at least four bars
with a minimum longitudinal reinforcement ratio of
0.008.

1810.3.8.2.2 Seismic reinforcement in Seismic
Design Categories C through F. For structures
assigned to Seismic Design Category C, D, E or F in
accordance with Section 1613, precast nonpre-
stressed piles shall be reinforced as specified in this
section. The minimum longitudinal reinforcement
ratio shall be 0.01 throughout the length. Transverse
reinforcement shall consist of closed ties or spirals
with a minimum Vg inch (9.5 mm) diameter. Spacing
of transverse reinforcement shall not exceed the
smaller of eight times the diameter of the smallest lon-
gitudinal bar or 6 inches (152 mm) within a distance
of three times the least pile dimension from the bot-
tom of the pile cap. Spacing of transverse reinforce-
ment shall not exceed 6 inches (152 mm) throughout
the remainder of the pile.

1810.3.8.2.3 Additional seismic reinforcement in
Seismic Design Categories D through F. For struc-
tures assigned to Seismic Design Category D, E or F
in accordance with Section 1613, transverse rein-
forcement shall be in accordance with Section
1810.3.9.4,2.

1810.3.8.3 Precast prestressed piles. Precast pre-
stressed concrete piles shall comply with the require-
ments of Sections 1810.3.8.3.1 through 1810.3.8.3.3.

1810.3.8.3.1 Effective prestress. The effective pre-
stress in the pile shall not be less than 400 psi (2.76
MPa) for piles up to 30 feet (9144 mm) in length, 550
psi (3.79 MPa) for piles up to 50 feet (15 240 mm) in
length and 700 psi (4.83 MPa) for piles greater than
50 feet (15 240 mm) in length.

Effective prestress shall be based on an assumed
loss of 30,000 psi (207 MPa) in the prestressing steel.
The tensile stress in the prestressing steel shall not
exceed the values specified in ACI 318.

1810.3.8.3.2 Seismic reinforcement in Seismic
Design Category C. For structures assigned to 5^/^-
mic Design Category C in accordance with Section
1613, precast prestressed piles shall have transverse
reinforcement in accordance with this section. The
volumetric ratio of spiral reinforcement shall not be
less than the amount required by the following for-
mula for the upper 20 feet (6096 mm) of the pile.

p,=0.12/V/,.
where:

(Equation 18-5)

f\ = Specified compressive strength of concrete,

psi (MPa).

fyh = Yield strength of spiral reinforcement
< 85,000 psi (586 MPa).

p^ = Spiral reinforcement index (vol, spiral/vol.

core).

At least one-half the volumetric ratio required by
Equation 18-5 shall be provided below the upper 20
feet (6096 mm) of the pile.

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1810.3.8.3.3 Seismic reinforcement in Seismic
Design Categories D through F. For structures
assigned to Seismic Design Category D, E or F in
accordance with Section 1613, precast prestressed
piles shall have transverse reinforcement in accor-
dance with 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 nun) or the distance from the
underside of the pile cap to the point of zero cur-
vature plus three times the least pile dimension.

3. In the ductile region, the center-to-center spac-
ing of the spirals or hoop reinforcement shall
not exceed one-fifth of the least pile dimension,
six times the diameter of the longitudinal strand
or 8 inches (203 mm), whichever is smallest.

4. Circular spiral reinforcement shall be spliced
by lapping one full turn and bending the end of
each spiral to a 90-degree hook or by use of a
mechanical or welded splice complying with
Section 12.14.3 of ACI 318.

5. Where the transverse reinforcement consists of
circular spirals, the volumetric ratio of spiral
transverse reinforcement in the ductile region
shall comply with the following:

Ps =025(f\/fy,)(A^/A,,-L0)
[0.5 + 1.4P/(f',A,)]

(Equation 18-6)

but not less than:

Ps =0.12(f',//J[0.5 + 1.4P/(/-',Ap]
>0.12/V/,.

and need not exceed:

p, =0.021

where:

(Equation 18-7)

(Equation 18-8)

Ag = Pile cross-sectional area, square inches
(mm^).

A^ft = Core area defined by spiral outside diam-
eter, square inches (mm^).

f\= Specified compressive strength of con-
crete, psi (MPa)

fyf^ = 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 16-7.

p= Volumetric ratio (vol. spiral/ vol. core).

This required amount of spiral reinforcement
is permitted to be obtained by providing an
inner and outer spiral.

Where transverse reinforcement consists of
rectangular hoops and cross ties, the total
cross-sectional area of lateral transverse rein-
forcement in the ductile region with spacing, 5,
and perpendicular dimension, /z^, shall conform
to:

A,,=03sKrc/fyk)(A,/A,,'hO)
[0,5 + lAP/(f\A^)]

(Equation 18-9)

but not less than:

A,, = 0. 12^ K (f'c Ifyn) [0.5 + 1 APHfc \)^

(Equation 18-10)

where:

/,, = < 70,000 psi (483 MPa).

h^ = Cross-sectional dimension of pile core
measured center to center of hoop rein-
forcement, inch (mm).

s = Spacing of transverse reinforcement
measured along length of pile, inch
(mm).

A^f^ = Cross-sectional area of tranverse rein-
forcement, square inches (mm^).

f\ = Specified compressive strength of con-
crete, psi (MPa).

The hoops and cross ties shall be equivalent to
deformed bars not less than No. 3 in size. Rectangular
hoop ends shall terminate at a comer with seismic
hooks.

Outside of the length of the pile requiring trans-
verse confinement reinforcing, the spiral or hoop
reinforcing with a volumetric ratio not less than
one-half of that required for transverse confinement
reinforcing shall be provided.

1810.3.9 Cast-in-place deep foundations. Cast-in-place
deep foundation elements shall be designed and detailed in
accordance with Sections 1810.3.9.1 through 1810.3.9.6.

1810.3.9.1 Design cracliing moment. The design
cracking moment ((|)M„) for a cast-in-place deep founda-
tion element not enclosed by a structural steel pipe or
tube shall be determined using the following equation:

<l>M„=34fX.

(Equation 18-11)

where:

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199

SOILS AND FOUNDATIONS

f'c=- Specified compressive strength of concrete or
grout, psi (MPa)

S^ = Elastic section modulus, neglecting reinforce-
ment and casing, cubic inches (mm^)

1810.3.9.2 Required reinforcement. Where subject to
uplift or where the required moment strength determined
using the load combinations of Section 1605.2 exceeds
the design cracking moment determined in accordance
with Section 1810.3,9.1, cast-in-place deep foundations
not enclosed by a structural steel pipe or tube shall be
reinforced.

1810.3.9.3 Placement of reinforcement. Reinforce-
ment where required shall be assembled and tied
together and shall be placed in the deep foundation ele-
ment as a unit before the reinforced portion of the ele-
ment is filled with concrete.

Exceptions:

1. Steel dowels embedded 5 feet (1524 mm) or
less shall be permitted to be placed after con-
creting, while the concrete is still in a semifluid
state.

2. For deep foundation elements installed with a
hollow-stem auger, tied reinforcement shall be
placed after elements are concreted, while the
concrete is still in a semifluid state. Longitudi-
nal reinforcement without lateral ties shall be
placed either through the hollow stem of the
auger prior to concreting or after concreting,
while the concrete is still in a semifluid state.

3. For Group R-3 and U occupancies not exceed-
ing two stories of light-frame construction,
reinforcement is permitted to be placed after
concreting, while the concrete is still in a semi-
fluid state, and the concrete cover requirement
is permitted to be reduced to 2 inches (51 mm),
provided the construction method can be dem-
onstrated to the satisfaction of the building offi-
cial

1810.3.9.4 Seismic reinforcement. Where a structure is
assigned to Seismic Design Category C, reinforcement
shall be provided in accordance with Section
1810.3.9.4.1. Where a structure is assigned to Seismic
Design Category D, E or F, reinforcement shall be pro-
vided in accordance with Section 1810.3.9.4.2.

Exceptions:

1. Isolated deep foundation elements supporting
posts of Group R-3 and U occupancies not
exceeding two stories of light-frame construc-
tion shall be permitted to be reinforced as
required by rational analysis but with not less
than one No. 4 bar, without ties or spirals,
where detailed so the element is not subject to
lateral loads and the soil provides adequate lat-
eral support in accordance with Section
1810.2.1.

2. Isolated deep foundation elements supporting
posts and bracing from decks and patios appur-
tenant to Group R-3 and U occupancies not
exceeding two stories of light- frame construc-
tion shall be permitted to be reinforced as
required by rational analysis but with not less
than one No. 4 bar, without ties or spirals,
where the lateral load, E, to the top of the ele-
ment does not exceed 200 pounds (890 N) and
the soil provides adequate lateral support in
accordance with Section 1810.2.1.

3. Deep foundation elements supporting the con-
crete foundation wall of Group R-3 and U occu-
pancies not exceeding two stories of
light-frame construction shall be permitted to
be reinforced as required by rational analysis
but with not less than two No. 4 bars, without
ties or spirals, where the design cracking
moment determined in accordance with Section
1810.3.9.1 exceeds the required moment
strength determined using the load combina-
tions with overstrength factor in Section
12.4.3.2 of ASCE 7 and the soil provides ade-
quate lateral support in accordance with Sec-
tion 1810.2.1.

4. Closed ties or spirals where required by Section
1810.3.9.4.2 shall be permitted to be limited to
the top 3 feet (914 nun) of deep foundation ele-
ments 10 feet (3048 mm) or less in depth sup-
porting Group R-3 and U occupancies of
Seismic Design Category D, not exceeding two
stories of light-frame construction.

1810.3.9.4.1 Seismic reinforcement in Seismic
Design Category C. For structures assigned to Seis-
mic Design Category C in accordance with Section
1613, cast-in-place deep foundation elements shall be
reinforced as specified in this section. Reinforcement
shall be provided where required by analysis.

A minimum of four longitudinal bars, with a mini-
mum longitudinal reinforcement ratio of 0.0025, shall
be provided for throughout the minimum reinforced
length of the element as defined below starting at the
top of the element. The minimum reinforced length of
the element shall be taken as the greatest of the fol-
lowing:

1. One-third of the element length;

2. A distance of 10 feet (3048 mm);

3. Three times the least element dimension; and

4. The distance from the top of the element to the
point where the design cracking moment deter-
mined in accordance with Section 1810.3.9.1
exceeds the required moment strength deter-
mined using the load combinations of Section
1605.2.

Transverse reinforcement shall consist of closed
ties or spirals with a minimum Vg inch (9.5 mm) diam-
eter. Spacing of transverse reinforcement shall not

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exceed the smaller of 6 inches (152 mm) or 8-longitu-
dinal-bar diameters, within a distance of three times
the least element dimension from the bottom of the
pile cap. Spacing of transverse reinforcement shall
not exceed 16 longitudinal bar diameters throughout
the remainder of the reinforced length.

Exceptions:

1. The requirements of this section shall not
apply to concrete cast in structural steel
pipes or tubes.

2. A spiral- welded metal casing of a thickness
not less than manufacturer's standard gage
No. 14 gage (0.068 inch) is permitted to pro-
vide concrete confinement in lieu of the
closed ties or spirals. Where used as such,
the metal casing shall be protected against
possible deleterious action due to soil con-
stituents, changing water levels or other fac-
tors indicated by boring records of site
conditions.

1810.3.9.4.2 Seismic reinforcement in Seismic
Design Categories D through F. For structures
assigned to Seismic Design Category D, E or F in
accordance with Section 1613, cast-in-place deep
foundation elements shall be reinforced as specified
in this section. Reinforcement shall be provided
where required by analysis.

A minimum of four longitudinal bars, with a mini-
mum longitudinal reinforcement ratio of 0.005, shall
be provided throughout the minimum reinforced
length of the element as defined below starting at the
top of the element. The minimum reinforced length of
the element shall be taken as the greatest of the fol-
lowing:

1 . One-half of the element length;

2. A distance of 10 feet (3048 mm);

3. Three times the least element dimension; and

Transverse reinforcement shall consist of closed
ties or spirals no smaller than No. 3 bars for elements
with a least dimension up to 20 inches (508 nun), and
No. 4 bars for larger elements. Throughout the
remainder of the reinforced length outside the regions
with transverse confinement reinforcement, as speci-
fied in Section 1810.3.9.4.2.1 or 1810.3.9.4.2.2, the
spacing of transverse reinforcement shall not exceed
the least of the following:

1. 12 longitudinal bar diameters;

2. One-half the least dimension of the element;
and

3. 12 inches (305 mm).
Exceptions:

1. The requirements of this section shall not
apply to concrete cast in structural steel
pipes or tubes.

2. A spiral-welded metal casing of a thickness
not less than manufacturer's standard gage
No. 14 gage (0.068 inch) is permitted to pro-
vide concrete confinement in lieu of the
closed ties or spirals. Where used as such,
the metal casing shall be protected against
possible deleterious action due to soil con-
stituents, changing water levels or other fac-
tors indicated by boring records of site
conditions.

1810.3.9.4.2.1 Site Classes A through D. For Site
Class A, B, C or D sites, transverse confinement
reinforcement shall be provided in the element in
accordance with Sections 21.6.4.2, 21.6.4.3 and
21.6.4.4 of ACI 318 within three times the least
element dimension of the bottom of the pile cap. A
transverse spiral reinforcement ratio of not less
than one-half of that required in Section
21. 6.4.4(a) of ACI 318 shall be permitted.

1810.3.9.4.2.2 Site Classes E and F. For Site
Class E or F sites, transverse confinement rein-
forcement shall be provided in the element in
accordance with Sections 21.6.4.2, 21.6.4.3 and
21.6.4.4 of ACI 318 within seven times the least
element dimension of thfe pile cap and within seven
times the least element dimension of the interfaces
of strata that are hard or stiff and strata that are
liquefiable or are composed of soft- to medium-
stiff clay.

1810.3.9.5 Belled drilled shafts. Where drilled shafts
are belied at the bottom, the edge thickness of the bell
shall not be less than that required for the edge of foot-
ings. Where the sides of the bell slope at an angle less
than 60 degrees (1 rad) from the horizontal, the effects of
vertical shear shall be considered.

1810.3.9.6 Socketed drilled shafts. Socketed drilled
shafts shall have a permanent pipe or tube casing that
extends down to bedrock and an uncased socket drilled
into the bedrock, both filled with concrete. Socketed
drilled shafts shall have reinforcement or a structural
steel core for the length as indicated by an approved
method of analysis.

The depth of the rock socket shall be sufficient to
develop the full load-bearing capacity of the element
with a minimum safety factor of two, but the depth shall
not be less than the outside diameter of the pipe or tube
casing. The design of the rock socket is permitted to be
predicated on the sum of the allowable load-bearing
pressure on the bottom of the socket plus bond along the
sides of the socket.

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Where a structural steel core is used, the gross
cross-sectional area of the core shall not exceed 25 per-
cent of the gross area of the drilled shaft.

1810.3.10 Micropiles. Micropiles shall be designed and
detailed in accordance with Sections 1810.3.10.1 through
1810.3.10.4.

1810.3.10.1 Construction. Micropiles shall develop
their load-carrying capacity by means of a bond zone in
soil, bedrock or a combination of soil and bedrock.
Micropiles shall be grouted and have either a steel pipe or
tube or steel reinforcement at every section along the
length. It shall be permitted to transition from deformed
reinforcing bars to steel pipe or tube reinforcement by
extending the bars into the pipe or tube section by at least
their development length in tension in accordance with
ACI318.

1810.3.10.2 Materials. Reinforcement shall consist of
deformed reinforcing bars in accordance with ASTM A
615 Grade 60 or 75 or ASTM A 722 Grade 150.

The steel pipe or tube shall have a minimum wall
thickness of Vj^ inch (4.8 mm). Splices shall comply with
Section 1 8 10.3.6. The steel pipe or tube shall have a min-
imum yield strength of 45,000 psi (310 MPa) and a mini-
mum elongation of 15 percent as shown by mill
certifications or two coupon test samples per 40,000
pounds (18 160 kg) of pipe or tube.

1810.3.10.3 Reinforcement. For micropiles or portions
thereof grouted inside a temporary or permanent casing
or inside a hole drilled into bedrock or a hole drilled with
grout, the steel pipe or tube or steel reinforcement shall
be designed to carry at least 40 percent of the design
compression load. Micropiles or portions thereof
grouted in an open hole in soil without temporary or per-
manent casing and without suitable means of verifying
the hole diameter during grouting shall be designed to
carry the entire compression load in the reinforcing steel.
Where a steel pipe or tube is used for reinforcement, the
portion of the grout enclosed within the pipe is permitted
to be included in the determination of the allowable
stress in the grout.

1810.3.10.4 Seismic reinforcement. For structures
assigned to Seismic Design Category C, a permanent
steel casing shall be provided from the top of the
micropile down to the point of zero curvature. For struc-
tures assigned to Seismic Design Category D, E or F, the
micropile shall be considered as an alternative system in
accordance with Section 1810.8.4.1, Chapter 1, Division
II. The alternative system design, supporting documen-
tation and test data shall be submitted to the building offi-
cial for review and approval.

1810.3J0.4J Seismic requirements. [OSHPD 2]

For structures assigned to Seismic Design Category
D,EorF, a permanent steel casing having a minimum
thickness o/Vg-inch shall be provided from the top of
the micropile down to a minimum of 1 20 percent of the
point of zero curvature. Capacity of micropiles shall
be determined in accordance with Section 1810.3.3

by at least two project specific pre-production tests
for each soil profile, size and depth of micropile. At
least two percent of all production piles shall be proof
tested to design ultimate strength determined by using
load combinations in Section 1605.2.1.

Steel casing length in soil shall be considered as
unbonded and shall not be considered as contributing
to friction. Casing shall provide confinement at least
equivalent to hoop reinforcing required by ACI 318
Section 21.12.4.

Reinforcement shall have Class 1 corrosion protec-
tion in accordance with PTI Recommendations for
P res tressed Rock and Soil Anchors. Steel casing
design shall include at least V/^" corrosion allow-
ance.

Micropiles shall not be considered as carrying any
horizontal loads.

1810.3.11 Pile caps. Pile caps shall be of reinforced con-
crete, and shall include all elements to which vertical deep
foundation elements are connected, including grade beams
and mats. The soil immediately below the pile cap shall not
be considered as carrying any vertical load. The tops of ver-
tical deep foundation elements shall be embedded not less
than 3 inches (76 mm) into pile caps and the caps shall
extend at least 4 inches (102 mm) beyond the edges of the
elements. The tops of elements shall be cut or chipped back
to sound material before capping.

1810.3.11.1 Seismic Design Categories C through F.

For structures assigned to Seismic Design Category C, D,
E or F in accordance with Section 1613, concrete deep
foundation elements shall be connected to the pile cap by
embedding the element reinforcement or field-placed
dowels anchored in the element into the pile cap for a dis-
tance equal to their development length in accordance
with ACI 318. It shall be permitted to connect precast
prestressed piles to the pile cap by developing the ele-
ment prestressing strands into the pile cap provided the
connection is ductile. For deformed bars, the develop-
ment length is the full development length for compres-
sion, or tension in the case of uplift, without reduction for
excess reinforcement in accordance with Section 12.2.5
of ACI 318. Alternative measures for laterally confining
concrete and maintaining toughness and ductile-like
behavior at the top of the element shall be permitted pro-
vided the design is such that any hinging occurs in the
confined region.

The minimum transverse steel ratio for confinement
shall not be less than one-half of that required for col-
unms.

For resistance to uplift forces, anchorage of steel
pipes, tubes or H-piles to the pile cap shall be made by
means other than concrete bond to the bare steel section.
Concrete-filled steel pipes or tubes shall have reinforce-
ment of not less than 0.01 times the cross-sectional area
of the concrete fill developed into the cap and extending
into the fill a length equal to two times the required cap
embedment, but not less than the development length in
tension of the reinforcement.

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1810.3.11.2 Seismic Design Categories D tlirough F.

For structures assigned to Seismic Design Category D, E
or F in accordance with Section 1613, deep foundation
element resistance to uplift forces or rotational restraint
shall be provided by anchorage into the pile cap,
designed considering the combined effect of axial forces
due to uplift and bending moments due to fixity to the
pile cap. Anchorage shall develop a minimum of 25 per-
cent of the strength of the element in tension. Anchorage
into the pile cap shall be capable of developing the fol-
lowing:

1. In the case of uplift, the least of the following:
nominal tensile strength of the longitudinal rein-
forcement in a concrete element; the nominal ten-
sile strength of a steel element; the frictional force
developed between the element and the soil multi-
plied by 1.3; and the axial tension force resulting
from the load combinations with overstrength fac-
tor in Section 12.4.3.2 of ASCE 7.

2. In the case of rotational restraint, the lesser of the
following: the axial force, shear forces and bend-
ing moments resulting from the load combinations
with overstrength factor in Section 12.4.3.2 of
ASCE 7 or development of the full axial, bending
and shear nominal strength of the element.

Where the vertical lateral- force-resisting elements are
columns, the pile cap flexural strengths shall exceed the
column flexural strength. The connection between batter
piles and pile caps shall be designed to resist the nominal
strength of the pile acting as a short column. Batter piles
and their connection shall be capable of resisting forces
and moments from the load combinations with
overstrength factor in Section 12.4.3.2 of ASCE 7.

1810.3.12 Grade beams. For structures assigned to Seismic
Design Category D, E or F in accordance with Section 1613,
grade beams shall comply with the provisions in Section
2 1 . 1 2.3 of ACI 3 1 8 for grade beams, except where they have
the capacity to resist the forces from the load combinations
with overstrength factor in Section 12.4.3.2 of ASCE 7.

1810.3.13 Seismic ties. For structures assigned to Seismic
Design Category C, D, E or F in accordance with Section
1613, individual deep foundations shall be interconnected
by ties. Unless it can be demonstrated that equivalent
restraint is provided by reinforced concrete beams within
slabs on grade or reinforced concrete slabs on grade or con-
finement by competent rock, hard cohesive soils or very
dense granular soils, ties shall be capable of carrying, in ten-
sion or compression, a force equal to the lesser of the prod-
uct of the larger pile cap or column design gravity load times
the seismic coefficient, S^s^ divided by 10, and 25 percent of
the smaller pile or column design gravity load.

Exception: In Group R-3 and U occupancies of
light-frame construction, deep foundation elements sup-
porting foundation walls, isolated interior posts detailed
so the element is not subject to lateral loads or exterior
decks and patios are not subject to interconnection where
the soils are of adequate stiffness, subject to the approval
of the building official.

1810.4 Installation. Deep foundations shall be installed in
accordance with Section 1810.4. Where a single deep founda-
tion element comprises two or more sections of different mate-
rials or different types spliced together, each section shall
satisfy the applicable conditions of installation.

1810.4.1 Structural integrity. Deep foundation elements
shall be installed in such a manner and sequence as to pre-
vent distortion or damage that may adversely affect the
structural integrity of adjacent structures or of foundation
elements being installed or already in place and as to avoid
compacting the surrounding soil to the extent that other
foundation elements cannot be installed properly.

1810.4.1.1 Compressive strength of precast concrete
piles. A precast concrete pile shall not be driven before the
concrete has attained a compressive strength of at least 75
percent of the specified compressive strength (f\), but not
less than the strength sufficient to withstand handling and
driving forces.

1810.4.1.2 Casing. Where cast-in-place deep founda-
tion elements are formed through unstable soils and con-
crete is placed in an open-drilled hole, a casing shall be
inserted in the hole prior to placing the concrete. Where
the casing is withdrawn during concreting, the level of
concrete shall be maintained above the bottom of the cas-
ing at a sufficient height to offset any hydrostatic or lat-
eral soil pressure. Driven casings shall be mandrel driven
their full length in contact with the surrounding soil.

1810.4.1.3 Driving near uncased concrete. Deep foun-
dation elements shall not be driven within six element
diameters center to center in granular soils or within
one-half the element length in cohesive soils of an
uncased element filled with concrete less than 48 hours
old unless approved by the building official. If the con-
crete surface in any completed element rises or drops, the
element shall be replaced. Driven uncased deep founda-
tion elements shall not be installed in soils that could
cause heave.

1810.4.1.4 Driving near cased concrete. Deep founda-
tion elements shall not be driven within four and one-half
average diameters of a cased element filled with concrete
less than 24 hours old unless approved by the building
official. Concrete shall not be placed in casings within
heave range of driving.

1810.4.1.5 Defective timber piles. Any substantial sud-
den increase in rate of penetration of a timber pile shall
be investigated for possible damage. If the sudden
increase in rate of penetration cannot be correlated to soil
strata, the pile shall be removed for inspection or
rejected.

1810.4.2 Identification. Deep foundation materials shall be
identified for conformity to the specified grade with this
identity maintained continuously from the point of 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
compHance to the building official

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1810.4.3 Location plan. A plan showing the location and
designation of deep foundation elements by an identifica-
tion system shall be filed with the building official prior to
installation of such elements. Detailed records for elements
shall bear an identification corresponding to that shown on
the plan.

1810.4.4 Preexcavation. The use of jetting, augering or
other methods of preexcavation shall be subject to the
approval of the building official. Where permitted,
preexcavation shall be carried out in the same manner as
used for deep foundation elements subject to load tests and
in such a manner that will not impair the carrying capacity of
the elements already in place or damage adjacent structures.
Element tips shall be driven below the preexcavated depth
until the required resistance or penetration is obtained.

1810.4.5 Vibratory driving. Vibratory drivers shall only be
used to install deep foundation elements where the element
load capacity is verified by load tests in accordance with
Section 1810.3.3.1.2. The installation of production ele-
ments shall be controlled according to power consumption,
rate of penetration or other approved means that ensure ele-
ment capacities equal or exceed those of the test elements.

1810.4.6 Heaved elements. Deep foundation elements that
have heaved during the driving of adjacent elements shall be
redriven as necessary to develop the required capacity and
penetration, or the capacity of the element shall be verified
by load tests in accordance with Section 1810.3.3.1.2.

1810.4.7 Enlarged base cast-in-place elements. Enlarged
bases for cast-in-place deep foundation elements formed by
compacting concrete or by driving a precast base shall be
formed in or driven into granular soils. Such elements shall
be constructed in the same manner as successful prototype
test elements driven for the project. Shafts extending
through peat or other organic soil shall be encased in a per-
manent steel casing. Where a cased shaft is used, the shaft
shall be adequately reinforced to resist column action or the
annular space around the shaft shall be filled sufficiently to
reestablish lateral support by the soil. Where heave occurs,
the element shall be replaced unless it is demonstrated that
the element is undamaged and capable of carrying twice its
design load.

1810.4.8 Hollow-stem angered, cast-in-place elements.

Where concrete or grout is placed by pumping through a
hollow-stem auger, the auger shall be permitted to rotate in a
clockwise direction during withdrawal. As the auger is
withdrawn at a steady rate or in increments not to exceed 1
foot (305 mm), concreting or grouting pumping pressures
shall be measured and maintained high enough at all times
to offset hydrostatic and lateral earth pressures. Concrete or
grout volumes shall be measured to ensure that the volume
of concrete or grout placed in each element is equal to or
greater than the theoretical volume of the hole created by the
auger. Where the installation process of any element is inter-
rupted or a loss of concreting or grouting pressure occurs,
the element shall be redrilled to 5 feet (1524 mm) below the
elevation of the tip of the auger when the installation was
interrupted or concrete or grout pressure was lost and
reformed. Augered cast-in-place elements shall not be

installed within six diameters center to center of an element
filled with concrete or grout less than 12 hours old, unless
approved by the building official. If the concrete or grout
level in any completed element drops due to installation of
an adjacent element, the element shall be replaced.

1810.4.9 Socketed drilled shafts. The rock socket and pipe
or tube casing of socketed drilled shafts shall be thoroughly
cleaned of foreign materials before filling with concrete.
Steel cores shall be bedded in cement grout at the base of the
rock socket.

1810.4.10 Micropiles. Micropile deep foundation elements
shall be permitted to be formed in holes advanced by rotary
or percussive drilling methods, with or without casing. The
elements shall be grouted with a fluid cement grout. The
grout shall be pumped through a tremie pipe extending to
the bottom of the element until grout of suitable quality
returns at the top of the element. The following require-
ments apply to specific installation methods:

1 . For micropiles grouted inside a temporary casing, the
reinforcing bars 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 element 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
verify that the flow of grout inside the casing is not
obstructed.

2. For a micropile or portion thereof grouted in an open
drill hole in soil without temporary casing, the mini-
mum design diameter of the drill hole shall be verified
by a suitable device during grouting.

3. For micropiles designed for end bearing, a suitable
means shall be employed to verify that the bearing
surface is properly cleaned prior to grouting.

4. Subsequent micropiles shall not be drilled near ele-
ments that have been grouted until the grout has had
sufficient time to harden.

5. Micropiles shall be grouted as soon as possible after
drilling is completed.

6. For micropiles designed with a full-length casing, the
casing shdl be pulled back to the top of the bond zone
and reinserted or some other suitable means
employed to assure grout coverage outside the casing.

1810.4.11 Helical piles. HeUcal piles shall be installed to
specified embedment depth and torsional resistance criteria
as determined by a registered design professional. The
torque applied during installation shall not exceed the maxi-
mum allowable installation torque of the helical pile.

1810.4.12 Special inspection. Special inspections in accor-
dance with Sections 1704.8 and 1704.9 shall be provided
for driven and cast-in-place deep foundation elements,
respectively. Special inspections in accordance with Section
1704.10 shall be provided for helical piles.

204

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CALIFORNIA BUILDING CODE-MATRIX ADOPTION TABLE
CHAPTER MA - SOILS AND FOUNDATIONS

Adopting agency

BSC

SFWI

HOD

DSA

OSHPD

CSA

DPH

AGR

DWR

CEO

SLC

1-AC

ss/cc

Adopt entire chapter

Adopt entire ciiapter as
amended (amended sections
listed below)

Adopt only those sections that
are listed below

Chapter/Section

2010 CALIFORNIA BUILDING CODE

205

206 201 CALIFORNIA BUILDING CODE

CHAPTER 184

SOILS AND FOUNDATIONS

This chapter has been revised in its entirety; there will be no marginal markings.

SECTION 18014
GENERAL

1801A.1 Scope. The provisions of this chapter shall apply to
building and foundation systems.

Refer to Appendix J, Grading, for requirements governing
grading, excavation and earthwork construction, including
fills and embankments.

1801 AJ,1 Application. The scope of application of Chap-
ter 18A is as follows :

1. Structures regulated by the Division of the State
Architect — Structural Safety, which include those
applications listed in Section 1.9.2.1 (DSA-SS), and
L9.2.1 (DSA-SS/CC). These applications include
public elementary and secondary schools, community
colleges and state-owned or state-leased essential
services buildings

I I 2. Applications listed in Section 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 21 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 18 and
any applicable amendments therein.

1801 A A, 2 Amendments in this chapter, DSA-SS
DSA-SS/CC adopt this chapter and all amendments.

and

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
1.9.2.1.

[DSA-SS/CC] For applications listed in Section
1.9.2.1.

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

[OSHPD 1] - For applications listed in Section
1.10.1.

[OSHPD 4] - For applications listed in Section
1.10.4.

1801A,L3 Reference to other chapters.

I801A.L3.1 [DSA-SS/CC] Where reference within this
chapter is made to sections in Chapters 16 A, 19 A, 21 A,
22A and 34A, the provisions in Chapters 16, 19, 21, 22
and 34 respectively shall apply instead.

1801A. 2 Design basis. Allowable bearing pressures, allowable
stresses and design formulas provided in this chapter shall be
used with the allowable stress design load combinations speci-
fied in Section 1605A.3. The quality and design of materials
used structurally in excavations and foundations shall comply
with the requirements specified in Chapters 16A, 19A, 21A,
22A and 23 of this code. Excavations and fills shall also comply
with Chapter 33.

SECTION 18024
DEFINITIONS

1802A.1 Definitions. The following words and terms shall, for
the purposes of this chapter, have the meanings shown herein.

DEEP FOUNDATION. A deep foundation is a foundation
element that does not satisfy the definition of a shallow founda-
tion.

DRILLED SHAFT. A drilled shaft is a cast-in-place deep
foundation element constructed by drilhng a hole (with or
without permanent casing) into soil or rock and filling it with
fluid concrete.

Socketed drilled shaft. A socketed drilled shaft is a drilled
shaft with a permanent pipe or tube casing that extends
down to bedrock and an uncased socket drilled into the bed-
rock.

MICROPILE. A micropile is a bored, grouted-in-place deep
foundation element that develops its load-carrying capacity by
means of a bond zone in soil, bedrock or a combination of soil
and bedrock.

SHALLOW FOUNDATION. A shallow foundation is an
individual or strip footing, a mat foundation, a slab-on-grade
foundation or a similar foundation element.

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207

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SECTION 18034
GEOTECHNICAL INVESTIGATIONS

1803A.1 General. Geotechnical investigations shall be con-
ducted in accordance with Section 1803A.2 and reported in
>l I accordance with Section 1S03A.7. The classification and
investigation of the soil shall be made under the responsible
charge of a California registered geotechnical engineer All
recommendations contained in geotechnical and engineering
geology reports shall be subject to the approval of the enforce-

> ment agency . All reports shall be prepared and signed by a reg-
istered geotechnical engineer and an engineering geologist
where applicable.

1803A.2 Investigations required. Geotechnical investiga-
tions shall be conducted in accordance with Sections 1803A.3
I I through 1803A.6.

Exception: Geotechnical reports are not required for
one-story, wood-frame and light- steel-frame buildings of
Type II or Type V construction and 4,000 square feet (371
m^) 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 soilpres-
I I sure values may be determined from Table I806A,2.

1803A.3 Basis of investigation. Soil classification shall be
based on observation and any necessary tests of the materials
disclosed by borings, test pits or other subsurface exploration
made in appropriate locations. Additional studies shall be
made as necessary to evaluate slope stability, soil strength,
position and adequacy of load-bearing soils, the effect of mois-
ture variation on soil-bearing capacity, compressibility, lique-
faction and expansiveness.

1803A.3.1 Scope of investigation. The scope of the
geotechnical investigation including the number and types
of borings or soundings, the equipment used to drill or sam-
ple, the in- situ testing equipment and the laboratory testing
program shall be determined by a registered design profes-
sional.

There shall not be less than one boring or exploration
shaft for each 5,000 square feet (465 m^) of building area at
the foundation level with a minimum oftwo 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.

1803A.4 Qualified representative. The investigation proce-
dure and apparatus shall be in accordance with generally
accepted engineering practice. The registered design profes-
sional shall have a fully qualified representative on site during
all boring or sampling operations.

1803A.5 Investigated conditions. Geotechnical investiga-
tions shall be conducted as indicated in Sections 1803A.5.1
through 1803A.5.12,

1803A.5,1 Classification. Soil materials shall be classified
in accordance with ASTM D 2487.

1803A.5.2 Questionable soil. Where the classification,
strength or compressibility of the soil is in doubt or where a
load-bearing value superior to that specified in this code is
claimed, the building official shall be permitted to require
that a geotechnical investigation be conducted.

1803A.5.3 Expansive soil. In areas likely to have expansive
soil, the building official shall require soil tests to determine
where such soils do exist.

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 pre-
scribed in Item 4 is conducted:

1. Plasticity index (PI) of 15 or greater, determined in
accordance with ASTM D 4318.

2. More than 10 percent of the soil particles pass a No.
200 sieve (75 |im), determined in accordance with
ASTM D 422.

3. More than 10 percent of the soil particles are less than
5 micrometers in size, determined in accordance with
ASTM D 422.

4. Expansion index greater than 20, determined in
accordance with ASTM D 4829.

1803A.5.4 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.

1803A.5.5 Deep foundations. Where deep foundations
will be used, a geotechnical investigation shall be conducted
and shall include all of the following, unless sufficient data
upon which to base the design and installation is otherwise
available:

1. Reconomended deep foundation types and installed
capacities.

2. Recommended center-to-center spacing of deep
foundation elements.

3. Driving criteria.

4. Installation procedures.

5. Field inspection and reporting procedures (to include
procedures for verification of the installed bearing
capacity where required).

6. Load test requirements.

7. Suitability of deep foundation materials for the
intended environment.

8. Designation of bearing stratum or strata.

9. Reductions for group action, where necessary.

1803A.5.6 Rock strata. Where subsurface explorations at
the project site indicate variations or doubtful characteris-
tics in the structure of the rock upon which foundations are
to be constructed, a sufficient number of borings shall be

208

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made to a depth of not less than 10 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.

1803A.5.7 Excavation near foundations. Where excava-
tion will remove lateral support from any foundation, an
investigation shall be conducted to assess the potential con-
sequences and address mitigation measures.

1803A.5.8 Compacted fill material. Where shallow foun-
dations will bear on compacted fill material more than 12
inches (305 mm) in depth, a geotechnical investigation shall
be conducted and shall include all of the following:

1. Specifications for the preparation of the site prior to
placement of compacted fill material.

2. Specifications for material to be used as compacted
fill.

3. Test methods to be used to determine the maximum
dry density and optimum moisture content of the
material to be used as compacted fill.

4. Maximum allowable thickness of each lift of com-
pacted fill material.

5. Field test method for determining the in-place dry
density of the compacted fill.

6. Minimum acceptable in-place dry density expressed
as a percentage of the maximum dry density deter-
mined in accordance with Item 3.

7 . Number and frequency of field tests required to deter-
mine compliance with Item 6.

1803A.5.9 Controlled low-strength material (CLSM).

Where shallow foundations will bear on controlled
low- strength material (CLSM), a geotechnical investigation
shall be conducted and shall include all of the following:

1. Specifications for the preparation of the site prior to
placement of the CLSM.

2. Specifications for the CLSM.

3. Laboratory or field test method(s) to be used to 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.

1803A.5.10 Alternate setback and clearance. Where set-
backs or clearances other than those required in Section
1808A.7 are desired, the building official shall be permitted
to require a geotechnical investigation by a registered
design professional to demonstrate that the intent of Section
1808A.7 would be satisfied. Such an investigation shall
include consideration of material, height of slope, slope gra-
dient, load intensity and erosion characteristics of slope
material.

1803A.5.11 Seismic Design Categories C through F. For

structures assigned to Seismic Design Category C, D, E or F
in accordance with Section 1 6 1 3A, a geotechnical investiga-

tion shall be conducted, and shall include an evaluation of
all of the following potential geologic and seismic hazards:

1. Slope instability.

2. Liquefaction.

3. Differential settlement.

4. Surface displacement due to faulting or lateral
spreading.

1803A.5.12 Seismic Design Categories D through E For

structures assigned to Seismic Design Category D, E or F in
accordance with Section 1613A, the geotechnical investiga-
tion required by Section 1803 A. 5.11, shall also include:

1. The determination of lateral pressures on foundation
walls and retaining walls due to earthquake motions.

2. The potential for liquefaction and soil strength loss
evaluated for site peak ground accelerations, magni-
tudes and source characteristics consistent with the
design earthquake ground motions. Peak ground
acceleration shall be permitted to be determined
based on a site-specific study taking into account soil
amplification effects, as specified in Chapter 21 of
ASCE 7, or, in the absence of such a study, peak
ground accelerations shall be assumed equal to
Sjr)sl2,5, where S^^ is determined in accordance with
Section 1613A.5.4.

3. An assessment of potential consequences of liquefac-
tion and soil strength loss, including estimation of dif-
ferential settlement, lateral movement, lateral loads
on foundations, reduction in foundation soil-bearing
capacity, increases in lateral pressures on retaining
walls and flotation of buried structures.

4. Discussion of mitigation measures such as, but not
limited to, ground stabilization, selection of appropri-
ate foundation type and depths, selection of appropri-
ate structural systems to acconunodate anticipated
displacements and forces, or any combination of
these measures and how they shall be considered in
the design of the structure.

1803A.6 Site data.

1803 A.6 A Engineering geologic reports,

1803A.6,1,1 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 II
or Type V construction and 4,000 square feet
(371 m^) 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
voluntary structural alterations and incidental I
structural additions or alterations, and struc-
tural repairs for other than earthquake dam-
age.

2010 CALIFORNIA BUILDING CODE

209

SOILS AND FOUNDATIONS

2. A previous report for a specific site may be
resubmitted, provided that a reevaluation is
made and the report is found to be currently
appropriate.

1803A.6J,2 The purpose of the engineering geologic
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 geotechni-
cal 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 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 supported by satisfactory data and
analysis.

In addition to requirements in Sections 1803 A. 5. 11
and 1803A.5.12, 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 Sec-
tions 161 3 A and 161 5 A, andASCE 7.

I803A,6,2 Supplemental ground-response report. If site-
specific ground-motion procedures, as set forth in ASCE 7
Chapter 21, or ground-motion response history analysis, as
set forth in ASCE 7 Chapter 16, Section 17.3 or Section
18.2.3, are used for design, then a supplemental ground-
response report may be required. All conclusions and
ground-motion parameters shall be supported by data and
analysis.

The three Next Generation Attenuation (NGA) relations
used for the 2008 USGS seismic hazards maps for Western
United States (WUS) shall be utilized to determine the
site-specific ground motion. When supported by data and
analysis, other NGA relations, that were not used for the
2008 USGS maps, shall be permitted as additions or substi-
tutions. No fewer than three NGA relations shall be utilized.

Site-specific Probabilistic Site Hazard Analyses (PSHA)
for structures that incorporate the NGA relations shall use
the maximum rotated component of ground motion.

Site-specific Deterministic Site Hazard Analyses (DSHA)
for structures that incorporate the NGA relations shall use
the 84th percentile of the maximum rotated component of
ground motion.

I803A.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:

L Elastic structural response spectra.

2. Time-history plot of predicted ground motion at
the site.

3. Other analyses in conformance with accepted
engineering and seismological practice.

I803A.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
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 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.

1803 A, 7 Geotechnical reporting. Where geotechnical investi- I I \
gations are required, a written report of the investigations shall
be submitted to the building official by the owner or authorized
agent at the time of permit application. The geotechnical report
shall provide completed evaluations of the foundation condi-
tions 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 crite-
ria 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 analyses of problem areas identified in the engi-
neering geologic report. The geotechnical report shall incor-
porate estimates of the characteristics of site ground motion
provided in the engineering geologic report. This geotechnical

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report shall include, but need not he limited to, the following
information:

1 . A plot showing the location of the soil investigations.

2. A complete record of the soil boring and penetration
test logs and soil samples.

3. A record of the soil profile.

4. Elevation of the water table, if encountered. Historic
high ground water elevations shall be addressed in the
report to adequately evaluate liquefaction and settle-
ment potential.

6. Expected total and differential settlement.

7. Deep foundation information in accordance with Sec-
tion 1803A.5.5.

8. Special design and construction provisions for founda-
tions of structures founded on expansive soils, as nec-
essary.

9. Compacted fill material properties and testing in accor-
dance with Section 1803A.5.8.

10. Controlled low-strength material properties and testing
in accordance with Section 1803 A. 5. 9.

1 1 . The report shall consider the effects of stepped footings
I I addressed in Section 1809 A. 3.

12. The report shall consider the effects of seismic hazards
I I in accordance with Section 1803A.6.

SECTION 18044
EXCAVATION, GRADING AND FILL

1804A.1 Excavation near foundations. Excavation for any
purpose shall not remove lateral support from any foundation
without first underpinning or protecting the foundation against
settlement or lateral translation.

1804A.2 Placement of backfill. The excavation outside the
foundation shall be backfilled with soil that is fi'ee of organic
material, construction debris, cobbles and boulders or with a
controlled low-strength material (CLSM). The backfill shall be
placed in lifts and compacted in a manner that does not damage
the foundation or the waterproofing or dampproofing material.

Exception: CLSM need not be compacted.

1804A.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.

1804A.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.

3. In flood hazard areas subject to high- velocity wave
action, unless such fill is conducted and/or placed to
avoid diversion of water and waves toward any building
or structure.

4. Where design flood elevations are specified but
floodways have not been designated, unless it has been
demonstrated that the cumulative effect of the proposed
flood hazard area encroachment, when combined with
all other existing and anticipated flood hazard area
encroachment, will not increase the design flood eleva-
tion more than 1 foot (305 mm) at any point.

1804A.5 Compacted fill material. Where shallow founda-
tions will bear on compacted fill material, the compacted fill
shall comply with the provisions of an approved geotechnical
report, as set forth in Section 1 803A.

1804A.6 Controlled low-strength material (CLSM). Where
shallow foundations will bear on controlled low-strength mate-
rial (CLSM), the CLSM shall comply with the provisions of an
approved geotechnical report, as set forth in Section 1803A.

SECTION 1805A
DAMPPROOFING AND WATERPROOFING

1805A.1 General. Walls or portions thereof that retain earth
and enclose interior spaces and floors below grade shall be
waterproofed and dampproofed in accordance with this sec-

2010 CALIFORNIA BUILDING CODE

211

SOILS AND FOUNDATIONS

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.

1805A.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 1 805A.2 and a foundation drain shall be
installed in accordance with Section 1805A.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 1803A.5.4, 1805A.3 and 1805A.4.1
shall not apply in this case.

1805A.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 nun) 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 1803A.5.4, 1805A.2, 1805A.3 and 1805A.4 shall not
apply in this case.

1805A. 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 on at least one side.

Exception: Under-floor spaces of Group R-3 build-
ings that meet the requirements of FEMAMA-TB- 1 1 .

1805A.1.3 Ground- water control. Where the ground-
water table is lowered and maintained at an elevation not
less than 6 inches (152 mm) below the bottom of the lowest
floor, the floor and walls shall be dampproofed in accor-
dance with Section 1805A.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.

1805A.2 DampprooOng. Where hydrostatic pressure will not

> occur as determined by Section 1803 A. 5. 4, floors and walls

> shall be dampproofed in accordance with this section.

1805A.2.1 Floors. Dampproofing materials for floors shall
be installed between the floor and the base course required
by Section 1805A.4.1, except where a separate floor is pro-
vided above a concrete slab.

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.

1805A.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.

1805A. 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 Vg 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.

1805A.3 Waterproofing. Where the ground- water investiga-
tion required by Section 1803A.5.4 indicates that a hydrostatic
pressure condition exists, and the design does not include a
ground-water control system as described in Section
1805AA.1.3, walls and floors shall be waterproofed in accor-
dance with this section.

1805A.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 membrane or not less
than 6-mil [0.006 inch (0.152 mm)] polyvinyl chloride with
joints lapped not less than 6 inches (152 mm) or other
approved materials under the slab. Joints in the membrane
shall be lapped and sealed in accordance with the manufac-
turer's installation instructions.

1805A.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
1805A.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.

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1805A. 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 1805A. 2.2.1.

1805A.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.

1805A.4 Subsoil drainage system. Where a hydrostatic pres-
sure condition does not exist, dampproofing shall be provided
and a base shall be installed under the floor and a drain installed
around the foundation perimeter. A subsoil drainage system
designed and constructed in accordance with Section
1805 A. 1.3 shall be deemed adequate for lowering the
ground-water table.

1805A.4.1 Floor base course. Floors of basements, except
as provided for in Section 1 805A. 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.

1805A.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
1805A.4.1, and shall be covered with not less than 6 inches
(152 mm) of the same material.

1805A.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
compHes 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 18064
PRESUMPTIVE LOAD-BEARING VALUES OF SOILS

1806A.1 Load combinations. The presumptive load-bearing
values provided in Table 1806A.2 shall be used with the allow-
able stress design load combinations specified in Section
1605A.3. The values of vertical foundation pressure and lateral

bearing pressure given in Table 1806A.2 shall be permitted to
be increased by one-third where used with the alternative basic
load combinations of Section 1605A.3.2 that include wind or
earthquake loads.

1806A.2 Presumptive load-bearing values. The load-bearing
values used in design for supporting soils near the surface shall
not exceed the values specified in Table 1 806A. 2 unless data to
substantiate the use of higher values are submitted and
approved. Where the building official has reason to doubt the
classification, strength or compressibility of the soil, the
requirements of Section 1803A.5.2 shall be satisfied.

Exception; A presumptive load-bearing capacity shall be
permitted to be used where the building official deems the
load-bearing capacity of mud, organic silt or unprepared fill
is adequate for the support of lightweight or temporary
structures.

1806A.3 Lateral load resistance. Where the presumptive val-
ues of Table 1 806A. 2 are used to determine resistance to lateral
loads, the calculations shall be in accordance with Sections
1806A.3.1 through 1806A.3.4.

1806A.3.1 Combined resistance. The total resistance to
lateral loads shall be permitted to be determined by combin-
ing the values derived from the lateral bearing pressure and
the lateral sliding resistance specified in Table 1806A.2.

1806A.3.2 Lateral sliding resistance limit. For clay, sandy
clay, silty clay, clayey silt, silt and sandy silt, in no case shall
the lateral sliding resistance exceed one-half the dead load.

1806A.3.3 Increase for depth. The lateral bearing pres-
sures specified in Table 1806A.2 shall be permitted to be
increased by the tabular value for each additional foot (305
nmi) of depth to a maximum of 1 5 times the tabular value.

1806A.3.4 Increase for poles. Isolated poles for uses such
as flagpoles or signs and poles used to support buildings that
are not adversely affected by a V2 inch (12.7 mm) motion at
the ground surface due to short-term lateral loads shall be
permitted to be designed using lateral bearing pressures
equal to two times the tabular values.

SECTION 1807A

FOUNDATION WALLS, RETAINING WALLS

AND EMBEDDED POSTS AND POLES

1807A.1 Foundation walls. Foundation walls shall be
designed and constructed in accordance with Sections
1807A.1.1 through 1807A.1.6. Foundation walls shall be sup-
ported by foundations designed in accordance with Section
1808A.

1807A. 1.1 Design lateral soil loads. Foundation walls shall
be designed for the lateral soil loads determined by a
geotechnical investigation in accordance with Section
1803A.

2010 CALIFORNIA BUILDING CODE

213

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TABLE 1806A2
PRESUMPTIVE LOAD-BEARING VALUES

CLASS OF MATERIALS

VERTICAL FOUNDATION
PRESSURE (psf)

LATERAL BEARING

PRESSURE

(psf/ft below natural grade)

LATERAL SLIDING RESISTANCE

Coefficient of friction^

Cohesion (psf)''

1. Crystalline bedrock

12,000

1,200

0.70

—

2. Sedimentary and foli-
ated rock

4,000

■

400

0.35

—

3. Sandy gravel and/or
gravel (GW and GP)

3,000

200

0.35

—

4. Sand, silty sand, clayey
sand, silty gravel and
clayey gravel (SW, SP,
SM, SC, GM and GC)

2,000

150

0.25

—

5. Clay, sandy clay, silty
clay, clayey silt, silt and
sandy silt (CL, ML,
MH and CH)

1,500

100

—

130

For SI: 1 pound per square foot = 0.0479 kPa, 1 pound per square foot per foot = 0. 157 kPa/m.

a. Coefficient to be multiplied by the dead load.

b. Cohesion value to be muldplied by the contact area, as limited by Section 1806A.3.2.

1807A. 1.2 Unbalanced backfill height. Unbalanced back-
fill height is the difference in height between the exterior
finish ground level and the lower of the top of the concrete
footing that supports the foundation wall or the interior fin-
ish ground level. Where an interior concrete slab on grade is
provided and is in contact with the interior surface of the
foundation wall, the unbalanced backfill height shall be per-
mitted to be measured from the exterior finish ground level
to the top of the interior concrete slab.

1807A.1.3 Rubble stone foundation walls. Not permitted
by DSA-SS or DSA-SS/CC & OSHPD.

1807A. 1.4 Permanent wood foundation systems. Not per-
mitted by DSA-SS or DSA-SS/CC Sl OSHPD.

1807A. 1.5 Concrete and masonry foundation walls. Con-
crete and masonry foundation walls shall be designed in
accordance with Chapter 19A or 21A, as applicable.

1807A.2 Retaining walls. Retaining walls shall be designed in
accordance with Sections 1807A.2.1 through 1807A.2.3. Free-
standing cantilever walls shall be designed in accordance with
Section 1807A.2.4.

1807A.2.1 General. Retaining walls shall be designed to
ensure stability against overturning, sliding, excessive foun-
dation pressure and water uplift. Where a keyway is
extended below the wall base with the intent to engage pas-
sive pressure and enhance sliding stability, lateral soil pres-
sures on both sides of the keyway shall be considered in the
sliding analysis.

1807A.2.2 Design lateral soil loads. Retaining walls shall
I I be designed for the lateral soil loads determined by a

geotechnical investigation
1803A.

in accordance with Section

1807A.2.3 Safety factor. Retaining walls shall be designed
to resist the lateral action of soil to produce sliding and over-
turning with a minimum safety factor of 1.5 in each case.
The load combinations of Section 1605A shall not apply to
this requirement. Instead, design shall be based on 0.7 times
nominal earthquake loads, 1.0 times other nominal loads,
and investigation with one or more of the variable loads set
to zero. The safety factor against lateral sliding shall be
taken as the available soil resistance at the base of the retain-
ing wall foundation divided by the net lateral force applied
to the retaining wall.

Exception: Where earthquake loads are included, the
minimum safety factor for retaining wall sliding and
overturning shall be 1.1.

1807A,2.4 Freestanding cantilever walls. A stability check
against the possibility of overturning shall be performed for
isolated spread footings which support freestanding canti-
lever walls. The stability check shall be made by dividing Rp
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
rectangular footings with symmetrical vertical loading
and the design lateral force applied, a triangular or trap-
ezoidal soil pressure distribution which covers the full
width of the footing will meet the stability requirement

1807A.3 Embedded posts and poles. Designs to resist both
axial and lateral loads employing posts or poles as columns
embedded in earth or in concrete footings in earth shall be in
accordance with Sections 1807A.3.1 through 1807A.3.3.

214

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1807A.3.1 Limitations. The design procedures outlined in
this section are subject to the following limitations:

1 . The frictional resistance for structural walls and slabs
on silts and clays shall be limited to one-half of the
normal force imposed on the soil by the weight of the
footing or slab.

2. Posts embedded in earth shall not be used to provide
lateral support for structural or nonstructural materi-
als such as plaster, masonry or concrete unless brac-
ing is provided that develops the limited deflection
required.

Wood poles shall be treated in accordance with AWPA
Ul for sawn timber posts (Commodity Specification A, Use
Category 4B) and for round timber posts (Commodity
Specification B, Use Category 4B).

1807A.3.2 Design criteria. The depth to resist lateral loads
shall be determined using the design criteria established in
Sections 1807A.3.2.1 through 1807A.3.2.3, or by other
methods approved by the building official.

1807A.3.2.1 Nonconstrained. The following formula
shall be used in determining the depth of embedment
required to resist lateral loads where no lateral constraint
is provided at the ground surface, such as by a rigid floor
or rigid ground surface pavement, and where no lateral
constraint is provided above the ground surface, such as
by a structural diaphragm.

d = .

|4.25M^

(Equation 18.4

i S,b

where:

M,:

= Moment
(kN-m).

in the

post

at grade,

, in foot-pounds

d=0.5A{ 1 + [1 H^.36h/A)y^^}

(Equation 18A-1)

^3 = Allowable lateral soil-bearing pressure as set
forth in Section 1806A.2 based on a depth equal
to the depth of embedment in pounds per square
foot (kPa).

1807A. 3.2.3 Vertical load. The resistance to vertical
loads shall be determined using the vertical foundation
pressure set forth in Table 1806A.2.

1807A.3.3 Backfill. The backfill in the annular space
around columns not embedded in poured footings shall be
by one of the following methods:

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).

where:

A = 234P/S,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).

Si = Allowable lateral soil-bearing pressure as set
forth in Section 1806A.2 based on a depth of
one-third the depth of embedment in pounds per
square foot (psf) (kPa).

1807A.3.2.2 Constrained. The following formula shall
be used to determine the depth of embedment required to
resist lateral loads where lateral constraint is provided at
the ground surface, such as by a rigid floor or pavement.

425Ph
S^b

(Equation 18A-2)

or alternatively

SECTION 18084
FOUNDATIONS

1808A.1 General. Foundations shall be designed and con-
structed in accordance with Sections 1808A.2 through
1808A.9. Shallow foundations shall also satisfy the require-
ments of Section 1809A. Deep foundations shall also satisfy
the requirements of Section 1810A.

1808A.2 Design for capacity and settlement. Foundations
shall be so designed that the allowable bearing capacity of the
soil is not exceeded, and that differential settlement is mini-
mized. Foundations in areas with expansive soils shall be
designed in accordance with the provisions of Section
1808A.6.

The enforcing agency may require an analysis of foundation I I
elements to determine subgrade deformations in order to eval-
uate their effect on the superstructure, including story drift, I I

1808A.3 Design loads. Foundations shall be designed for the
most unfavorable effects due to the combinations of loads spec-
ified in Section 1605A.2 or 1605A.3. The dead load is permit-
ted to include the weight of foundations and overlying fill.
Reduced live loads, as specified in Sections 1607A.9 and
1607A. 1 1 , shall be permitted to be used in the design of foun-
dations.

2010 CALIFORNIA BUILDING CODE

215

SOILS AND FOUNDATIONS

1808A.3.1 Seismic overturning. Where foundations are
proportioned using the load combinations of Section 1605.2
or 1605 A. 3.1, and the computation of seismic overturning
effects is by equivalent lateral force analysis or modal anal-
ysis, the proportioning shall be in accordance with Section
12.13.4 of ASCE 7.

1808A,4 Vibratory loads. Where machinery operations or
other vibrations are transmitted through the foundation, con-
sideration shall be given in the foundation design to prevent
detrimental disturbances of the soil.

1808A.5 Shifting or moving soils. Where it is known that the
shallow subsoils are of a shifting or moving character, founda-
tions shall be carried to a sufficient depth to ensure stability.

1808A.6 Design for expansive soils. Foundations for build-
ings and structures founded on expansive soils shall be
designed in accordance with Section 1808A.6.1 or 1808A.6.2.

Exception: Foundation design need not comply with Sec-
tion 1808A.6.1 or 1808A.6,2 where one of the following
conditions is satisfied:

1. The soil is removed in accordance with Section
1808A.6.3; or

2. The building official approves stabilization of the soil
in accordance with Section 1808A.6.4.

1808A.6.1 Foundations. Foundations placed on or within
the active zone of expansive soils shall be designed to resist
differential volume changes and to prevent structural dam-
age 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 struc-
ture.

Foundations placed below where volume change occurs
or below expansive soil shall comply with the following
provisions:

1 . Foundations extending into or penetrating expansive
soils shall be designed to prevent uplift of the sup-
ported structure.

2. Foundations penetrating expansive soils shall be
designed to resist forces exerted on the foundation
due to soil volume changes or shall be isolated from
the expansive soil.

1808A.6.2 Slab-on-ground foundations. Moments, shears
and deflections for use in designing slab-on-ground, mat or
raft foundations on expansive soils shall be determined in
accordance with WRI/CRSI Design of Slah-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.

1808A.6.3 Removal of expansive soil. Where expansive
soil is removed in lieu of designing foundations in accor-
dance with Section 1808A.6. 1 or 1808A.6.2, the soil shall be
removed to a depth sufficient to ensure a constant moisture
content in the remaining soil. Fill material shall not contain
expansive soils and shall comply with Section 1804A.5 or
1804A.6.

1808A.6.4 Stabilization. Where the active zone of expan-
sive soils is stabilized in lieu of designing foundations in
accordance with Section 1808A.6.1 or 1808A6.2, the soil
shall be stabilized by chemical, dewatering, presaturation or
equivalent techniques.

1808A.7 Foundations on or adjacent to slopes. The place-
ment of buildings and structures on or adjacent to slopes
steeper than one unit vertical in three units horizontal
(33.3-percent slope) shall comply with Sections 1808A.7.1
through 1808A.7.5.

1808A.7.1 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 in
Section 1808A.7.5 and Figure 1808A.7.1, the following cri-
teria will be assumed to provide this protection. Where the
existing slope is steeper than one unit vertical in one unit
horizontal (100-percent slope), the toe of the slope shall be
assumed to be at the intersection of a horizontal plane drawn
from the top of the foundation and a plane drawn tangent to
the slope at an angle of 45 degrees (0.79 rad) to the 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.

1808A.7.2 Foundation setback from descending slope
surface. Foundations on or adjacent to slope surfaces shall
be founded in firm material with an embedment and set back
from the slope surface sufficient to provide vertical and lat-
eral support for the foundation without detrimental settle-
ment. Except as provided for in Section 1808A.7.5 and
Figure 1808A.7.1, the following setback is deemed ade-
quate to meet the criteria. Where the slope is steeper than 1
unit vertical in 1 unit horizontal (100-percent slope), the
required setback shall be measured from an imaginary plane
45 degrees (0.79 rad) to the horizontal, projected upward
from the toe of the slope.

1808A.7.3 Pools. The setback between pools regulated by
this code and slopes shall be equal to one-half the building
footing setback distance required by this section. That por-
tion of the pool wall within a horizontal distance of 7 feet

216

2010 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATIONS

(2 1 34 mm) from the top of the slope shall be capable of sup-
porting the water in the pool without soil support.

1808A.7.4 Foundation elevation. On graded sites, the top
of any exterior foundation shall extend above the elevation
of the street gutter at point of discharge or the inlet of an
approved drainage device a minimum of 12 inches (305
nmi) 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.

1808A.7.5 Alternate setback and clearance. Alternate
setbacks and clearances are permitted, subject to the
approval of the building official. The building official shall
be permitted to require a geotechnical investigation as set
forth in Section 1803A.5.10.

1808A.8 Concrete foundations. The design, materials and
construction of concrete foundations shall comply with Sec-
tions 1808A.8.1 through 1808A.8.6 and the provisions of
Chapter 19A.

1808A.8.1 Concrete or grout strength and mix propor-
tioning. Concrete or grout in foundations shall have a speci-
fied compressive strength (f '^) not less than the largest
applicable value indicated in Table 1808A.8.1.

Where concrete is placed through a funnel hopper at the
top of a deep foundation element, the concrete mix shall be
designed and proportioned so as to produce a cohesive
workable mix having a slump of not less than 4 inches (102
mm) and not more than 8 inches (204 nmi). Where concrete
or grout is to be pumped, the mix design including slump
shall be adjusted to produce a pumpable mixture.

1808A.8.2 Concrete cover. The concrete cover provided for
prestressed and nonprestressed reinforcement in foundations
shall be no less than the largest applicable value specified in
Table 1808A.8.2. Longitudinal bars spaced less than IV2
inches (38 mm) clear distance apart shall be considered bun-
dled bars for which the concrete cover provided shall also be
no less than that required by Section 7.7.4 of ACI 318. Con-
crete cover shall be measured from the concrete surface to the
outermost surface of the steel to which the cover requirement

applies. Where concrete is placed in a temporary or
permanent casing or a mandrel, the inside face of the casing
or mandrel shall be considered the concrete surface.

1808A.8.3 Placement of concrete. Concrete shall be
placed in such a manner as to ensure the exclusion of any
foreign matter and to secure a full-size foundation. Concrete
shall not be placed through water unless a tremie or other
method approved by the building official is used. Where
placed under or in the presence of water, the concrete shall
be deposited by approved means to ensure minimum segre-
gation of the mix and negligible turbulence of the water.
Where depositing concrete from the top of a deep founda-
tion element, the concrete shall be chuted directly into
smooth-sided pipes or tubes or placed in a rapid and contin-
uous operation through a funnel hopper centered at the top
of the element.

1808A.8.4 Protection of concrete. Concrete foundations
shall be protected from freezing during depositing and for a
period of not less than five days thereafter. Water shall not
be allowed to flow through the deposited concrete.

1808A.8.5 Forming of concrete. Concrete foundations are
permitted to be cast against the earth where, in the opinion
of the building official, soil conditions do not require
formwork. Where formwork is required, it shall be in accor-
dance with Chapter 6 of ACI 318.

1808A.8.6 Seismic requirements. See Section 1908A for
additional requirements for foundations of structures
assigned to Seismic Design Category D, E or F. <C

For structures assigned to Seismic Design Category D, E
or F, provisions of ACI 318, Sections 21.12.1 through
21.12.4, shall apply where not in conflict with the provi-
sions of Sections 1808A through 18 IDA

1808A.9 Vertical masonry foundation elements. Vertical
masonry foundation elements that are not foundation piers as
defined in Section 2102.1 shall be designed as piers, walls or
columns, as applicable, in accordance with TMS 402/ACI
530/ASCE 5.

FACE OF

smucwRE

For SI: 1 foot = 304.8 mm.

MLBABT THE SMALLER OFH/2mO 15 FEET

FIGURE 1808A7.1
FOUNDATION CLEARANCES FROM SLOPES

2010 CALIFORNIA BUILDING CODE

217

SOILS AND FOUNDATIONS

TABLE 18084.8.1
MINIMUM SPECIFIED COMPRESSIVE STRENGTH f^Of CONCRETE OR GROUT

FOUNDATION ELEMENT OR CONDITION

SPECIFIED COMPRESSIVE
STRENGTH, f'^

L Foundations for other structures assigned to Seismic Design Category D, E or F

3,000 psi

2. Precast nonprestressed driven piles

4,000 psi

5. Socketed drilled shafts

4,000 psi

4. Micropiles

4,000 psi

5. Precast prestressed driven piles

5,000 psi

For SI: 1 pound per square inch = 0.00689 MPa.

TABLE 1808A8.2
MINIMUM CONCRETE COVER

FOUNDATION ELEMENT OR CONDITION

MINIMUM COVER

1. Shallow foundations

In accordance with Section 7.7 of ACI 318

2. Precast nonprestressed deep foundation elements
Exposed to seawater
Not manufactured under plant conditions
Manufactured under plant control conditions

3 inches
2 inches
In accordance with Section 7.7.3 of ACI 318

3. Precast prestressed deep foundation elements
Exposed to seawater
Other

2.5 inches

In accordance with Section 7.7.3 of ACI 318

4. Cast-in-place deep foundation elements not enclosed by a steel pipe, tube or permanent
casing

2.5 inches

5. Cast-in-place deep foundation elements enclosed by a steel pipe, tube or permanent casing

1 inch

6. Structural steel core within a steel pipe, tube or permanent casing

2 inches

7. Cast-in-place drilled shafts enclosed by a stable rock socket

1 .5 inches

For SI: 1 inch = 25.4 mm.

SECTION 1809A
SHALLOW FOUNDATIONS

1809A.1 General. Shallow foundations shall be designed and
constructed in accordance with Sections 1809A.2 through
1809A.13.

1809A.2 Supporting soils. Shallow foundations shall be built
on undisturbed soil, compacted fill material or controlled
low-strength material (CLSM). Compacted fill material shall
be placed in accordance with Section 1804A.5. CLSM shall be
placed in accordance with Section 1804A.6.

1809A.3 Stepped footings. The top surface of footings shall be
level. The bottom surface of footings shall be permitted to have
a slope not exceeding one unit vertical in 10 units horizontal
(10-percent slope). Footings shall be stepped where it is neces-
sary to change the elevation of the top surface of the footing or

where the surface of the ground slopes more than one unit verti-
cal 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 1 unit vertical to 2 units horizontal (50 percent
slope) unless otherwise recommended by a geotechnical
report. The steps shall be detailed on the drawings. The local
effects due to the discontinuity of the steps shall be considered
in the design of the foundation,

1809A.4 Depth and width of footings. The minimum depth of
footings below the undisturbed ground surface shall be 12
inches (305 mm). Where applicable, the requirements of Sec-
tion 1809A.5 shall also be satisfied. The minimum width of
footings shall be 12 inches (305 mm).

1809A.5 Frost protection. Except where otherwise protected
from frost, foundations and other permanent supports of build-

218

2010 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATIONS

ings and structures shall be protected from frost by one or more
of the following methods:

1. Extending below the frost line of the locality;

2. Constructing in accordance with ASCE 32; or

3. Erecting on solid rock.

Exception: Free-standing buildings meeting all of the fol-
lowing conditions shall not be required to be protected:

1. Assigned to Occupancy Category I, in accordance
with Section 1604A.5;

2. Area of 600 square feet (56 m^) or less for light-frame
construction or 400 square feet (37 m^) or less for
other than light-frame construction; and

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

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

1809A.6 Location of footings. Footings on granular soil shall
be so located that the line drawn between the lower edges of
adjoining footings shall not have a slope steeper than 30
degrees (0.52 rad) with the horizontal, unless the material sup-
porting the higher footing is braced or retained or otherwise lat-
erally supported in an approved manner or a greater slope has
been properly established by engineering analysis.

1809A.7 Prescriptive footings for light-frame construction.

Not permitted by DSA-SS, DSA-SS/CC or OSHPD,

1809A.8 Plain concrete footings. Not permitted by DSA-SS,
DSA-SS/CC or OSHPD.

1809A.9 Masonry-unit footings. Not permitted by DSA-SS,
DSA-SS/CC or OSHPD.

1809A.10 Reserved.

1809A.11 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.

1809A.12 Timber footings.

DSA-SS/CC or OSHPD.

Not permitted by DSA-SS,

1809A.13 Footing seismic ties. Where a structure is assigned
to Seismic Design Category D, E or F in accordance with Sec-
tion 1613A, individual spread footings founded on soil defined
in Section 1613A.5.2 as Site Class E or F shall be intercon-
nected by ties. Unless it is demonstrated that equivalent
restraint is provided by reinforced concrete beams within slabs
on grade or reinforced concrete slabs on grade, ties shall be
capable of carrying, in tension or compression, a force equal to
the lesser of the product of the larger footing design gravity
load times the seismic coefficient, S^s^ divided by 10 and 25
percent of the smaller footing design gravity load.

1809 A, 14 Pipes and trenches. Unless otherwise recommended
by the soils report, open or backfilled trenches parallel with a
footing shall not be below a plane having a downward slope of
1 unit vertical to 2 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 spe-
cially 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.

Exception: Alternate trench locations and pipe clearances
are permitted when accepted by the registered design pro-
fessional in responsible charge and the enforcement agent.

SECTION 18104
DEEP FOUNDATIONS

1810A.1 General. Deep foundations shall be analyzed,
designed, detailed and installed in accordance with Sections
1810A.1 through 1810A.4.

1810A.1.1 Geotechnical investigation. Deep foundations
shall be designed and installed on the basis of a geotechnical
investigation as set forth in Section 1 803A.

1810A.1.2 Use of existing deep foundation elements.

Deep foundation elements left in place where a structure has
been demolished shall not be used for the support of new
construction unless satisfactory evidence is submitted to the
building official, which indicates that the elements are
sound and meet the requirements of this code. Such ele-
ments shall be load tested or redriven to verify their capaci-
ties. The design load applied to such elements shall be the
lowest allowable load as determined by tests or redriving
data.

1810A.1.3 Deep foundation elements classified as col-
umns. Deep foundation elements standing unbraced in air,
water or fluid soils shall be classified as columns and
designed as such in accordance with the provisions of this
code from their top down to the point where adequate lateral
support is provided in accordance with Section 1 8 1 OA. 2. 1 .

1810A.1.4 Special types of deep foundations. The use of

1810A.2 Analysis. The analysis of deep foundations for design
shall be in accordance with Sections 1810A.2.1 through
1810A.2.5.

1810A.2.1 Lateral support. Any soil other than fluid soil
shall be deemed to afford sufficient lateral support to pre-
vent buckling of deep foundation elements and to permit the

2010 CALIFORNIA BUILDING CODE

219

SOILS AND FOUNDATIONS

design of the elements in accordance with accepted engi-
neering practice and the apphcable provisions of this code.

1810A.2.2 Stability. Deep foundation elements shall be
braced to provide lateral stability in all directions. Three or
more elements connected by a rigid cap shall be considered
braced, provided that the elements are located in radial
directions from the centroid of the group not less than 60
degrees (1 rad) apart. A two-element group in a rigid cap
shall be considered to be braced along the axis connecting
the two elements. Methods used to brace deep foundation
elements shall be subject to the approval of the building offi-
cial.

Exceptions:

1. Isolated cast-in-place deep foundation elements
without lateral bracing shall be permitted where
the least horizontal dimension is no less than 2 feet
(610 mm), adequate lateral support in accordance
with Section 1810A.2.1 is provided for the entire
height and the height does not exceed 12 times the
least horizontal dimension.

2. A single row of deep foundation elements without
lateral bracing is permitted for one- and two-fam-
ily dwellings and lightweight construction not
exceeding two stories above grade plane or 35 feet
(10 668 nam) in building height, provided the cen-
ters of the elements are located within the width of
the supported wall.

1810A.2.3 Settlement. The settlement of a single deep
foundation element or group thereof shall be estimated
based on approved methods of analysis. The predicted set-
tlement shall cause neither harmful distortion of, nor insta-
bility in, the structure, nor cause any element to be loaded
beyond its capacity.

1810A.2.4 Lateral loads. The moments, shears and lateral
deflections used for design of deep foundation elements
shall be established considering the nonlinear interaction of
the shaft and soil, as determined by a registered design pro-
fessional. Where the ratio of the depth of embedment of the
element to its least horizontal dimension is less than or equal
to six, it shall be permitted to assume the element is rigid.

1810A.2.4.1 Seismic Design Categories D through R

For structures assigned to Seismic Design Category D, E
or F, deep foundation elements on Site Class E or F sites,
as determined in Section 1613A.5.2, 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-foundation- structure interaction cou-
pled with foundation element deformations associated
with earthquake loads imparted to the foundation by the
structure.

Exception: Deep foundation elements that satisfy the
following additional detailing requirements shall be
deemed to comply with the curvature capacity
requirements of this section.

1. Precast prestressed concrete piles detailed in
accordance with Section 1810^4.3.8.3.3.

1810A.2.5 Group effects. The analysis shall include group
effects on lateral behavior where the center-to-center spac-
ing of deep foundation elements in the direction of lateral
force is less than eight times the least horizontal dimension
of an element. The analysis shall include group effects on
axial behavior where the center-to-center spacing of deep
foundation elements is less than three times the least hori-
zontal dimension of an element.

1810A.3 Design and detailing. Deep foundations shall be
designed and detailed in accordance with Sections 1810A.3.1
through 1810A.3.12.

1810A.3.1 Design conditions. Design of deep foundations
shall include the design conditions specified in Sections
1810A.3.1.1 through 1810A.3.1.6, as applicable.

1810A.3.1.1 Design methods for concrete elements.

Where concrete deep foundations are laterally supported
in accordance with Section 1810A.2.1 for the entire
height and applied forces cause bending moments no
greater than those resulting from accidental eccentrici-
ties, structural design of the element using the load com-
binations of Section 1605 A. 3 and the allowable stresses
specified in this chapter shall be permitted. Otherwise,
the structural design of concrete deep foundation ele-
ments shall use the load combinations of Section
1605A.2 and approved strength design methods.

1810A.3.1.2 Composite elements. Where a single deep
foundation element comprises two or more sections of
different materials or different types spliced together,
each section of the composite assembly shall satisfy the
applicable requirements of this code, and the maximum
allowable load in each section shall be limited by the
structural capacity of that section.

1810A. 3.1.3 Mislocation. The foundation or superstruc-
ture shall be designed to resist the effects of the
mislocation of any deep foundation element by no less
than 3 inches (76 mm). To resist the effects of
mislocation, compressive overload of deep foundation

220

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•I

elements to 110 percent of the allowable design load
shall be permitted.

1810A.3.1.4 Driven piles. Driven piles shall be designed
and manufactured in accordance with accepted engineer-
ing practice to resist all stresses induced by handling,
driving and service loads.

1810A.3.1.5 Helical piles. Helical piles shall be
designed and manufactured in accordance with accepted
engineering practice to resist all stresses induced by
installation into the ground and service loads.

1810A3.1.5.1 Helical Piles Seismic Requirements.

For structures assigned to Seismic Design Category
D, E or F, capacities of helical piles shall be deter-
mined in accordance with Section 1810A.3,3 by at
least two project specific preproduction tests for each
soil profile, size and depth of helical pile. At least two
percent of all production piles shall be proof tested to
the load determined in accordance with Section
1615AL10,

Helical piles shall satisfy corrosion resistance
requirements oflCC-ESAC 358. In addition, all heli-
cal pile materials that are subject to corrosion shall
include at least V;^ inch corrosion allowance.

Helical piles shall not be considered as carrying
any horizontal loads.

1810A.3.1.6 Casings. Temporary and permanent cas-
ings shall be of steel and shall be sufficiently strong to
resist collapse and sufficiently water tight to exclude any
foreign materials during the placing of concrete. Where a
permanent casing is considered reinforcing steel, the
steel shall be protected under the conditions specified in
Section 1810A.3.2.5. Horizontal joints in the casing shall
be spUced in accordance with Section 1810A.3.6.

1810A.3.2 Materials. The materials used in deep founda-
tion elements shall satisfy the requirements of Sections
1810A.3.2.1 through 1810A.3.2.8, as applicable.

1810A.3.2.1 Concrete. Where concrete is cast in a steel
pipe or where an enlarged base is formed by compacting
concrete, the maximum size for coarse aggregate shall be
V4 inch (19.1 mm). Concrete to be compacted shall have
a zero slump.

1810A.3.2.1.1 Seismic hooks. For structures
assigned to Seismic Design Category C, D, E or F in
accordance with Section 1613A, the ends of hoops,
spirals and ties used in concrete deep foundation ele-
ments shall be terminated with seismic hooks, as
defined in ACl 318, and shall be turned into the con-
fined concrete core.

1810A.3.2.2 Prestressing steel. Prestressing steel shall
conform to ASTM A 416.

18 lOA. 3.2.3 Structural steel. Structural steel piles, steel
pipe and fully welded steel piles fabricated from plates
shall conform to ASTM A 36, ASTM A 252, ASTM A
283, ASTM A 572, ASTM A 588, ASTM A 690, ASTM
A 913 or ASTM A 992.

1810A.3.2.4 Timber. Not permitted by DSA-SS,
DSA~SS/CC or OSHPD.

1810A. 3.2.5 Protection of materials. Where boring
records or site conditions indicate possible deleterious
action on the materials used in deep foundation elements
because of soil constituents, changing water levels or
other factors, the elements shall be adequately protected
by materials, methods or processes approved by the
building official. Protective materials shall be applied to
the elements so as not to be rendered ineffective by
installation. The effectiveness of such protective mea-
sures for the particular purpose shall have been thor-
oughly established by satisfactory service records or
other evidence.

1810A.3.2.6 Allowable stresses. The allowable stresses
for materials used in deep foundation elements shall not
exceed those specified in Table 1810A.3.2.6.

1810A.3.2.7 Increased allowable compressive stress
for cased cast-in-place elements. The allowable com-
pressive stress in the concrete shall be permitted to be
increased as specified in Table 1810A.3.2.6 for those
portions of permanently cased cast-in-place elements
that satisfy all of the following conditions:

L The design shall not use the casing to resist any
portion of the axial load imposed.

2. The casing shall have a sealed tip and be mandrel
driven.

3. The thickness of the casing shall not be less than
manufacturer's standard gage No. 14 (0.068 inch)
(1.75 mm),

4. The casing shall be seamless or provided with
seams of strength equal to the basic material and be
of a configuration that will provide confinement to
the cast-in-place concrete.

5. The ratio of steel yield strength {Fy) to specified
compressive strength if'^ shall not be less, than
six.

6. The nominal diameter of the element shall not be
greater than 16 inches (406 mm).

1810A. 3.2.8 Justification of higher allowable stresses.

Use of allowable stresses greater than those specified in
Section 1810A.3.2.6 shall be permitted where supporting
data justifying such higher stresses is filed with the build-
ing official. Such substantiating data shall include:

1. A geotechnical investigation in accordance with
Section 1803 A; and

2. Load tests in accordance with Section
1810A.3.3.1.2, regardless of the load supported by
the element.

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TABLE 1 81 0A3.2.6
ALLOWABLE STRESSES FOR MATERIALS USED IN DEEP FOUNDATION ELEMENTS

MATERIAL TYPE AND CONDITION

MAXIMUM ALLOWABLE STRESS °

1. Concrete or grout in compression''

Cast-in-place with a permanent casing in accordance with Section 1810A.3.2.7
Cast-in-place in a pipe, tube, other permanent casing or rock
Cast-in-place without a permanent casing
Precast nonprestressed
Precast prestressed

0.4/',
0.33/',

0.3/',

0.33/',

0.33/', -0.27/,,

2. Nonprestressed reinforcement in compression

0.4/^ < 30,000 psi

3. Structural steel in compression

Cores within concrete-filled pipes or tubes

Pipes, tubes or H-piles, where justified in accordance with Section 1810A.3.2.8

Pipes or tubes for micropiles

Other pipes, tubes or H-piles

HeHcal piles

0.5 F^< 32,000 psi
0.5 Fy < 32,000 psi
0.4 F^< 32,000 psi
0.35 F,,< 16,000 psi
0.6 Fy < 0.5 F„

4. Nonprestressed reinforcement in tension
Within micropiles
Other conditions

0.6/,
0.5/, < 24,000 psi

5. Structural steel in tension

Pipes, tubes or H-piles, where justified in accordance with Section 1810A.3.2.8
Other pipes, tubes or H-piles
HeUcal piles

0.5 F,< 32,000 psi

0.35 F,< 16,000 psi

0.6 Fy < 0.5 F„

6. Timber

In accordance with the AF&PA NDS

a. f\ is the specified compressive strength of the concrete or grout;_^^ is the compressive stress on the gross concrete section due to effective prestress forces only ;/y is
the specified yield strength of reinforcement; F^ is the specified minimum yield stress of structural steel; F^ is the specified minimum tensile stress of structural
steel.

1810A,3.3 Determination of allowable loads. The allow-
able axial and lateral loads on deep foundation elements
shall be determined by an approved formula, load tests or
method of analysis.

1810A. 3.3.1 Allowable axial load. The allowable axial
load on a deep foundation element shall be determined in
accordance with Sections 1810A.3.3.1.1 through
1810A.3.3.1.9.

1810A.3.3.1.1 Driving criteria. The allowable com-
pressive load on any driven deep foundation element
where determined by the application of an approved
driving formula shall not exceed 40 tons (356 kN). For
allowable loads above 40 tons (356 kN), the wave
equation method of analysis shall be used to estimate
driveability for both driving stresses and net displace-
ment per blow at the ultimate load. Allowable loads
shall be verified by load tests in accordance with Sec-
tion 1810A.3.3.1.2. The formula or wave equation load
shall be determined for gravity-drop or power-actuated
hammers and the hammer energy used shall be the
maximum consistent with the size, strength and weight
of the driven elements. The use of a follower is permit-
ted 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.

1810A.3.3.1.2 Load tests. Where design compres-
sive loads are greater than those determined using the
allowable stresses specified in Section 1810A.3.2.6,
where the design load for any deep foundation ele-
ment is in doubt, or where cast-in-place deep founda-
tion elements have an enlarged base formed either by
compacting concrete or by driving a precast base,
control test elements shall be tested in accordance
with ASTM D 1 143 or ASTM D 4945. At least one
element shall be load tested in each area of uniform
subsoil conditions. Where required by the building
official, additional elements shall be load tested where
necessary to establish the safe design capacity. The
resulting allowable loads shall not be more than
one-half of the ultimate axial load capacity of the test
element as assessed by one of the published methods
listed in Section 1810A.3.3.1.3 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 toler-
able total and differential settlements at design load in
accordance with Section 1810A.2.3. In subsequent
installation of the balance of deep foundation ele-
ments, all elements shall be deemed to have a support-
ing capacity equal to that of the control element where
such elements are of the same type, size and relative

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length as the test element; are installed using the same
or comparable methods and equipment as the test ele-
ment; are installed in similar subsoil conditions as the
test element; and, for driven elements, where the rate
of penetration (e.g., net displacement per blow) of
such elements is equal to or less than that of the test
element driven with the same hammer through a com-
parable driving distance.

1810A.3.3.1.3 Load test evaluation methods. It

shall be permitted to evaluate load tests of deep foun-
dation elements using any of the following me±ods:

1. Davisson Offset Limit.

2. Brinch-Hansen 90% Criterion.

3. Butler-Hoy Criterion.

4. Other methods approved by the building offi-
cial.

1810A.3.3.1.4 Allowable frictional resistance. The

assumed frictional resistance developed by any
uncased cast-in-place deep foundation element shall
not exceed one-sixth of the bearing value of the soil
material at minimum depth as set forth in Table
1 806A. 2, up to a maximum of 500 psf (24 kPa), unless
a greater value is allowed by the building official on
the basis of a geotechnical investigation as specified
in Section 1 803 A or a greater value is substantiated by
a load test in accordance with Section 1810A.3.3.1.2.
Frictional resistance and bearing resistance shall not
be assumed to act simultaneously unless determined
by a geotechnical investigation in accordance with
Section 1803A.

1810A.3.3.1.5 Uplift capacity of a single deep foun-
dation element. Where required by the design, the
uplift capacity of a single deep foundation element
shall be determined by an approved method of analy-
sis based on a minimum factor of safety of three or by
load tests conducted in accordance with ASTM D
3689. The maximum allowable uplift load shall not
exceed the ultimate load capacity as determined in
Section 1810A.3.3.L2, using the results of load tests
conducted in accordance with ASTM D 3689, divided
by a factor of safety of two.

Exception: Where uplift is due to wind or seismic
loading, the minimum factor of safety shall be two
where capacity is determined by an analysis and
one and one-half where capacity is detennined by
load tests.

1810A.3.3.1.6 Uplift capacity of grouped deep
foundation elements. For grouped deep foundation
elements subjected to uplift, the allowable working
uplift load for the group shall be calculated by an
approved method of analysis where the deep founda-
tion elements in the group are placed at a cen-
ter-to-center spacing of at least 2.5 times the least
horizontal dimension of the largest single element,
the allowable working uplift load for the group is per-
mitted to be calculated as the lesser of:

1. The proposed individual uplift working load
times the number of elements in the group.

2. Two-thirds of the effective weight of the group
and the soil contained within a block defined by
the perimeter of the group and the length of the
element.

1810A.3.3.1.7 Load-bearing capacity. Deep foun-
dation elements shall develop ultimate load capacities
of at least twice the design working loads in the desig-
nated load-bearing layers. Analysis shall show that no
soil layer underlying the designated load-bearing lay-
ers causes the load-bearing capacity safety factor to
be less than two.

1810A. 3.3.1.8 Bent deep foundation elements. The

load-bearing capacity of deep foundation elements
discovered to have a sharp or sweeping bend shall be
determined by an approved method of analysis or by
load testing a representative element.

1810A.3.3.1.9 Helical piles. The allowable axial
design load, P^, of helical piles shall be determined as
follows:

where P„ is the least value of:

(Equation 18A-4)

1. Sum of the areas of the helical bearing plates
times the ultimate bearing capacity of the soil or
rock comprising the bearing stratum.

2. Ultimate capacity determined from well-docu-
mented correlations with installation torque.

3. Ultimate capacity determined from load tests.

4. Ultimate axial capacity of pile shaft.

5 . Ultimate axial capacity of pile shaft couplings.

6. Sum of the ultimate axial capacity of helical
bearing plates affixed to pile.

1810A.3.3.2 Allowable lateral load. Where required by
the design, the lateral load capacity of a single deep foun-
dation element or a group thereof 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 allowable load shall not be more than one-half
of the load that produces a gross lateral movement of 1
inch (25 mm) at the lower of the top of foundation ele-
ment and the ground surface, unless it can be shown that
the predicted lateral movement shall cause neither harm-
ful distortion of, nor instability in, the structure, nor
cause any element to be loaded beyond its capacity.

1810A.3.4 Subsiding soils. Where deep foundation ele-
ments are installed through subsiding fills or other subsid-
ing strata and derive support from underlying firmer
materials, consideration shall be given to the downward
frictional forces that may be imposed on the elements by the
subsiding upper strata.

Where the influence of subsiding fills is considered as
imposing loads on the element, the allowable stresses speci-

2010 CALIFORNIA BUILDING CODE

223

SOILS AND FOUNDATIONS

fied in this chapter shall be permitted to be increased where
satisfactory substantiating data are submitted.

1810A.3.5 Dimensions of deep foundation elements. The

dimensions of deep foundation elements shall be in accor-
dance with Sections 1810A.3.5.1 through 1810A.3.5.3, as
applicable.

1810A.3.5.1 Precast. The minimum lateral dimension of
precast concrete deep foundation elements shall be 8
inches (203 mm). Comers of square elements shall be
chamfered.

1810A.3.5.2 Cast-in-place or grouted-in-place. Cast-
in-place and grouted-in-place deep foundation elements
shall satisfy the requirements of this section.

1810A.3.5.2.1 Cased. Cast-in-place deep foundation
elements with a permanent casing shall have a nomi-
nal outside diameter of not less than 8 inches (203
mm).

1810A. 3.5.2.2 Uncased. Cast-in-place deep founda-
tion elements without a permanent casing shall have a
diameter of not less than 12 inches (305 mm). The ele-
ment length shall not exceed 30 times the average
diameter.

Exception: The length of the element is permitted
to exceed 30 times the diameter, provided the design
and installation of the deep foundations are under
the direct supervision of a registered design profes-
sional knowledgeable in the field of soil mechanics
and deep foundations. The registered design profes-
sional shall submit a report to the building official
stating that the elements were installed in compli-
ance with the approved construction documents.

1810A. 3.5.2.3 Micropiles.-Micropiles shall have an
outside diameter of 12 inches (305 mm) or less. The
minimum diameter set forth elsewhere in Section
1810A.3.5 shall not apply to micropiles.

1810A. 3.5.3 Steel. Steel deep foundation elements shall
satisfy the requirements of this section.

1810A.3.5.3.1 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 sec-
tion.

2. The nominal depth in the direction of the web
shall not be less than 8 inches (203 mm).

3. Flanges and web shall have a minimum nomi-
nal thickness of Vg inch (9.5 mm).

1810A. 3.5.3.2 Steel pipes and tubes. Steel pipes and
tubes used as deep foundation elements shall have a
nominal outside diameter of not less than 8 inches (203
mm). Where steel pipes or tubes are driven open ended,
they shall have a minimum of 0.34 square inch (219
mm^) of steel in cross section to resist each 1,000
foot-pounds (1356 Nm) of pile hammer energy, or

shall have the equivalent strength for steels having a
yield strength greater than 35,000 psi (241 MPa) or the
wave equation analysis shall be permitted to be used to
assess compression stresses induced by driving to eval-
uate if the pile section is appropriate for the selected
hammer. Where a pipe or tube with wall thickness less
than 0.179 inch (4.6 mm) is driven open ended, a suit-
able cutting shoe shall be provided. Concrete-filled
steel pipes or tubes in structures assigned to Seismic
Design Category C, D, E or F shall have a wall thick-
ness of not less than Vi^ i^^ch (5 mm). The pipe or tube
casing for socketed drilled shafts shall have a nominal
outside diameter of not less than 1 8 inches (457 nmi), a
wall thickness of not less than Vg inch (9.5 mm) and a
suitable steel driving shoe welded to the bottom; the
diameter of the rock socket shall be approximately
equal to the inside diameter of the casing.

Exceptions:

1. There is no minimum diameter for steel
pipes or tubes used in micropiles.

2. For mandrel-driven pipes or tubes, the mini-
mum wall thickness shall be Vjo inch (2.5
mm).

1810A.3.5,3.3 Helical piles. Dimensions of the
central shaft and the number, size and thickness of
helical bearing plates shall be sufficient to support the
design loads.

1810A.3.6 Splices. Splices shall be constructed so as to pro-
vide and maintain true alignment and position of the compo-
nent parts of the deep foundation element during installation
and subsequent thereto and shall be designed to resist the
axial and shear forces and moments occurring at the loca-
tion of the splice during driving and for design load combi-
nations. Where deep foundation elements of the same type
are being sphced, sphces shall develop not less than 50 per-
cent of the bending strength of the weaker section. Where
deep foundation elements of different materials or different
types are being spliced, splices shall develop the full com-
pressive strength and not less than 50 percent of the tension
and bending strength of the weaker section. Where struc-
tural steel cores are to be spliced, the ends shall be milled or
ground to provide full contact and shall be full-depth
welded.

Splices occurring in the upper 10 feet (3048 mm) of the
embedded portion of an element shall be designed to resist
at allowable stresses the moment and shear that would result
from an assumed eccentricity of the axial load of 3 inches
(76 vam), or the element shall be braced in accordance with
Section 1810A.2.2 to other deep foundation elements that
do not have splices in the upper 10 feet (3048 mm) of
embedment.

1810A.3.6.1 Seismic Design Categories C through E

For structures assigned to Seismic Design Category C, D,
E or F splices of deep foundation elements shall develop
the lesser of the following:

1 . The full strength of the deep foundation element;
and

224

2010 CALIFORNIA BUILDING CODE

SOILS AND FOUNDATIONS

2. The axial and shear forces and moments from the
load combinations with overstrength factor in Sec-
tion 12.4.3.2 of ASCE 7.

1810A.3.7 Top of element detailing at cutoffs. Where a
minimum length for reinforcement or the extent of closely
spaced confinement reinforcement is specified at the top of
a deep foundation element, provisions shall be made so that
those specified lengths or extents are maintained after cut-
off.

1810A.3.8 Precast concrete piles. Precast concrete piles
shall be designed and detailed in accordance with Sections
1810A.3.8.1 through 1810A.3.8.3.

1810A.3.8.1 Reinforcement. Longitudinal steel shall be
arranged in a symmetrical pattern and be laterally tied
with steel ties or wire spiral spaced center to center as fol-
lows:

1 . At not more than 1 inch (25 mm) for the first five
ties or spirals at each end; then

2. At not more than 4 inches (102 mm), for the
remainder of the first 2 feet (610 mm) from each
end; and then

3. At not more than 6 inches (152 mm) elsewhere.
The size of ties and spirals shall be as follows:

1 . For piles having a least horizontal dimension of 16
inches (406 mm) or less, wire shall not be smaller
than 0.22 inch (5.6 nmi) (No. 5 gage).

2. For piles having a least horizontal dimension of
more than 16 inches (406 mm) and less than 20
inches (508 mm), wire shall not be smaller than
0.238 inch (6 mm) (No. 4 gage).

3. For piles having a least horizontal dimension of 20
inches (508 mm) and larger, wire shall not be
smaller than V4 inch (6.4 mm) round or 0.259 inch
(6.6 mm) (No. 3 gage).

1810A. 3.8.2 Precast nonprestressed piles. Precast
nonprestressed concrete piles shall comply with the
requirements of Sections 1 8 lOA. 3.8.2.1 through
1810A.3.8.2.3.

1810A, 3.8.2.1 Minimum reinforcement. Longitudi-
nal reinforcement shall consist of at least four bars
with a minimum longitudinal reinforcement ratio of
0.008.

1810A.3.8.2.2 Seismic reinforcement in Seismic
Design Categories C through F. For structures
assigned to Seismic Design Category C, D, E or F in
accordance with Section 1613A, precast
nonprestressed piles shall be reinforced as specified
in this section. The minimum longitudinal reinforce-
ment ratio shall be 0.01 throughout the length. Trans-
verse reinforcement shall consist of closed ties or
spirals with a minimum ^/g inch (9.5 mm) diameter.
Spacing of transverse reinforcement shall not exceed
the smaller of eight times the diameter of the smallest

longitudinal bar or 6 inches (152 mm) within a dis-
tance of three times the least pile dimension from the
bottom of the pile cap. Spacing of transverse rein-
forcement shall not exceed 6 inches (152 mm)
throughout the remainder of the pile.

1810A. 3.8.2.3 Additional seismic reinforcement in
Seismic Design Categories D through F. For struc-
tures assigned to Seismic Design Category D, E or F
in accordance with Section 1613A, transverse rein-
forcement shall be in accordance with Section
1810A.3.9.4.2.

1810A. 3.8.3 Precast prestressed piles. Precast pre-
stressed concrete piles shall comply with the requirements
of Sections 1810A.3.8.3.1 through 1810A.3.8.3.3.

1810A.3.8.3.1 Effective prestress. The effective pre-
stress in the pile shall not be less than 400 psi (2.76
MPa) for piles up to 30 feet (9144 mm) in length, 550
psi (3.79 MPa) for piles up to 50 feet (15 240 mm) in
length and 700 psi (4.83 MPa) for piles greater than
50 feet (15 240 mm) in length.

Effective prestress shall be based on an assumed
loss of 30,000 psi (207 MPa) in the prestressing steel.
The tensile stress in the prestressing steel shall not
exceed the values specified in ACI 318.

1810A. 3.8.3.2 Seismic reinforcement in Seismic
Design Category C. Not permitted by DSA-SS,
DSA-SS/CC or OSHPD,

18 lOA. 3.8.3.3 Seismic reinforcement in Seismic
Design Categories D through F. For structures
assigned to Seismic Design Category D, E or F in
accordance with Section 1613A, precast prestressed
piles shall have transverse reinforcement in accor-
dance with 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
underside of the pile cap to the point of zero cur-
vature plus three times the least pile dimension.

3. In the ductile region, the center- to-center spac-
ing of the spirals or hoop reinforcement shall
not exceed one-fifth of the least pile dimension,
six times the diameter of the longitudinal strand
or 8 inches (203 mm), whichever is smallest.

2010 CALIFORNIA BUILDING CODE

225

SOILS AND FOUNDATIONS

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:

Ps =0.25(fV/..)(A,M,,-
[0.5 + 1.4P/rcA,)]

but not less than:

1.0)
(Equation ia4-6)

p . = 0.\2(f\ Ify,) [0.5 + 1.4P/(/-', A,)]

> 0A2f\/fy, (Equation 18A-7)

and need not exceed:

p, = 0.021

where:

(Equation ISA -8)

Ag = Pile cross-sectional area, square inches
(mm^).

A^f, = Core area defined by spiral outside diam-
eter, square inches (mm^).

f\ = Specified compressive strength of con-
crete, psi (MPa)

fyh = 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-7.

p^ = Volumetric ratio (vol. spiral/vol. core).

6. Where transverse reinforcement consists of
rectangular hoops and cross ties, the total
cross-sectional area of lateral transverse rein-
forcement in the ductile region with spacing, s,
and perpendicular dimension, h^, shall conform
to:

As,=03sK(f'Jfy,){Ag/A,,-L0)
[0,5 ^ I AP/ifc A,)]

(Equation 18A-9)

but not less than:

A,, =0A2sKrc/fyH) [0.5 + lAP/ifcA,)]

(Equation 18A-10)

where:

fyh

= < 70,000 psi (483 MPa).

= Cross-sectional dimension of pile core
measured center to center of hoop rein-
forcement, inch (nun).

= Spacing of transverse reinforcement
measured along length of pile, inch
(mm).

= Cross-sectional area of tranverse rein-
forcement, square inches (mm^).

f'c- specified compressive strength of con-
crete, psi (MPa).

The hoops and cross ties shall be equivalent to
deformed bars not less than No. 3 in size. Rectangular
hoop ends shall terminate at a comer with seismic
hooks.

1810A.3.9 Cast-in-place deep foundations. Cast-in-
place deep foundation elements shall be designed and
detailed in accordance with Sections 1810A.3.9.1 through
1810A.3.9,6.

1810A.3.9.1 Design cracking moment. The design
cracking moment ((t)M„) for a cast-in-place deep founda-
tion element not enclosed by a structural steel pipe or
tube shall be determined using the following equation:

<j>M^=34fX.

(Equation 18A-11)

where:

/'c =

Specified compressive strength of concrete or
grout, psi (MPa)

Elastic section modulus, neglecting reinforce-
ment and casing, cubic inches (mm^)

1810A. 3.9.2 Required reinforcement. Where subject
to uplift or where the required moment strength deter-
mined using the load combinations of Section 1605 A. 2
exceeds the design cracking moment determined in
accordance with Section 1 8 lOA. 3.9.1, cast-in-place deep
foundations not enclosed by a structural steel pipe or
tube shall be reinforced.

1810A.3.9.3 Placement of reinforcement. Reinforce-
ment where required shall be assembled and tied
together and shall be placed in the deep foundation ele-
ment as a unit before the reinforced portion of the ele-
ment is filled with concrete.

Exceptions:

1. Steel dowels embedded 5 feet (1524 mm) or
less shall be permitted to be placed after con-
creting, while the concrete is still in a semifluid
state.

3. For Group R-3 and U occupancies not exceed-
ing two stories of light-frame construction,
reinforcement is permitted to be placed after
concreting, while the concrete is still in a semi-

226

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SOILS AND FOUNDATIONS

fluid state, and the concrete cover requirement
is permitted to be reduced to 2 inches (5 1 nun),
provided the construction method can be dem-
onstrated to the satisfaction of the building offi-
cial.

1810A.3.9.4 Seismic reinforcement. Where a structure
is assigned to Seismic Design Category C, reinforcement
shall be provided in accordance with Section
1810A.3.9.4.1. Where a structure is assigned to Seismic
Design Category D, E or F, reinforcement shall be pro-
vided in accordance with Section 1810A.3.9.4,2.

Exceptions:

1. Isolated deep foundation elements supporting
posts of Group R-3 and U occupancies not
exceeding two stories of Hght- frame construc-
tion shall be permitted to be reinforced as
required by rational analysis but with not less
than one No. 4 bar, without ties or spirals,
where detailed so the element is not subject to
lateral loads and the soil provides adequate lat-
eral support in accordance with Section
1810A.2.1.

2. Isolated deep foundation elements supporting
posts and bracing from decks and patios appur-
tenant to Group R-3 and U occupancies not
exceeding two stories of light-frame construc-
tion shall be permitted to be reinforced as
required by rational analysis but with not less
than one No. 4 bar, without ties or spirals,
where the lateral load, E, to the top of the ele-
ment does not exceed 200 pounds (890 N) and
the soil provides adequate lateral support in
accordance with Section 1810A.2.1.

3. Deep foundation elements supporting the con-
crete foundation wall of Group R-3 and U occu-
pancies not exceeding two stories of
light-frame construction shall be permitted to
be reinforced as required by rational analysis
but with not less than two No. 4 bars, without
ties or spirals, where the design cracking
moment determined in accordance with Section
1810A.3.9.1 exceeds the required moment
strength determined using the load combina-
tions with overstrength factor in Section
12.4.3.2 of ASCE 7 and the soil provides ade-
quate lateral support in accordance with Sec-
tion 1810A2.1.

4. Closed ties or spirals where required by Section
1810A.3.9.4.2 shall be permitted to be limited
to the top 3 feet (914 mm) of deep foundation
elements 10 feet (3048 nmi) or less in depth
supporting Group R-3 and U occupancies of
Seismic Design Category D, not exceeding two
stories of light-frame construction.

1810A.3.9.4.1 Seismic reinforcement in Seismic
Design Category C. For structures assigned to Seis-
mic Design Category C in accordance with Section
1613A, cast-in-place deep foundation elements shall
be reinforced as specified in this section. Reinforce-
ment shall be provided where required by analysis.

1 . One-third of the element length;

2. A distance of 10 feet (3048 mm);

3. Three times the least element dimension; and

4. The distance from the top of the element to the
point where the design cracking moment deter-
mined in accordance with Section 1810A.3.9,1
exceeds the required moment strength deter-
mined using the load combinations of Section
1605A.2.

Transverse reinforcement shall consist of closed
ties or spirals with a minimum V^ inch (9.5 mm) diam-
eter. Spacing of transverse reinforcement shall not
exceed the smaller of 6 inches (152 mm) or 8-longitu-
dinal-bar diameters, within a distance of three times
the least element dimension from the bottom of the
pile cap. Spacing of transverse reinforcement shall
not exceed 16 longitudinal bar diameters throughout
the remainder of the reinforced length.

Exceptions:

1. The requirements of this section shall not
apply to concrete cast in structural steel
pipes or tubes.

1810A.3.9.4.2 Seismic reinforcement in Seismic
Design Categories D through F. For structures
assigned to Seismic Design Category D, E or F in
accordance with Section 1613A, cast-in-place deep
foundation elements shall be reinforced as specified
in this section. Reinforcement shall be provided
where required by analysis.

A minimum of four longitudinal bars, with a mini-
mum longitudinal reinforcement ratio of 0.005, shall

2010 CALIFORNIA BUILDING CODE

227

SOILS AND FOUNDATIONS

be provided throughout the minimum reinforced
length of the element as defined below starting at the
top of the element. The minimum reinforced length of
the element shall be taken as the greatest of the fol-
lowing:

1 . One-half of the element length;

2. A distance of 10 feet (3048 mm);

3. Three times the least element dimension; and

4. The distance from the top of the element to the
point where the design cracking moment deter-
mined in accordance with Section 1810A.3.9.1
exceeds the required moment strength deter-
mined using the load combinations of Section
1605A.2.

Transverse reinforcement shall consist of closed
ties or spirals no smaller than No. 3 bars for elements
with a least dimension up to 20 inches (508 mm), and
No. 4 bars for larger elements. Throughout the
remainder of the reinforced length outside the regions
with transverse confinement reinforcement, as speci-
fied in Section 1810A.3.9.4.2.1 or 1810A.3.9.4.2.2,
the spacing of transverse reinforcement shall not
exceed the least of the following:

1. 12 longitudinal bar diameters;

2. One-half the least dimension of the element;

and

3. 12 inches (305 mm).
Exceptions:

1. The requirements of this section shall not
apply to concrete cast in structural steel
pipes or tubes.

1810A. 3.9.4.2.1 Site Classes A through D. For

Site Class A, B, C or D sites, transverse confine-
ment reinforcement shall be provided in the ele-
ment in accordance with Sections 21.6.4.2,
21.6.4.3 and 21.6.4.4 of ACI 318 within three
times the least element dimension of the bottom of
the pile cap. A transverse spiral reinforcement
ratio of not less than one-half of that required in
Section 21.6.4.4(a) of ACI 318 shall be permitted
for concrete deep foundation elements,

1810A.3.9.4.2.2 Site Classes E and F. For Site
Class E or F sites, transverse confinement rein-
forcement shall be provided in the element in
accordance with Sections 21.6.4.2, 21.6.4.3 and

21.6.4.4 of ACI 318 within seven times the least
element dimension of the pile cap and within seven
times the least element dimension of the interfaces
of strata that are hard or stiff and strata that are
liquefiable or are composed of soft- to medium-
stiff clay.

1810A.3.9.5 Belled drilled shafts. Where drilled shafts
are belled at the bottom, the edge thickness of the bell
shall not be less than that required for the edge of foot-
ings. Where the sides of the bell slope at an angle less
than 60 degrees (1 rad) from the horizontal, the effects of
vertical shear shall be considered.

1810A.3.9.6 Socketed drilled shafts. Socketed drilled
shafts shall have a permanent pipe or tube casing that
extends down to bedrock and an uncased socket drilled
into the bedrock, both filled with concrete. Socketed
drilled shafts shall have reinforcement or a structural
steel core for the length as indicated by an approved
method of analysis.

Where a structural steel core is used, the gross
cross-sectional area of the core shall not exceed 25 per-
cent of the gross area of the drilled shaft.

1810A.3.10 Micropiles. Micropiles shall be designed and
detailed in accordance with Sections 1810A.3.10.1 through
1810A.3.10.4.

1810A.3.10.1 Construction. Micropiles shall develop
their load-carrying capacity by means of a bond zone in
soil, bedrock or a combination of soil and bedrock.
Micropiles shall be grouted and have either a steel pipe or
tube or steel reinforcement at every section along the
length. It shall be permitted to transition from deformed
reinforcing bars to steel pipe or tube reinforcement by
extending the bars into the pipe or tube section by at least
their development length in tension in accordance with
ACI 318.

1810A.3.10.2 Materials. Reinforcement shall consist of
deformed reinforcing bars in accordance with ASTM A
615 Grade 60 or 75 or ASTM A 722 Grade 150.

The steel pipe or tube shall have a minimum wall
thickness of Vjg inch (4.8 mm). Splices shall comply with
Section 1810A.3.6. The steel pipe or tube shall have a
minimum yield strength of 45,000 psi (310 MPa) and a
minimum elongation of 15 percent as shown by mill cer-
tifications or two coupon test samples per 40,000 pounds
(18 160 kg) of pipe or tube.

1810A.3.10.3 Reinforcement. For micropiles or por-
tions thereof grouted inside a temporary or permanent
casing or inside a hole drilled into bedrock or a hole
drilled with grout, the steel pipe or tube or steel rein-

228

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SOILS AND FOUNDATIONS

forcement shall be designed to carry at least 40 percent of
the design compression load. Micropiles or portions
thereof grouted in an open hole in soil without temporary
or permanent casing and without suitable means of veri-
fying the hole diameter during grouting shall be designed
to carry the entire compression load in the reinforcing
steel. Where a steel pipe or tube is used for reinforce-
ment, the portion of the grout enclosed within the pipe is
permitted to be included in the determination of the
allowable stress in the grout.

1810A,3,10.4 Seismic requirements. For structures
assigned to Seismic Design Category D,EorF, a perma-
nent steel casing having a minimum thickness of % inch
(10 mm) shall be provided from the top of the micropile
down to a minimum of 120 percent of the point of zero
curvature. Capacity of micropiles shall be determined in
accordance with Section 1810A33 by at least two pro-
ject specific preproduction tests for each soil profile, size
and depth of micropile. At least two percent of all produc-
tion piles shall be proof tested to the load determined in
accordance with Section 161 5 A, 1.10.

Steel casing length in soil shall be considered as
unbonded and shall not be considered as contributing to
friction. Casing shall provide confinement at least equiv-
alent to hoop reinforcing required by ACI 318 Section

21.12.4.

Reinforcement shall have Class 1 corrosion protection
in accordance with PTI Recommendations for P re-
stressed Rock and Soil Anchors. Steel casing design shall
include at least Vy^ inch corrosion allowance.

Micropiles shall not be considered as carrying any
horizontal loads.

1810A.3.11 Pile caps. Pile caps shall be of reinforced con-
crete, and shall include all elements to which vertical deep
foundation elements are connected, including grade beams
and mats. The soil immediately below the pile cap shall not
be considered as carrying any vertical load. The tops of ver-
tical deep foundation elements shall be embedded not less
than 3 inches (76 mm) into pile caps and the caps shall
extend at least 4 inches (102 mm) beyond the edges of the
elements. The tops of elements shall be cut or chipped back
to sound material before capping.

1810A.3.11.1 Seismic Design Categories C through F.

For structures assigned to Seismic Design Category C, D,
E or F in accordance with Section 1613A, concrete deep
foundation elements shall be connected to the pile cap by
embedding the element reinforcement or field-placed
dowels anchored in the element into the pile cap for a dis-
tance equal to their development length in accordance
with ACI 318. It shall be permitted to connect precast
prestressed piles to the pile cap by developing the ele-
ment prestressing strands into the pile cap provided the
connection is ductile. For deformed bars, the develop-
ment length is the full development length for compres-
sion, or tension in the case of uplift, without reduction for
excess reinforcement in accordance with Section 12.2.5
of ACI 318. Alternative measures for laterally confining
concrete and maintaining toughness and ductile-like

behavior at the top of the element shall be permitted pro-
vided the design is such that any hinging occurs in the
confined region.

The minimum transverse steel ratio for confinement
shall not be less than one-half of that required for col-
umns.

For resistance to uplift forces, anchorage of steel
pipes, tubes or H-piles to the pile cap shall be made by
means other than concrete bond to the bare steel section.
Concrete-filled steel pipes or tubes shall have reinforce-
ment of not less than 0.01 times the cross- sectional area
of the concrete fill developed into the cap and extending
into the fill a length equal to two times the required cap
embedment, but not less than the development length in
tension of the reinforcement.

1810A.3.11.2 Seismic Design Categories D through F.

For structures assigned to Seismic Design Category D, E
or F in accordance with Section 161 3A, deep foundation
element resistance to uplift forces or rotational restraint
shall be provided by anchorage into the pile cap,
designed considering the combined effect of axial forces
due to uplift and bending moments due to fixity to the
pile cap. Anchorage shall develop a minimum of 25 per-
cent of the strength of the element in tension. Anchorage
into the pile cap shall be capable of developing the fol-
lowing:

Where the vertical lateral-force-resisting elements are
columns, the pile cap flexural strengths shall exceed the
column flexural strength. The connection between batter
piles and pile caps shall be designed to resist the nominal
strength of the pile acting as a short column. Batter piles
and their connection shall be capable of resisting forces
and moments from the load combinations with
overstrength factor in Section 12.4.3.2 of ASCE 7.

1810A.3.12 Grade beams. For structures assigned to 5^/^"-
mic Design Category D, E or F in accordance with Section
1613A, grade beams shall comply with the provisions in
Section 21.12.3 of ACI 318 for grade beams, except where
they have the capacity to resist the forces from the load com-
binations with overstrength factor in Section 12.4.3.2 of
ASCE 7.

1810A.3.13 Seismic ties. For structures assigned to Seismic
Design Category C, D, E or F in accordance with Section

2010 CALIFORNIA BUILDING CODE

229

SOILS AND FOUNDATIONS

1613A, individual deep foundations shall be interconnected
by ties. Unless it can be demonstrated that equivalent
restraint is provided by reinforced concrete beams within
slabs on grade or reinforced concrete slabs on grade or con-
finement by competent rock, hard cohesive soils or very
dense granular soils, ties shall be capable of carrying, in ten-
sion or compression, a force equal to the lesser of the prod-
uct of the larger pile cap or column design gravity load times
the seismic coefficient, Sj^s, divided by 10, and 25 percent of
the smaller pile or colunrn design gravity load.

1810A.4 Installation. Deep foundations shall be installed in
accordance with Section 1810A.4. Where a single deep foun-
dation element comprises two or more sections of different
materials or different types spliced together, each section shall
satisfy the applicable conditions of installation.

1810A.4.1 Structural integrity. Deep foundation elements
shall be installed in such a manner and sequence as to pre-
vent distortion or damage that may adversely affect the
structural integrity of adjacent structures or of foundation
elements being installed or akeady in place and as to avoid
compacting the surrounding soil to the extent that other
foundation elements cannot be installed properly.

1810A.4.1.1 Compressive strength of precast con-
crete piles. A precast concrete pile shall not be driven
before the concrete has attained a compressive strength
of at least 75 percent of the specified compressive
strength (f\), but not less than the strength sufficient to
withstand handling and driving forces.

1810A.4.1.2 Casing. Where cast-in-place deep founda-
tion elements are formed through unstable soils and con-
crete is placed in an open-drilled hole, a casing shall be
inserted in the hole prior to placing the concrete. Where
the casing is withdrawn during concreting, the level of
concrete shall be maintained above the bottom of the cas-
ing at a sufficient height to offset any hydrostatic or lat-
eral soil pressure. Driven casings shall be mandrel driven
their full length in contact with the surrounding soil.

1810A.4.1.3 Driving near uncased concrete. Deep
foundation elements shall not be driven within six ele-
ment diameters center to center in granular soils or
within one-half the element length in cohesive soils of an
uncased element filled with concrete less than 48 hours
old unless approved by the building official. If the con-
crete surface in any completed element rises or drops, the
element shall be replaced. Driven uncased deep founda-
tion elements shall not be installed in soils that could
cause heave.

1810A. 4.1.4 Driving near cased concrete. Deep foun-
dation elements shall not be driven within four and

one-half average diameters of a cased element filled with
concrete less than 24 hours old unless approved by the
building official. Concrete shall not be placed in casings
within heave range of driving.

1810A.4.1.5 Defective timber piles. Not permitted by
DSA-SS, DSA-SS/CC or OSHPD.

1810A.4.2 Identification. Deep foundation 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.

1810A.4.3 Location plan. A plan showing the location and
designation of deep foundation elements by an identifica-
tion system shall be filed with the building official prior to
installation of such elements. Detailed records for elements
shall bear an identification corresponding to that shown on
the plan.

1810A.4.4 Preexcavation. The use of jetting, angering or
other methods of preexcavation shall be subject to the
approval of the building official. Where permitted,
preexcavation shall be carried out in the same manner as
used for deep foundation elements subject to load tests and
in such a manner that will not impair the carrying capacity of
the elements already in place or damage adjacent structures.
Element tips shall be driven below the preexcavated depth
until the required resistance or penetration is obtained.

1810A.4.5 Vibratory driving. Vibratory drivers shall only
be used to install deep foundation elements where the ele-
ment load capacity is verified by load tests in accordance
with Section 1810A.3.3.1.2. The installation of production
elements shall be controlled according to power consump-
tion, rate of penetration or other approved means that ensure
element capacities equal or exceed those of the test ele-
ments.

1810A.4.6 Heaved elements. Deep foundation elements
that have heaved during the driving of adjacent elements
shall be redriven as necessary to develop the required capac-
ity and penetration, or the capacity of the element shall be
verified by load tests in accordance with Section
1810A.3.3.1.2.

1810A.4.7 Enlarged base cast-in-place elements.

Enlarged bases for cast-in-place deep foundation elements
formed by compacting concrete or by driving a precast base
shall be formed in or driven into granular soils. Such ele-
ments shall be constructed in the same manner as successful
prototype test elements driven for the project. Shafts
extending through peat or other organic soil shall be
encased in a permanent steel casing. Where a cased shaft is
used, the shaft shall be adequately reinforced to resist col-
umn action or the annular space around the shaft shall be
filled sufficiently to reestablish lateral support by the soil.
Where heave occurs, the element shall be replaced unless it
is demonstrated that the element is undamaged and capable
of carrying twice its design load.

230

2010 CALIFORNIA BUILDING CODE

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1810A.4.8 Hollow-stem augered, cast-in-place elements.

1810A.4.9 Socketed drilled shafts. The rock socket and
pipe or tube casing of socketed drilled shafts shall be thor-
oughly cleaned of foreign materials before filling with con-
crete. Steel cores shall be bedded in cement grout at the base
of the rock socket.

1810A.4.10 Mieropiles. Micropile deep foundation ele-
ments shall be permitted to be formed in holes advanced by
rotary or percussive drilling methods, with or without cas-
ing. The elements shall be grouted with a fluid cement
grout. The grout shall be pumped through a tremie pipe
extending to the bottom of the element until grout of suit-
able quality returns at the top of the element. The following
requirements apply to specific installation methods:

1 . For mieropiles grouted inside a temporary casing, the
reinforcing bars 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 element 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
verify that the flow of grout inside the casing is not
obstructed.

3. For mieropiles designed for end bearing, a suitable
means shall be employed to verify that the bearing
surface is properly cleaned prior to grouting.

4. Subsequent mieropiles shall not be drilled near ele-
ments that have been grouted until the grout has had
sufficient time to harden.

5. Mieropiles shall be grouted as soon as possible after
drilling is completed.

6. For mieropiles designed with a full-length casing, the
casing shall be pulled back to the top of the bond zone
and reinserted or some other suitable means
employed to assure grout coverage outside the casing.

1810A.4.11 Helical piles. Hehcal piles shall be installed to
specified embedment depth and torsional resistance criteria
as determined by a registered design professional. The
torque applied during installation shall not exceed the maxi-
mum allowable installation torque of the helical pile.

1810A.4.12 Special inspection. Special inspections in
accordance with Sections 1704A.8 and 1704A.9 shall be
provided for driven and cast-in-place deep foundation ele-
ments, respectively. Special inspections in accordance with
Section 1704A.10 shall be provided for helical piles.

SECTION 1811 A I I

PRESTRESSED ROCK AND
SOIL FOUNDATION ANCHORS

181 1 A, 1 General The requirements of this section address the
use of vertical rock and soil anchors in resisting seismic or
wind overturning forces resulting in tension on shallow foun-
dations.

1811A.2 Adoption, Except for the modifications as set forth in
Sections 1811 A. 3 and 181 lAA, all Prestressed Rock and Soil
Foundation Anchors shall be designed in accordance with PTl
Recommendations for Prestressed Rock and Soil Anchors.

1811A.3 Geotechnical Requirements. Geotechnical report for
the Prestressed Rock and Soil Foundation Anchors shall
address the following:

1. Minimum diameter and minimum spacing for the
anchors including consideration of group effects.

2. Maximum unbonded length and minimum bonded
length of the tendon.

3. Maximum recommended anchor tension capacity
based upon the soil or rock strength/grout bond and
anchor depth/spacing.

4. Allowable bond stress at the ground/grout interface
and applicable factor of safety for ultimate bond stress.

5. Anchor axial tension stiffness recommendations at the
anticipated anchor axial tension displacements, when
required for structural analysis.

6. Minimum grout pressure for installation and
post-grout pressure.

7. Class I Corrosion Protection is required for all perma-
nent anchors. Geotechnical report shall specify the
corrosion protection recommendations for temporary
anchors.

8. Performance test shall be at a minimum of 1.6 times the
design loads. There shall be a minimum of two
preproduction test anchors. Preproduction test
anchors shall be tested to ultimate load or 0.80 times
the specified minimum tensile strength of the tendon. A
Creep test is required for all prestressed anchors with
greater than 10 kips of lock-off prestressing load.

2010 CALIFORNIA BUILDING CODE

231

SOILS AND FOUNDATIONS

9. Lock'OJf pre stressing load requirements.

10, Acceptable drilling methods.

11. Geotechnical observation and monitoring require-
ments.

1S11A.4 Structural requirements,

1. Tendons shall be thread-bar anchors conforming to
ASTMA 722.

2. The anchors shall be placed vertical.

3. Design Loads shall be based upon the load combinations
in Section 1605A.3.1 and shall not exceed 60 percent of
the specified minimum tensile strength of the tendons.

I I 4. Ultimate Load shall be based upon Section 161 5 A. 1.10
and shall not exceed 80 percent of the specified minimum
tensile strength of the tendons.

5. The anchor shall be designed to fail in grout bond to the
soil or rock before pullout of the soil wedge by group
effect.

6. Foundation design shall incorporate the affect of lock-
offloads.

7. Design shall account for as-built locations of soil
anchors considering all the acceptable construction tol-
erances.

8. Design shall account for both short and long term defor-
mation.

9. Enforcement agency may require consideration of
anchor deformation in evaluating deformation compati-
bility or building drift where it may be significant.

232

2010 CALIFORNIA BUILDING CODE

CALIFORNIA BUILDING CODE-MATRIX ADOPTION TABLE
CHAPTER 19 - CONCRETE

Adopting agency

BSC

SFM

HOD

DSA

OSHPD

CSA

DPH

AGR

DWR

CEO

SLC

1-AC

SS/CC

Adopt entire chapter

Adopt entire chapter as
amended (amended sections
listed below)

Adopt only those sections that
are listed below

Chapter/Section

1901.1.1

1901.1.2

1901.1.3

1901.1.4

1908.1.2

1908.1.3

1908.1.9.1

1911.11.1

1912.1.1

1912.1.2

1912.2 & subsections

1916.1

1916.1.2

1916.1.3

1916.1.4

1916.1.5

1916.1.6

1916.1.7

1916.1.8

1916.1.9

1916.1.10

1916.1.11

1916.1.11.1

1916.1.11.2

1916.1.11.3

1916.1.11.4

1916.1.11.5

1916.2.1

1916.2.2

1916.3.1

1916.3.2.1

1916.3.2.2

1916.3.3.1

1916.3.3.2

1916.4.1

1916.4.2

(continued)

2010 CALIFORNIA BUILDING CODE

233

CALIFORNIA BUILDING CODE-MATRIX ADOPTION TABLE
CHAPTER 19 - CONCRETE— continued

Adopting agency

BSC

SFM

HOD

DSA

OSHPD

CSA

DPH

AGR

DWR

CEC

SLC

1-AC

SS/CC

Adopt entire chapter

Adopt entire chapter as
amended (amended sections
listed below)

Adopt only those sections that
are listed below

Chapter/Section

1916.4.3

1916.4.4

1916.4.5

1916.4.6

1916.4.7

1916.4.8

1916.4.9

1916.4.10

1916.5.1

1916.5.2

1916.5.3

1916.5.4

1916.5.5

1916.6

234

2010 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.

1901.1.1 Application. The scope of application of Chapter
19 is as follows:

Community college buildings regulated by the Division
of the State Architect-Structural Safety/Community Col-
leges (DSA-SS/CC), as listed in Section 1,9,2.2.

1901.1.2 Amendments in this chapter. DSA-SS/CC adopts
this chapter and all amendments.

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

Division of the State Architect-Structural Safety/
Community Colleges:

[DSA-SS/CC] For applications listed in Section
1.9.2.2.

1901.1.3 Reference to other chapters. [DSA-SS/CC]
Where reference within this chapter is made to sections in
Chapters 17 and 18, the provisions in Chapters 17 A, and
ISA, respectively, shall apply instead.

1901.1.4 Amendments. [DSA-SS/CC] See Section 1916 for
additional requirements applicable to community colleges,

1901.2 Plain and reinforced concrete. Structural concrete
shall be designed and constructed in accordance with the
requirements of this chapter and ACI 318 as amended in Sec-
tion 1908 of this code. Except for the provisions of Sections
1904 and 1910, the design and construction of slabs on grade
shall not be governed by this chapter unless they transmit verti-
cal loads or lateral forces from other parts of the structure to the
soil.

1901.3 Source and applicability. The format and subject mat-
ter of Sections 1902 through 1907 of this chapter are patterned
after, and in general conformity with, the provisions for struc-
tural concrete in ACI 318.

1901.4 Construction documents. The construction docu-
ments for structural concrete construction shall include:

1 . The specified compressive strength of concrete at the
stated ages or stages of construction for which each
concrete element is designed.

2. The specified strength or grade of reinforcement.

3. The size and location of structural elements, reinforce-
ment and anchors.

4. Provision for dimensional changes resulting from
creep, shrinkage and temperature.

5. The magnitude and location of prestressing forces.

6. Anchorage length of reinforcement and location and
length of lap splices.

7. Type and location of mechanical and welded splices of
reinforcement.

8. Details and location of contraction or isolation joints
specified for plain concrete.

9. Minimum concrete compressive strength at time of
posttensioning.

10. Stressing sequence for posttensioning tendons.

1 1 . For structures assigned to Seismic Design Category D,
E or F, a statement if slab on grade is designed as a
structural diaphragm (see Section 21. 12.3.4 of ACI
318).

1901.5 Special inspection. The special inspection of concrete
elements of buildings and structures and concreting operations
shall be as required by Chapter 17.

SECTION 1902
DEFINITIONS

1902.1 General. The words and terms defined in ACI 318
shall, for the purposes of this chapter and as used elsewhere in
this code for concrete construction, have the meanings shown
in ACI 318 as modified by Section 1908.1.1.

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 1 7,

1903.2 Glass fiber reinforced concrete. Glass fiber rein-
forced concrete (GFRC) and the materials used in such con-
crete shall be in accordance with the PCIMNL 128 standard.

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SECTION 1904
DURABILITY REQUIREMENTS

1904.1 Water-cementitious materials ratio. Where maximum
water-cementitious materials ratios are specified in ACI 318,
they shall be calculated in accordance with ACI 318, Section 4. 1 .

1904.2 Exposure categories and classes. Concrete shall be
assigned to exposure classes in accordance with ACI 318, Sec-
tion 4.2, based on:

1 . Exposure to freezing and thawing in a moist condition or
deicer chemicals;

2. Exposure to sulfates in water or soil;

3. Exposure to water where the concrete is intended to have
low permeability; and

4. Exposure to chlorides from deicing chemicals, salt,
saltwater, brackish water, seawater or spray from these
sources, where the concrete has steel reinforcement.

1904.3 Concrete properties. Concrete mixtures shall conform
to the most restrictive maximum water-cementitious materials
ratios and minimum specified concrete compressive strength
requirements of ACI 318, Section 4.3, based on the exposure
classes assigned in Section 1904.2.

Exception: For occupancies and appurtenances thereto in
Group R occupancies that are in buildings less than four
stories above grade plane, normal-weight aggregate con-
crete is permitted to comply with the requirements of Table
1904.3 based on the weathering classification (freezing and
thawing) determined from Figure 1904.3 in lieu of the
requirements of ACI 31 8y Table 4.3.1.

1904.4 Freezing and thawing exposures. Concrete that will
be exposed to freezing and thawing, in the presence of mois-
ture, with or without deicing chemicals being present, shall
comply with Sections 1904.4.1 and 1904.4.2.

1904.4.1 Air entrainment. Concrete exposed to freezing
and thawing while moist shall be air entrained in accordance
with ACI 318, Section 4.4.1.

1904.4.2 Deicing chemicals. For concrete exposed to
freezing and thawing in the presence of moisture and
deicing chemicals, the maximum weight of fly ash, other
pozzolans, silica fume or slag that is included in the con-
crete shall not exceed the percentages of the total weight of
cementitious materials permitted by ACI 318, Section
4.4.2.

1904.5 Alternative cementitious materials for sulfate expo-
sure. Alternative combinations of cementitious materials for use
in sulfate-resistant concrete to those listed in ACI 318, Table
4.3.1 shall be permitted in accordance with ACI 318, Section
4.5.1.

SECTION 1905
CONCRETE QUALITY, MIXING AND PLACING

1905.1 General. The required strength and durability of con-
crete shall be determined by compliance with the proportion-
ing, testing, mixing and placing provisions of Sections
1905.1.1 through 1905.13.

1905.1.1 Strength. Concrete shall be proportioned to pro-
vide an average compressive strength as prescribed in Sec-
tion 1905.3 and shall satisfy the durability criteria of Section
1904. Concrete shall be produced to minimize the frequency
of strengths below/'^ as prescribed in Section 1905.6.3. For
concrete designed and constructed in accordance with this
chapter, f\ shall not be less than 2,500 psi (17.22 MPa). No
maximum specified compressive strength shall apply unless
restricted by a specific provision of this code or ACI 318.

1905.2 Selection of concrete proportions. Concrete propor-
tions shall be determined in accordance with the provisions of
ACI 318, Section 5.2.

1905.3 Proportioning on tlie 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.

TABLE 1904.3
MINIMUM SPECIFIED COMPRESSIVE STRENGTH (f ^

TYPE OR LOCATION OF CONCRETE CONSTRUCTION

MINIMUM SPECIFIED COMPRESSIVE STRENGTH (f '^at 28 days, psi)

Negligible exposure

Moderate exposure

Severe exposure

Basement walls'^ and foundations not exposed to the weather

2,500

2,500^

Basement slabs and interior slabs on grade, except garage floor slabs

2,500

2,500^

Basement walls^, foundation walls, exterior walls and other vertical
concrete surfaces exposed to the weather

2,500

3,000*>

3,000^

Driveways, curbs, walks, patios, porches, carport slabs, steps and
other flatwork exposed to the weather, and garage floor slabs

2,500

3,000*''^

3,500'''^

For SI: 1 pound per square inch = 0.00689 MPa.

a. Concrete in these locations that can be subjected to freezing and thawing during construction shall be of air-entrained concrete in accordance with Section
1904.2.1.

b. Concrete shall be air entrained in accordance with Section 1904.4.1,

c. Structural plain concrete basement walls are exempt from the requirements for exposure conditions of Section 1904.3 (see Section 1909.6.1).

d. For garage floor slabs where a steel trowel finish is used, the total air content required by Section 1904.4.1 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.

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NEGLIGIBLE

FIGURE 1904.3
WEATHERING PROBABILITY MAP FOR CONCRETE^' ^' ""

a. Lines defining areas are approximate only. Local areas can be more or less severe than indicated by the region classification.

b. A "severe" classification is where weather conditions encourage or require the use of deicing chemicals or where there is potential for a continuous presence of
moisture during frequent cycles of freezing and thawing. A "moderate" classification is where weather conditions occasionally expose concrete in the presence of
moisture to freezing and thawing, but where deicing chemicals are not generally used. A "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.

1905.4 Proportioning without field experience or trial mix-
tures. Concrete proportioning determined without field expe-
rience or trial mixtures shall be done in accordance with ACI
318, Section 5.4.

1905.5 Average strength reduction. As data become avail-
able during construction, it is permissible to reduce the amount
by which the average compressive strength (f'^) is required to
exceed the specified value off\ in accordance with ACI 318,
Section 5.5.

1905.6 Evaluation and acceptance of concrete. The criteria
for evaluation and acceptance of concrete shall be as specified
in Sections 1905.6.2 through 1905.6.5.

1905.6.1 Qualified technicians. Concrete shall be tested in
accordance with the requirements in Sections 1905.6.2
through 1905.6.5. Qualified field testing technicians shall
perform tests on fresh concrete at the job site, prepare speci-
mens required for curing under field conditions, prepare
specimens required for testing in the laboratory and record

the temperature of the fresh concrete when preparing speci-
mens for strength tests. Qualified laboratory technicians
shall perform all required laboratory tests.

1905.6.2 Frequency of testing. The frequency of conduct-
ing strength tests of concrete and the minimum number of
tests shall be as specified in ACI 318, Section 5.6.2.

Exception: When the total volume of a given class of
concrete is less than 50 cubic yards (38 m^), strength tests
are not required when evidence of satisfactory strength is
submitted to and approved by the building official.

1905.6.3 Strength test specimens. Specimens prepared for
acceptance testing of concrete in accordance with Section
1905.6.2 and strength test acceptance criteria shall comply
with the provisions of ACI 318, Section 5.6.3.

1905.6.4 Field-cured specimens. Where required by the
building official to determine adequacy of curing and pro-
tection of concrete in the structure, specimens shall be pre-

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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/'c, 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
318, 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.

1906.3 Conduits and pipes embedded in concrete. Conduits,
pipes and sleeves of any material not harmful to concrete and
within the limitations of ACI 318, Section 6.3, are permitted to
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 Hoolis. 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 specified concrete cover for reinforcement shall comply
with Sections 1907.7.1 through 1907.7.8.

1907.7.1 Cast-in-place concrete (nonprestressed). Mini-
mum specified concrete cover shall be provided for rein-
forcement 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 specified concrete cover for prestressed and
nonprestressed reinforcement, ducts and end fittings in
cast-in-place prestressed concrete shall comply with ACI
318, Section 7.7.2.

1907.7.3 Precast concrete (manufactured under plant
control conditions). The minimum specified concrete
cover for prestressed and nonprestressed reinforcement,
ducts and end fittings in precast concrete manufactured
under plant control conditions shall comply with ACI 318,
Section 7.7.3.

1907.7.4 Bundled bars. The minimum specified concrete
cover for bundled bars shall comply with ACI 318, Section
7.7.4.

1907.7.5 Headed shear stud reinforcement. For headed
shear stud reinforcement, the minimum specified concrete
cover shall comply with ACI 318, Section 7.7.5.

1907.7.6 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 7.7.6.

1907.7.7 Future extensions. Exposed reinforcement,
inserts and plates intended for bonding with future exten-
sions shall be protected from corrosion.

1907.7.8 Fire protection. When this code requires a thick-
ness of cover for fire protection greater than the minimum
concrete cover in Section 1907.7, such greater thickness
shall be specified.

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.

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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 1908.1.10.

1908.1.1 ACI 318, Section 2.2. Modify existing definitions
and add the following definitions to ACI 318, Section 2.2.

DESIGN DISPLACEMENT. Total lateral displacement
expected for the design-basis earthquake, as specified by
Section 12.8,6 ofASCE 7.

DETAILED PLAIN CONCRETE STRUCTURAL WALL

A wall complying with the requirements of Chapter 22,
including 22,6 J,

ORDINARY PRECAST STRUCTURAL WALL, A precast
wall complying with the requirements of Chapters 1 through
18.

ORDINARY REINFORCED CONCRETE STRUC-
TURAL WALL. A cast-in-place wall complying with the
requirements of Chapters 1 through 18.

ORDINARY STRUCTURAL PLAIN CONCRETE
WALL. A wall complying with the requirements of Chapter
22, excluding 22.6.7.

SPECIAL STRUCTURAL WALL. A cast-in place or
precast wall complying with the requirements of 21.1.3
through 21.1.7,21.9 and 2 1 . 1 0, as appUcable, in addition to
the requirements for ordinary reinforced concrete structural
walls or ordinary precast structural walls, as applicable.
Where ASCE 7 refers to a ''special reinforced concrete
structural wall/* it shall be deemed to mean a ''special
structural wall."

WALL PIER, A wall segment with a horizontal length-
to-thickness ratio of at least 2.5, but not exceeding 6, whose
clear height is at least two times its horizontal length.

1908.1.2 ACI 318, Section 21.1.1. Modify ACI 318 Sec-
tions 21.1.1.3 and 21.1.1.7 to read as follows:

21.1.1.3 - Structures assigned to Seismic Design Cate-
gory A shall satisfy requirements of Chapters 1 to 19 and
22; Chapter 21 does not apply. Structures assigned to
Seismic Design Category B, C, D, E or F also shall satisfy

21.1.1.4 through 21.1.1.8, as applicable. Except for
structural elements of plain concrete complying with
Section 1908.1.8 of the California Building Code, struc-
tural elements of plain concrete are prohibited in struc-
tures assigned to Seismic Design Category C, D,EorF.

21.1.1.7 - Structural systems designated as part of the
seismic-force-resisting system shall be restricted to
those permitted by ASCE 7. Except for Seismic Design
Category A, for which Chapter 2 1 does not apply, the fol-
lowing provisions shall be satisfied for each structural
system designated as part of the seismic-force-resisting
system, regardless of the Seismic Design Category:

(a) Ordinary moment frames shall satisfy 21.2.

(b) Ordinary reinforced concrete structural walls
and ordinary precast structural walls need not
satisfy any provisions in Chapter 21.

(d) Intermediate precast structural walls shall satisfy
21.4.

(e) Special moment frames shall satisfy 21.5
through 21.8.

(f) Special structural walls shall satisfy 21.9.

(g) Special structural walls constructed using pre-
cast concrete shall satisfy 21.10.

(h) [BSC] In Seismic Design Category D, E or F,
concrete tilt-up wall panels which exceed the
limitations of intermediate precast structural
wall systems shall satisfy 21.9 in addition to
21.4.2. and 21.4.3,

All special moment frames and special structural
walls shall also satisfy 21.1.3 through 21.1.7.

1908.1.3 ACI 318, Section 21.4. Modify ACI 318, Section
21.4, by renumbering Section 21.4.3 to become 21.4.4 and
adding new Sections 21.4.3, 21.4.5, 21,4.6 and 21.4.7 to
read as follows:

21.4.3 - Connections that are designed to yield shall be
capable of maintaining 80 percent of their design
strength at the deformation induced by the design dis-
placement or shall use Type 2 mechanical splices.

2 1 .4.4 - Elements of the connection that are not designed
to yield shall develop at least 1.5 Sy.

21.4.5- [BSCl Wall piers in Seismic Design Category D,
E or F shall comply with Section 1908.1.4 of this code.

21.4.6 - Wall piers not designed as part of a moment
frame in SDC C shall have transverse reinforcement
designed to resist the shear forces determined from
21.3.3. Spacing of transverse reinforcement shall not
exceed 8 inches (203 mm). Transverse reinforcement
shall be extended beyond the pier clear height for at least
12 inches (305 mm).

Exceptions:

1 . Wall piers that satisfy 21.13.

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2. Wall piers along a wall line within a story
where other shear wall segments provide lat-
eral support to the wall piers and such seg-
ments have a total stiffness of at least six times
the sum of the stiffnesses of all the wall piers.

2L4.7~ Wall segments with a horizontal length-to-thick-
ness ratio less than 2.5 shall be designed as columns.

1908.1.4 ACI 318, Section 21.9. Modify ACI 318, Section
2L9, by adding new Section 21.9.10 to read as follows:

21.9,10- Wall piers and wall segments.

21.9.10.1 - Wall piers not designed as a part of a special
moment frame shall have transverse reinforcement
designed to satisfy the requirements in 21.9.10.2.

Exceptions:

1. Wall piers that satisfy 21.13.

21,9.10.2- Transverse reinforcement with seismic hooks
at both ends shall be designed to resist the shear forces
determined from 21.6.5.1. Spacing of transverse rein-
forcement shall not exceed 6 inches (152 mm). Trans-
verse reinforcement shall be extended beyond the pier
clear height for at least 12 inches (305 mm),

21.9.10.3 - Wall segments with a horizontal length-to-
thickness ratio less than 2.5 shall be designed as col-
umns.

1908.1.5 ACI 318, Section 21.10. Modify ACI 318, Sec-
tion 21.10.2, to read as follows:

21 . 10.2 - Special structural walls constructed using pre-
cast concrete shall satisfy all the requirements of 21 .9 for
cast-in-place special structural walls in addition to Sec-
tions 21.4.2 through 21.4.4.

1908.1.6 ACI 318, Section 21.12.1.1. Modify ACI 318,
Section 21.12.1.1, to read as follows:

21.12.1.1 - Foundations resisting earthquake-induced
forces or transferring earthquake-induced forces between
a structure and ground shall comply with the requirements
of Section 21.12 and other applicable provisions of ACI
318 unless modified by Chapter 18 of the California
Building Code.

1908.1.7 ACI 318, Section 22.6. Modify ACI 318, Section
22.6, by adding new Section 22.6.7 to read as follows:

22.6. 7 - Detailed plain concrete structural walls.

22.6.7.1 - Detailed plain concrete structural walls are
walls conforming to the requirements of ordinary struc-
tural plain concrete walls and 22.6. 7.2.

22.6.7.2 - Reinforcement shall be provided as follows:

(a) Vertical reinforcement of at least 0.20 square
inch (129 mm^) 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
required beside an opening is permitted to sub-
stitute for one of the two No. 5 bars required by
22.6.6.5.

(b) Horizontal reinforcement at least 0.20 square
inch (129 mm^) in cross-sectional area shall be
provided:

1. Continuously at structurally connected roof
and floor levels and at the top of walls;

2. At the bottom of load-bearing walls or in the
top of foundations where doweled to the
wall; and

3. At a maximum spacing of 120 inches (3048
mm).

Reinforcement at the top and bottom of open-
ings, where used in determining the maximum
spacing specified in Item 3 above, shall be con-
tinuous in the wall.

1908.1.8 ACI 318, Section 22.10. Delete ACI 318, Section
22.10, and replace with the following:

22.10 ~ Plain concrete in structures assigned to Seismic
Design Category C, D, E or F.

22.10.1 - Structures assigned to Seismic Design Cate-
gory C, D, E or F shall not have elements of structural
plain concrete, except as follows:

(a) Structural plain concrete basement, foundation
or other walls below the base are permitted in
detached one- and two-family dwellings three
stories or less in height constructed with
stud-bearing walls. In dwellings assigned to
Seismic Design Category D or E, the height of
the wall shall not exceed 8 feet (2438 mm), the
thickness shall not be less than 7^2 inches (190
mm), and the wall shall retain no more than 4 feet
(1219 mm) of unbalanced fill Walls shall have
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
projection of the footing beyond the face of the
supported member is permitted to exceed the
footing thickness.

(c) Plain concrete footings supporting walls are 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 min-
imum of one bar shall be provided at the top and

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bottom of the footing. Continuity of reinforcement
shall be provided at comers and intersections.

Exceptions:

1. In detached one- and two-family dwell-
ings three stories or less in height and
constructed with stud-bearing walls,
plain concrete footings without longitu-
dinal reinforcement supporting walls are
permitted,

2. For foundation systems consisting of a
plain concrete footing and a plain con-
crete stemwall, a minimum of one bar
shall be provided at the top of the
stemwall and at the bottom of the footing.

3. Where a slab on ground is cast
monolithically with the footing, one No. 5
bar is permitted to be located at either the
top of the slab or bottom of the footing,

1908.1.9 ACI 318, Section D.3.3. Modify ACI 318, Sec-
tions D.3.3.4 and D.3.3.5 to read as follows:

D.3.3. 4 - Anchors shall be designed to be governed by
the steel strength of a ductile steel element as determined
in accordance with D.5.1 and D.6.1, unless either
D.3.3.5 or D.3.3.6 is satisfied.

Exceptions:

1. Anchors in concrete designed to support non-
structural components in accordance with
ASCE 7 Section 13.4.2 need not satisfy Section
D,3.3.4.

2. Anchors designed to resist wall out-of-plane
forces with design strengths equal to or greater
than the force determined in accordance with
ASCE 7 Equation 12.11-1 or 12.14-10 neednot
satisfy Section D,3.3.4.

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
force level corresponding to anchor forces no greater
than the design strength of anchors specified in D.3.3. 3.

Exceptions:

1. 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.

1908.1.9.1 ACI 318, Section D3.3. [BSC] Modify ACI
318, Section D3.3.1 and add Section D.3.3. 7 to read as

follows:

D3,3, 1 - The provisions of Appendix D do not apply to
the design of anchors in plastic hinge zones of con-
crete structures under earthquake forces or anchors
defined in Section D3.3.7.

D3,3.7-For anchors of wood sill plates with nominal
diameters not exceeding V^ in. (15.9 mm) with
embedment of 7 in. (1 78 mm) or greater, located a
minimum of 2. 5d from edge of concrete and 15dfrom
end of concrete, design strength in shear parallel to
edge of concrete shall be permitted to be determined
in accordance with Section 2305.

1908.1.10 ACI 318, Section D.4.2.2. Delete ACI 318, Sec-
tion D.A.l.l, and replace with the following:

D.4,2.2 - The concrete breakout strength requirements for
anchors in tension shall be considered satisfied by the
design procedure of D, 5.2 provided Equation D-8 is not
used for anchor embedments exceeding 25 inches. The con-
crete breakout strength requirements for anchors in shear
with diameters not exceeding 2 inches shall be considered
satisfied by the design procedure of D, 6.2. For anchors in
shear with diameters exceeding 2 inches, shear anchor rein-
forcement shall be provided in accordance with the proce-
dures of D. 6.2. 9.

SECTION 1909
STRUCTURAL PLAIN CONCRETE

1909.1 Scope. The design and construction of structural plain
concrete, both cast-in-place and precast, shall comply with the
minimum requirements of Section 1909 and ACI 318, Chapter
22, as modified in Section 1908.

1909.1.1 Special structures. For special structures, such as
arches, underground utility structures, gravity walls and
shielding walls, the provisions of this section shall govern
where applicable.

1909.2 Limitations. The use of structural plain concrete shall
be limited to:

1. Members that are continuously supported by soil, such
as walls and footings, or by other structural members
capable of providing continuous vertical support.

2. Members for which arch action provides compression
under all conditions of loading.

3. Walls and pedestals.

The use of structural plain concrete columns and structural
plain concrete footings on piles is not permitted. See Section
1908. 1.8 for additional hmitations on the use of structural plain
concrete.

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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 above grade plane
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 7V2
inches (191 mm).

1909.6.2 Other walls. Except as provided for in Section
1909.6.1, the thickness of bearing walls shall be not less
than V24 the unsupported height or length, whichever is
shorter, but not less than 5V2 inches (140 mm).

1909.6.3 Openings in walls. Not less than one No. 5 bar
shall be provided around window, door and similar sized
openings. The bar shall be anchored to develop^ in tension
at the corners of openings.

SECTION 1910
MINIMUM SLAB PROVISIONS

1910.1 General. The thickness of concrete floor slabs supported
directly on the ground shall not be less than 3 V2 inches (89 mm).
A 6-mil (0.006 inch; 0.15 mm) polyethylene vapor retarder with
joints lapped not less than 6 inches (152 mm) shall be placed
between the base course or subgrade and the concrete floor slab,
or other approved equivalent methods or materials shall be used
to retard vapor transmission through the floor slab.

Exception: A vapor retarder is not required:

1 . For detached structures accessory to occupancies in
Group R-3, such as garages, utility buildings or other
unheated facilities.

2. For unheated storage rooms having an area of less
than 70 square feet (6.5 m^) and carports attached to
occupancies in Group R-3.

3. For buildings of other occupancies where migration
of moisture through the slab from below will not be
detrimental to the intended occupancy of the building.

4. For driveways, walks, patios and other flatwork
which will not be enclosed at a later date.

5. Where approved based on local site conditions.

SECTION 1911
ANCHORAGE TO CONCRETE-
ALLOWABLE STRESS DESIGN

1911.1 Scope. The provisions of this section shall govern the
allowable stress design of headed bolts and headed stud
anchors cast in normal- weight concrete for purposes of trans-
mitting structural loads from one connected element to the
other. These provisions do not apply to anchors installed in
hardened concrete or where load combinations include earth-
quake loads or effects. The bearing area of headed anchors
shall be not less than one and one-half times the shank area.
Where strength design is used, or where load combinations
include earthquake loads or effects, the design strength of
anchors shall be determined in accordance with Section 1912.
Bolts shall conform to ASTM A 307 or an approved equiva-
lent.

1911. LI Power actuated fasteners. [OSHPD 2] Power
actuated fasteners qualified in accordance with ICC-ESAC
70 shall be deemed to satisfy the requirements of this sec-
tion.

Power actuated fasteners shall be permitted for seismic
shear when they are specifically listed in ICC-ES Report
(ICC-ESR)for such service and for interior nonshear wall
partitions. Power actuated fastener shall not be used to
anchor exterior cladding or curtain wall systems,

1911.2 Allowable service load. The allowable service load for
headed anchors in shear or tension shall be as indicated in Table
191 1.2. Where anchors are subject to combined shear and ten-
sion, the following relationship shall be satisfied:

where:

(Equation 19-1)

P^ = Applied tension service load, pounds (N).

P, = Allowable tension service load from Table 1911.2,
pounds (N).

1/ = 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-
ues specified with an equal reduction in allowable service load.
Where edge distance and spacing are reduced less than 50 per-
cent, the allowable service load shall be determined by linear
interpolation.

1911.4 Increase in allowable load. Increase of the values in
Table 191 1 .2 by one- third is permitted where the provisions of
Section 1605.3.2 permit an increase in allowable stress for
wind loading.

1911.5 Increase for special inspection. Where special inspec-
tion is provided for the installation of anchors, a 100-percent
increase in the allowable tension values of Table 191 1 .2 is per-
mitted. No increase in shear value is permitted.

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TABLE 1911.2
ALLOWABLE SERVICE LOAD ON EMBEDDED BOLTS (pounds)

BOLT

DIAMETER

(inches)

MINIMUM

EMBEDMENT

(inches)

EDGE

DISTANCE

(Inches)

SPACING
(inches)

MINIMUM CONCRETE STRENGTH (psi)

f'c =

2,500

f', = 3,000

f'c =

4,000

Tension

Shear

Tension

Shear

Tension

Shear

IV,

200

500

200

500

200

500

4V,

500

1,100

500

1,100

500

1,100

4
4

3
5

6
6

950

1,450

1,250
1,600

950
1,500

1,250
1,650

950
1,550

1,250
1,750

4'/,
4'/,

3%
6V4

7V,

1,500

2,125

2,750
2,950

1,500
2,200

2,750
3,000

1,500
2,400

2,750
3,050

5
5

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

IOV2

2,550

3,700

2,550

4,050

2,550

4,050

3,050

4,125

3,250

4,500

3,650

5,300

iVs

6V4

I3V2

3,400

4,750

3,400

4,750

3,400

4,750

1V4

4,000

5,800

4,000

5,800

4,000

5,800

For SI: 1 inch = 25.4 mm, 1 pound per square inch = 0.00689 MPa, 1 pound = 4.45 N.

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 3 1 8 as modified by Sec-
tions 1908.1.9 and 1908.1.10, provided they are within the
scope of Appendix D.

The strength design of anchors that are not within the scope
of Appendix D of ACI 318, and as amended in Sections
1908.1.9 and 1908.1.10, shall be in accordance with an
approved procedure.

1912.1.1 Mechanical anchors and specialty inserts,

[OSHPP 2] Mechanical anchors qualified in accordance
with ICC-ES AC 193 shall be deemed to satisfy the require-
ments of this section.

Specialty inserts, including cast-in-place specialty
inserts, tested in accordance with ICC-ES AC 193 shall be
deemed to satisfy the requirements of this section.

Exception: Anchors prequalified for seismic applica-
tions need not be governed by the steel strength of a duc-
tile steel element.

1912.1.2 Post-installed adhesive anchors, [OSHPD 2]

Adhesive anchors qualified in accordance with ICC-ES AC
308 shall be deemed to satisfy the requirements of this sec-
tion.

Exceptions:

1. Adhesive anchors shall not be permitted in over-
head applications or application with sustained
(continuous) tension load that can lead to creep.

2. Anchors prequalified for seismic applications
need not be governed by the steel strength of a duc-
tile steel element.

1912.2 Tests for post-installed anchors in concrete. [OSHPD

2] When post-installed anchors are used in lieu of cast-in place
bolts, the installation verification test loads, frequency, and
acceptance criteria shall be in accordance with this section.

1912.2.1 General. Test loads or torques and acceptance cri-
teria shall be shown on the construction documents.

If any anchor fails testing, all anchors of the same type
shall be tested, which are installed by the same trade, not
previously tested until twenty (20) consecutive anchors
pass, then resume the initial test frequency.

1912.2.2 Test loads. Required test loads shall be determined
by one of the following methods:

1. Twice the maximum allowable tension load or one
and a quarter (V/4) times the maximum design
strength of anchors as provided in International Code
Council - Evaluation Service Report (ICC-ESR) or
determined in accordance with Appendix D of ACI
318.

Tension test load need not exceed 80 percent of the
nominal yield strength of the anchor element (=0.8

^seJya/'

<
<

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2. The manufacturer' s recommended installation
torque as approved in an ICC-ESR.

1912.2.3 Test frequency. When post-installed anchors are
used for sill plate bolting applications, 10 percent of the
anchors shall be tested.

I I When post-installed anchors are used for other structural

> applications, all such anchors shall be tested,

I I When post-installed 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 tested.

>| I The testing of the post-installed 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.

Exceptions:

1. Undercut anchors that allow visual confirmation
of full set shall not require testing.

2. Where the factored design tension on anchors is
less than 100 lb and those anchors are clearly
noted on the approved construction documents,
only 10 percent of those anchors shall be tested,

3. Where adhesive anchor systems are used to install
reinforcing dowel bars in hardened concrete, only
25 percent of the dowels shall be tested if all of the
following conditions are met:

a. The dowels are used exclusively to transmit
shear forces across joints between existing
and new concrete,

b. The number of dowels in any one member
equals or exceeds twelve (12).

c. The dowels are uniformly distributed across
seismic force resisting members (such as
shear walls, collectors and diaphragms).

Anchors to be tested shall be selected at ran-
dom by the special inspector/inspector of
record (lOR).

4. Testing of shear dowels across cold joints in slabs
on grade, where the slab is not part of the lateral
force-resisting system shall not be required.

5. Testing is not required for power actuated fasten-
ers used to attach tracks of interior nonshear wall
partitions for shear only, where there are at least
three fasteners per segment of track.

1912.2.4 Test acceptance criteria. Acceptance criteria for
post-installed anchors shall be based on ICC-ESR or manu-
facturers written instruction, acceptable to the enforcement
agency. Field test shall satisfy following minimum require-
ments.

1. Hydraulic ram method:

Anchors tested with a hydraulic jack or spring loaded
devices shall maintain the test load for a minimum of
15 seconds and shall exhibit no discernable move-
ment during the tension test, e.g., as evidenced by
loosening of the washer under the nut.

For adhesive anchors, where other than bond is being
tested, the testing device shall not restrict the concrete
shear cone type failure mechanism from occurring.

2. Torque wrench method:

Anchors tested with a calibrated torque wrench must
attain the specified torque within V2 turn of the nut.

Exceptions:

a. Wedge or sleeve type:

One-quarter fVJ turn of the nut for a % in.
sleeve anchor only.

b. Threaded type:

One-quarter fV^j turn of the screw after ini-
tial seating of the screw head.

1912,2,5 Testing procedure. Test procedure shall be as
required by the ICC-ESR, Manufacturer's recommendation
for testing may be approved by the enforcement agency,
when ICC-ESR does not provide a testing procedure.

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
V4 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 2'/2 inches (64 mm). When bars larger
than No. 5 are permitted, there shall be a minimum clear-
ance between parallel bars equal to six diameters of the bars
used. When two curtains of steel are provided, the curtain
nearer the nozzle shall have a minimum spacing equal to 12
bar diameters and the remaining curtain shall have a 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

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lap splices necessary for support of the reinforcing is per-
mitted when approved by the building official, based on sat-
isfactory preconstruction tests that show that adequate
encasement of the bars will be achieved, and provided that
the splice is oriented so that a plane through the center of the
spliced bars is perpendicular to the surface of the shotcrete.

1913.4.4 Spirally tied columns. Shotcrete shall not be
applied to spirally tied columns.

1913.5 Preconstruction tests. When required by the building
official, a test panel shall be shot, cured, cored or sawn, exam-
ined and tested prior to commencement of the project. The
sample panel shall be representative of the project and simulate
job conditions as closely as possible. The panel thickness and
reinforcing shall reproduce the thickest and most congested
area specified in the structural design. It shall be shot at the
same angle, using the same nozzleman and with the same con-
crete mix design that will be used on the project. The equip-
ment used in preconstruction testing shall be the same
equipment used in the work requiring such testing, unless sub-
stitute equipment is approved by the building official.

1913.6 Rebound. Any rebound or accumulated loose aggre-
gate shall be removed from the surfaces to be covered prior to
placing the initial or any succeeding layers of shotcrete.
Rebound shall not be used as aggregate.

1913.7 Joints. Except where permitted herein, unfinished
work shall not be allowed to stand for more than 30 minutes
unless edges are sloped to a thin edge. For structural elements
that will be under compression and for construction joints
shown on the approved construction documents, square joints
are permitted. Before placing additional material adjacent to
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 % inch (9.5 mm), specimens shall consist of not less
than three 3-inch-diameter (76 mm) cores or 3-inch (76 mm)
cubes. When the maximum-size aggregate is Vg inch (9.5 mm)
or smaller, specimens shall consist of not less than
2-inch-diameter (51 mm) cores or 2-inch (51 mm) cubes.

1913.10.1 Sampling. Specimens shall be taken from the
in-place work or from test panels, and shall be taken at least
once each shift, but not less than one for each 50 cubic yards
(38.2 m^) of shotcrete.

1913.10.2 Panel criteria. When the maximum-size aggre-
gate is larger than % inch (9.5 mm), the test panels shall
have minimum dimensions of 18 inches by 18 inches (457
mm by 457 nmi). When the maximum size aggregate is ^/g
inch (9.5 mm) or smaller, the test panels shall have mini-
mum dimensions of 12 inches by 12 inches (305 mm by 305
mm). Panels shall be shot in the same position as the work,
during the course of the work and by the nozzlemen doing
the work. The conditions under which the panels are cured
shall be the same as the work.

1913.10.3 Acceptance criteria. The average compressive
strength of three cores from the in-place work or a single test
panel shall equal or exceed 0.85/'^ with no single core less
than 0.75 / \, The average compressive strength of three
cubes taken from the in-place work or a single test panel
shall equal or exceed /'^ with no individual cube less than
0.88/V To check accuracy, locations represented by erratic
core or cube strengths shall be retested.

SECTION 1914
REINFORCED GYPSUM CONCRETE

1914.1 General. Reinforced gypsum concrete shall comply
with the requirements of ASTM C 317 and ASTM C 956.

1914.2 Minimum thickness. The minimum thickness of rein-
forced gypsum concrete shall be 2 inches (5 1 nmi) except the
minimum required thickness shall be reduced to 1 V2 inches (38
mm), provided the following conditions are satisfied:

1. The overall thickness, including the formboard, is not
less than 2 inches (51 mm).

2. The clear span of the gypsum concrete between supports
does not exceed 33 inches (838 mm).

3. Diaphragm action is not required.

4. The design live load does not exceed 40 pounds per
square foot (psf) (1915 Pa).

SECTION 1915
CONCRETE-FILLED PIPE COLUMNS

1915.1 General. Concrete-filled pipe columns shall be manu-
factured from standard, extra-strong or double-extra-strong
steel pipe or tubing that is filled with concrete so placed and
manipulated as to secure maximum density and to ensure com-
plete filling of the pipe without voids.

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1915.2 Design. The safe supporting capacity of concrete-filled
pipe columns shall be computed in accordance with the
approved rules or as determined by a test.

1915.3 Connections. Caps, base plates and connections shall
be of approved types and shall be positively attached to the
shell and anchored to the concrete core. Welding of brackets
without mechanical anchorage shall be prohibited. Where the
pipe is slotted to accommodate webs of brackets or other con-
nections, the integrity of the shell shall be restored by welding
to ensure hooping action of the composite section.

1915.4 Reinforcement. To increase the safe load-supporting
capacity of concrete-filled pipe columns, the steel reinforce-
ment shall be in the form of rods, structural shapes or pipe
embedded in the concrete core with sufficient clearance to
ensure the composite action of the section, but not nearer than 1
inch (25 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 protective covering, the
shell shall not be included in the calculations for strength of the
column section. The minimum diameter of pipe columns shall
be 4 inches (102 mm) except that in structures of Type V con-
struction not exceeding three stories above grade plane or 40
feet (12 192 mm) in building height, pipe columns used in
basements and as secondary steel members shall have a mini-
mum 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.

SECTION 1916
ADDITIONAL REQUIREMENTS [DSA-SS/CC]

1916,1 Tests and materials. Where required, special inspec-
tions and tests shall be in accordance with Chapter 1 7 A and
this section.

1916,1,1 Glass fiber reinforced concrete. Glass fiber rein-
forced concrete (GFRC) and the materials used in such con-
crete shall be in accordance with the PCIMNL128 standard.

I I 1916,1,2 Fly ash. Replace ACI 3 18 Section 3.2.2 as follows :

Fly ash or other pozzolan can be used as a partial substi-
tute for ASTM C 150 Portland cement , as follows:

1. Fly ash or other pozzolan shall conform to ASTM
C 618 for Class N or Class F materials (Class C is
not permitted), and

2. More than 15 percent by weight of fly ash or other
pozzolans shall be permitted to be substituted for
ASTM C 150 Portland cement if the mix design is
proportioned per Section 1905.3. See Section
1904 for durability requirements.

3. More than 40 percent by weight of ground- granu-
lated blast-furnace slag conforming to ASTM C
989 shall be permitted to be substituted for ASTM
C 150 Portland cement if the mix design is propor-
tioned per Section 1905.3. See Section 1904 for ' '
durability requirements.

1916.1.3 ACI 318, Section 3.3,2, Modify ACI 318 Section
3.3.2 by adding the following:

Aggregate size limitations waiver shall be approved by
the enforcement agency.

Evidence that the aggregate used is not reactive in the
presence of cement alkalis may be required by the
enforcement agency. If new aggregate sources are to be
used or if past experience indicates problems with exist-
ing aggregate sources, test the aggregate for potential
reactivity according to ASTM C 289 to determine poten-
tial reactivity in the presence of cement.

If the results of the test are other than innocuous,
selected concrete proportions using the aggregate (see
Section 1 905.2) shall be tested in accordance with ASTM I I
C 1567. If the results of this test indicate an expansion
greater than 0.10 percent at 1 6-day s age, provide mitiga-
tion with one of the cementitious material systems noted
below such that an expansion of less than 0. 10 percent at
1 6-day s age is obtained:

1. Low-alkali portland cement containing not more
than 0.6 percent total alkali when calculated as
sodium oxide, as determined by the method given
inASTMClM.

2. Blended hydraulic cement, Type IS or IP, con-
forming to ASTM C 595, except that Type IS
cement shall not contain less than 40 percent slag
constituent.

3. Replacement of not less than 15 percent by weight
of the Portland cement used by a mineral admix-
ture conforming to ASTM C 618 for Class N or F
materials (Class C is not permitted).

4. Replacement of not less than 40 percent by weight
of the Portland cement used by a ground granu-
lated blast-furnace slag conforming to ASTM C
989.

1916.1.4 Discontinuous steel fibers - Modify ACI 318 Sec-
tion 3.5.1 by adding the following:

Discontinuous steel fibers shall not be permitted.

1916.1.5 Cementitious material. The concrete supplier
shall furnish to the enforcement agency certification that the
cement proposed for use on the project has been manufac-
tured and tested in compliance with the requirements of
ASTM C 150 for Portland cement and ASTM C 595 or ASTM
C 1157 for blended hydraulic cement, whichever is applica-
ble. 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 C 618 or ASTM C 989, whichever is applicable. The
concrete producer shall provide copies of the cementitious

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material supplier's certificate of compliance that represents
the materials used by date of shipment for concrete.
Cementitious materials without certification of compliance
shall not be used.

1916.1.6 Tests of reinforcing bars. Where samples are
taken from bundles as delivered from the mill, with the bun-
dles identified as to heat number and provided the mill anal-
yses accompany 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^/ 2 tons (2270 kg) or
fraction thereof of each size of reinforcing steel

Tests of reinforcing bars may be waived by the structural
engineer with the approval of the Building Official for
one-story buildings provided certified mill test reports are
provided for each shipment of such reinforcement.

1916.1.7 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 fur-
nished by the contractor and tested by an approved inde-
pendent testing agency:

L For wire, strand or bars, 7 -foot-long (2134 mm) sam-
ples 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.

2. For prefabricated prestressing tendons other than
bars, one completely fabricated tendon 10 feet (3048
mm) in length between grips with anchorage assem-
bly 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
considered.

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
couplings shall develop at least 95 percent of the min-
imum 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
furnished and, in addition, if couplers are to be used
with the bar, two 4-foot (1219 mm) lengths of bar fab-
ricated 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 hard-
ness test shall be made of each thickness of bearing
plate.

1916.1.8 Composite construction cores. Cores of the com-
pleted composite concrete construction shall be taken to
demonstrate the shear strength along the contact surfaces.
The cores shall be tested when the cast-in-place concrete is
approximately 28 days old and shall be tested by a shear
loading parallel 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^) of area of composite con-
crete construction and not less than three cores shall be
taken from each project. The architect or structural engi-
neer in responsible charge of the project or his or her repre-
sentative shall designate the location for sampling.

1916.1.9 Tests ofshotcrete. Testing ofshotcrete shall follow
the provisions of Section 191 3 A and the general require-
ments ofACI 318 Section 5.6.

1916.1.10 Gypsum field tests. Field tests shall be made dur-
ing construction to verify gypsum strength. One sample con-
sisting of three specimens shall be made for each 5,000
square feet (465 m^) or fraction thereof of all gypsum
poured, but not less than one sample shall be taken from
each half -day 's pour.

1916.1.11 Tests for post-installed anchors in concrete.

When post-installed anchors are used in lieu of cast-in-
place bolts, the installation verification test loads frequency
and acceptance criteria shall be in accordance with this
section.

1916.1.11.1 General. Test loads or torques and accep-
tance criteria shall be shown on the construction docu-
ments.

1916.1.11.2 Test loads. Required test loads shall be
determined by one of the following methods:

1. Twice the maximum allowable tension load or one
and a quarter (V/4) times the maximum design
strength of anchors as provided in International
Code Council - Evaluation Service Report
(ICC-ESR) or determined in accordance with
Appendix D of AC 1 318.

<
<

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Tension test load need not exceed 80 percent of
the nominal yield strength of the anchor element
(^0.8 A JJ.

2. The manufacturer's recommended installation
torque as approved in an ICC-ESR.

1916.1.11.3 Test frequency. When post-installed
anchors are used for sill plate bolting applications, 10

> percent of the anchors shall be tested.

I I When post-installed anchors are used for other struc-

> tural applications, all such anchors shall be tested,

I I When post-installed anchors are used for

nonstructural applications such as equipment anchor-
age, 50 percent or alternate bolts in a group, including at

> least one-half the anchors in each group, shall be tested,

> I I The testing of the post-installed 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.

Exceptions:

1. Undercut anchors that allow visual confirma-
tion of full set shall not require testing.

2. Where the factored design tension on anchors
is less than 100 lb and those anchors are clearly
noted on the approved construction documents,
only 10 percent of those anchors shall be tested.

3. Where adhesive anchor systems are used to
install reinforcing dowel bars in hardened con-
crete, only 25 percent of the dowels shall be
tested if all the following conditions are met:

a. The dowels are used exclusively to trans-
mit shear forces across joints between
existing and new concrete.

h The number of dowels in any one member
equals or exceeds 12.

c. The dowels are uniformly distributed
across seismic force resisting members
(such as shear walls, collectors and dia-
phragms).

Anchors to be tested shall be selected at ran-
dom by the special inspector/inspector of
record (lOR).

4. Testing of shear dowels across cold joints in
slabs on grade, where the slab is not part of the
lateral force-resisting system shall not be
required.

5. Testing is not required for power actuated fas-
teners used to attach tracks of interior
nonshear wall partitions for shear only, where
there are at least three fasteners per segment of
track.

1916.1.11.4 Test acceptance criteria. Acceptance crite-
ria for post-installed anchors shall be based on ICC-ESR
or manufacturers written instruction, acceptable to the

1916,2,2 Sample frequency,

5.6.2.1 as follows:

Replace ACI 318 Section

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 (345
m^) of concrete, or not less than once for each 2,000
square feet (186 m^) of surface area for slabs or walls.
Additional 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.

1916,3 Formworky embedded pipes and construction joints,

1916,3,1 Removal of forms f shores and reshores. No por-
tion 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 con-
crete.

enforcement agency. Field test shall satisfy following
minimum requirements.

1. Hydraulic ram method:

Anchors tested with a hydraulic jack or spring
loaded devices shall maintain the test load for a
minimum of 15 seconds and shall exhibit no
discernable movement during the tension test, e.g.,
as evidenced by loosening of the washer under the
nut.

For adhesive anchors, where other than bond is
being tested, the testing device shall not restrict the
concrete shear cone type failure mechanism from
occurring.

2. Torque wrench method:

Anchors tested with a calibrated torque wrench
must attain the specified torque within V2 turn of
the nut.

Exceptions:

1. Wedge or sleeve type:
One-quarter (VJ turn of the nut for a %
in. sleeve anchor only.

2. Threaded type:
One-quarter f VJ turn of the screw after
initial seating of the screw head.

1916,1,11,5, Testing procedure. Test procedure shall be
as required by the ICC-ESR. Manufacturer's recommen-
dation for testing may be approved by the enforcement
agency, when ICC-ESR does not provide a testing proce-
dure.

1916,2 Concrete quality, mixing and testing,

1916,2,1 Selection of concrete proportions, A registered
civil engineer with experience in concrete mix design shall
select the relative amounts of ingredients to be used as basic
proportions of the concrete mixes proposed for use under
ACI 318, Section 5.2. I I

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1916,3,2 Conduits and pipes embedded in concrete.

1916.3.2.1 Large openings. Openings larger than 12
inches (305 mm) in any dimension shall be detailed on
the structural plans. Nothing in this section shall be con-
strued to permit work in violation of fire and panic or
other safety standards.

1916.3.2.2 Adequate support. Pipes and conduits shall
be adequately supported and secured against displace-
ment before concrete is placed.

I I 1916,3,3 Construction joints,

1916.3.3.1 Joint details. Typical details and proposed
locations of construction joints.shall be indicated on the
plans.

1916.3.3.2 Surface preparation. The surface of all hori-
zontal construction joints shall be cleaned and rough-
ened 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.

II 1916.4 Modifications to ACl 318

1916.4.1 AC1318, Section 14,9, Modify ACI 318 by adding
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 (9 14 mm) in height, inter-
mediate horizontal reinforcing shall be provided at spac-
ing not to exceed 2 feet (610 mm) on center Minimum
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, bearing 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 ACI 318 Section 14.3.

1916.4.2 ACI 318, Section 18.21, Add Section 18.21.5 to
ACI 318 as follows:

18.21.5 — Prequalification of anchorages and coupler.
Post-tensioned anchorages and couplers for unbonded
tendons shall be prequalifledfor use in prestressed 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 shall be performed on a representative
specimen and the tendon shall 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 back to the lower. The specimen used for the
second dynamic test need not be the same used for the
first dynamic test. Systems utilizing 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 be on file at the enforcement
agency for post-tensioning systems to be used. General
approval will be based on satisfactory performance.
Tests shall be required for pre stressing steel and anchor-
ages.

The average bearing stress, P/Af,, on the concrete cre-
ated by the anchorage plates shall not exceed the follow-
ing:

At service load

U = 0.6 f ^4 A',/ A,

but not greater thanf^

At transfer load

U =0.8f:,4A',/A,-0.2

but not greater than 1.25 f^^ where:

fp = Permissible compressive concrete stress.

fc = Compressive strength of concrete.

f^. = Compressive strength of concrete at time of
initial prestress.

A\ = 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.

A^ - Bearing area of the anchorage.

P = Prestress force in tendon.

1916.4,3 ACI 318, Section 18, Add Section 18.23 to ACI
318 as follows:

18.23 - Post-tensioned 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 banded
tendons is acceptable. Maximum tendon spacing
shall be 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 be placed
6 inches (152 mm) clear of the slab edge. Tendons
shall be firmly supported at intervals not exceeding
42 inches (1067 mm) to prevent displacement during
concrete placement. Tendons shall not be bundled in
groups greater than five monostrand tendons. At hori-
zontal plane deviations grouped tendons at curved

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portions must be 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 be
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).

1916.4.4 ACI 318, Section 21.4. In addition to the require-
ments of Section 1908.1.3, wall piers in Seismic Design Cat-
egory D, EorF shall comply with Section 1908.1.4.

1916.4.5 ACI 318, Section 21.9.2.2. Modify ACl 318, Sec-
tion 21.9.2.2 by adding the following:

Where boundary members are not required by ACI 318
I I Section 21.9.6, minimum reinforcement parallel to the
edges of all structural walls and the boundaries of all open-
ings shall consist of twice the cross-sectional area of the
minimum shear reinforcement required per lineal foot of
wall Horizontal extent of boundary element shall be per
ACI 318 Section 21.9,6.4 (a) and (b),

1916.4.6 ACI 318, Section 21.9.4. Modify ACI 3 18 by add-
ing Section 21.9.4.6 as follows:

21,9.4.6 - Walls and portions of walls with P„ > 0.35P^
shall not be considered to contribute to the calculated
strength of the structure for resisting earth-
quake-induced forces. Such walls shall conform to the
requirements of ACI 318 Section 21,13,

1916.4.7 ACI 318, Section 21.1 L4. ModifyACI 318 Section
21.11.4 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^ thick, where db is the
diameter of the largest reinforcement in the topping slab.

1916.4.8 ACI 318, Section21.1L7. ModifyACI 318 Section
21.11.7 by adding Section 21.1 L7. 7 as follows:

21.11.7.7 - Where boundary members are not required
by ACI 318 Section 21.11.7.5, minimum reinforcement
parallel to the edges of all diaphragms and the bound-
aries of all openings shall consist of twice the cross-sec-
tional area of the minimum shear reinforcement required
per linear foot of diaphragm,

1916.4.9 ACI 318, Chapter 22. Plain concrete is not permit-
ted.

1916.4.10 ACI 318, SectionD.3.3. ModifyACI 318, Section
D.3.3.1 and add Section D.3.3. 7 to read as follows:

D.3.3.1 - The provisions of Appendix D do not apply to
the design of anchors in plastic hinge zones of concrete
structures under earthquake forces or to anchors that
meet the requirements of Section D.3,3,7.

D.3.3.7 ~ For wood sill plates a minimum of V/j inches
(38 mm) in net thickness, the allowable lateral design
values of cast-in anchors in shear parallel to the grain of

the wood sill plate are permitted to be determined in
accordance with Section 2305 of the International Build-
ing Code, provided they comply with all of the following:

1. Their maximum nominal diameter is V^ inches (16
mm);

2. They are embedded into the concrete a minimum of
7 inches (178 mm);

3. They are located a minimum of 2^/ 2 anchor diame-
ters from the edges of the concrete parallel to the
grain of the wood sill plate; and

4. They are located a minimum of 15 anchor diame-
ters from the end of the concrete perpendicular to
the grain of the wood sill plate.

1916.5 Shotcrete.

1916.5.1 Preconstruction tests. A test panel prepared in
accordance with Section 1913.5 is required. Approval from
the enforcement agency must be obtained prior to perform-
ing test panels. <

1916.5.2 Surface preparation. Concrete or masonry to I I
receive shotcrete shall have the entire surface thoroughly
cleaned and roughened by sand blasting, and just prior to
receiving shotcrete, shall be thoroughly 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.

191 6. 5. 3 Joints. The film oflaitance which forms on the sur- II'
face of the shotcrete shall be removed within approximately
two hours after application by brushing with a stiff broom. If
this film is not removed within two hours, it shall be removed
by thorough wire brushing or sand blasting. Construction
joints over eight hours old shall be thoroughly cleaned with
air and water prior to receiving shotcrete.

1916.5.4 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 form of the shotcrete work. All surfaces shall be rodded
to these wires,

1916.5.5 Placing. Shotcrete shall be placed in accordance
with ACI 506.

1916.6 Existing concrete structures. The structural use of
existing concrete with a core strength less than 1,500 psi
(10.3MPa) is not permitted in rehabilitation work.

For existing concrete structures, sufficient cores shall be taken
at representative locations throughout the structure, as desig-
nated 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^) of floor area, or fraction thereof Cores
shall be at least 4 inches (102 mm) in diameter. Cores as small
as 2,75 inches (70 mm) in diameter may be allowed by the
enforcement agency when reinforcement is closely spaced and
the coarse aggregate does not exceed % inch (19 mm).

250

2010 CALIFORNIA BUILDING CODE

CALIFORNIA BUILDING CODE-MATRIX ADOPTION TABLE
CHAPTER 19A - CONCRETE

Adopting agency

BSC

SFM

HOD

DSA

OSHPD

CSA

DPH

AGR

DWR

CEC

SLC

1-AC

SS/CC

Adopt entire chapter

Adopt entire chapter as
amended (amended sections
listed below)

Adopt only those sections that
are listed betow

Chapter/Section

2010 CALIFORNIA BUILDING CODE

251

252 201 CALIFORNIA BUILDING CODE

CHAPTER 19>V

CONCRETE

Italics are used for text within Sections 1903A through 1908A 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, quahty control, design and construction of concrete
used in structures.

1901 A, 1.1 Application, The scope of application of Chap-
ter 19 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 1.9.2. These
applications include public elementary and second-
ary schools, community colleges and state- owned or
state-leased essential services buildings

II 2. Applications listed in Sections LI 0.1 and 1. 1 0.4, reg-

ulated by the Office of Statewide Health Planning and
Development (OSHPD). These applications include
hospitals, skilled nursing facilities, intermediate care
facilities and correctional treatment centers.

1901AJ.2 Amendments in this chapter, DSA-SS
OSHPD adopt this chapter and all amendments.

and

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 A rchitect — Structural Safety:
[DSA-SS] For applications listed in Section 1.9.2.

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

[OSHPD 1]

LIO.I.

For applications listed in Section

[OSHPD 4] ' For applications listed in Section
LIOA.

1901A.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
I904A 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.

190L4.3 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 21.12.3.4 of ACI
318).

190L4.5 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 purposes of this chapter and as used elsewhere in
this code for concrete construction, have the meanings shown
in ACI 318 as modified by Section 1908A.1.1.

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253

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TABLE 1904A.3
MINIMUM SPECIFIED COMPRESSIVE STRENGTH (f g

TYPE OR LOCATION OF CONCRETE CONSTRUCTION

MINIMUM SPECIFIED COMPRESSIVE STRENGTH (f '^at 28 days, psi)

Negligible exposure

Moderate exposure

Severe exposure

Basement walls^ and foundations not exposed to the weather

2,500

2,500^

Basement slabs and interior slabs on grade, except garage floor
slabs

2,500

2,500^

Basement walls^ foundation walls, exterior walls and other
vertical concrete surfaces exposed to the weather

2,500

3,000*^

3,000^

Driveways, curbs, walks, patios, porches, carport slabs, steps and
other flatwork exposed to the weather, and garage floor slabs

2,500

3,000'''^

3,500*'- '^

For SI: I 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 1904A2.1.

b. Concrete shall be air entrained in accordance with Section 1904>A.4.1 .

c. Structural plain concrete basement walls are exempt from the requirements for exposure conditions of Section 1 904>A.3 (see Section 1 909/4.6. 1 ).

d. For garage floor slabs where a steel trowel finish is used, the total air content required by Section 1904>4.4.1 Is permitted to be reduced to not less
than 3 percent, provided the minimum specified compressive strength of the concrete is increased to 4,000 psi.

NEGLIGIBLE

FIGURE 1904A3
WEATHERING PROBABILITY MAP FOR CONCRETE^' *"' *^

a. Lines defining areas are approximate only. Local areas can be more or less severe than indicated by the region classification.

b. A "severe" classification is where weather conditions encourage or require the use of deicing chemicals or where there is potential for a continuous
presence of moisture during frequent cycles of freezing and thawing. A "moderate" classification is where weather conditions occasionally expose
concrete in the presence of moisture to freezing and thawing, but where deicing chemicals are not generally used. A "negligible" classification is where
weather conditions rarely expose concrete in the presence of moisture to freezing and thawing.

c. Alaska and Hawaii are classified as severe and negligible, respectively.

254

2010 CALIFORNIA BUILDING CODE

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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-
tions and tests shall he 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.

1903A .3 Reporting requirements ■
3,2,1 by the following:

Modify ACI 318 Section

Each component fa] through (gl when present, as a per-
centage of total cementitious materials shall he reported for
each mix design.

1903A.4 Fly ash. RpplacP. ACJ 318 Section 3.2.2 as follows:
Fly ash or other pozz olan can he used as a partial substitute for
ASTM C 150 Portland cement, as follows:

L Fly ash or other pozzolan shall conform to ASTM C 618
for Class Nor Class F materials (Class C is not permit-
ted), and

L More than 15 percent by weight of fly ash or other
po77olans shall he permitted to be s ubstituted for ASTM
C 150 Portland cement if the mix design is proportioned
per Section 1 905 A J. See Section 1904Afor durability
requirements,

L More than 40 percent by weight of ground - granulated
blast-furnace slag conforming to ASTM C 989 shall be
permitted to be substituted for ASTM C J 50 portland
cement if the mix design is proportioned per Section
I905A.3. See Section J 904A for durability requirements.

1903A,5 ACI 31S Section 3.3.2. Modify ACJ 318. Section3.3.2
by adding the following:

Aggregate size limitations waiver shall he approvpA by the
enforcement agency.

Evidence that the aggregate used is not reactive in the
presence of cement alkalis may he required by the enforce-
ment agency, ffnew aggregate sources are to he used or if

past experience indicates problems with existing aggregate

source ff. test the aggregate for potential reactivity according
to ASTM C 289 to determine potential reactivity in the pres-
ence of cement.

{fthe results of the test are other than innocuous, selected
concrete proportions using the aggregate (see Section
1905A.2) shall be tested in accordance with ASTM C 1567.
If the results of this test indicate an ex pansion greater than
0.10 percent at 1 6-day s age, provide mitigation with one of
the cementitious material systems note d below such that an
expansion of less than 0.10 percent at 16-days age is
obtained:

h Low-alkali Portland cement containing not more than
0.6 percent total alkali when calculated as sodium.

oxide, as determined by the method given in ASTM C
Ltd.

Z. Blended hydraulic cement. Type IS or IP. conforming
to ASTM C 595. except that Type IS cement shall not
contain less than 40 percent sla g constituent.

i. Replaceme nt 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).

i Replacement of not less than 40 percent by weight of
the Portland cement used by a ground granulated
blast-furnace slag conforming to ASTM C 989.

1903 A,6 Discontinuous steel fibers. Modify ACI 318 Section

3.5.1 by adding the following:

Discontinuous steel fibers are not permitted.

1903 A. 7 Welding of reinforcing bars. Modify ACI 318 Section

3.5 .2 by a dding the following:

If mill test reports are not availahle. chemical analysis shall
be made of bars representative of the bars to be welded.
Bars with a carbon equivalent (C. E. ) above 0. 75 shall not be
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 be permitted for
assembly of reinforcement unless authorized by the struc-
tural engineer and approved by the enforcement agency per
approved procedures,

SECTION 19044
DURABILITY REQUIREMENTS

1904A.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.

1904A.2 Exposure categories and classes. Concrete shall be
assigned to exposure classes in accordance with ACI 318, Sec-
tion 4.2, based on:

1 . Exposure to freezing and thawing in a moist condition or
deicer chemicals;

2. Exposure to sulfates in water or soil;

3 . Exposure to water where the concrete is intended to have
low permeability; and

4. Exposure to chlorides from deicing chemicals, salt,
saltwater, brackish water, seawater or spray from these
sources, where the concrete has steel reinforcement.

1904A.3 Concrete properties. Concrete mixtures shall con-
form to the most restrictive maximum water-cementitious
materials ratios and minimum specified concrete compressive
strength requirements of ACI 318, Section 4.3, based on the
exposure classes assigned in Section 1904A.2.

Exception: For occupancies and appurtenances thereto in
Group R occupancies that are in buildings less than four
stories above grade plane, normal-weight aggregate con-
crete is permitted to comply with the requirements of Table
1904 A. 3 based on the weathering classification (freezing
and thawing) determined from Figure 1904 A3 in lieu of the
requirements of ACI 318, Table 4, 3, L

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1904A.4 Freezing and thawing exposures. Concrete that will
be exposed to freezing and thawing, in the presence of mois-
ture, with or without deicing chemicals being present, shall
comply with Sections 1904A.4.1 and 1904A.4.2.

1904A.4.1 Air entrainment. Concrete exposed to freezing
and thawing while moist shall be air entrained in accordance
with ACI 318, Section 4.4.1.

1904A.4.2 Deicing chemicals. For concrete exposed to
freezing and thawing in the presence of moisture and
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 4,4.2.

1904A.5 Alternative cementitious materials for sulfate
exposure. Alternative combinations of cementitious materials
for use in sulfate-resistant concrete to those listed in ACI 318,
Table 4.3.1 shall be permitted in accordance with ACI 318,
Section 4.5.1.

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 1905 A. 3 and shall satisfy the durability criteria of
Section 1904A. Concrete shall be produced to minimize the
frequency of strengths below /'^ as prescribed in Section
1905 A. 6. 3. For concrete designed and constructed in accor-
dance with this chapter, f'c ^^^^ ^^t be less than 3.000 psi
(20. 7 MPa) . No maximum specified compressive strength
shall apply unless restricted by a specific provision of this
code or ACI 318. Reinforced concrete with specified com-
pressive strength higher than 8.000 p si shall >

require prior

approval of structural design method and acceptance crite-
ria 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 th e relative amounts of ingredients to be
used as basic proportions of the concrete m ixes proposed for
use under this provision,

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'^ is required to
exceed the specified value off\ 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.L

12Q5A.6,2,1 Sample frequency. Replace ACf 318 Sec-
tion 5.(5.2. / as follows:

5,6,2 J 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 ea ch 50 cubic yards
(345 m{) of concrete, or not less than once for each
2 MO square feet (186 m^) of surface area for slabs or
walls. Additional samples for seven-day compressive
strength test s shall he 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 ACI 318, 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.

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.

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J90SA,10.1 Consolidation in congested areas. Where con-
ditiom make comolidation difficult or where reinforcement
is congested, a m ix design with smaller size aggregates.
shall he used as approved by the architect, structural engi-
neer and the enfor cement 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 concrete during cold weather the mix shall
have a temperature of at least 50° F (10.0°C). but not more than
90° F (32,2X), The concrete shall be maintained at a tempera-
ture of at least 50°F (10.0°C)fo r not less than 72 hours after
placing. When necessary, concrete materials shall he heated
before mixing. Special precautions shall be taken for the pro-
tection of transit-mix ed concrete to maintain a temperature of
at le ast 50°F ( 10,0 X ),

1905A.13 Hot weather requirements. Concrete to be placed
during hot weather shall comply with the requirements of ACI
318, Section 5.13.

SECTION 19064

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 tha n the specifie d curing time, measu res 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.

13QM.3.1 Large openings. Openings larger than 12 inches
(305 mm) in any dimension shall be 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.

1906AJ.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.

1906AAA Surface preparation. The surface of all horizon-
tal construction joints shall he cleaned and roughened by

exposing clean aggregate solidly embedded in mortar
matrix.

In the event that the contact surface beco mes 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.

1907A5J Prestressing tendons, Prestressing tendons
shall be placed within plus or minus V^ inch (6.4mm) 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 specified concrete cover for reinforcement shall comply
with Sections 1907A.7.1 through 1907A.7.8.

1907A.7.1 Cast-in-place concrete (nonprestressed). Min-
imum specified concrete cover shall be provided for rein-
forcement in nonprestressed, cast-in-place concrete
construction in accordance with ACI 318, Section 7,7.1.

1907A.7.2 Cast-in-place concrete (prestressed). The min-
imum specified concrete cover for prestressed and
nonprestressed reinforcement, ducts and end fittings in
cast-in-place prestressed concrete shall comply with ACI
318, Section 7.7.2.

1907A.7.3 Precast concrete (manufactured under plant
control conditions). The minimum specified concrete
cover for prestressed and nonprestressed reinforcement,
ducts and end fittings in precast concrete manufactured
under plant control conditions shall comply with ACI 318,
Section 7.7.3.

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1907A.7.4 Bundled bars. The minimum specified concrete
cover for bundled bars shall comply with ACI 318, Section

7.7.4.

1907A.7.5 Headed shear stud reinforcement. For headed
shear stud reinforcement, the minimum specified concrete
cover shall comply with ACI 318, Section 7.7.5.

1907A.7.6 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 .7.6.

1907A.7,7 Future extensions. Exposed reinforcement,
inserts and plates intended for bonding with future exten-
sions shall be protected from corrosion.

1907A.7.8 Fire protection. When this code requires a
thickness of cover for fire protection greater than the mini-
mum concrete cover in Section 1907A.7, such greater thick-
ness shall be specified.

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 19084
MODIFICATIONS TO ACI 318

1908A.1 General. The text of ACI 318 shall be modified as
M indicated in Sections 1908A.1.1 through 19Q8A.1J2 .

1908A.1.1 ACI 318, Section 2.2. Modify existing definitions
and add the following definitions to ACI 318, Section 2.2.

DESIGN DISPLACEMENT. Total lateral displacement
> expected for the design earthquake, as specified by Section
12.8.6ofASCE7.

DETAILED PLAIN CONCRETE STRUCTURAL WALL.

A wall complying with the requirements of Chapter 22,
including 22.6.7.

ORDINARY PRECAST STRUCTURAL WALL A precast
wall complying with the requirements of Chapters 1 through
18.

ORDINARY REINFORCED CONCRETE STRUC-
TURAL WALL. A cast-in-place wall complying with the
requirements of Chapters 1 through 18.

ORDINARY STRUCTURAL PLAIN CONCRETE
WALL. A wall complying with the requirements of Chapter
22, excluding 22.6.7.

SPECIAL STRUCTURAL WALL. A cast-in-place or pre-
cast wall complying with the requirements of 21 . 1 .3 through
21.1.7, 21.9 and 21.10, as appUcable, in addition to the
requirements for ordinary reinforced concrete structural
walls or ordinary precast structural walls, as applicable.
Where ASCE 7 refers to a ''special reinforced concrete struc-
tural wall," it shall be deemed to mean a ''special structural
wall"

WALL PIER, A wall segment with a horizontal length-
to-thickness ratio of at least 2.5, but not exceeding 6, whose
clear height is at least two times its horizontal length.

1 9 8AJ J A CI 3 18, S ectio n 8 J3 S R eplac e ACI 31 8 S ec-
tion 8 A 3, 5 as follows:

8.13.5 - Permanent burned clay or concrete tile fillers
shall he considered only as forms and shall not he
included in the ca lculations involving shear or bending

moments.

The thickness of the concrete slab on the permanent fill-
ers shall be designed as described in ACI Section 8,13,6
as modified in Section J908A.1.3.

I90SA.L3 ACI 318. Section S. 13.6. Replace ACI 318 Sec-
tion 8.13.6 as follows:

8.13.6 - Where removable forms or fillers are used, the
thickness of the concrete slab shall not be less than V^ of

the clear distance between joists and in no case less than
2V. inch(^s (64 mm). Such slab shall be rein forced at right
angles to the joists with at least the amount of reinforce-
ment requirp.d for fipxure. considering load concentra-
tions, {fany. hut in no case shall the reinforcement be less
than that required by ACI 318 Section 7.12.

I90HA.L4 ACI 318. Section 8.13. Add Section 8.13.9 to
ACJ 3 18 as fol l ow s:

8 J 3,9 Concrete bridging. Concrete bridging shall be
provided as follow s: 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 he either:

(a) A continuous concrete web having a depth equal
to the joist and a width not less than 5V . inches
(89 mm) reinforced with a minimum of one No, 4
bar in the t op and bottom: or

IhX. Any other concrete element capable oftrani^er-

ring a concentrated load of 1.000 pounds (4.5
kN)from any joist to the two adjacent joists.

Such bridging shall not be required in roof framing if
an individual member is capable of carrying dead load

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2010 CALIFORNIA BUILDING CODE

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plus a concentrate d load of ] .500 pounds (6, 7 kN) at any
point

X908A U A CI 318 , Sec tio n 1 0.5 J . M odi fy ACI 318 S ec-
tion 10.5. 3 hy adding the following:

This section shall not he used for members that resist
seismic loads, except that reinforcement provided for
foundation elements for one-story wood-frame or
one-story light s teel buildings need n ot he more than
one-third greater than that required by analysis for all

loading conditions.

190HA.L6ACI318, Section 12.14,3. Add Section 12 14.3.6
to ACI 318 as follows:

12. 14.3.6 ' Welded splices and mechanical connections
shall maintain the clearance and coverage requirements
ofACISectiom 7,6 and 7,7.

1908A JJ A C U18 , Section 14X 6. R eplace ACI 3 18 S ec-
tion 14.2,6 a s f ollo w s:

14. 2.6- Walls shall he anchored to intersecting elements

such as floors or roofs or to columns, pilasters, buttresses

and intersecting walls and footings with reinforcement at
least equivalent to No. 4 bars at 12 inches (305 mm) on
center for each layer of reinforcement,

1908A18 R e serve d,
190SA,L9 Reserved.

190SA.1.10 ACI 318. Section 14.5 - Empirical design
method. Not permitted by OS HP D a nd DS A- SS ,

J90SA.LJ1ACI31S, Section 14.6.L Replace ACI 318 Sec-
tion 14.6A as follows:

14.6.1 - Nonhearing walls or nonbearing shear walls
shall have a thickness of not less than 4 inches ( 102 mm)
nor a thickness less than V ^ 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.

190 8 AJJ2ACI3 1 8 , S ectio n 14 .9 . Mod i fy A C I 3 1 8 by a dd-
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 equivale nt 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 be provided at spac-
ing not to exceed! feet (610 mm) on center Minimum
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 bearing 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 ACI 318 Section 14.3.

1908AJ. 13 Reserved.

190MJJ4 ACI 318 Section 1 6, A d d Sectio n 16,11 to ACI
318 as follows:

16.11 - 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 be retained by hooked wall bars. Edges of

openings in precast walls shall be reinforced with a mini-
mum, of one No. 5 bar contin uous past corners sufflcient
to develop the bar

A continuous tie or bond beam shall be provided at the
roof line either as a part 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 but, in any case, shall not be less than equiva-
lent to two No, 6 bars continuous, A continuous tie equiv-
alent to two No. 5 bars mini mum shall also be provided
either in the footing or with an enlarged section 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 7 5 percent of the horizontal wall steel.

Half of this continuous horizontal reinforcing may be

concentrated in b ond or tie b eams at the top and bottom

of the walls and at points of intermediate lateral support.
If 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
12, 15 for Class A shall be used. The reinforcing bars or
welded tie details shall not be spaced over eight times the
wall thickness vertically nor fewer than four used in the
wall panel height. Where wall panels are designed for
their respective overturning forces, the panel connec-
tions need not comply with the requirements of this para-
graph.

Where splicing of reinforcement must he made at
points of maximum stress or at closer spacing than per-
mitted hy 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 o r fully anchored dowels shall be added
to provide 25 percent excess steel area and the welds
shall develop not less than the specified yield strength of
the Steel

Exception; Nonbearing, nonshear panels such as
nonstructural architectural cladding panels or col-
umn covers are not required to meet the provisions of
this section,

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12QSA.L15 ACI 318, Section U.^.h Mnd{fv ACmRSec
tion 17.5 J by adding Sectiom 17,5 J, J and 17.5 J2 as fol-
lows:

17.5.1. J ' Full transfer ofhorirnntal shear forces may he
assumed when all of the following are satisfied:

J. Contact surfaces are clean, free of laitance and
intentionally roughened to full amplitude of
approximately ^4 i^^h (6.4 mml

2^ Minimum tie^s are provided in accordance with

ACT. VS Section J 7.6.

3. Weh members are designed to resist total vertical
shear, and

i^All shear reinforcement is fully anchored into all
interconnected elements.

17.5.1.2- If all requirements of AC! 318 Section 17.5.1.1

are not satisfied, horizontal shear shall be investigated in
accordance withACHlS Section 17.5.3 or 17.5.4.

1908 A JJ6ACn i 8, S e c tion 1 8 JJ . Mod i fy A C! 3 18 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 PCI
Design Handbook. 7^ Edition.

12QSAJJ7 ACI 318 Section 18.2,4, Mod i fy ACI 318 Sec-
tion 18.2.4 by adding the following:

Where prestressed concrete elements are re strained from
movement, an analysis of the stresses in the prestressed

elements and loads in the adjoining structural system
induced hy the above-described effects shall he made in
accordance with PCI Design Handbook. 7^ Edition.

1908AJ J8 A CI 318, S ectio n 18 , 2 . A dd S ection 18, 2 , 7 to
ACI 318 as follows:

18.2. 7 ' Span to depth ratio. Span to depth ratios for pre-
stressed concrete members shall not exceed the follow-
ing, except when calculations of deflections prove that
greater values may be used without adverse effects:

Beams 30

One-way slabs 40

Two-way floor slabs 40

Two-way roof slabs 44

Flat s lab s , , . .S ee CB C S ecti o n 1908A ,L 2 1
These ratios should be decreased for special condi-
tions such as heavy loads and simple spans.

Maximum defle ction criteria shall be in accordance

wi th ACI 318 S e c t ion 9 ,5 ,
190SA.7.79 Reserved.

1908 A J.20ACI3J8 , S ectio n 1 8 M. A dd Se ction 1 8 ,211 .5 to
ACI 318 as follows ;

I8.2L5 - Prequalification of anchorages and coupler
Posttensioned anchorages and couplers for unbonded
tendons shall be prequaljfiedfor use in prestressed con-
crete, Data shall be submitted by the posttensioning

materials fabricator from an app roved independent test-
ing agency to show compliance with the following
dynamic test requirements:

A dynamic test shal l be performed on a representative

specimen and the tendon shall 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 stre ngth. The period of each cycle involves the
change from the lower stress level to the upper stress
level and back to the lower. The specimen used for the

second dynamic test need not be the same used for the

first dynamic test. Systems utilizing 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 gene rally shall not have less than 10 percent of the
capacity of the full-size tendon.

The above test data must be on file at the enforcement
agency for posttensioning systems to be used. General

approval will be based on satisfactory performance.

Tests shal l be required for prestre ssing steel and anchor-
ag es.

The average bearing stress. P/A^. on the concrete cre-
ated by the anchorage plates shall not exceed thefollow-
mgi

At service load

f^^0.6f:^Al/A^

but not greater thanf\
At transfer load

f^ = 0^8fUAl/A,-0,2

but not greater than 1.25 f'^ where;

f^ = permissible compressive concrete stress,

fl^ - compressive strength of concrete,

/V = compressiv e strength of concrete at time of ini-
tial prestress,

A \ = maximum , area of the portion of the concrete
anchorage surface that is geometrically similar to
and concentric with the area of the anchorage.

A^ = bearing area of the anchorage,
P = prestress force in tendon,
190SA.L21 ACT 318, Section 18. Add Section 18.23 to ACI

318 as follows;

J 8.23 - 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 banded
tendons is acceptable. Maximum tendon spacing
shall be six times the slab thickness, not to exceed 42
inches (1067 mm). A minimum prestress level of 125

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2010 CALIFORNIA BUILDING CODE

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psi (861 kP a) on the local slab section tributary to the
tendon or tendon group is required. A minimum of two
tendom in flat slab^s f>hall be placed over columm in

e ach dir e ction. Tendom at dab edges shall be placed
6 inches (J 52 mm) clear of the slab edge, Tendom
shall be firmly supported at intervals not exceeding
42 inches (1067 mm) to prevent displacement during
concrete placement. Tendons shall not be bundled in
groups greater than five monostrand tendons. At hori-
zontal plane deviations grouped tendons at curved
portions must be sep arated 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 be
forced with two No, 5 bars, one top and one bot-

reinfo

torn, 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 MOOO pounds (223 k N ) ,

1908A.L22 (Chapter 19. Section 1908.L2) ACI 318, Sec-
tion 21.1.1. Modify ACI 3 1 8 Sections 2 1 . 1 . L3 and 21 . 1 . 1 .7
to read as follows:

21.1.1.3 - Structures shall satisfy requirements of Chap-
ters 1 to 19. Structures assigned to Seismic Design Cate-
gory D, E or F also shall satisfy 21.1.1.4 through
2 1 . 1 . 1 . 8, as applicable. Structural elements of plain con-
crete are prohibited in structures assigned to Seismic
Design Category D, E or E

21.1.1.7 - Structural systems designated as part of the
seismic-force-resisting system shall be restricted to
those permitted by ASCE 7. The following provisions
shall be satisfied for each structural system designated as
part of the seismic-force-resisting system, regardless of
the Seismic Design Category:

(a) [DSA-SS] Intermediate precast structural wails
shall satisfy 21.4.

(b) Special moment frames shall satisfy 21.5
through 21.8.

(d) Special structural walls constructed using pre-
cast concrete shall satisfy 21.10.

All special moment frames and special structural
walls shall also satisfy 21.1.3 through 21.1.7.

1 908AJ J3 (C hap te r 19, Sec tio n 1908, J J ) ACI 318, Sec-
tion 21.4. [DSA-SS] Modify ACI 318, Section 21.4, by
renumbering Section 21.4.3 to become 21.4.4 and adding
new Sections 21.4.3, 21.4.5 and 21.4.6 to read as follows:

21.4.4- Elements of the connection that are not designed
to yield shall develop at least 1 .5 Sy.

21A.5- Wall piers in Seismic Design Category D, EorF
shall comply with Section 1908.1.26 of this code

21.4.6- Wall segments with a horizontal length-to-thick-
ness ratio less than 2.5 shall be designed as columns.

190HAJJ4 A C I 3J8, S ectio n 2L 9 JJ. Mod if y ACI 318 ,
Section 21,9.2,2 by adding the following:

Where boundary members are not required by ACI 318
Section 21.9.6, minimum reinforcement parallel to the
edges of all structural walls and the boundaries of all
openings shall consist of twice the cross-sectional area
of the minimum shear reinforc ement required per lineal
foot of wall. Hori7ontal extent of boundary element shall
be p er A CI 318 Se cti on 21, 9 ,6.4 (a) & (b) .

1M8A.L25 ACI 318, Section 2L9.4. Modjiy ACJ 318 by
adding Section 21.9,4,6 as follows:

21,9.4,6 - Walls and portions of walls with P^ > 0.35 P^
shall not be consid ered to contribute to the calculated
strength of the structure for resisting earth-
quake-induced forces. Such walls shall conform to the
requirements of ACI 318 Section 21.13.

1908AJ.26 (Chapter 19, Section 1908.1.4) ACI 318, Sec-
tion 21.9. Modify ACI 318, Section 21.9, by adding new
Section 21.9.10 to read as follows:

21.9.10- Wall piers and wall segments.

21.9.10.1 - Wall piers not designed as a part of a spe-
cial moment frame shall have transverse reinforce-
ment designed to satisfy the requirements in
21.9.10.2.

Exceptions:

1. Wall piers that satisfy 21.13.

2. Wall piers along a wall line within a story
where other shear wall segments provide
lateral support to the wall piers and such
segments have a total stijfness of at least six
times the sum of the stiffnesses of all the wall
piers.

21.9.10.2 - Transverse reinforcement with seismic
hooks at both ends shall be designed to resist the
shear forces determined from 21.6.5.1. Spacing of
transverse reinforcement shall not exceed 6 inches
(152 mm). Transverse reinforcement shall be
extended beyond the pier clear height for at least 12
inches (305 mm).

21.9.10.3 - Wall segments with a horizontal length-
to-thickness ratio less than 2.5 shall be designed as
columns.

1908AJ.27 (Chapter 19, Section 1908.1.5) ACI 318, Sec-
tion 21.10. Modify ACI 318, Section 21 . 10.2, to read as fol-
lows:

21.10.2 - Special structural walls constructed using pre-
cast concrete shall satisfy all the requirements of 2 1 .9 for
cast-in-place special structural walls in addition to Sec-
tions 21.4.2 through 21.4.4.

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mSAUSACLVS, Section 2LU A M odi fy AC U 18 S ec-
tion 21JL4 by adding the following:

Collector and hnundary elements i n topping slabs
placed over precast floor and roof elements shall not he
less than 3 inches (76 mm) or 6 d^ thicL where d ^ is the
diameter of the largest reinforcement in the topping slab.

J908 A, U 9 Aa 31 8 , S ectio n2Llh 7. Mo di fyA CI 318 S ec-
tion 21.] 1.7 by adding Section 2L1L7.7 as follows :

21A1JJ - Where boundary members a re not required
by ACf 3J8 Section 2J.1J.7. 5, minimum reinforcement
parallel to the edges of all d iaphragms and the bound-
aries of all openings shall consist of twice the cross-sec-
tional area of the minimum shear reinforcement required
per linear foot of diaphragm.

190SA,L30 (Chapter 19, Section 1908,1.6) ACI 318, Sec-
tion 21.12.1.1. Modify ACI 318, Section 21.12.1.1, to read
as follows:

1908AJJ1 (Chapter 19, Section 1908.1.9) ACI 318, Sec-
tion D.3.3. Modify ACI 318, Sections DJ.3.L D.3.3.4 and
D.3.3.5, andaddD.3.3.7 to read as follows:

D.3.3. 1 - The provisions of Appendix D do not apply to
the design of anchors in plastic hinge zones of concrete
structures under earthquake forces or to anchors that
meet the requirem ents of Section D.33J.

D.3.3.4 - Anchors shall be designed to be governed by
the steel strength of a ductile steel element as determined
in accordance with D.5.1 and D.6.1, unless either
D.3.3.5 or D.3.3.6 is satisfied.

Exception: Anchors designed to resist wall out-of-
plane forces with design strengths equal to or greater
than the force determined in accordance withASCE 7
Equation 12.11-1 or 12.14-10 need not satisfy Sec-
tion D.3.3 A.

D.3.3 J - For wood sill plate s a minimum of /V . inches
(38 mm) in net thickness, the allowable lateral design
values of cast-in anchors in shear parallel to the grain of
the wood sill plate are permitted to be determined in

accordance with Section 2305 of the California Building

Code, provided they comp ly with all of the following:

L Their maximum, nominal diameter is V ^ inches (16
mm);

2. They are embedded into the concrete a minimum of
7 inches (178 mm);

L They are located a minimum of 2 ^Li a nch o r d iame-
ters from the edges of the concrete parallel to the
grain of the wood sill plate; and

i^ They are located a minimum of 1 5 anch or d iam e -
ters from the end of the concrete perpendicular to
the grain of the wood sill plate.

1908AJJ2 (Chapter 19, Section 1908.10) ACI 318, Sec-
tion D.4.2.2. Delete ACI 318, Section D.4.2.2, and replace
with the following:

D.4.2.2 - The concrete breakout strength requirements for
anchors in tension shall be considered satisfied by the
design procedure of D.5.2 provided Equation D-8 is not
used for anchor embedments exceeding 25 inches. The con-
crete breakout strength requirements for anchors in shear
with diameters not exceeding 2 inches shall be considered
satisfied by the design procedure ofD.6.2. For anchors in
shear with diameters exceeding 2 inches, shear anchor rein-
forcement shall be provided in accordance with the proce-
dures of D.6.2.9.

SECTION 19094

STRUCTURAL PLAIN CONCRETE

NOT PERMITTED BY OSHPD AND DSA-SS

SECTION 1 91 OA
MINIMUM SLAB PROVISIONS

1910A.1 General. The thickness of concrete floor slabs sup-
ported directly on the ground shall not be less than 3 V2 inches (89
mm). A 6-mil (0.006 inch; 0.15 mm) polyethylene vapor
retarder with joints lapped not less than 6 inches (152 mm) shall
be placed between the base course or subgrade and the concrete
floor slab, or other approved equivalent methods or materials
shall be used to retard vapor transmission through the floor slab.

Exception: A vapor retarder is not required:

1. For detached structures accessory to occupancies in
Group R-3, such as garages, utility buildings or other
unheated facilities.

2. For unheated storage rooms having an area of less
than 70 square feet (6.5 m^) and carports attached to
occupancies in Group R-3.

3. For buildings of other occupancies where migration
of moisture through the slab from below will not be
detrimental to the intended occupancy of the building.

4. For driveways, walks, patios and other flatwork
which will not be enclosed at a later date.

5. Where approved based on local site conditions.

I I

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SECTION 19114
ANCHORAGE TO CONCRETE-
ALLOWABLE STRESS DESIGN

191L4.1 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 eqaivalcnt

1911 A. 1.1 Power actuated fasteners. Power actuated fas-
teners qualified in accordance with ICC-ES AC 70 shall be
deemed to satisfy the requirements of this section.

1911A.2 Allowable service load. The allowable service load
for headed anchors in shear or tension shall be as indicated in
Table 19I1A.2. Where anchors are subject to combined shear
and tension, the following relationship shall be satisfied:

(PsIPtf + (Vsiyt)"^ ^ 1 (Equation 19A-1)

where:

P^ - Applied tension service load, pounds (N).

jP, = Allowable tension service load from Table 1911A.2,
pounds (N).

y^ = Applied shear service load, pounds (N).

Vf = Allowable shear service load from Table 1911A.2,
pounds (N).

1911A.3 Required edge distance and spacing. The allowable
service loads in tension and shear specified in Table 1911A.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.

1911A.4 Increase in allowable load. Increase of the values in
Table 1911A.2 by one-third is permitted where the provisions
of Section 1605A.3.2 permit an increase in allowable stress for
wind loading.

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
1 9 11 A. 2 is permitted. No increase in shear value is permitted.

SECTION 191 2 A
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 Appen-
dix D of ACI 318 as modified by Sections 1908A1.30 and
1908A.1.3f provided they are within the scope of Appendix D. ^

TABLE 1 911 A2
ALLOWABLE SERVICE LOAD ON EMBEDDED BOLTS (pounds)

BOLT

DIAMETER

(inches)

MINIMUM

EMBEDMENT

(inches)

EDGE

DISTANCE

(inches)

SPACING
(inches)

MINIMUM CONCRETE STRENGTH (psi)

f'^r: 2,500

f'^= 3,000

r^ = 4,000

Tension

Shear

Tension

Shear

Tension

Shear

I'/a

200

500

200

500

200

500

2V4

4V,

500

1,100

500

1,100

500

1,100

4
4

3
5

6
6

950

1,450

1,250
1,600

950
1,500

1,250
1,650

950
1,550

1,250
1,750

4'/,
4'/,

3V4

1%
1%

1,500

2,125

2,750
2,950

1,500
2,200

2,750
3,000

1,500
2,400

2,750
3,050

7'4

9
9

2,250
2,825

3,250
4,275

2,250
2,950

3,560
4,300

2,250
3,200

3,560

4,400

5V4

IOV2

2,550

3,700

2,550

4,050

2,550

4,050

3,050

4,125

3,250

4,500

3,650

5,300

iVs

1372

3,400

4,750

3,400

4,750

3,400

4,750

4,000

5,800

4,000

5,800

4,000

5,800

For SI: 1 inch = 25.4 mm, 1 pound per square inch = 0.00689 MPa, 1 pound = 4.45 N.

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The strength design of anchors that are not within the scope
of Appendix D of ACI 318, and as amended in Sections
1908AJ30 and 1908A.131, shall be in accordance with an
approved procedure.

19 12 AAA Specialty inserts. Specialty inserts, including
cast-in-place specialty inserts^ tested in accordance with
ICC-ESAC 193 shall be deemed to satisfy the requirements
of this section.

SECTION 1 91 3>»
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 the 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 V4 inch (19.1 mm).

For shear walls, when total rebar in any direction is more
than 0.31 in^/ft or rebar size is larger than #5, shotcrete shall
conform to course aggregate grading No. 2 per Table 1.1 of
ACI 506

1913A.4 Reinforcement. Reinforcement used in shotcrete
construction shall comply with the provisions of Sections
1913A.4.1 through 1913A.4.4.

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 2V2 inches (64 mm). When bars larger
than No. 5 are permitted, there shall be a minimum clear-
ance between parallel bars equal to six diameters of the bars
used. When two curtains of steel are provided, the curtain
nearer the nozzle shall have a minimum spacing equal to 12
bar diameters and the remaining curtain shall have a mini-
mum spacing of six bar diameters.

Exception: Subject to the approval of the building offi-
cial, required clearances shall be reduced where it is
demonstrated by preconstruction tests that adequate

encasement of the bars used in the design will be
achieved.

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 (51 mm) between bars. The use of contact
lap splices necessary for support of the reinforcing is per-
mitted when approvedhy 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. A test panel shall be shot, <
cured, cored or sawn, examined and tested prior to commence-
ment 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 thick-
est and most congested area specified in the structural design. It
shall be shot at the same angle, using the same nozzleman and
with the same concrete mix design that will be used on the pro-
ject. The equipment used in preconstruction testing shall be the
same equipment used in the work requiring such testing, unless
substitute equipment is approved by the building 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 two hours
after application by brushing with a stiff broom. If this film is
not removed within two hours, it shall be removed by thorough
wire brushing or sand blasting. Construction joints over eight
hours old shall be thoroughly cleaned with air and water prior
to receiving 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-

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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 Vg inch
(9.5 mm), specimens shall consist of not less than three
3-inch-diameter (76 nmi) cores or 3-inch (76 mm) cubes.
When the maximum-size aggregate is Vg inch (9.5 mm) or
smaller, specimens shall consist of not less than 2-inch-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^) of shotcrete.

1913A,10.2 Panel criteria. When the maximum-size
aggregate is larger than Vg inch (9.5 mm), the test panels
shall have minimum dimensions of 18 inches by 18 inches
(457 mm by 457 mm). When the maximum size aggregate is
^/g 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 shall 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/'^ with no single core less
than 0.75 / \. The average compressive strength of three
cubes taken from the in-place work or a single test panel
shall equal or exceed /'^ with no individual cube less than
0.88/'^. To check accuracy, locations represented by erratic
core or cube strengths shall be retested.

1913AJ1 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
form of the shotcrete work. All surfaces shall be rodded to these
wires.

1913AA2 Placing, Shotcrete shall be placed in accordance
with ACI 506.

SECTION 191 44
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 gypsum 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 Vj 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) (1915A Pa).

SECTION 1 91 5i4
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, baseplates 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 protective covering, the
shell shall not be included in the calculations for strength of the
column section. The minimum diameter of pipe columns shall
be 4 inches (102 mm) except that in structures of Type V con-
struction not exceeding three stories above grade plane or 40
feet (12 192 mm) in building height, pipe columns used in
basements and as secondary steel members shall have a mini-
mum diameter of 3 inches (76 mm).

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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 with the approved
rules. Shop-fabricated concrete-filled pipe columns shall be
inspected by the building official or by an approved vepTQStntSi-
tive of the manufacturer at the plant.

SECTION 1916A

CONCRETE, REINFORCEMENT

AND ANCHOR TESTING

1916 A.l 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 ofASTM C 150 for
Portland cement andASTM C 595 orASTM 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 orASTM C 989, which-
ever is applicable,. The concrete producer shall provide copies
of the cementitious material supplier's Certificate of Compli-
ance 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 delivered from 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^/2 tons (2270 kg) or fraction
> thereof of each size of reinforcing steel

Tests of reinforcing bars may be waived by the structural
engineer with the approval of the Building Official for
one-story buildings, provided certified mill test reports are pro-
vided for each shipment of such reinforcement,

19I6A.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 thejobsite.
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 jobsite 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.

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 con-
sidered.

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, ^

1916 A.4 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^j 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.5 Tests ofshotcrete. Testing ofshotcrete shall follow the
provisions of Section 191 3 A and the general requirements of
ACl 318 Section 5.6,

1916A.6 Gypsum 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^) or fraction thereof of all gypsum poured, but not less
than one sample shall be taken from each half day's pour,

I9I6A.7 Tests for post-installed anchors in concrete. When
post-installed anchors are used in lieu of cast-in place bolts, <
the installation verification test loads, frequency and accep-
tance criteria shall be in accordance with this section.

266

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CONCRETE

1916 A J, 1 General Test loads or torques and acceptance
criteria shall be shown on the construction documents.

1916 A,7, 2 Test loads. Required test loads shall be deter-
mined by one of the following methods:

L Twice the maximum allowable tension load or one
and a quarter (V/4) times the maximum design
strength of anchors as provided in International Code
Council - Evaluation Service Report (ICC-ESR) or
determined in accordance with Appendix D of ACI
318.

Tension test load need not exceed 80 percent of the
nominal yield strength of the anchor element (=0.8

2. The manufacturer's recommended installation
torque as approved in an ICC-ESR.

1916A.7,3 Test frequency. When post-installed anchors are
used for sill plate bolting applications, 10 percent of the

> anchors shall be tested.

I I When post-installed anchors are used for other structural

> applications, all such anchors shall be tested.

1 1 I When post-installed 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 tested.

> I I The testing of the post-installed 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.

Exceptions:

1. Undercut anchors that allow visual confirmation
of full set shall not require testing.

2. Where the factored design tension on anchors is
less than 100 lb and those anchors are clearly
noted on the approved construction documents,
only 10 percent of those anchors shall be tested.

3. Where adhesive anchor systems are used to install
reinforcing dowel bars in hardened concrete, only
25 percent of the dowels shall be tested if all of the
following conditions are met:

a. The dowels are used exclusively to transmit
shear forces across joints between existing
and new concrete.

b. The number of dowels in any one member
equals or exceeds 12.

c. The dowels are uniformly distributed across
seismic force resisting members (such as
shear walls, collectors and diaphragms).

Anchors to be tested shall be selected at
random by the special inspector/inspector of
record (lOR).

4. Testing of shear dowels across cold joints in slabs
on grade, where the slab is not part of the lateral
force-resisting system shall not be required.

5. Testing is not required for power actuated fasten-
ers used to attach tracks of interior non-shear wall
partitions for shear only, where there are at least
three fasteners per segment of track.

1916AJ,4 Test acceptance criteria. Acceptance criteria for
post-installed anchors shall be based on ICC-ESR or manu-
facturers written instruction, acceptable to the enforcement
agency. Field test shall satisfy following minimum require-
ments.

1. Hydraulic ram method:

Anchors tested with a hydraulic jack or spring loaded
devices shall maintain the test load for a minimum of
15 seconds and shall exhibit no discemable move-
ment during the tension test, e.g., as evidenced by
loosening of the washer under the nut.

For adhesive anchors, where other than bond is being
tested, the testing device shall not restrict the concrete
shear cone type failure mechanism from occurring.

2. Torque wrench method:

Anchors tested with a calibrated torque wrench must
attain the specified torque within V2 turn of the nut.

Exceptions:

a. Wedge or sleeve type:

One-quarter fVJ turn of the nut for a % in.
sleeve anchor only.

b. Threaded type:

One-quarter fVJ turn of the screw after ini-
tial seating of the screw head.

1916A.7,5 Testing procedure. Test procedure shall be as
required by the ICC-ESR. Manufacturer's recommendation
for testing may be approved by the enforcement agency,
when ICC-ESR does not provide a testing procedure.

SECTION 1917A
EXISTING CONCRETE STRUCTURES

1917 A.1, Existing concrete structures.

The structural use of existing concrete with a core strength less
than 1,500 psi (lO.SMPa) 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^) of floor area, or fraction thereof.
Cores shall be at least 4 inches (102 mm) in diameter. Cores as
small as 2. 75 inches (70 mm) in diameter may be allowed by the
enforcement agency when reinforcement is closely spaced and
the coarse aggregate does not exceed V^ inch (19 mm).

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1917A.2 Crack repair by epoxy injection. [OSHPD 1 & 4]

Crack repair by epoxy injection of concrete and masonry mem-
ber shall conform to all requirements ofACI 503, 7.

1917 A3 Concrete strengthening by externally bonded fiber
reinforced polymer (FRP), Design and construction of exter-
nally bonded FRP systems for strengthening concrete struc-
tures shall be in accordance with ACI 440.2R,

Exceptions:

1) Near-Surface Mounted (NSM) FRP bars shall not be
permitted,

2) Strengthening of shear walls and diaphragms
(including chords and collectors) shall be considered
as an alternative system.

Design capacities y reliability, serviceability of FRP materi-
als shall be permitted to be established in accordance with
ICC-ES AC 125, Minimum inspection requirements of FRP
composite systems shall be in accordance with ICC-ES AC

178,

268 2010 CALIFORNIA BUILDING CODE

CALIFORNIA BUILDING CODE-MATRIX ADOPTION TABLE
CHAPTER 20 - ALUMINUM

Adopting agency

BSC

SFM

HOD

DSA

OSHPD

CSA

DPH

AGR

DWR

GEO

SLC

1-AC

SS/CC

Adopt entire chapter

Adopt entire chapter as
amended (amended sections
listed below)

Adopt only those sections that
are listed below

Chapter/Section

2003

2003.1

2010 CALIFORNIA BUILDING CODE

269

270 201 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. [DSA-SS, DSA-SS/CC, OSHPD 1 & 4]

Inspection of aluminum shall be required in accordance with
the requirements for steel in Chapter 17A.

2010 CALIFORNIA BUILDING CODE 271

272 2010 CALIFORNIA BUILDING CODE

CALIFORNIA BUILDING CODE-MATRIX ADOPTION TABLE
CHAPTER 21 - MASONRY

Adopting agency

BSC

SFM

HCD

DSA

OSHPD

CSA

DPH

AGR

DWR

CEC

—
SLC

1-AC

SS/CC

Adopt entire chapter

Adopt entire chapter as
amended (amended sections
listed below)

Adopt only those sections that
are listed below

Chapter/Section

2101.1.1

2101.1.2

2101.1.3

2101.1.4

2113.9.1

2114.1

2114.2

2114.3

2114.4

2114.5

2114.6.1

2114.6.2

2114.7

2114.8

2114.9.1

2114.9.2.1

2114.9.2.2

2114.9.3

2114.10

2114.11.1

2114.11.2

2114.11.3

2114.12

2114.13

2114.14

The Office of the State Fire Marshal's adoption of this chapter or individual sections is applicable to structures regulated by other state agencies pursuant to
Section l.Il.

2010 CALIFORNIA BUILDING CODE

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274 2010 CALIFORNIA BUILDING CODE

CHAPTER 21

MASONRY

SECTION 2101
GENERAL

2101.1 Scope. This chapter shall govern the materials, design,
construction and quality of masonry.

2101.1 A Division of the State Architect-Structural Safety/
Community Colleges (DSA-SS/CC) - Application, The

scope of application of Chapter 21 is as follows:

Community college buildings regulated by the Division
of the State Architect-Structural Safety/Community Col-
leges (DSA-SS/CC) as listed in Section 1.9.2.2.

2101.1.2 Amendments in this chapter, DSA-SS/CC adopts
this chapter and all amendments.

Exception: Division of the State Architect- Structural
Safety/Community Colleges (DSA-SS/CC) amendments
appear in this chapter preceded with the appropriate
acronym, as follows:

(Division of the State Architect- Structural Safety/
Community Colleges:

[DSA-SS/CC] - For community college buildings
listed in Section 1.9.2.2.

2101.1.3 Reference to other chapters, [DSA-SS/CC]
Where reference within this chapter is made to sections in
Chapters 17 and 18, the provisions in Chapters 17 A and
ISA respectively shall apply instead.

2101.1.4 Amendments, [DSA-SS/CC] See Section 21 14 for
additional requirements.

2101.2 Design methods. Masonry shall comply with the pro-
visions of one of the following design methods in this chapter
as well as the requirements of Sections 2101 through 2104.
Masonry designed by the allowable stress design provisions of
Section 2101.2.1, the strength design provisions of Section

2101.2.2 or the prestressed masonry provisions of Section

2101.2.3 shall comply with Section 2105.

2101.2.1 Allowable stress design. Masonry designed by
the allowable stress design method shall comply with the
provisions of Sections 2106 and 2107.

2101.2.2 Strength design. Masonry designed by the
strength design method shall comply with the provisions of
Sections 2106 and 2108, except that autoclaved aerated con-
crete (AAC) masonry shall comply with the provisions of
Section 2106, Section 1613.6.4 and Chapter 1 and Appen-
dix A of TMS 402/ACI 530/ASCE 5.

2101.2.3 Prestressed masonry. Prestressed masonry shall
be designed in accordance with Chapters 1 and 4 of TMS
402/ACI 530/ASCE 5 and Section 2106. Special inspection
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 TMS 402/ACI
530/ASCE 5.

2101.2.5 Glass unit masonry. Glass unit masonry shall
comply with the provisions of Section 2110 or Chapter 7 of
TMS 402/ACI 530/ASCE 5.

2101.2.6 Masonry veneer. Masonry veneer shall comply
with the provisions of Chapter 14 or Chapter 6 of TMS
402/ACI 530/ASCE 5.

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 mois-
ture.

5. Loads used in the design of masonry.

6. Specified compressive strength of masonry at stated ages
or stages of construction for which masonry is designed,
except where specifically exempted by this code.

7. Details of anchorage of masonry to structural members,
frames and other construction, including the type, size
and location of connectors.

8. Size and location of conduits, pipes and sleeves.

9. The minimum level of testing and inspection as defined
in Chapter 17, or an itemized testing and inspection pro-
gram that meets or exceeds the requirements of Chapter
17.

2101.3.1 Fireplace drawings. The construction documents
shall describe in sufficient detail the location, size and con-
struction of masonry fireplaces. The thickness and charac-
teristics of materials and the clearances from walls,
partitions and ceilings shall be 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

2010 CALIFORNIA BUILDING CODE

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MASONRY

framing are wholly or partly of wood or other approved materi-
als,

Adobe, stabilized. Unfired clay masomy 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, stabihzed."

ANCHOR. Metal rod, wire or strap that secures masonry to its
structural support.

ARCHITECTURAL TERRA COTTA. Plain or ornamental
hard-burned modified clay units, larger in size than brick, with
glazed or unglazed ceramic finish.

AREA.

Bedded. The area of the surface of a masonry unit that is in
contact with mortar in the plane of the joint.

Gross cross-sectional. The area delineated by the out-
to-out specified dimensions of masonry in the plane under
consideration.

Net cross-sectional. The area of masonry units, grout and
mortar crossed by the plane under consideration based on
out-to-out specified dimensions.

AUTOCLAVED AERATED CONCRETE (AAC). Low

density cementitious product of calcium silicate hydrates,
whose material specifications are defined in ASTM C 1386.

BED JOINT. The horizontal layer of mortar on which a
masonry unit is laid.

BOND BEAM. A horizontal grouted element within masonry
in which reinforcement is embedded.

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.

CAST STONE. A building stone manufactured from portland
cement concrete precast and used as a trim, veneer or facing on
or in buildings or structures.

CELL. A void space having a gross cross-sectional area
greater than 1 V2 square inches (967 mm^).

CHIMNEY. A primarily vertical enclosure containing one or
more passageways for conveying flue gases to the outside
atmosphere.

CHIMNEY TYPES.

High-heat appliance type. An approved chimney for
removing the products of combustion from fuel-burning,
high-heat appliances producing combustion gases in excess
of 2,000T (1093X) measured at the appliance flue outlet
(see Section 2113.11.3).

Lov»^-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 21 13.11.2).

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. ^

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. ^

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. ^

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.

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.

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2010 CALIFORNIA BUILDING CODE

MASONRY

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.

HEIGHT, WALLS. The vertical distance from the foundation
wall or other immediate support of such wall to the top of the
wall.

MASONRY. A built-up construction or combination of build-
ing units or materials of clay, shale, concrete, glass, gypsum,
stone or other approved units bonded together with or without
mortar or grout or other accepted methods of joining.

Ashlar masonry. Masonry composed of various-sized rect-
angular units having sawed, dressed or squared bed sur-
faces, properly bonded and laid in mortar.

Coursed ashlar. Ashlar masonry laid in courses of stone of
equal height for each course, although different courses
shall be permitted to be of varying height.

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.

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.

PRESTRESSED MASONRY. Masonry in which internal
stresses have been introduced to counteract potential tensile
stresses in masonry resulfing 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 on level beds and well bonded.

Random rubble. Masonry composed of roughly shaped
stones laid without regularity of coursing but well bonded
and fitted together to form well-divided joints.

Rough or ordinary rubble. Masonry composed of
unsquared field stones laid without regularity of coursing
but well bonded.

RUNNING BOND. The placement of masonry units such that
head joints in successive courses are horizontally offset at least
one-quarter the unit length.

SHEAR WALL.

Detailed plain masonry shear wall. A masonry shear wall
designed to resist lateral forces neglecting stresses in rein-
forcement, and designed in accordance with Section
2106.1.

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. L

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.

Ordinary plain masonry shear wall. A masonry shear
wall designed to resist lateral forces neglecting stresses in
reinforcement, and designed in accordance with Section
2106.1.

Ordinary plain prestressed masonry shear wall. A pre-
stressed masonry shear wall designed to resist lateral forces
considering stresses in reinforcement, and designed in
accordance with Section 2106.1,

Ordinary reinforced masonry shear wall. A masonry
shear wall designed to resist lateral forces considering
stresses in reinforcement, and designed in accordance with
Section 2106.1.

Special prestressed masonry shear wall. A prestressed
masonry shear wall designed to resist lateral forces consid-
ering stresses in reinforcement and designed in accordance

2010 CALIFORNIA BUILDING CODE

277

MASONRY

with Section 2106.1 except that only grouted, laterally
restrained tendons are used.

Special reinforced masonry shear wall. A masonry shear
wall designed to resist lateral forces considering stresses in
reinforcement, and designed in accordance with Section
2106.1.

SHELL. The outer portion of a hollow masonry unit as placed
in masonry.

SPECIFIED. Required by construction documents.

SPECIFIED COMPRESSIVE STRENGTH OF

MASONRY,/'^. Minimum compressive strength, expressed
as force per unit of net cross-sectional area, required of the
masonry used in construction by the construction documents,
and upon which the project design is based. Whenever the
quantity/'^ is under the radical sign, the square root of numeri-
cal value only is intended and the result has units of pounds per
square inch (psi) (MPa).

STACK BOND. The placement of masonry units in a bond
pattern is such that head joints in successive courses are verti-
cally aUgned. 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 appU-
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.

TIE, LATERAL. Loop of reinforcing bar or wire enclosing
longitudinal reinforcement.

TIE, WALL. A connector that connects wythes of masonry
walls together.

TILE. A ceramic surface unit, usually relatively thin in relation
to facial area, made from clay or a mixture of clay or other
ceramic materials, called the body of the tile, having either a
"glazed" or "unglazed" face and fired above red heat in the
course of manufacture to a temperature sufficiently high
enough to produce specific physical properties and characteris-
tics.

TILE, STRUCTURAL CLAY. A hollow masonry unit com-
posed of burned clay, shale, fire clay or mixture thereof, and
having parallel cells.

WALL. A vertical element with a horizontal length-to-thick-
ness ratio greater than three, used to enclose space.

Cavity wall. A wall built of masonry units or of concrete, or
a combination of these materials, arranged to provide an air-
space within the wall, and in which the inner and outer parts
of the wall are tied together with metal ties.

Composite wall. A wall built of a combination of two or
more masonry units bonded together, one forming the
backup and the other forming the facing elements.

Dry-stacked, surface-bonded wall. 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. ^

df, = Diameter of reinforcement, inches (mm).

F^ = Allowable tensile or compressive stress in reinforce-
ment, psi (MPa).

f^ = Modulus of rupture, psi (MPa). .

/mc = Specified compressive strength of AAC masonry, the
minimum compressive strength for a class of AAC
masonry as specified in ASTM C 1386, psi (MPa).

f'^ = Specified compressive strength of masonry at age of 28
days, psi (MPa).

f'mi = 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 J^, inches (mm).

L^ = Distance between supports, inches (mm). .

/j = Required development length or lap length of rein-
forcement, inches (mm). .

P = The applied load at failure, pounds (N).

Sf = Thickness of the test specimen measured parallel to the
direction of load, inches (mm).

S^ = Width of the test specimen measured parallel to the
loading cyHnder, inches (mm).

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

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2010 CALIFORNIA BUILDING CODE

MASONRY

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 struc-
tural 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) or ASTM C 1405 for
glazed brick (single-fired soHd brick units).

Exception: Structural clay tile for nonstructural use in fire-
proofmg of structural members and in wall furring shall not
be required to meet the compressive strength specifications.
The fire-resistance rating shall be determined in accordance
with ASTM E 119 or UL 263 and shall comply with the
requirements of Table 602.

2103.3 AAC masonry. AAC masonry units shall conform to
ASTM C 1386 for the strength class specified.

2103.4 Stone masonry units. Stone masonry units shall con-
form to the following standards: ASTM C 503 for marble
building stone (exterior); ASTM C 568 for limestone building
stone; ASTM C 615 for granite building stone; ASTM C 616
for sandstone building stone; or ASTM C 629 for slate building
stone.

2103.5 Ceramic tile. Ceramic tile shall be as defined in, and
shall conform to the requirements of, ANSI A137.1.

2103.6 Glass unit masonry. Hollow glass units shall be par-
tially evacuated and have a minimum average glass face thick-
ness of 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 mortar shall be cleaned from the unit before
reuse.

2103.8 Mortar. Mortar for use in masonry construction shall
conform to ASTM C 270 and Articles 2.1 and 2.6 A of TMS
602/ ACI 530.1/ASCE 6, except for mortars listed in Sections
2103.9, 2103.10 and 2103.1 1. Type S or N mortar conforming
to ASTM C 270 shall be used for glass unit masonry.

2103.9 Surface-bonding mortar. Surface-bonding mortar
shall comply with ASTM C 887. Surface bonding of concrete
masonry units shall comply with ASTM C 946.

2103.10 Mortars for ceramic wall and floor tile. Portland
cement mortars for installing ceramic wall and floor tile shall
comply with ANSI A108.1A and ANSI A108.1B and be of the
compositions indicated in Table 2103.10.

TABLE 2103.10
CERAMIC TILE MORTAR COMPOSITIONS

LOCATION

MORTAR

COMPOSITION

Walls

Scratchcoat

1 cement; V5 hydrated lime;
4 dry or 5 damp sand

Setting bed and
leveling coat

1 cement; V2 hydrated lime;

5 damp sand to 1 cement
1 hydrated lime, 7 damp sand

Floors

Setting bed

1 cement; V^q hydrated lime;

5 dry or 6 damp sand; or 1

cement; 5 dry or 6 damp sand

Ceilings

Scratchcoat and
sand bed

1 cement; V2 hydrated lime;
2V2 dry sand or 3 damp sand

2103.10.1 Dry-set portland cement mortars. Premixed
prepared portland cement mortars, which require only the
addition of water and are used in the installation of ceramic
tile, shall comply with ANSI A118.1. The shear bond
strength for tile set in such mortar shall be as required in
accordance with ANSI 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 A118.4. Tile set in
latex-modified portland cement shall be installed in accor-
dance with ANSI A 108. 5.

2103.10.3 Epoxy mortar. Ceramic tile set and grouted with
chemical-resistant epoxy shall comply with ANSI Al 18.3.
Tile set and grouted with epoxy shall be installed in accor-
dance with ANSI A 108.6.

2103.10.4 Furan mortar and grout. Chemical-resistant
furan mortar and grout that are used to install ceramic tile
shall comply with ANSI A 11 8.5. Tile set and grouted with
furan shall be installed in accordance with ANSI A 108.8.

2103.10.5 Modified epoxy-emulsion mortar and grout.

Modified epoxy-emulsion mortar and grout that are used to
install ceramic tile shall comply with ANSI Al 18.8. Tile set
and grouted with modified epoxy-emulsion mortar and
grout shall be installed in accordance with ANSI A 108.9.

2103.10.6 Organic adhesives. Water-resistant organic
adhesives used for the installation of ceramic tile shall com-
ply with ANSI A136.1. The shear bond strength after water
immersion shall not be less than 40 psi (275 kPa) for Type I
adhesive and not less than 20 psi (138 kPa) for Type II adhe-
sive when tested in accordance with ANSI A 136.1. 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.

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2103.11 Mortar for AAC masonry. Thin-bed mortar for AAC
masonry shall comply with Article 2.1 C.l of IMS 602/ACI
530.1/ASCE 6. Mortar used for the leveUng courses of AAC
masonry shall comply with Article 2.1 C.2 of TMS 602/ACI
530.1/ASCE 6.

2103.12 Grout. Grout shall comply with Article 2.2 of TMS
602/ACI 530.1/ASCE 6.

2103.13 Metal reinforcement and accessories. Metal rein-
forcement and accessories shall conform to Article 2.4 of TMS
602/ACI 530.1/ASCE 6. Where unidentified reinforcement is
approved for use, not less than three tension and three bending
tests shall be made on representative specimens of the rein-
forcement from each shipment and grade of reinforcing steel
proposed for use in the work.

SECTION 2104
CONSTRUCTION

2104.1 Masonry construction. Masonry construction shall
comply with the requirements of Sections 2104.1.1 through
2104.4 and with TMS 602/ACI 530.1/ASCE 6.

2104.1.1 Tolerances. Masonry, except masonry veneer,
shall be constructed within the tolerances specified in TMS
602/ACI 530.1/ASCE 6.

2104.1.2 Placing mortar and units. Placement of mortar,
grout, and clay, concrete, glass, and AAC masonry units
shall comply with TMS 602/ACI 530. 1/ASCE 6.

2104.1.3 Installation of wall ties. Wall ties shall be
installed in accordance with TMS 602/ACI 530. 1/ASCE 6.

2104.1.4 Chases and recesses. Chases and recesses shall be
constructed as masonry units are laid. Masonry directly
above chases or recesses wider than 12 inches (305 mm)
shall be supported on lintels.

2104.1.5 Lintels. The design for lintels shall be in accor-
dance with the masonry design provisions of either Section
2107 or 2108.

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.

2104.2 Corbeled masonry. Corbeled masonry shall comply
with the requirements of Section 1.12 of TMS 402/ ACI
530/ASCE 5.

2104.2.1 Molded cornices. Unless structural support and
anchorage are provided to resist the overturning moment,
the center of gravity of projecting masonry or molded cor-
nices shall lie within the middle one-third of the supporting
wall. Terra cotta and metal cornices shall be provided with a
structural frame of approved noncombustible material
anchored in an approved manner.

2104.3 Cold weather construction. The cold weather con-
struction provisions of TMS 602/ACI 530.1/ASCE 6, Article

1.8 C, shall be implemented when the ambient temperature
falls below 40°F (4°C).

2104.4 Hot weather construction. The hot weather construc-
tion provisions of TMS 602/ACI 530.1/ASCE 6, Article 1.8 D,
shall be implemented when the ambient air temperature
exceeds lOOT (37.8°C), or 90T (32.2°C) with a wind velocity
greater than 8 mph (12.9 km/hr).

SECTION 2105
QUALITY ASSURANCE

2105.1 General. A quality assurance program shall be used to
ensure that the constructed masonry is in compliance with the
construction documents.

The quality assurance program shall comply with the
inspection and testing requirements of Chapter 17.

2105.2 Acceptance relative to strength requirements.

2105.2.1 Compliance with / '^ and / '^c* Compressive
strength of masonry shall be considered satisfactory if the
compressive strength of each masonry wythe and grouted
collar joint equals or exceeds the value of/'^ for clay and
concrete masonry and/'^c for AAC masonry. For partially
grouted clay and concrete masonry, the compressive
strength of both the grouted and ungrouted masonry shall
equal or exceed the applicable/'^ . At the time of prestress,
the compressive strength of the masonry shall equal or
exceed/'^,, which shall be less than or equal to/'„.

2105.2.2 Determination of compressive strength. The

compressive strength for each wythe shall be determined by
the unit strength method or by the prism test method as spec-
ified herein.

2105.2.2.1 Unit strength method.

2105.2.2.1.1 Clay masonry. The compressive
strength of masonry shall be determined based on the
strength of the units and the type of mortar specified
using Table 2105.2.2.1.1, provided:

1. Units are sampled and tested to verify compli-
ance with ASTM C 62, ASTM C 216 or ASTM
C 652.

2. Thickness of bed joints does not exceed Vg inch
(15.9 mm).

3 . For grouted masonry, the grout meets one of the
following requirements:

3.1. Grout conforms to Article 2.2 of TMS
602/ACI 530.1/ASCE 6.

3.2. Minimum grout compressive strength
equals or exceeds / '^ but not less than
2,000 psi ( 1 3.79 MPa). The compressive
strength of grout shall be determined in
accordance with ASTM C 1019.

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TABLE 2105.2.2.1.1
COMPRESSIVE STRENGTH OF CLAY MASONRY

NET AREA COMPRESSIVE STRENGTH
OF CLAY MASONRY UNITS (psi)

NET AREA COMPRESSIVE

STRENGTH OF MASONRY

(psi)

Type M or S mortar

Type N mortar

1,700

2,100

1,000

3,350

4,150

1,500

4,950

6,200

2,000

6,600

8,250

2,500

8,250

10,300

3,000

9,900

—

3,500

11,500

—

4,000

For SI: 1 pound per square inch = 0.00689 MPa.

2105.2.2.1.2 Concrete masonry. The compressive
strength of masonry shall be determined based on the
strength of the unit and type of mortar specified using
Table 2105.2.2.1.2, provided:

1. Units are sampled and tested to verify
compliance with ASTM C 55 or ASTM C 90.

2. Thickness of bed joints does not exceed Vg inch
(15.9 mm).

3 . For grouted masonry, the grout meets one of the
following requirements:

3.1. Grout conforms to Article 2.2 of TMS
602/ACI530.1/ASCE6.

3.2. Minimum grout compressive strength
equals or exceeds/'^ but not less than
2,000 psi (13.79 MPa). The 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)«

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 Vg inch
(3.2 mm).

3 . For grouted masonry , the grout meets one of the
following requirements:

3.1. Grout conforms to Article 2.2 of TMS
602/ACI530.1/ASCE6.

3.2. Minimum grout compressive strength
equals or exceeds/'^c t>ut 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^) of the
wall area that is in question but not less than one set of three
masonry prisms for the project. The length, width and height
dimensions of the prisms shall comply with the requirements
of ASTM C 1314. Transporting, preparation and testing of
prisms shall be in accordance with ASTM C 1314.

2105.3.2 Compressive strength calculations. The com-
pressive strength of prisms shall be the value calculated in
accordance ASTM C 1314, except that the net cross-sec-
tional area of the prism shall be based on the net mortar bed-
ded area.

2105.3.3 Compliance. Compliance with the requirement
for the specified compressive strength of masonry,/'^, shall
be considered satisfied provided the modified compressive
strength equals or exceeds the specified/'^. Additional test-
ing of specimens cut from locations in question shall be per-
mitted.

SECTION 2106
SEISMIC DESIGN

2106.1 Seismic design requirements for masonry. Masonry
structures and components shall comply with the requirements
in Section 1.17 of TMS 402/ACI 530/ASCE 5 depending on
the structure's seismic design category as determined in Sec-
tion 1613.

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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 TMS 402/ACI 530/ASCE
5 except as modified by Sections 2107.2 through 2107.5.

2107.2 TMS 402/ACI 530/ASCE 5, Section 2.1.2, load com-
binations. Delete Section 2. 1 .2. 1 .

2107.3 TMS 402/ACI 530/ASCE 5, Section 2.1.9.7.1.1, lap
splices. Modify Section 2.1.9.7.1.1 as follows:

2.1.7.1.1 The minimum length of lap splices for reinforcing
bars in tension or compression, /j, shall be

/,= 0.002^/,

(Equation 21-1)

ForSI:/, = 0.2H/,

but not less than 12 inches (305 mm). In no case shall die
length of the lapped splice be less than 40 bar diameters.

where:

di, = Diameterof reinforcement, inches (mm).

/^ = Computed stress in reinforcement due to design
loads, psi (MPa).

In regions of moment where the design tensile stresses in
the reinforcement are greater than 80 percent of the allow-
able steel tension stress, F^, the lap length of spHces 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.

2107.4 TMS 402/ACI 530/ASCE 5, Section 2.1.9.7, splices
of reinforcement. Modify Section 2.1.9.7 as follows:

2.1.9.7 Splices of reinforcement. Lap splices, welded
splices or mechanical splices are permitted in accordance
with the provisions of this section. All welding shall conform
to AWS D1.4. Welded splices shall be of ASTM A706 steel
reinforcement. Reinforcement larger than No, 9 (M #29)
shall be spliced using mechanical connections in accordance
with Section 2.1,9.7.3.

2107.5 TMS 402/ACI 530/ASCE 5, Section 2.3.6, maximum
bar size. Add the following to Chapter 2:

2.3.6 Maximum bar size. The bar diameter shall not exceed
one-eighth of the nominal wall thickness and shall not
exceed one-quarter of the least dimension of the cell, course
or collar joint in which it is placed.

SECTION 2108
STRENGTH DESIGN OF MASONRY

2108.1 General. The design of masonry structures using
strength design shall comply with Section 2106 and the

requirements of Chapters 1 and 3 of TMS 402/ACI 530/ASCE
5, except as modified by Sections 2108.2 through 2108.3.

Exception: A AC masonry shall comply with the require-
ments of Chapter 1 and Appendix A of TMS 402/ACI
530/ASCE 5.

2108.2 TMS 402/ACI 530/ASCE 5, Section 3.3.3.3 develop-
ment. Modify the second paragraph of Section 3.3.3.3 as follows:

The required development length of reinforcement shall
be determined by Equation (3-16), but shall not be less than
12 inches (305 mm) and need not be greater than 72 ^^.

2108.3 TMS 402/ACI 530/ASCE 5, Section 3.3.3.4, splices.

Modify items (b) and (c) of Section 3.3.3.4 as follows:

3.3.3.4 (b). A welded splice shall have the bars butted and
welded to develop at least 125 percent of the yield strength,
fy , of the bar in tension or compression, as required. Welded
splices shall be of ASTM A 706 steel reinforcement.
Welded splices shall not be permitted in plastic hinge zones
of intermediate or special reinforced walls or special
moment frames of masonry.

3.3.3.4 (c). Mechanical splices shall be classified as Type 1
or 2 according to Section 21.2.6.1 of ACI 318. Type 1
mechanical splices shall not be used within a plastic hinge
zone or within a beam-column joint of intermediate or spe-
cial reinforced masonry shear walls or special moment
frames. Type 2 mechanical splices are permitted in any loca-
tion within a member.

SECTION 2109
EMPIRICAL DESIGN OF MASONRY

2109.1 General. Empirically designed masonry shall conform
to the requirements of Chapter 5 of TMS 402/ACI 530/ASCE
5, except where otherwise noted in this section.

2109.1.1 Limitations. The use of empirical design of
masonry shall be limited as noted in Section 5.1.2 of TMS
402/ACI 530/ASCE 5. The use of dry-stacked, surface-
bonded masonry shall be prohibited in Occupancy Category
IV structures. In buildings that exceed one or more of the
hmitations of Section 5.1.2 of TMS 402/ACI 530/ASCE 5,
masonry shall be designed in accordance with the engi-
neered design provisions of Section 2101.2.1, 2101.2.2 or
2101.2.3 or the foundation wall provisions of Section
1807.1.5.

2109.2 Surface-bonded walls. Dry-stacked, surface-bonded
concrete masonry walls shall comply with the requirements of
Chapter 5 of TMS 402/ACI 530/ASCE 5, except where other-
wise noted in this section.

2109.2.1 Strength. Dry-stacked, surface-bonded concrete
masonry walls shall be of adequate strength and proportions
to support all superimposed loads without exceeding the
allowable stresses listed in Table 2109.2.1. Allowable
stresses not specified in Table 2109.2.1 shall comply with
the requirements of TMS 402/ACI 530/ASCE 5.

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TABLE 2109.2.1

ALLOWABLE STRESS GROSS CROSS-SECTIONAL

AREA FOR DRY-STACKED, SURFACE-BONDED

CONCRETE MASONRY WALLS

DESCRIPTION

MAXIMUM ALLOWABLE STRESS
(psi)

Compression standard block

Flexural tension
Horizontal span
Vertical span

Shear

For SI: 1 pound per square inch = 0.006895 MPa.

2109.2.2 Construction. Construction of dry-stacked, sur-
face-bonded masonry walls, including stacking and level-
ing of units, mixing and application of mortar and curing
and protection shall comply with ASTM C 946.

2109.3 Adobe construction. Adobe construction shall comply
with this section and shall be subject to the requirements of this
code for Type V construction, Chapter 5 of TMS 402/ACI
530/ASCE 5, and this section.

2109.3.1 Unstabilized adobe.

2109.3.1.1 Compressive strength. Adobe units shall have
an average compressive strength of 300 psi (2068 kPa)
when tested in accordance with ASTM C 67. Five samples
shall be tested and no individual unit is permitted to have a
compressive strength of less than 250 psi (1724 kPa).

2109.3.1.2 Modulus of rupture. Adobe units shall have
an average modulus of rupture of 50 psi (345 kPa) when
tested in accordance with the following procedure. Five
samples shall be tested and no individual unit shall have a
modulus of rupture of less than 35 psi (241 kPa).

2109.3.1.2.1 Support conditions. A cured unit shall
be simply supported by 2-inch-diameter (51 mm)
cylindrical supports located 2 inches (5 1 mm) in from
each end and extending the full width of the unit.

2109.3.1.2.2 Loading conditions. A 2-inch-diameter
(5 1 mm) cylinder shall be placed at midspan parallel
to the supports.

2109.3.1.2.3 Testing procedure. A vertical load shall
be applied to the cylinder at the rate of 500 pounds per
minute (37 N/s) until failure occurs.

2109.3.1.2.4 Modulus of rupture determination.

The modulus of rupture shall be determined by the
equation:

/, = 3 PL, a S^ (5,2) (Equation 21-2)

where, for the purposes of this section only:

S^ = Width of the test specimen measured parallel to
the loading cylinder, inches (mm).

/^ = Modulus of rupture, psi (MPa).

Lj = Distance between supports, inches (mm).

Sf = Thickness of the test specimen measured paral-
lel to the direction of load, inches (mm).

P = The applied load at failure, pounds (N).

2109.3.1.3 Moisture content requirements. Adobe
units shall have a moisture content not exceeding 4 per-
cent by weight.

2109.3.1.4 Shrinkage cracks. Adobe units shall not
contain more than three shrinkage cracks and any single
shrinkage crack shall not exceed 3 inches (76 mm) in
length or Vg inch (3.2 mm) in width.

2109.3.2 Stabilized adobe.

2109.3.2.1 Material requirements. Stabilized adobe
shall comply with the material requirements of
unstabilized adobe in addition to Sections 2109.3.2.1.1
and 2109.3,2.1.2.

2109.3.2.1.1 Soil requirements. Soil used for stabi-
lized adobe units shall be chemically compatible with
the stabilizing material.

2109.3.2.1.2 Absorption requirements, A 4-inch
(102 mm) cube, cut from a stabilized adobe unit dried
to a constant weight in a ventilated oven at 212°F to
239°F (lOOX to 115°C), shall not absorb more than
2V2 percent moisture by weight when placed upon a
constantly water-saturated, porous surface for seven
days. A minimum of five specimens shall be tested
and each specimen shall be cut from a separate unit.

2109.3.3 Allowable stress. The allowable compressive
stress based on gross cross-sectional area of adobe shall not
exceed 30 psi (207 kPa).

2109.3,3.1 Bolts. Bolt values shall not exceed those set
forth in Table 2109.3.3.1.

TABLE 2109.3.3.1
ALLOWABLE SHEAR ON BOLTS IN ADOBE MASONRY

DIAMETER OF BOLTS
(inches)

MINIMUM EMBEDMENT
(inches)

SHEAR
(pounds)

'/.

200

300

400

500

iVs

600

For SI: 1 inch = 25.4 mm, 1 pound = 4.448 N.

2109.3.4 Construction.

2109.3.4.1 General. Adobe construction shall be limited
as stated in Sections2109.3.4.1.1through2109.3.4.1.4.

2109.3.4.1.1 Height restrictions. Adobe construc-
tion shall be limited to buildings not exceeding one
story, except that two-story construction is allowed
when designed by a registered design professional.

2109.3.4.1.2 Mortar restrictions. Mortar for stabi-
lized adobe units shall comply with Chapter 21 or
adobe soil. Adobe soil used as mortar shall comply
with material requirements for stabilized adobe. Mor-
tar for unstabilized adobe shall be portland cement
mortar.

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283

MASONRY

2109.3.4.1.3 Mortar joints. Adobe units shall be laid
with full head and bed joints and in full running bond.

2109.3.4.1.4 Parapet wails. Parapet walls con-
structed of adobe units shall be waterproofed.

2109.3.4.2 Wall thickness. The minimum thickness of
exterior walls in one-story buildings shall be 10 inches
(254 mm). The walls shall be laterally supported at inter-
vals not exceeding 24 feet (7315 mm). The minimum
thickness of interior load-bearing walls shall be 8 inches
(203 mm). In no case shall the unsupported height of any
wall constructed of adobe units exceed 10 times the
thickness of such wall.

2109.3.4.3 Foundations. Foundations for adobe con-
struction shall be in accordance with Sections
2109.3.4.3.1 and 2109.3.4.3.2.

2109.3.4.3.1 Foundation support. Walls and parti-
tions constructed of adobe units shall be supported by
foundations or footings that extend not less than 6
inches (152 mm) above adjacent ground surfaces and
are constructed of sohd masonry (excluding adobe) or
concrete. Footings and foundations shall comply with
Chapter 18.

2109.3.4.3.2 Lower course requirements. Stabi-
lized adobe units shall be used in adobe walls for the
first 4 inches (102 mm) above the finished first-floor
elevation.

2109.3.4.4 Isolated piers or columns. Adobe units shall
not be used for isolated piers or columns in a load-bear-
ing capacity. Walls less than 24 inches (610 mm) in
length shall be considered isolated piers or columns.

2109.3.4.5 Tie beams. Exterior walls and interior
load-bearing walls constructed of adobe units shall have
a continuous tie beam at the level of the floor or roof
bearing and meeting the following requirements.

2109.3.4.5.1 Concrete tie beams. Concrete tie
beams shall be a minimum depth of 6 inches (152
mm) and a minimum width of 10 inches (254 mm).
Concrete tie beams shall be continuously reinforced
with a minimum of two No. 4 reinforcing bars. The
specifed compressive strength of concrete shall be at
least 2,500 psi (17.2 MPa).

2109.3.4.5.2 Wood tie beams. Wood tie beams shall
be solid or built up of lumber having a minimum nomi-
nal thickness of 1 inch (25 mm), and shall have a mini-
mum depth of 6 inches (152 mm) and a minimum
width of 10 inches (254 mm). Joints in wood tie beams
shall be spliced a minimum of 6 inches (152 nmi). No
splices shall be allowed within 12 inches (305 mm) of
an opening. Wood used in tie beams shall be approved
naturally decay-resistant or preservative-treated wood.

2109.3.4.6 Exterior finish. Exterior walls constructed
of unstabilized adobe units shall have their exterior sur-
face covered with a minimum of two coats of portland
cement plaster having a minimum thickness of V4 inch
(19.1 mm) and conforming to ASTM C 926. Lathing
shall comply with ASTM C 1063. Fasteners shall be

spaced at 16 inches (406 mm) o.c. maximum. Exposed
wood surfaces shall be treated with an approved wood
preservative or other protective coating prior to lath
application.

2109.3.4.7 Lintels. Lintels shall be considered structural
members and shall be designed in accordance with the
applicable provisions of Chapter 16.

SECTION 2110
GLASS UNIT MASONRY

2110.1 General. Glass unit masonry construction shall comply
with Chapter 7 of TMS 402/ACI 530/ASCE 5 and tiiis section.

2110.1.1 Limitations. Solid or hollow approved glass
block shall not be used in fire walls, party walls, fire barri-
ers, fire partitions or smoke barriers, or for load-bearing
construction. Such blocks shall be erected with mortar and
reinforcement in metal channel-type frames, structural
frames, masonry or concrete recesses, embedded panel
anchors as provided for both exterior and interior walls or
other approved joint materials. Wood strip framing shall not
be used in walls required to have a fire-resistance rating by
other provisions of this code.

Exceptions:

1. Glass-block assemblies having a fire protection
rating of not less than V4 hour shall be permitted as
opening protectives in accordance with Section
7 1 5 in fire barriers, fire partitions and smoke barri-
ers that have a required fire-resistance rating of 1
hour or less and do not enclose exit stairways, exit
ramps or exit passageways.

2. Glass-block assemblies as permitted in Section
404.6, Exception 2.

SECTION 2111
MASONRY FIREPLACES

2111.1 Definition. A masonry fireplace is a fireplace con-
structed of concrete or masonry. Masonry fireplaces shall be
constructed in accordance with this section.

2111.2 Footings and foundations. Footings for masonry fire-
places and their chimneys shall be constructed of concrete or
solid masonry at least 12 inches (305 mm) thick and shall
extend at least 6 inches (153 mm) beyond the face of the fire-
place or foundation wall on all sides. Footings shall be founded
on natural undisturbed earth or engineered fill below frost
depth. In areas not subjected to freezing, footings shall be at
least 12 inches (305 mm) below finished grade.

2111.2.1 Ash dump cleanout. Cleanout openings, located
within foundation walls below fireboxes, when provided,
shall be equipped with ferrous metal or masonry doors and
frames constructed to remain tightly closed, except when in
use. Cleanouts shall be accessible and located so that ash
removal will not create a hazard to combustible materials.

2111.3 Seismic reinforcing. Masonry or concrete fireplaces
shall be constructed, anchored, supported and reinforced as
required in this chapter. In Seismic Design Category C or D,

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masonry and concrete fireplaces shall be reinforced and
anchored as detailed in Sections 2111.3.1, 211L3.2, 2111.4
and 2111.4.1 for chimneys serving fireplaces. In Seismic
Design Category A or B, reinforcement and seismic anchorage
is not required. In Seismic Design Category E or F, masonry
and concrete chimneys shall be reinforced in accordance with
the requirements of Sections 2101 through 2108.

2111.3.1 Vertical reinforcing. For fireplaces with chim-
neys up to 40 inches (1016 mm) wide, four No. 4 continuous
vertical bars, anchored in the foundation, shall be placed in
the concrete between wythes of solid masonry or within the
cells of hollow unit masonry and grouted in accordance with
Section 2103.12. For fireplaces with chimneys greater than
40 inches (1016 mm) wide, two additional No. 4 vertical
bars shall be provided for each additional 40 inches (1016
mm) in width or fraction thereof.

2111.3.2 Horizontal reinforcing. Vertical reinforcement
shall be placed enclosed within V4-inch (6.4 mm) ties or
other reinforcing of equivalent net cross- sectional area,
spaced not to exceed 1 8 inches (457 mm) on center in con-
crete; or placed in the bed joints of unit masonry at a mini-
mum of every 18 inches (457 mm) of vertical height. Two
such ties shall be provided at each bend in the vertical bars.

2111.4 Seismic anchorage. Masonry and concrete chimneys
in Seismic Design Category C or D shall be anchored at each
floor, ceiling or roof line more than 6 feet (1829 mm) above
grade, except where constructed completely within the exterior
walls. Anchorage shall conform to the following requirements.

2111.4.1 Anchorage. Two Vi^-inch by 1-inch (4.8 mm by
25.4 mm) straps shall be embedded a minimum of 12 inches
(305 mm) into the chimney. Straps shall be hooked around
the outer bars and extend 6 inches (152 mm) beyond the
bend. Each strap shall be fastened to a minimum of four
floor joists with two Vj-inch (12.7 mm) bolts.

2111.5 Firebox wails. Masonry fireboxes shall be constructed
of solid masonry units, hollow masonry units grouted solid,
stone or concrete. When a lining of firebrick at least 2 inches
(5 1 mm) in thickness or other approved lining is provided, the
minimum thickness of back and sidewalls shall each be 8
inches (203 mm) of solid masonry, including the lining. The
width of joints between firebricks shall not be greater than V4
inch (6.4 mm). When no hning is provided, the total minimum
thickness of back and sidewalls shall be 10 inches (254 mm) of
solid masonry. Firebrick shall conform to ASTM C 27 or
ASTM C 1261 and shall be laid with medium-duty refractory
mortar conforming to ASTM C 199.

2111.5.1 Steel fireplace units. Steel fireplace units are per-
mitted to be installed with soUd masonry to form a masonry
fireplace provided they are installed according to either the
requirements of their Usting or the requirements of this sec-
tion. Steel fireplace units incorporating a steel firebox lining
shall be constructed with steel not less than V4 inch (6.4 mm)
in thickness, and an air-circulating chamber which is ducted
to the interior of the building. The firebox hning shall be
encased with solid masonry to provide a total thickness at the
back and sides of not less than 8 inches (203 mm), of which
not less than 4 inches (102 mm) shall be of solid masonry or

concrete. Circulating air ducts employed with steel fireplace
units shall be constructed of metal or masonry.

2111.6 Firebox dimensions. The firebox of a concrete or
masonry fireplace shall have a minimum depth of 20 inches
(508 mm). The throat shall not be less than 8 inches (203 mm)
above the fireplace opening. The throat opening shall not be
less than 4 inches (102 mm) in depth. The cross-sectional area
of the passageway above the firebox, including the throat,
damper and smoke chamber, shall not be less than the
cross-sectional area of the flue.

Exception: Rumford fireplaces shaU be permitted provided
that the depth of the fireplace is at least 12 inches (305 mm) and
at least one-third of the width of the fireplace opening, and the
throat is at least 12 inches (305 mm) above the lintel, and at
least V20 the cross-sectional area of the fireplace opening.

2111.7 Lintel and throat. Masonry over a fireplace opening
shall be supported by a lintel of noncombustible material. The
minimum required bearing length on each end of the fireplace
opening shall be 4 inches (102 mm). The fireplace throat or
damper shall be located a minimum of 8 inches (203 mm)
above the top of the fireplace opening.

2111.7.1 Damper. Masonry fireplaces shall be equipped
with a ferrous metal damper located at least 8 inches (203
mm) above the top of the fireplace opening. Dampers shall
be installed in the fireplace or at the top of the flue venting
the fireplace, and shall be operable from the room contain-
ing the fireplace. Damper controls shall be permitted to be
located in the fireplace.

2111.8 Smoke chamber walls. Smoke chamber walls shall be
constructed of solid masonry units, hollow masonry units
grouted soUd, stone or concrete. The total minimum thickness
of front, back and sidewalls shall be 8 inches (203 mm) of solid
masonry. The inside surface shall be parged smooth with
refractory mortar conforming to ASTM C 199. When a lining
of firebrick at least 2 inches (5 1 mm) thick, or a lining of vitri-
fied clay at least Vg inch (15.9 mm) thick, is provided, the total
minimum thickness of front, back and sidewalls shall be 6
inches (152 mm) of solid masonry, including the lining. Fire-
brick shall conform to ASTM C 1261 and shall be laid with
refractory mortar conforming to ASTM C 199. Vitrified clay
linings shall conform to ASTM C 315.

2111.8.1 Smoke chamber dimensions. The inside height of
the smoke chamber from the fireplace throat to the beginning
of the flue shall not be greater than the inside width of the fu-e-
place opening. The inside surface of the smoke chamber shall
not be inclined more than 45 degrees (0.76 rad) from vertical
when prefabricated smoke chamber Unings are used or when
the smoke chamber walls are rolled or sloped rather than
corbeled. When the inside surface of the smoke chamber is
formed by corbeled masonry, the walls shall not be corbeled
more than 30 degrees (0.52 rad) from vertical.

2111.9 Hearth and hearth extension. Masonry fireplace
hearths and hearth extensions shall be constructed of concrete
or masonry, supported by noncombustible materials, and rein-
forced to carry their own weight and all imposed loads. No
combustible material shall remain against the underside of
hearths or hearth extensions after construction.

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2111.9.1 Hearth thickness. The minimum thickness of
fireplace hearths shall be 4 inches (102 mm).

2111.9.2 Hearth extension thickness. The minimum
thickness of hearth extensions shall be 2 inches (51 mm).

Exception: When the bottom of the firebox opening is
raised at least 8 inches (203 mm) above the top of the
hearth extension, a hearth extension of not less than
Vg-inch-thick (9.5 mm) brick, concrete, stone, tile or
other approved noncombustible material is permitted.

2111.10 Hearth extension dimensions. Hearth extensions
shall extend at least 16 inches (406 mm) in front of, and at least
8 inches (203 mm) beyond, each side of the fireplace opening.
Where the fireplace opening is 6 square feet (0.557 m^) or
larger, the hearth extension shall extend at least 20 inches (508
mm) in front of, and at least 12 inches (305 mm) beyond, each
side of the fireplace opening.

2111.11 Fireplace clearance. Any portion of a masonry fire-
place located in the interior of a building or within the exterior
wall of a building shall have a clearance to combustibles of not
less than 2 inches (51 nun) from the front faces and sides of
masonry fireplaces and not less than 4 inches (102 mm) from the
back faces of masonry fireplaces. The airspace shall not be filled,
except to provide fireblocking in accordance with Section
2111.12.

Exceptions:

1 . Masonry fireplaces listed and labeled for use in contact
with combustibles in accordance with UL 127 and
installed in accordance with the manufacturer's instal-
lation instructions are permitted to have combustible
material in contact with their exterior surfaces.

2. When masonry fireplaces are constructed as part of
masonry or concrete walls, combustible materials
shall not be in contact with the masonry or concrete
walls less than 12 inches (306 mm) from the inside
surface of the nearest firebox lining.

3. Exposed combustible trim and the edges of sheathing
materials, such as wood siding, flooring and drywall,
are permitted to abut the masonry fireplace sidewalls
and hearth extension, in accordance with Figure
2111.11, provided such combustible trim or sheath-

CXJMBUSTIB^ SHEATHING

EDGE ABUTTir^ MA^NRY

12' MiN.FFOyi FIREBOX

2" CLiARANCe (AIRSPACI^

^loogmmimjc framing

woa>MANTe.

For SI: 1 inch = 25.4 mm

FIGURE 2111.11

ILLUSTRATION OF EXCEPTION TO

FIREPLACE CLEARANCE PROVISION

ing is a minimum of 12 inches (306 mm) fi-om the
inside surface of the nearest firebox lining.

4. Exposed combustible mantels or trim is permitted to be
placed directly on the masonry fireplace front sur-
rounding the fireplace opening, provided such com-
bustible materials shall not be placed within 6 inches
(153 mm) of a fireplace opening. Combustible material
directly above and within 12 inches (305 mm) of the
fireplace opening shall not project more than Vg inch
(3.2 nam) for each 1-inch (25 mm) distance from such
opening. Combustible materials located along the
sides of the fireplace opening that project more than
1 V2 inches (38 mm) from the face of the fireplace shall
have an additional clearance equal to the projection.

2111.12 Fireplace fireblocking. All spaces between fireplaces
and floors and ceilings through which fireplaces pass shall be
fireblocked with noncombustible material securely fastened in
place. The fireblocking of spaces between wood joists, beams or
headers shall be to a depth of 1 inch (25 mm) and shall only be
placed on strips of metal or metal lath laid across the spaces
between combustible material and the chimney.

2111.13 Exterior air. Factory-built or masonry fireplaces cov-
ered in this section shall be equipped with an exterior air supply
to ensure proper fuel combustion unless the room is mechani-
cally ventilated and controlled so that the indoor pressure is
neutral or positive.

2111.13.1 Factory-built fireplaces. Exterior combustion
air ducts for factory-built fireplaces shall be listed compo-
nents of the fireplace, and installed according to the fire-
place manufacturer's instructions.

2111.13.2 Masonry fireplaces. L/5^^ J combustion air ducts
for masonry fireplaces shall be installed according to the
terms of their listing and manufacturer's instructions.

2111.13.3 Exterior air intake. The exterior air intake shall
be capable of providing all combustion air from the exterior
of the dwelling. The exterior air intake shall not be located
within a garage, attic, basement or crawl space of the dwell-
ing nor shall the air intake be located at an elevation higher
than the firebox. The exterior air intake shall be covered
with a corrosion-resistant screen of V4-inch (6.4 mm) mesh.

2111.13.4 Clearance. Unlisted combustion air ducts shall
be installed with a minimum 1-inch (25 mm) clearance to
combustibles for all parts of the duct within 5 feet (1524
mm) of the duct outlet.

2111.13.5 Passageway. The combustion air passageway
shall be a minimum of 6 square inches (3870 mm^) and not
more than 55 square inches (0,035 m^), except that combus-
tion air systems for listed fireplaces or for fireplaces tested
for emissions shall be constructed according to the fireplace
manufacturer's instructions.

2111.13.6 Outlet. The exterior air outlet is permitted to be
located in the back or sides of the firebox chamber or within
24 inches (610 mm) of the firebox opening on or near the
floor The outlet shall be closable and designed to prevent
burning material from dropping into concealed combustible
spaces.

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SECTION 2112
MASONRY HEATERS

2112.1 Definition. A masonry heater is a heating appliance
constructed of concrete or solid masonry, hereinafter referred
to as "masonry" which is designed to absorb and store heat
from a solid fuel fire built in the firebox by routing the exhaust
gases through internal heat exchange channels in which the
flow path downstream of the firebox may include flow in a hor-
izontal or downward direction before entering the chinmey and
which delivers heat by radiation from the masonry surface of
the heater.

2112.2 Installation. Masonry heaters shall be installed in accor-
dance with this section and comply with one of the following:

1 , Masonry heaters shall comply with the requirements of
ASTM E 1602; or

2. Masonry heaters shall be listed and labeled in accor-
dance with UL 1482 and installed in accordance with the
manufacturer's installation instructions.

2112.3 Footings and foundation. The firebox floor of a
masonry heater shall be a minimum thickness of 4 inches (102
mm) of noncombustible material and be supported on a
noncombustible footing and foundation in accordance with
Section 2113.2.

2112.4 Seismic reinforcing. In Seismic Design Category D, E
and F, masonry heaters shall be anchored to the masonry foun-
dation in accordance with Section 2 11 3. 3. Seismic reinforcing
shall not be required within the body of a masonry heater with a
height that is equal to or less than 3.5 times its body width and
where the masonry chimney serving the heater is not supported
by the body of the heater. Where the masonry chimney shares a
common wall with the facing of the masonry heater, the chim-
ney portion of the structure shall be reinforced in accordance
with Section 2113.

2112.5 Masonry heater clearance. Combustible materials
shall not be placed within 36 inches (765 mm) of the outside
surface of a masonry heater in accordance with NFPA 211,
Section 8-7 (clearances for solid fuel-burning appliances), and
the required space between the heater and combustible material
shall be fully vented to permit the free flow of air around all
heater surfaces.

Exceptions:

1. When the masonry heater wall thickness is at least 8
inches (203 mm) thick of solid masonry and the wall
thickness of the heat exchange channels is at least 5
inches (127 mm) thick of solid masonry, combustible
materials shall not be placed within 4 inches (102
nmi) of the outside surface of a masonry heater. A
clearance of at least 8 inches (203 mm) shall be pro-
vided between the gas-tight capping slab of the heater
and a combustible ceiling.

2. Masonry heaters listed and labeled in accordance
with UL 1482 and installed in accordance with the
manufacturer's instructions.

SECTION 2113
MASONRY CHIMNEYS

2113.1 Definition. A masonry chimney is a chimney con-
structed of concrete or masonry, hereinafter referred to as
"masonry." Masonry chimneys shall be constructed, anchored,
supported and reinforced as required in this chapter.

2113.2 Footings and foundations. Footings for masonry
chimneys shall be constructed of concrete or solid masonry at
least 12 inches (305 mm) thick and shall extend at least 6 inches
(152 nam) beyond the face of the foundation or support wall on
all sides. Footings shall be founded on natural undisturbed
earth or engineered fill below frost depth. In areas not subjected
to freezing, footings shall be at least 12 inches (305 mm) below
finished grade.

2113.3 Seismic reinforcing. Masonry or concrete chimneys
shall be constructed, anchored, supported and reinforced as
required in this chapter. In Seismic Design Category C or D,
masonry and concrete chimneys shall be reinforced and
anchored as detailed in Sections 2113.3.1, 2113.3.2 and
2 1 1 3 .4. In Seismic Design Category A or B , reinforcement and
seismic anchorage is not required. In Seismic Design Category
E or F, masonry and concrete chimneys shall be reinforced in
accordance with the requirements of Sections 2101 through
2108.

2113.3.1 Vertical reinforcing. For chimneys up to 40
inches (1016 mm) wide, four No. 4 continuous vertical bars
anchored in the foundation shall be placed in the concrete
between wythes of solid masonry or within the cells of hol-
low unit masonry and grouted in accordance with Section
2103.12. Grout shall be prevented from bonding with the
flue liner so that the flue liner is free to move with thermal
expansion. For chimneys greater than 40 inches (1016 mm)
wide, two additional No. 4 vertical bars shall be provided for
each additional 40 inches (1016 mm) in width or fraction
thereof.

2113.3.2 Horizontal reinforcing. Vertical reinforcement
shall be placed enclosed within V4-inch (6.4 mm) ties, or
other reinforcing of equivalent net cross- sectional area,
spaced not to exceed 1 8 inches (457 mm) o.c. in concrete, or
placed in the bed joints of unit masonry, at a minimum of
every 1 8 inches (457 mm) of vertical height. Two such ties
shall be provided at each bend in the vertical bars.

2113.4 Seismic anchorage. Masonry and concrete chimneys
and foundations in Seismic Design Category C or D shall be
anchored at each floor, ceiling or roof line more than 6 feet
(1829 mm) above grade, except where constructed completely
within the exterior walls. Anchorage shall conform to the fol-
lowing requirements.

2113.4.1 Anchorage. Two Vi^-inch by 1-inch (4.8 mm by
25 mm) straps shall be embedded a minimum of 12 inches
(305 mm) into the chimney. Straps shall be hooked around
the outer bars and extend 6 inches (152 mm) beyond the
bend. Each strap shall be fastened to a minimum of four
floor joists with two Vj-inch (12.7 mm) bolts.

2113.5 Corbeling. Masonry chimneys shall not be corbeled
more than half of the chimney's wall thickness from a wall or
foundation, nor shall a chimney be corbeled from a wall or

2010 CALIFORNIA BUILDING CODE

287

MASONRY

foundation that is less than 12 inches (305 nun) in thickness
unless it projects equally on each side of the wall, except that on
the second story of a two- story dwelling, corbeling of chim-
neys on the exterior of the enclosing walls is permitted to equal
the wall thickness. The projection of a single course shall not
exceed one-half the unit height or one-third of the unit bed
depth, whichever is less.

2113.6 Changes in dimension. The chimney wall or chimney
flue hning shall not change in size or shape within 6 inches
(152 mm) above or below where the chimney passes through
floor components, ceiling components or roof components.

2113.7 Offsets. Where a masonry chimney is constructed with
a fireclay flue liner surrounded by one wythe of masonry, the
maximum offset shall be such that the centerline of the flue
above the offset does not extend beyond the center of the chim-
ney wall below the offset. Where the chimney offset is sup-
ported by masonry below the offset in an approved manner, the
maximum offset limitations shall not apply. Each individual
corbeled masonry course of the offset shall not exceed the pro-
jection limitations specified in Section 2113.5.

2113.8 Additional load. Chimneys shall not support loads
other than their own weight unless they are designed and con-
structed to support the additional load. Masonry chimneys are
permitted to be constructed as part of the masonry walls or con-
crete walls of the building.

2113.9 Termination. Chimneys shall extend at least 2 feet
(610 mm) higher than any portion of the building within 10 feet
(3048 mm), but shall not be less than 3 feet (914 mm) above the
highest point where the chimney passes through the roof.

I I 2113.9.1 Spark arresters. [SFMJAll chimneys attached to
any appliance or fireplace that burns solid fuel shall be
equipped with an approved spark arrester The spark
arrestor shall meet all of the following requirements:

1 . The net free area of the spark arrester shall not be less
than four times the net free area of the outlet of the
chimney.

2. The spark arrester screen shall have heat and corro-
sion resistance equivalent to 12- gage wire, 19- gage
galvanized wire or 24-gage stainless steel.

3. Openings shall not permit the passage of spheres hav-
. ing a diameter larger than V2 ^^^^ (12.7 mm) and

shall not block the passage of spheres having a diam-
eter of less than % inch (9.5 mm).

4. The spark arrestor shall be accessible for cleaning and
the screen or chimney cap shall be removable to allow
for cleaning of the chimney flue.

2113.10 Wall thickness. Masonry chimney walls shall be con-
structed of concrete, solid masonry units or hollow masonry
units grouted solid with not less than 4 inches (102 mm) nomi-
nal thickness.

2113.10.1 Masonry veneer chimneys. Where masonry is
used as veneer for a framed chimney, through flashing and
weep holes shall be provided as required by Chapter 14.

2113.11 Flue lining (material). Masonry chimneys shall be
lined. The lining material shall be appropriate for the type of

appliance connected, according to the terms of the appliance
listing and the manufacturer's instructions.

2113.11.1 Residential-type appliances (general). Flue
lining systems shall comply with one of the following:

1. Clay flue hning complying with the requirements of
ASTMC315.

2. Listed chimney lining systems complying with UL

1777.

3. Factory-built chimneys or chimney units listed for
installation within masonry chimneys.

4. Other approved materials that will resist corrosion,
erosion, softening or cracking from flue gases and
condensate at temperatures up to 1,800°F (982°C).

2113.11.1.1 Flue linings for specific appliances. Flue
linings other than those covered in Section 2113.11.1
intended for use with specific appliances shall comply
with Sections 2113.11.1.2 through 2113.11.1.4 and Sec-
tions 2113.11.2 and 2113.11.3.

2113.11.1.2 Gas appliances. Flue lining systems for gas
appliances shall be in accordance with the California
Mechanical Code.

2113.11.1.3 Pellet fuel-burning appliances. Flue lining
and vent systems for use in masonry chimneys with pel-
let fuel-burning appliances shall be limited to flue lining
systems complying with Section 2113.11.1 and pellet
vents listed for installation within masonry chimneys
(see Section 2113.11.1.5 for marking).

2113.11.1.4 Oil-fired appliances approved for use
with L-vent. Flue lining and vent systems for use in
masonry chimneys with oil-fired appliances approved
for use with Type L vent shall be limited to flue lining
systems complying with Section 2113.11.1 and listed
chimney liners complying with UL 641 (see Section

2113.11.1.5 for marking),

2113.11.1.5 Notice of usage. When a flue is relined with
a material not complying with Section 2113.11.1, the
chimney shall be plainly and permanently identified by a
label attached to a wall, ceiling or other conspicuous
location adjacent to where the connector enters the chim-
ney. The label shall include the following message or
equivalent language: "This chimney is for use only with
(type or category of appliance) that bums (type of fuel).
Do not connect other types of appliances."

2113.11.2 Concrete and masonry chimneys for medium-
heat appliances.

2113.11.2.1 General. Concrete and masonry chimneys
for medium-heat appliances shall comply with Sections
2113.1 through 2113.5.

2113.11.2.2 Construction. Chimneys for medium-heat
appliances shall be constructed of solid masonry units or
of concrete with walls a minimum of 8 inches (203 mm)
thick, or with stone masonry a minimum of 12 inches
(305 mm) thick.

2113.11.2.3 Lining. Concrete and masonry chimneys
shall be lined with an approved medium-duty refractory

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2010 CALIFORNIA BUILDING CODE

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brick a minimum of 4V2 inches (1 14 mm) thick laid on
the 4V2-inch bed (114 mm) in an approved medium-
duty refractory mortar. The Hning shall start 2 feet (610
mm) or more below the lowest chimney connector
entrance. Chimneys terminating 25 feet (7620 mm) or
less above a chimney connector entrance shall be lined
to the top.

2113.11.2.4 Multiple passageway. Concrete and
masonry chimneys containing more than one passage-
way shall have the liners separated by a minimum
4-inch-thick (102 mm) concrete or solid masonry wall.

2113.11.2.5 Termination height. Concrete and
masonry chimneys for medium-heat appliances shall
extend a minimum of 10 feet (3048 mm) higher than any
portion of any building within 25 feet (7620 mm).

2113.11.2.6 Clearance. A minimum clearance of 4
inches (102 mm) shall be provided between the exterior
surfaces of a concrete or masonry chimney for
medium-heat appliances and combustible material.

2113.11.3 Concrete and masonry chimneys for
high-heat appliances.

2113.11.3.1 General. Concrete and masonry chimneys
for high-heat appliances shall comply with Sections
2113.1 through 21 13.5.

2113.11.3.2 Construction. Chimneys for high-heat
appliances shall be constructed with double walls of
solid masonry units or of concrete, each wall to be a mini-
mum of 8 inches (203 mm) thick with a minimum air-
space of 2 inches (51 mm) between the walls.

2113.11.3.3 Lining. The inside of the interior wall shall
be lined with an approved high-duty refractory brick, a
minimum of 4V2 inches (114 mm) thick laid on the
4 V2-inch bed (114 mm) in an approved high-duty refrac-
tory mortar. The lining shall start at the base of the chim-
ney and extend continuously to the top.

2113.11.3.4 Termination height. Concrete and
masonry chimneys for high-heat appliances shall extend
a minimum of 20 feet (6096 mm) higher than any portion
of any building within 50 feet (15 240 mm).

2113.11.3.5 Clearance. Concrete and masonry chim-
neys for high-heat appliances shall have approved clear-
ance from buildings and structures to prevent
overheating combustible materials, permit inspection
and maintenance operations on the chimney and prevent
danger of bums to persons.

2113.12 Clay flue lining (installation). Clay flue liners shall
be installed in accordance with ASTM C 1283 and extend from
a point not less than 8 inches (203 mm) below the lowest inlet
or, in the case of fireplaces, from the top of the smoke chamber
to a point above the enclosing walls. The lining shall be carried
up vertically, with a maximum slope no greater than 30 degrees
(0.52 rad) from the vertical.

ing the flue liners from the interior face of the chimney
masonry walls. Flue lining shall be supported on all sides. Only
enough mortar shall be placed to make the joint and hold the
liners in position.

2113.13 Additional requirements.

2113.13.1 Listed materials. Listed materials used as flue
linings shall be installed in accordance with the terms of
their hstings and the manufacturer's instructions.

2113.13.2 Space around lining. The space surrounding a
chimney lining system or vent installed within a masonry
chimney shall not be used to vent any other appliance.

Exception: This shall not prevent the installation of a
separate flue lining in accordance with the manufac-
turer's instructions.

2113.14 Multiple flues. When two or more flues are located
in the same chimney, masonry wythes shall be built between
adjacent flue linings. The masonry wythes shall be at least 4
inches (102 mm) thick and bonded into the walls of the chim-
ney.

Exception: When venting only one appliance, two flues are
permitted to adjoin each other in the same chimney with
only the flue lining separation between them. The joints of
the adjacent flue linings shall be staggered at least 4 inches
(102 mm).

2113.15 Flue area (appliance). Chimney flues shall not be
smaller in area than the area of the connector from the appli-
ance. Chimney flues connected to more than one appliance
shall not be less than the area of the largest connector plus 50
percent of the areas of additional chimney connectors.

Exceptions:

1. Chimney flues serving oil-fired appliances sized in
accordance with NFPA 31.

2. Chimney flues serving gas-flred appliances sized in
accordance with the California Mechanical Code.

2113.16 Flue area (masonry fireplace). Flue sizing for chim-
neys serving fireplaces shall be in accordance with Section
2113.16.1 or 2113.16.2.

2113.16.1 Minimum area. Round chimney flues shall have a
minimum net cross-sectional area of at least 7^2 of the fire-
place opening. Square chimney flues shall have a minimum
net cross-sectionad area of at least Vio of the fireplace opening.
Rectangular chinmey flues with an aspect ratio less than 2 to
1 shall have a minimum net cross-sectional area of at least V^q
of the fireplace opening. Rectangular chimney flues with an
aspect ratio of 2 to 1 or more shall have a minimum net
cross-sectional area of at least Vg of the fireplace opening.

2113.16.2 Determination of minimum area. The mini-
mum net cross-sectional area of the flue shall be determined
in accordance with Figure 21 13. 16. A flue size providing at
least the equivalent net cross-sectional area shall be used.
Cross-secfional areas of clay flue Unings are as provided in
Tables 2113.16(1) and 2113.16(2) or as provided by the
manufacturer or as measured in the field. The height of the
chimney shall be measured from the firebox floor to the top
of the chimney flue.

2010 CALIFORNIA BUILDING CODE

289

MASONRY

m ;

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For SI: 1 inch = 25.4 mm, 1 square inch = 645 mnf .

FIGURE 2113.16
FLUE SIZES FOR MASONRY CHIMNEYS

TABLE 2113.16(1)
NET CROSS-SECTIONAL AREA OF ROUND FLUE SIZES^

FLUE SIZE, INSIDE DIAMETER
(inches)

CROSS-SECTIONAL AREA
(square inches)

10%

113

176

254

TABLE 2113.16(2)

NET CROSS-SECTIONAL AREA OF SQUARE

AND RECTANGULAR FLUE SIZES

For SI: 1 inch = 25.4 mm, 1 square inch = 645.16 mnf.
a. Flue sizes are based on ASTM C 315.

FLUE SIZE, OUTSIDE NOMINAL DIMENSIONS
(Inches)

CROSS-SECTIONAL AREA
(square Inches)

4.5 X 8.5

4.5 X 13

8x8

8.5 X 8.5

8x12

8.5x13

12x12

102

8.5x18

101

13x13

127

12x16

131

13x18

173

16x16

181

16x20

222

18x18

233

20x20

298

20x24

335

24x24

431

For SI: 1 inch = 25.4 mm, 1 square inch = 645.16 mm?.

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2010 CALIFORNIA BUILDING CODE

MASONRY

2113.17 Inlet. Inlets to masonry chimneys shall enter from the
side. Inlets shall have a thimble of fireclay, rigid refractory
material or metal that will prevent the connector from pulling
out of the inlet or from extending beyond the wall of the liner.

2113.18 Masonry chimney cleanout openings. Cleanout
openings shall be provided within 6 inches (152 mm) of the
base of each flue within every masonry chimney. The upper
edge of the cleanout shall be located at least 6 inches (152
mm) below the lowest chimney inlet opening. The height of
the opening shall be at least 6 inches (152 mm). The cleanout
shall be provided with a noncombustible cover.

Exception: Chimney flues serving masonry fireplaces,
where cleaning is possible through the fireplace opening.

2113.19 Chimney clearances. Any portion of a masonry
chimney located in the interior of the building or within the
exterior wall of the building shall have a minimum airspace
clearance to combustibles of 2 inches (51 mm). Chimneys
located entirely outside the exterior walls of the building,
including chimneys that pass through the soffit or cornice,
shall have a minimum airspace clearance of 1 inch (25 mm).
The airspace shall not be filled, except to provide
fireblocking in accordance with Section 2113.20.

Exceptions:

1. Masonry chimneys equipped with a chimney lining
system listed and labeled for use in chimneys in con-
tact with combustibles in accordance with UL 1777,
and installed in accordance with the manufacturer' s
instructions, are permitted to have combustible mate-
rial in contact with their exterior surfaces.

2. Where masonry chimneys are constructed as part of
masonry or concrete walls, combustible materials
shall not be in contact with the masonry or concrete
wall less than 12 inches (305 mm) from the inside sur-
face of the nearest flue lining.

3. Exposed combustible trim and the edges of sheathing
materials, such as wood siding, are permitted to abut
the masonry chimney sidewalls, in accordance with
Figure 2113.19, provided such combustible trim or
sheathing is a minimum of 12 inches (305 mm) from
the inside surface of the nearest flue lining. Combusti-
ble material and trim shall not overlap the comers of
the chimney by more than 1 inch (25 mm).

MASONRY ABUmr^
COMBUSTIBLE SHEATHING
12"FR0MFyJEUNING

r CLEAFIANC^ (At F^PACE)
TOOCSVIBUSTIBIE SHEATHII^

For SI: 1 inch = 25.4 mm.

FIGURE 2113.19

ILLUSTRATION OF EXCEPTION THREE

CHIMNEY CLEARANCE PROVISION

2113.20 Chimney fireblocking. All spaces between chimneys
and floors and ceilings through which chimneys pass shall be
fireblocked with noncombustible material securely fastened in
place. The fireblocking of spaces between wood joists, beams
or headers shall be to a depth of 1 inch (25 mm) and shall only
be placed on strips of metal or metal lath laid across the spaces
between combustible material and the chimney.

SECTION 2114
ADDITIONAL REQUIREMENTS [DSA-SS/CC]

2114.1 General In addition to the provisions of this chapter,
the following requirements shall apply to community college
buildings regulated by the Division of the State Archi-
tect-Structural Safety/Community Colleges (DSA-SS/CC).

2114,1.1 Prohibitions. The following design, systems and
materials are not permitted by DSA:

L Unreinforced masonry

2. Autoclaved aerated concrete (AAC) masonry

3. Empirical design of masonry

4. Ordinary reinforced masonry shear walls

5. Intermediate reinforced masonry shear walls

6. Prestressed masonry shear walls

2114.2 Mortar. Mortar for use in masonry construction shall
conform to ASTM C270 Type S or M, except for mortars listed
in Sections 2103.9 and 2103,10. Type S mortar conforming to
ASTM C270 shall be used for glass unit masonry,

2114.3 Additives and Admixtures.

2114.3.1 General Additives and admixtures to mortar or
grout shall not be used unless approved by the enforcement
agency.

2114.3.2 Antifreeze compounds. Antifreeze liquids, chlo-
ride salts or other such substances shall not be used in mor-
tar or grout.

2114.3.3 Air entrainment. Air-entraining substances shall
not be used in mortar or grout unless tests are conducted to
determine compliance with the requirements of this code.

2114.4 Tolerances. The maximum thickness of the initial bed
joint in fully grouted masonry walls shall not exceed V/4 in.
(31.7 mm).

2114.5 Glass unit masonry. All mortar for glass unit masonry
contact surfaces shall be treated to ensure adhesion between
mortar and glass,

2114.6 Grouted masonry.

2114.6.1 General conditions. Prior to grouting, the grout
space shall be clean so that all spaces to be filled with grout
do not contain mortar projections greater than % inch (6.4
mm), mortar droppings and other foreign material.

Reinforcement shall be clean, properly positioned and
solidly embedded in the grout.

The grouting of any section of wall shall be completed in
one day with no interruptions greater than one hour At the
time of laying, all masonry units shall be free of dust and dirt.

<
<

2010 CALIFORNIA BUILDING CODE

291

MASONRY

>
>

Between grout pours, a horizontal construction joint
shall be formed by stopping all wythes at the same elevation
and with the grout stopping a minimum of V/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^/j inch (12.7 mm) below the top of the masonry.

The construction documents shall completely describe
grouting procedures, subject to approval ofDSA.

2114,6,2 Construction requirements. Reinforcement and
embedded items shall be placed and securely anchored
against moving prior to grouting. Bolts shall be accurately
set with templates or by approved equivalent means and
held in place to prevent dislocation during grouting.

Grout shall be consolidated by mechanical vibration dur-
ing placement before loss of plasticity in a manner to fill the
grout space. Grout pours greater than 12 inches (300 mm)
in height shall be reconsolidated by mechanical vibration to
minimize voids due to water loss. Grout not mechanically
vibrated shall be puddled.

2114.7 Aluminum equipment. Grout shall not be handled nor
pumped utilizing aluminum equipment unless it can be demon-
strated with the materials and equipment to be used that there
will be no deleterious effect on the strength of the grout.

2114.8 Specified compressive strength. The specified com-
pressive strength, /'^ , assumed in design shall be not less than
1,500 psi (10.34 MPa) for all masonry construction using
materials and details of construction required herein. Testing
of the constructed masonry shall be provided in accordance
with Section 2105.4.

In no case shall thef^^ assumed in design exceed 3,000 psi
(20.68 MPa).

2114.9 Additional testing requirements,

2114.9.1 Mortar and grout tests. At the beginning of all
masonry work, at least one test sample of the mortar and
grout shall be taken on three successive working days and at
least at one-week intervals thereafter They shall meet the
minimum strength requirement given in Sections 2103.8
and 2103.12 for mortar and grout, respectively. Additional
samples shall be taken whenever any change in materials or
job conditions occur, or whenever in the judgment of the
architect, structural engineer or the enforcement agency
such tests are necessary to determine the quality of the
material. When the prism test method of Section 2105.2.2.2
is used, the tests in this section are not required.

Test specimens for mortar and grout shall be made as set
forth in ASTM C 1586 andASTM C 1019

2114.9.2 Prism test method.

2114,9,2,1 Number of prisms per test. Prior to the start
of construction, three prisms shall be constructed and
tested in accordance with ASTM C 1314. A set of three
masonry prisms shall be built during construction in
accordance with ASTM C 13 14 for each 5,000 square feet
(465 m^) of wall area, but not less than one set of three
prisms for the project. Each set of prisms shall equal or
exceed f'^.

2114,9,2,2 Testing prisms from constructed masonry.

Acceptance of masonry that does not meet the require-
ments of Sections 2114.10.1 or 2114.10.2.3 may be
based on prism tests conducted in accordance with Sec-
tion 2105.3.

2114,9,3 Masonry core testing. Not less than two cores
shall be taken from each building for each 5,000 square feet
(465 m^) of the greater of the masonry wall area or the floor
area or fraction thereof The architect or structural engi-
neer in responsible charge of the project or his or her repre-
sentative (inspector) shall select the areas for sampling.
Cores shall be a minimum of 3 % inches (76 mm) in diame-
ter and shall be taken in such a manner as to exclude
masonry unit webs and reinforcing steel. The inspector of
record or testing agency shall inspect the coring of the
masonry walls.

Visual examination of all cores shall be made and the con-
dition of the cores reported. One half of the number of cores
taken shall be tested in shear. The shear test shall test both
joints between the grout core and the outside wythes or face
shells of the masonry. Shear testing apparatus shall be of a
design approved by the enforcement agency. Core samples
shall not be soaked before testing. The unit shear on the
cross section of the core shall not be less than 2.5 y'mPsi,

All cores shall be submitted to the laboratory for exami-
nation regardless of whether the core specimens failed dur-
ing cutting operation. The laboratory shall report the
location where each core was taken, the findings of their
visual examination of each core, identify which cores were
selected for shear testing and the results of the shear tests.

2114,10 Modifications to TMS 402/ACI 530/ASCE 5,

2114, 10,1 Modify TMS 402/ACl 530/ASCE 5, Section 1.17
as follows:

1, Minimum reinforcement requirements for masonry
walls. The total area of reinforcement in reinforced
masonry walls shall not be less than 0.003 times the
sectional area of the wall. Neither the horizontal nor
the vertical reinforcement shall be less than one third
of the total. Horizontal and vertical rebars shall be
spaced at not more than 24 inches (610 mm) center to
center. The minimum reinforcing shall be No. 4,
except that No. 3 bars may be used for ties and stir-
rups. Vertical wall steel shall have dowels of equal
size and equal matched spacing in all footings. Rein-
forcement shall be continuous around wall comers
and through intersections. Only reinforcement which
is continuous in the wall shall be considered in com-
puting the minimum area of reinforcement. Rein-
forcement with splices conforming to TMS 402/ACI
530/ASCE 5 as modified by Section 2107 shall be
considered as continuous reinforcement.

Horizontal reinforcement shall be provided in the
top of footings, at the top of wall openings, at roof and
floor levels, and at the top of parapet walls. For walls
12 inches (nominal) (305 mm) or more in thickness,
reinforcing shall be equally divided into two layers,
except where designed as retaining walls. Where

292

2010 CALIFORNIA BUILDING CODE

MASONRY

1 1

reinforcement is added above the minimum require-
ments, such additional reinforcement need not be so
divided.

In bearing walls of every type of reinforced
masonry, there shall not be less than one No. 5 bar or
two No. 4 bars on all sides of and adjacent to, every
opening which exceeds 16 inches (406 mm) in either
direction, and such bars shall extend not less than 48
diameters, but in no case less than 24 inches (610
mm) beyond the corners of the opening. The bars
required by this paragraph shall be in addition to the
minimum reinforcement elsewhere required.

When the reinforcement in bearing walls is
designed, placed and anchored in position as for col-
umns, the allowable stresses shall be as for columns.

Joint reinforcement shall not be used as principal
reinforcement in masonry designed by the strength
design method.

2. Minimum reinforcement for masonry columns. The

spacing of column ties shall be as follows: not greater
than 8 bar diameters, 24 tie diameters, or one half the
least dimension of the column for the full column
height. Ties shall be at least % inch (10 mm) in diame-
ter and shall be embedded in grout. Top tie shall be
within 2 inches (51 mm) of the top of the column or of
the bottom of the horizontal bar in the supported
beam.

2114.11 Additional requirements for Allowable Stress
Design.

2114.1U IMS 402/ACI 530/ASCE 5. Modify by adding
Sections 2.1.4.3.4 and 2.1.4.3.5 as follows. '

2.1.4.3.4 - Edge distance and spacing. Where the anchor
bolt edge distance, Ibe, in the direction of load is less
than 12 bolt diameters, the value ofB^ in Formula (2-7)
shall be reduced by linear interpolation to zero at an 4^
distance of V/2 inches (38 mm) and confining reinforce-
ment consisting of not less than No. 3 hairpins, hooks or
stirrups for end bolts and between horizontal reinforcing
for other bolts shall be provided. Where adjacent anchors
are spaced closer than Sd^, the allowable shear of the
adjacent anchors determined by Formula (2-7) shall be
reduced by linear interpolation to 0. 75 times the allow-
able shear value at a center-to-center spacing of four bolt
diameters.

2.1.4.3.5 - Anchor bolts size and materials. Anchor bolts
shall be hex headed bolts conforming to ASTM A 307 or
F1554 with the dimensions of the hex head conforming to
ANS1/ASMEB18.2.1 or plain rod conforming to ASTM A

36 with threaded ends and double hex nuts at the anchored
end. Bent bar anchor bolts shall not be used.

The maximum size anchor shall be ^/2-inch (13 mm)
diameter for 6-inch (152 mm) nominal masonry, ^/ 4-inch
(19 mm) diameter for 8-inch (203 mm) nominal masonry,
Vg-inch (22 mm) diameter for 10-inch (254 mm) nominal
masonry, and 1-inch (25 mm) diameter for 12-inch
(304.8 mm) nominal masonry.

2114.11.2 TMS 402/ACI 530/ASCE 5, Section 2.1.8. Mod-
ify by adding the following:

Structural members framing into or supported by walls or
columns shall be securely anchored. The end support of
girders, beams or other concentrated loads on masonry
shall have at least 3 inches (76 mm) in length upon solid
bearing not less than 4 inches (102 mm) thick or upon
metal bearing plate of adequate design and dimensions to
distribute the loads safely on the wall or pier, or upon a
continuous reinforced masonry member projecting not
less than 3 inches (76 mm) from the face of the wall or
other approved methods.

Joists shall have bearing at least 3 inches (76 mm) in
length upon solid masonry at least 2^/2 inches (64 mm)
thick, or other provisions shall be made to distribute
safely the loads on the wall or pier

2114.11.3 TMS 402/ACI 530/ASCE 5 [DSA-SS/CC] Mod-
ify by adding Section 2.1.10 as follows:

2.1.10 - Walls and piers.

Thickness of walls. For thickness limitations of walls as
specified in this chapter, nominal thickness shall be used.
Stresses shall be determined on the basis of the net thick-
ness of the masonry, with consideration for reduction,
such as raked joints.

The thickness of masonry walls shall be designed so
that allowable maximum stresses specified in this chap-
ter are not exceeded. Also, no masonry wall shall exceed
the height or length-to-thickness ratio or the minimum
thickness as specified in this chapter and as set forth in
Table 2114.11.3.

Piers. Every pier or wall section which width is less than
three times its thickness shall be designed and con-
structed as required for columns if such pier is a struc-
tural member. Every pier or wall section which width is
between three and five times its thickness or less than one
half the height of adjacent openings shall have all hori-
zontal steel in the form of ties except that in walls 12
inches (305 mm) or less in thickness such steel may be in
the form of hair-pins.

2010 CALIFORNIA BUILDING CODE

293

MASONRY

TABLE 2114.11.3
MINIMUM THICKNESS OF MASONRY WALLS^'^ [DSA-SS/CC]

TYPE OF MASONRY

MAXIMUM RATIO

UNSUPPORTED

HEIGHT OR LENGTH

TO THICKNES^'^

NOMINAL

MINIMUM

THICKNESS

(inches)

BEARING OR SHEAR WALLS:
L Stone masonry

2. Reinforced grouted masonry

3. Reinforced hollow-unit masonry

25
25

16
6
6

NONBEARING WALLS:

4. Exterior reinforced walls

5. Interior partitions reinforced

30
36

1. For walls of varying thickness, use the least thickness when determining the
height or length to thickness ratio.

2. In determining the height or length-to-thickness ratio of a cantilevered wall
the dimension to be used shall be twice the dimension of the end of the wall
from the lateral support.

3. Cantilevered walls not part of a building and not carrying applied vertical
loads need not meet these minimum requirements hut their design must com-
ply with stress and overturning requirements.

2114.12 Glass unit masonry construction. Masonry of glass
blocks shall be permitted in nonload- bearing exterior or inte-
rior walls and shall conform to the requirements of Section
2114.14. Stresses in glass block shall not be utilized. Glass
block may be solid or hollow and may contain inserts.

2114.13 Nonbearing walls. All nonbearing masonry walls
shall be reinforced as specified in Section 2114.11. 1. 1. Fences
and interior nonbearing nonshear walls may be of hollow-unit
masonry construction grouted in cells containing vertical and
horizontal reinforcement Nonbearing walls may be used to
carry a superimposed load of not more than 200 pounds per
linear foot (2.92 kN/m).

1, Thickness, Every nonbearing masonry wall shall be so
constructed and have a sufficient thickness to withstand
all vertical loads and horizontal loads, but in no case
shall the thickness of such walls be less than the values
set forth in Table 2114.11.3.

Plaster shall not be considered as contributing to the
thickness of a wall in computing the height-to-thickness
ratio.

2, Anchorage, All nonbearing walls shall be anchored as
required by Section 1604.8.2 and ASCE 7 Chapter 13.
Suspended ceilings or other nonstructural elements
shall not be used to provide anchorage for masonry
walls.

2114,14 Masonry screen walls. Masonry units may be used in
nonbearing decorative screen walls. Units may be laid up in
panels with units on edge with the open pattern of the unit
exposed in the completed wall.

1, Horizontal Forces, The panels shall be capable of span-
ning between supports to resist the horizontal forces
specified in Chapter 16. Wind loads shall be based on
gross projected area of the block.

2, Mortar Joints, Horizontal and vertical joints shall not
be less than V^ inch (6 mm) thick. All joints shall be com-
pletely filled with mortar and shall be "shoved joint"
work. The units of a panel shall be so arranged that
either the horizontal or the verticaljoint containing rein-
forcing is continuous without offset. This continuous
joint shall be reinforced with a minimum of 0.03 square
inch (19mm^) of reinforcing steel. Reinforcement may be
embedded in mortar.

3, Reinforcing, Joint reinforcing may be composed of two
wires made with welded ladder or trussed wire cross ties.
In calculating the resisting capacity of the system, com-
pression and tension in the spaced wires may be utilized.
Ladder wire reinforcing shall not be spliced and shall be
the widest that the mortar joint will accommodate,
allowing V2 inch (13 mm) of mortar cover.

4, Size of Panels, The maximum size of panels shall be 144
square feet (13.4 m^J, with the maximum dimension in
either direction of 15 feet (4572 mm).

5, Panel Support, Each panel shall be supported on all
edges by a structural member of concrete, masonry or
steel. Supports at the top and ends of the panel shall be by
means of confinement of the masonry by at least V2 i^ch
(13 mm) into and between the flanges of a steel channel.
The space between the end of the panel and the web of the
channel shall be filled with resilient material. The use of
equivalent configuration in other steel section or in
masonry or concrete is acceptable.

•

294

2010 CALIFORNIA BUILDING CODE

CALIFORNIA BUILDING CODE-MATRIX ADOPTION TABLE
CHAPTER 21 A - MASONRY

Adopting agency

BSC

SFM

HOD

DSA

OSHPD

CSA

DPH

AGR

DWR

GEO

SLC

1-AC

ss/cc

Adopt entire chapter

Adopt entire ciiapter as
amended (amended sections
listed below)

Adopt only those sections that
are listed below

Chapter/Section

2113A.9.1

The Office of the State Fire Marshal's adoption of this chapter or individual sections is applicable to structures regulated by other state agencies pursuant to
Section 1.1 L

2010 CALIFORNIA BUILDING CODE

295

296 2010 CALIFORNIA BUILDING CODE

CHAPTER 214

MASONRY

SECTION 21014
GENERAL

2101A.1 Scope, This chapter shall govern the materials,
design, construction and quality of masonry.

2 101 A. 1.1 Application. The scope of application of Chap-
ter 21 A is as follows:

L Applications listed in Section 1,9. 2 A 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 LI 0.4 reg-
ulated 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 21 and
any applicable amendments therein,

2 101 A. 1.2 Amendments in this chapter. DSA-SS adopts
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
1.9.2.1.

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

[OSHPD 1] - For applications listed in Section
1.10,1.

[OSHPD 4] - For applications listed in Section
1,10.4.

2 101 A, 1.3 Prohibition: The following design, systems, and
materials are not permitted by DSA-SS and OSHPD:

1. Unreinforced masonry

2. Autoclaved aerated concrete (AAC) masonry

3. Empirical design of masonry

4. Adobe construction

5. Ordinary reinforced masonry shear walls

6. Intermediate reinforced masonry shear walls

7. Prestressed masonry shear walls

210M.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 2101A through 2104A.
Masonry designed by the allowable stress design provisions of
Section 2101A.2.1, the strength design provisions of Section
2101A.2.2 or the prestressed masonry provisions of Section
2101A.2.3 shall comply with Section 2105A.

2101A.2.1 Allowable stress design. Masonry designed by
the allowable stress design method shall comply with the
provisions of Sections 2106A and 2107A.

2101A.2.2 Strength design. Masonry designed by the
strength design method shall comply with the provisions of
Sections 2106A and 2108A.

2101A.2.3 Prestressed masonry. Not permitted by DSA-SS
and OSHPD.

210M.2.4 Empirical design. Not permitted by DSA-SS and
OSHPD.

210L4.2.5 Glass unit masonry. Glass unit masonry shall
comply with the provisions of Section 2110A.

2101A.2.6 Masonry veneer. Masonry veneer shall comply
with the provisions of Chapter 14 or Chapter 6 of TMS
402/ACI530/ASCE5.

2101A.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 mois-
ture.

5. Loads used in the design of masonry.

6. Specified compressive strength of masonry at stated ages
or stages of construction for which masonry is designed,
except where specifically exempted by this code.

7. Details of anchorage of masonry to structural members,
frames and other construction, including the type, size
and location of connectors.

8. Size and location of conduits, pipes and sleeves.

9. The minimum level of testing and inspection as defined
in Chapter 17A, or an itemized testing and inspection
program that meets or exceeds the requirements of Chap-
ter 17A.

2101A.3.1 Fireplace drawings. The construction docu-
ments shall describe in sufficient detail the location, size and
construction of masonry fireplaces. The thickness and char-

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297

MASONRY

acteristics of materials and the clearances from walls, parti-
tions and ceilings shall be indicated.

SECTION 21 02iA
DEFINITIONS AND NOTATIONS

2102A. 1 General. The following words and terms shall, for the
purposes of this chapter and as used elsewhere in this code,
have the meanings shown herein.

AAC MASONRY. Masonry made of autoclaved aerated con-
crete (AAC) units, manufactured without internal reinforce-
ment and bonded together using thin- or thick-bed mortar.

ADOBE CONSTRUCTION. Construction in which the exte-
rior load-bearing and nonload-bearing walls and partitions are
of unfired clay masonry units, and floors, roofs and interior
framing are wholly or partly of wood or other approved materi-
als.

Adobe, stabilized. Unfired clay masonry units to which
admixtures, such as emulsified asphalt, are added during the
manufacturing process to limit the units' water absorption
so as to increase their durability.

Adobe, unstabilized. Unfired clay masonry units that do
not meet the definition of "Adobe, stabilized."

ANCHOR. Metal rod, wire or strap that secures masonry to its
structural support.

ARCHITECTURAL TERRA COTTA. Plain or ornamental
hard-burned modified clay units, larger in size than brick, with
glazed or unglazed ceramic finish.

AREA.

Bedded. The area of the surface of a masonry unit that is in
contact with mortar in the plane of the joint.

Gross cross-sectional. The area delineated by the out-
to-out specified dimensions of masonry in the plane under
consideration.

Net cross-sectional. The area of masonry units, grout and
mortar crossed by the plane under consideration based on
out-to-out specified dimensions.

AUTOCLAVED AERATED CONCRETE (AAC). Low-
density cementitious product of calcium silicate hydrates,
whose material specifications are defined in ASTM C 1386.

BED JOINT. The horizontal layer of mortar on which a
masonry unit is laid.

BOND BEAM. A horizontal grouted element within masonry
in which reinforcement is embedded.

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.

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 IV2 square inches (967 mm^).

CHIMNEY. A primarily vertical enclosure containing one or
more passageways for conveying flue gases to the outside
atmosphere.

CHIMNEY TYPES.

High-heat appliance type. An approved chimney for
removing the products of combustion from fuel-burning,
high-heat appliances producing combustion gases in excess
of 2,000°F (1093°C) measured at the appliance flue outlet
(see Section 21 13A.1 1.3).

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.

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. ^

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. ^

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. ^

298

2010 CALIFORNIA BUILDING CODE

MASONRY

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.