Full text of "Title 24, Part 10, 2007 California Existing Building Code"

2007

California Code of Regulations
Title 24, Part 10

California Building
Standards Commission

,>\

Based on 2006 International Existing Building Code

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(For Errata and Supplements, see History Note Appendix)

2007 California Existing Building Code

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ISBN-13: 978-1-58001-546-2

Publication Date: June 2007

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TABLE OF CONTENTS

APPENDIX CHAPTER Al

SEISMIC STRENGTHENING PROVISIONS
FOR UNREINFORCED MASONRY
BEARING WALL BUILDINGS 3

Section

AlOO Application 3

AlOl Purpose 3

A102 Scope 3

A103 Definitions 3

A104 Symbols and Notations 4

A105 General Requirements 5

A106 Materials Requirements 5

A107 Quality Control 7

A108 Design Strengths 8

A109 Analysis and Design Procedure 8

Alio General Procedure 8

Alll Special Procedure 9

A112 Analysis and Design 10

All 3 Detailed System Design Requirements 11

Al 14 Walls of Unburned Clay,

Adobe or Stone Masonry 12

REFERENCED STANDARDS 19

HISTORY NOTE APPENDIX 27

2007 CALIFORNIA EXISTING BUILDING CODE Hi

2007 CALIFORNIA EXISTING BUILDING CODE

APPENDIX CHAPTER A1 - SEISMIC STRENGTHENING PROVISIONS
FOR UNREINFORCED MASONRY BEARING WALL BUILDINGS

Adopting Agency

BSC

HOD

DBA

1/AC

Adopt Entire Chapter

Adopt Entire Chapter as amended '
(amended sections iisted below)

Adopt only those sections that are
iisted below

Chapter / Section

Codes

A100

A103- BUILDING
CODE

NOTES:

1. For essential services buildings, refer to Part 1, Chapter 4, Articles 1, 2 and 3, Title 24, C.C.R., for administrative regulations of the
Division of the State Architect-Structural Safety Section.

2. For private schools, refer to Education Code section 39160-76, and Health and Safety Code section 18941.5.

3. For historical buildings, refer to Part 8, Title 24, C.C.R.

4. For appUcation and enforcement authority, refer to Part 2, Chapter 1, sections 101, 102 and 108, Title 24, C.C.R.

5. For local jurisdiction exemption program, refer to Health and Safety Code section 18941.6.

2007 CALIFORNIA EXISTING BUILDING CODE

APPENDIX CHAPTER A1

SEISMIC STRENGTHENING PROVISIONS
FOR UNREINFORCED MASONRY BEARING WALL BUILDINGS

SECTION A1 00
APPLICATION

AlOO.l Vesting authority. When adopted by a state agency, the
provisions of these regulations shall be enforced by the appro-
priate enforcing agency, but only to the extent of authority
granted to such agency by the state legislature.

Following is a list of the state agencies that adopt building
standards, the specific scope of application of the agency
responsible for enforcement, and the specific statutory author-
ity of each agency to adopt and enforce such provisions of
building standards of this code, unless otherwise stated.

1. BSC — California Building Standards Commission.

Application — Existing buildings as specified in Section
A102 having at least one unreinforced masonry bearing
wall, with the exception of buildings subject to building
standards pursuant to Health and Safety Code, com-
mencing with Section 17910.

Enforcing Agency — State or local agency specified by
the applicable provisions of the law.

Authority Cited-
18934.6.

-Health and Safety Code Section

Reference — Health and Safety Code Sections 18901
through 18949; and 50558 and 50559.

2. HCD 1 — The Department of Housing and Community
Development.

Application — Hotels, motels, lodging houses, apartment
houses, dwellings, employee housing and factory-built
housing.

Enforcing Agency — The local building department or
the Department of Housing and Community Develop-
ment.

Authority Cited — Health and Safety Code Sections
17040, 17921, 17922, 19990.

Reference — Health and Safety Code Sections 17000
through 17060, 17910 through 17990, 19960 through
19997, 50558 and 50559, and Government Code Sec-
tion 12955.1.

3. HCD 2 — The Department of Housing and Community
Development.

Application — Permanent buildings and permanent
accessory buildings or structures constructed within
mobilehome parks and special occupancy parks.

Enforcing Agency — The local building department or
the Department of Housing and Community Develop-
ment

Authority Cited^Health and Safety Code Sections
18300, 18620, 18640, 18865, 18873 and 18873.2.

Reference — Health and Safety Code Sections 18200
through 18700 and 18860 through 18874.

SECTION A1 01
PURPOSE

The purpose of this chapter is to promote public safety and
welfare by reducing the risk of death or injury that may result
from the effects of earthquakes on existing unreinforced
masonry bearing wall buildings.

The provisions of this chapter are intended as minimum
standards for structural seismic resistance, and are established
primarily to reduce the risk of life loss or injury. Compliance
with these provisions wiU not necessarily prevent loss of life or
injury, or prevent earthquake damage to rehabilitated build-
ings.

SECTION A1 02
SCOPE

A102.1 General. The provisions of this chapter shall apply to
all existing buildings having at least one unreinforced masonry
bearing wall. The elements regulated by this chapter shall be
determined in accordance with Table Al-A. Except as pro-
vided herein, other structural provisions of the building code
shall apply. This chapter does not apply to the alteration of
existing electrical, plumbing, mechanical or fire safety sys-
tems.

A102.2 Essential and hazardous facilities. The provisions of
this chapter shall not apply to the strengthening of buildings or
structures in Occupancy Category III when assigned to Seismic
Design Category C, D, or E or buildings or structures in Occu-
pancy Category IV. Such buildings or structures shall be
strengthened to meet the requirements of the California Build-
ing Code for new buildings of the same occupancy category or
other such criteria that have been established by the jurisdic-
tion.

SECTION A1 03
DEFINITIONS

For the purpose of this chapter, the applicable definitions in
the California Building Code as adopted by the California
Building Standards Commission (BSC) shall also apply:

BUILDING CODE. The code currently adopted by the
jurisdiction for new buildings. [BSC, HCD 1 and HCD 2]
"Building Code " shall mean the most current edition of the
California Building Code, Title 24, Part 2 as adopted by the
California Building Standards Commission (BSC).

COLLAR JOINT. The vertical space between adjacent
wythes. A collar joint may contain mortar or grout.

2007 CALIFORNIA EXISTING BUILDING CODE

APPENDIX CHAPTER A1

CROSS WALL. A new or existing wall that meets the require-
ments of Section Al 1 1 .3 and the definition of Section Al 1 1 .3.
A crosswall is not a shear wall.

CROSSWALL SHEAR CAPACITY. The unit shear value
times the length of the crosswall, v/,^.

DIAPHRAGM EDGE. The intersection of the horizontal dia-
phragm and a shear wall.

DIAPHRAGM SHEAR CAPACITY. The unit shear value
times the depth of the diaphragm, vj).

NORMAL WALL. A wall perpendicular to the direction of
seismic forces.

OPEN FRONT. An exterior building wall line without vertical
elements of the lateral-force-resisting system in one or more
stories.

POINTING. The partial reconstruction of the bed joints of an
unreinforced masonry wall as defined in UBC Standard 21-8.

RIGID DIAPHRAGM. A diaphragm of reinforced concrete
construction supported by concrete beams and columns or by
structural steel beams and columns.

UNREINFORCED MASONRY. Includes burned clay, con-
crete or sand-lime brick; hollow clay or concrete block; plain
concrete; and hollow clay tile. These materials shall comply
with the requirements of Section A106 as applicable.

UNREINFORCED MASONRY BEARING WALL. A

URM wall that provides the vertical support for the reaction of
floor or roof-framing members.

UNREINFORCED MASONRY (URM) WALL. A masonry
wall that relies on the tensile strength of masonry units, mortar
and grout in resisting design loads, and in which the area of
reinforcement is less than 25 percent of the minimum ratio
required by the building code for reinforced masonry.

YIELD STORY DRIFT. The lateral displacement of one level
relative to the level above or below at which yield stress is first
developed in a frame member.

SECTION A1 04
SYMBOLS AND NOTATIONS

For the purpose of this chapter, the following notations sup-
plement the apphcable symbols and notations in the building
code.

a„ = Diameter of core multiplied by its length or the
area of the side of a square prism.

A = Cross-sectional area of unreinforced masonry pier
or wall, square inches (10"^ m^).

Aj = Total area ofthebedjoints above and below the test
specimen for each in-place shear test, square
inches (10"^ m^).

D = In-plane width dimension of pier, inches (10"^ m),
or depth of diaphragm, feet (m).

DCR = Demand-capacity ratio specified in Section
All 1.4.2.

Jsp ~~

F -

H =

h/t =

Pd =

Pd+l =

P. =
R

Va =

V =

V.t =

Vr =

Compressive strength of masonry.

Tensile-splitting strength of masonry.

Force appHed to a wall at level x, pounds (N).

Least clear height of opening on either side of a
pier, inches (10"^ m).

Height-to-thickness ratio of URM wall. Height, h,
is measured between wall anchorage levels and/or
slab-on-grade.

Span of diaphragm between shear walls, or span
between shear wall and open front, feet (m).

Length of crosswall, feet (m).

Effective span for an open-front building specified
in Section Al 1 1 .8, feet (m).

Applied force as determined by standard test
method of ASTM C 496 or ASTM E 519, pounds
(N).

Superimposed dead load at the location under con-
sideration, pounds (kN). For determination of the
rocking shear capacity, dead load at the top of the
pier under consideration shall be used.

Press resulting from the dead plus actual live load
in place at the time of testing, pounds per square
inch (kPa).

Weight of wall, pounds (N).

Response modification factor for Ordinary plain
masonry shear walls in Bearing Wall System from
Table 12.2-1 of ASCE 7, where /? = 1.5.

Design spectral acceleration at short period, in g
units.

Design spectral acceleration at 1 -second period, in
g units.

The shear strength of any URM pier, v,„A/1.5
pounds (N).

Unit shear capacity value for a crosswall sheathed
with any of the materials given in Table Al-D or
Al-E, pounds per foot (N/m).

Shear strength of unreinforced masonry, pounds
per square inch (kPa).

The shear strength of any URM pier or wall, pounds

(N).

Total shear capacity of crosswalk in the direction
of analysis immediately above the diaphragm level
being investigated, v^,., pounds (N).

Total shear capacity of crosswalk in the direction
of analysis immediately below the diaphragm level
being investigated, vJL^, pounds (N).

Shear force assigned to a pier on the basis of its rel-
ative shear rigidity, pounds (N).

Pier rocking shear capacity of any URM wall or
wall pier, pounds (N).

2007 CALIFORNIA EXISTING BUILDING CODE

APPENDIX CHAPTER A1

V, = Mortar shear strength as specified in Section
A106.3.3.5, pounds per square inch (kPa).

y,„, = Load at incipient cracking for each in-place sheai"
test per UBC Standai-d 21-6, pounds (kN).

v„ - Mortar shear test values as specified in Section
A106.3.3.5, pounds per square inch (kPa).

v„ = Unit shear capacity value for a diaphragm
sheathed with any of the materials given in Table
Al-D or Al-E, pounds per foot (N/m).

V,„ = Total shear force resisted by a shear wall at the
level under consideration, pounds (N).

W = Total seismic dead load as defined in the building
code, pounds (N).

Wj = Total dead load tributary to a diaphragm level,
pounds (N).

W„ = Total dead load of a URM wall above the level un-
der consideration or above an open-front building,
pounds (N).

W„^ = Dead load of a URM wall assigned to level x half-
way above and below the level under consider-
ation, pounds (N).

2v,rD = Sum of diaphragm shear capacities of both ends of the
diaphragm, pounds (N).

2Sv,p - For diaphragms coupled with crosswalk, v„D in-
cludes the sum of shear capacities of both ends of
diaphragms coupled at and above the level under
consideration, pounds (N).

I,Wj = Total dead load of all the diaphragms at and above
the level under consideration, pounds (N).

the exterior face is veneer, the type of veneer, its
thickness and its bonding and/or ties to the structural wall
masonry shall also be noted.

3. The type of interior wall and ceiling materials, and fram-
ing.

4. The extent and type of existing wall anchorage to floors
and roof when used in the design.

5. The extent and type of parapet corrections that were pre-
viously performed, if any.

6. Repair details, if any, of cracked or damaged
unreinforced masomy walls required to resist forces
specified in this chapter.

7. All other plans, sections and details necessary to delin-
eate required reti-ofit construction.

8. The design procedure used shall be stated on both the
plans and the permit application.

9. Details of the anchor prequalification program required
by UBC Standard 21-7, if used, including location and
results of all tests.

A105.4 Structural observation, testing and inspection.

Structural observation, in accordance with Section 1709 of the
California Building Code, shall be required for all straictures in
which seismic retrofit is being performed in accordance with
this chapter. Structural observation shall include visual
observation of work for conformance with the approved con-
struction documents and confii-mation of existing conditions
assumed during design.

Structiu-al testing and inspection for new construction mate-
rials shall be in accordance with the California Building Code,
except as modified by this chapter.

SECTION A1 05
GENERAL REQUiREIUIENTS

A105.1 General. The seismic -force-resisting system specified
in this chapter shall comply with the building code, except as
modified herein.

A105.2 Alterations and repairs. Alterations and repairs
requhed to meet the provisions of this chapter shall comply
with applicable sti'uctural requirements of the building code
unless specifically provided for in this chapter.

A105.3 Requirements for plans. The following construction
information shall be included in the plans required by this
chapter:

1. Dimensioned floor and roof plans showing existing
walls and the size and spacing of floor and roof-framing
members and sheathing materials. The plans shall indi-
cate all existing and new crosswalls and shear walls and
their materials of conshuction. The location of these
walls and their openings shall be fully dimensioned and
drawn to scale on the plans.

2. Dimensioned wall elevations showing openings, piers,
wall classes as defined in Section A106.3.3.8, thickness,
heights, wall sheai' test locations, cracks or damaged por-
tions requiring repairs, the general condition of the mor-
tar joints, and if and where pointing is required. Where

SECTION A1 06
MATERIALS REQUIREMENTS

A106.1 General. Materials permitted by this chapter, includ-
ing their appropriate sti'ength design values and those existing
configurations of materials specified herein, may be used to
meet the requirements of this chapter.

A106.2 Existing materials. Existing materials used as part of
the required vertical-load-caixying or lateral-force-resisting
system shall be in sound condition, or shall be repaired or
removed and i"eplaced with new materials. All other
unreinforced masonry materials shall comply with the follow-
ing requirements:

1. The lay-up of the masonry units shall comply with Sec-
tion A106.3.2, and the quality of bond between the units
has been verified to the satisfaction of the building offi-

■ cial;

2. Concrete masomy units ai'e verified to be load-bearing
units complying with UBC Standard 21-4 or such other
standai'd as is acceptable to the building official; and

3 . The compressive strength of plain concrete walls shall be
determined based on cores taken from each class of con-
crete wall. The location and number of tests shall be the
same as those prescribed for tensile-sphtting sti-ength

2007 CALIFORNIA EXISTING BUILDING CODE

APPENDIX CHAPTER A1

tests in Sections A106.3.3.3 and A106.3.3.4, or in Sec-
tion A108.1.

The use of materials not specified herein or in Section
A108.1 shall be based on substantiating research data or engi-
neering judgment, with the approval of the building official.

A106.3 Existing unreinforced masonry.

A106.3.1 General. Unreinforced masonry walls used to
carry vertical loads or seismic forces parallel and perpendic-
ular to the wall plane shall be tested as specified in this sec-
tion. All masonry that does not meet the minimum standards
established by this chapter shall be removed and replaced
with new materials, or alternatively, shall have its structural
functions replaced with new materials and shall be anchored
to supporting elements.

A106.3.2 Lay-up of walls.

A106.3.2.1 Multiwythe solid brick. The facing and
backing shall be bonded so that not less than 10 percent
of the exposed face area is composed of solid headers
extending not less than 4 inches (102 mm) into the back-
ing. The clear distance between adjacent full-length
headers shall not exceed 24 inches (610 mm) vertically
or horizontally. Where the backing consists of two or
more wythes, the headers shall extend not less than 4
inches (102 mm) into the most distant wythe, or the back-
ing wythes shall be bonded together with separate head-
ers with their area and spacing conforming to the
foregoing. Wythes of walls not bonded as described
above shall be considered veneer. Veneer wythes shall
not be included in the effective thickness used in calcu-
lating the height-to-thickness ratio and the shear capacity
of the wall.

Exception: Veneer wythes anchored as specified in
the building code and made composite with backup
masonry may be used for calculation of the effective
thickness, where Soi exceeds 0.3.

A106.3.2.2 Grouted or ungrouted hollow concrete or
clay block and structural hollow clay tile. Grouted or
ungrouted hollow concrete or clay block and structural
hollow clay tile shall be laid in a ruiming bond pattern.

A106.3.2.3 Other lay-up patterns. Lay-up patterns
other than those specified in Sections A106.3.2.1 and
A106.3.2.2 above are allowed if their performance can
be justified.

A106.3.3 Testing of masonry.

A106.3.3.1 Mortar tests. The quality of mortar in all
masonry walls shall be determined by performing
in-place shear tests in accordance with the following:

1. The bed joints of the outer wythe of the masonry
should be tested in shear by laterally displacing a
single brick relative to the adjacent bricks in the
same wythe. The head joint opposite the loaded
end of the test brick should be carefully excavated
and cleared. The brick adjacent to the loaded end
of the test brick should be carefully removed by
sawing or drilling and excavating to provide space
for a hydraulic ram and steel loading blocks. Steel

blocks, the size of the end of the brick, should be
used on each end of the ram to distribute the load to
the brick. The blocks should not contact the mortar
joints. The load should be applied horizontally, in
the plane of the wythe. The load recorded at first
movement of the test brick as indicated by spalUng
of the face of the mortar bed joints is y,^^, in Equa-
tion (Al-3).

2. Alternative procedures for testing shall be used
where in-place testing is not practical because of
crushing or other failure mode of the masonry unit
(see Section A106.3.3.2).

A106.3.3.2 Alternative procedures for testing
masonry. The tensile-splitting strength of existing
masonry ,/jp, or the prism strength of existing masoiu:y,/,„
may be determined in accordance with one of the follow-
ing procedures:

1. Wythes of solid masonry units shall be tested by
sampling the masonry by drilled cores of not less
than 8 inches (203 mm) in diameter. A bed joint in-
tersection with a head joint shall be in the center of
the core. The tensile-splitting strength of these
cores should be determined by the standard test
method of ASTM C 496. The core should be
placed in the test apparatus with the bed joint 45
degrees from the horizontal. The tensile-splitting
strength should be determined by the following
equation:

f =^ (Equation Al-1)

iTa„

2. Hollow unit masonry constructed of
through-the-wall units shall be tested by sampling
the masonry by a sawn square prism of not less
than 18 inches square (11 613 mm^). The ten-
sile-splitting strength should be determined by the
standard test method of ASTM E 519. The diago-
nal of the prism should be placed in a vertical posi-
tion. The tensile-splitting strength should be
determined by the following equation:

f =

•/ SO

0.494P

(Equation Al-2)

3. An alternative to material testing is estimation of
the /„, of the existing masonry. This alternative
should be limited to recently constructed masonry.
The determination of/„, requires that the unit cor-
respond to a specification of the unit by an ASTM
standard and classification of the mortar by type.

A106.3.3.3 Location of tests. The shear tests shall be
taken at locations representative of the mortar conditions
throughout the entire building, taking into account varia-
tions in workmanship at different building height levels,
variations in weathering of the exterior surfaces, and
variations in the condition of the interior surfaces due to
deterioration caused by leaks and condensation of water
and/or by the deleterious effects of other substances con-

2007 CALIFORNIA EXISTING BUILDING CODE

APPENDIX CHAPTER A1

tained within the building. The exact test locations shall
be determined at the building site by the engineer or
architect in responsible charge of the structural design
work. An accurate record of all such tests and their loca-
tions in the building shall be recorded, and these results
shall be submitted to the building department for
approval as part of the structural analysis.

A106.3.3.4 Number of tests. The minimum number of
tests per class shall be as follows:

1. At each of both the first and top stories, not less
than two tests per wall or line of wall elements pro-
viding a common line of resistance to lateral
forces.

2. At each of all other stories, not less than one test
per wall or Hne of wall elements providing a com-
mon line of resistance to lateral forces.

3. In any case, not less than one test per 1,500 square
feet (139.4 m^) of wall surface and not less than a
total of eight tests.

A106.3.3.5 Minimum quality of mortar.

1. Mortar shear test values, v,„, in pounds per square
inch (kPa) shall be obtained for each in-place shear
test in accordance with the following equation:

v,o = (V,es/Ai,) -Pd^l (Equation Al-3)

2. Individual unreinforced masonry walls with v,^
consistently less than 30 pounds per square inch
(207 kPa) shall be entirely pointed prior to retest-
ing.

3. The mortar shear strength, v„ is the value in pounds
per square inch (kPa) that is exceeded by 80 per-
cent of the mortar shear test values, v,,,.

4. Unreinforced masonry with mortar shear strength,
V, , less than 30 pounds per square inch (207 kPa)
shall be removed, pointed and retested or shall
have its structural function replaced, and shall be
anchored to supporting elements in accordance
with Sections A106.3.1 and A113.8. When exist-
ing mortar in any wythe is pointed to increase its
shear strength and is retested, the condition of the
mortar in the adjacent bed joints of the inner wythe
or wythes and the opposite outer wythe shall be ex-
amined for extent of deterioration. The shear
strength of any wall class shall be no greater than
that of the weakest wythe of that class.

A106.3.3.6 Minimum quality of masonry.

1. The minimum average value of tensile-splitting
strength determined by Equation (Al-1) or (A 1-2)
shall be 50 pounds per square inch (344.7 kPa).
The minimum value of/„, determined by categori-
zation of the masonry units and mortar should be
1,000 pounds per square inch (6895 kPa).

2. Individual unreinforced masonry walls with aver-
age tensile-splitting strength of less than 50
pounds per square inch (344.7 kPa) shall be en-
tirely pointed prior to retesting.

3 . Hollow unit unreinforced masonry walls with esti-
mated prism compressive strength of less than
1,000 pounds per square inch (6895 kPa) shall be
grouted to increase the average net area compres-
sive strength.

A106.3.3.7 Collar joints. The coUai- joints shall be
inspected at the test locations during each in-place shear
test, and estimates of the percentage of adjacent wythe
surfaces that ai-e covered with mortar shall be reported
along with the results of the in-place shear tests.

A106.3.3.8 Unreinforced masonry classes. Existing
unreinforced masonry shall be categorized into one or
more classes based on shear strength, quality of con-
struction, state of repair, deterioration and weathering. A
class shall be characterized by the allowable masonry
shear stress determined in accordance with Section
A108.2. Classes shall be defined for whole walls, not for
small areas of masonry within a wall.

A106.3.3.9 Pointing. Deteriorated mortar joints in
umreinforced masonry walls shall be pointed according
to UBC Standard 21-8. Nothing shall prevent pointing of
any deteriorated masonry wall joints before the tests are
made, except as required in Section A107.1.

SECTION A1 07
QUALITY CONTROL

A107.1 Pointing. Preparation and mortar pointing shall be per-
formed with special inspection.

Exception: At the discretion of the building official,
incidental pointing may be performed without special
inspection.

A107.2 Masonry shear tests. In-place masoruy shear tests
shall comply with Section A106.3.3.1. Testing of masonry for
determination of tensile-splitting strength shall comply with
Section A106.3.3.2.

A107.3 Existing wall anchors. Existing wall anchors used as
all or part of the required tension anchors shall be tested in pull-
out according to UBC Standard 21-7. The minimum number of
anchors tested shall be four per floor, with two tests at walls
with joists framing into the wall and two tests at walls with
joists parallel to the wall, but not less than 10 percent of the total
number of existing tension anchors at each level.

A107.4 New bolts. All new embedded bolts shall be subject to
periodic special inspection in accordance with the building
code, prior to placement of the bolt and grout or adhesive in the
drilled hole. Five percent of all bolts that do not extend through
the wall shall be subject to a direct-tension test, and an addi-
tional 20 percent shall be tested using a calibrated torque
wrench. Testing shall be performed in accordance with UBC
Standard 21-7. New bolts that extend through the wall with
steel plates on the far side of the wall need not be tested.

Exception: Special inspection in accordance with the build-
ing code may be provided during installation of new
anchors in lieu of testing.

2007 CALIFORNIA EXISTING BUILDING CODE

APPENDIX CHAPTER A1

All new embedded bolts resisting tension forces or a combi-
nation of tension and shear forces shall be subject to periodic
special inspection in accordance with the building code, prior
to placement of the bolt and grout or adhesive in the drilled
hole. Five percent of all bolts resisting tension forces shall be
subject to a direct-tension test, and an additional 20 percent
shall be tested using a calibrated torque wrench. Testing shall
be performed in accordance with UBC Standard 21-7. New
through-bolts need not be tested.

SECTION A1 08
DESIGN STRENGTHS

A108.1 Values.

1 . Strength values for existing materials are given in Table
Al-D and for new materials in Table Al-E.

2. Capacity reduction factors need not be used.

3. The use of new materials not specified herein shall be
based on substantiating research data or engineering
judgment, with the approval of the building official.

A108.2 Masonry shear strength. The unreinforced masonry
shear strength, v ,„ shall be determined for each masonry class
from one of the following equations:

1. The unreinforced masonry shear strength, v„„ shall be
determined by Equation (A 1-4) when the mortar shear
strength has been determined by Section A106.3.3.1.

075P
v,„ =056v, + • ° (Equation Al-4)

The mortar shear strength values, v „ shall be deter-
mined in accordance with Section 106.3.3.5 and shall not
exceed 100 pounds per square inch (689.5 kPa) for the
determination of v ,„.

2. The unreinforced masonry shear, v ,„, shall be determined
by Equation (A 1-5) when tensile-splitting strength has
been determined in accordance with Section A106.3.3.2,
Item 1 or 2.

=0.84-f05-

(EquationAl-5)

3. When /„ has been estimated by categorization of the
units and mortar in accordance with Section 2105.2.2.1
of the California Building Code, the unreinforced ma-
sonry shear strength, v „„ shall not exceed 200 pounds per
square inch (1380 kPa) or the lesser of the following:

a)254f[or

b) 200 psi or

c)v + 0.75^
A

(Equation Al-6)

For SI: 1 psi = 6.895 kPa.

where:

V = 62.5 psi (430 kPa) for running bond masonry not
grouted solid.

V =100 psi (690 kPa) for running bond masonry

grouted solid.

V =25 psi (170 kPa) for stack bond grouted solid.

A108.3 Masonry compression. Where any increase in dead
plus live compression stress occurs, the compression stress in
unreinforced masonry shall not exceed 300 pounds per square
inch (2070 kPa).

A108.4 Masonry tension. Unreinforced masonry shall be
assumed to have no tensile capacity.

A108.5 Existing tension anchors. The resistance values of the
existing anchors shall be the average of the tension tests of
existing anchors having the same wall thickness and joist ori-
entation.

A108.6 Foundations. For existing foundations, new total dead
loads may be increased over the existing dead load by 25 per-
cent. New total dead load plus live load plus seismic forces may
be increased over the existing dead load plus live load by 50
percent. Higher values may be justified only in conjunction
with a geotechnical investigation.

SECTION A1 09
ANALYSIS AND DESIGN PROCEDURE

A109.1 General. The elements of buildings hereby required to
be analyzed are specified in Table Al-A.

A109.2 Selection of procedure. Buildings with rigid dia-
phragms shall be analyzed by the general procedure of Section
Alio, which is based on the building code. Buildings with
flexible diaphragms shall be analyzed by the general procedure
or, when applicable, may be analyzed by the special procedure
of Section All 1.

SECTION Alio
GENERAL PROCEDURE

AllO.l Minimum design lateral forces. Buildings shall be
analyzed to resist minimum lateral forces assumed to act non-
concurrently in the direction of each of the main axes of the
structure in accordance with the following:

(Equation Al-7)

A110.2 Lateral forces on elements of structures. Parts and
portions of a structure not covered in Sections Al 10.3 shall be
analyzed and designed per the current building code, using
force levels defined in Section Al 10.1.

Exceptions:

1. Unreinforced masonry walls for which
height-to-thickness ratios do not exceed ratios set
forth in Table Al-B need not be analyzed for
out-of-plane loading. Unreinforced masomy walls
that exceed the allowable h/t ratios of Table Al-B
shall be braced according to Section Al 13.5.

2. Parapets complying with Section Al 13.6 need not be
analyzed for out-of-plane loading.

2007 CALIFORNIA EXISTING BUILDING CODE

APPENDIX CHAPTER A1

3. Walls shall be anchored to floor and roof diaphragms
in accordance with Section A113.1.

A110.3 In-plane loading of URM shear walls and frames.

Vertical lateral-load-resisting elements shall be analyzed in
accordance with Section Al 12.

A110.4 Redundancy and overstrength factors. Any redun-
dancy or overstrength factors contained in the building code
may be taken as unity. The vertical component of earthquake
load (£„) may be taken as zero.

SECTION A1 11
SPECIAL PROCEDURE

Alll.l Limits for tlie application of tliis procedure. The

special procedures of this section may be applied only to build-
ings having the following characteristics:

1 . Flexible diaphragms at all levels above the base of the
structure.

2. Vertical elements of the lateral-force-resisting system
consisting predominantly of masonry or concrete shear
walls.

3. Except for single-story buildings with an open front on
one side only, a minimum of two lines of vertical ele-
ments of the lateral-force-resisting system parallel to
each axis of the building (see Section A111.8 for
open-front buildings).

A111.2 Lateral forces on elements of structures. With the
exception of the provisions in Sections A 111. 4 through
All 1.7, elements of structures shall comply with Sections
Al 10.2 through Al 10.4.

A111.3 Crosswalls. Crosswalk shall meet the requirements of
this section.

Alll.3.1 Crosswall definition. A crosswall is a
wood-framed wall sheathed with any of the materials
described in Table Al-D or Al-E or other system as defined
in Section Alll.3.5. Crosswalls shall be spaced no more
than 40 feet (12 192 mm) on center measured perpendicular
to the direction of consideration, and shall be placed in each
story of the building. Crosswalls shall extend the full story
height between diaphragms.

Exceptions:

1 . Crosswalls need not be provided at all levels when
used in accordance withSection All 1.4.2, Item 4.

2. Existing crosswalls need not be continuous below
a wood diaphi-agm at or within 4 feet (1219 mm) of
grade, provided:

2.1 Sheai- connections and anchorage requrre-
ments of Section Al 1 1 .5 ai-e satisfied at all
edges of the diaphragm.

2.2 Crosswalls with total shear capacity of
Q.5SoiT,Wj interconnect the diaphragm to
the foundation.

2.3 The demand-capacity ratio of the dia-
phragm between the crosswalls that ai-e

continuous to their foundations does not
exceed 2.5, calculated as follows:

DCR.

2v..D

(Equation Al-8)

Alll.3.2 Crosswall siiear capacity. Within any 40 feet (12
192 mm) measured along the span of the diaphragm, the
sum of the crosswall sheai" capacities shall be at least 30 per-
cent of the diaphi'agm shear capacity of the strongest dia-
phragm at or above the level under consideration.

Alll.3.3 Existing crosswalls. Existing crosswalls shall
have a maximum height-to-length ratio between openings
of 1.5 to 1. Existing crosswall connections to diaphragms
need not be investigated as long as the crosswall extends to
the framing of the diaphragms above and below.

All 1.3.4 New crosswalls. New crosswall connections to
the diaphragm shall develop the crosswall shear capacity.
New crosswalls shall have the capacity to resist an overturn-
ing moment equal to the crosswall shear capacity times the
story height. Crosswall overturning moments need not be
cumulative over more than two stories.

Alll.3.5 Other crosswall systems. Other systems, such as
moment-resisting frames, may be used as crosswalls pro-
vided that the yield story drift does not exceed 1 inch (25.4
mm) in any story.

A111.4 Wood diaphragms.

Alll.4.1 Acceptable diaphragm span. A diaphragm is
acceptable if the point {L,DCR ) on Figure Al-1 falls within
Region 1, 2 or 3.

Alll.4.2 Demand-capacity ratios. Demand-capacity
- ratios shall be calculated for the diaphi-agm at any level
according to the following formulas:

1 . For a diaphragm without qualifying crosswalls at lev-
els immediately above or below:

DCi? = 2.15'o,Wrf/Iv„D

(Equation Al-9)

2. For a diaphi'agm in a single-story building with quali-
fying crosswalls, or for a roof diaphragm coupled by
crosswalls to the diaphi^agm directly below:

DCR = 2. 1 5b 1 Wrf/d v„D + y,, ) (Equation Al-10)

3. For diaphi^agms in a multistory building with qualify-
ing crosswalls in all levels:

DCR = 2. ISdi1:WJ(I.I,v„D + VJ (Equation Al-11)

DCR shall be calculated at each level for the set of
diaphragms at and above the level under consider-
ation. In addition, the roof diaphragm shall also meet
the requirements of Equation (Al-10).

4. For a roof diaptoagm and the diaphragm directly be-
low, if coupled by crosswalls:

DCi? = 2.15ciIWrf/2Sv„D (Equation Al-12)

Alll.4.3 Chords. An analysis for diaphragm flexure need
not be made, and chords need not be provided.

2007 CALIFORNIA EXISTING BUILDING CODE

APPENDIX CHAPTER A1

Alll.4.4 Collectors. An analysis of diaphragm collector
forces shall be made for the transfer of diaphragm edge
shears into vertical elements of the lateral-force-resisting
system. Collector forces may be resisted by new or existing
elements.

Alll.4.5 Diaphragm openings.

1. Diaphragm forces at corners of openings shall be in-
vestigated and shall be developed into the diaphragm
by new or existing materials.

2. In addition to the demand-capacity ratios of Section
Al 1 1.4.2, the demand-capacity ratio of the portion of
the diaphragm adjacent to an opening shall be calcu-
lated using the opening dimension as the span.

3 . Where an opening occurs in the end quarter of the dia-
phragm span, the calculation of vfi for the de-
mand-capacity ratio shall be based on the net depth of
the diaphragm.

A111.5 Diaptiragm sliear transfer. Diaphrag;ms shall be con-
nected to shear walls with connections capable of developing
the diaphragm-loading tributary to the shear wall given by the
lesser of the following formulas:

using the C p values in Table Al-C, or

(Equation Al-13)

(Equation Al-14)

V=vJD

A111.6 Shear walls (In-plane loading).

Alll.6.1 Wall story force. The wall story force distributed
to a shear wall at any diaphragm level shall be the lesser
value calculated as:

F,„-0.85^i(W„,+ W,/2)
but need not exceed
F„, =0.8 5c, W„,+v„D

(Equation Al-15)

(Equation Al-16)

Alll.6.2 Wall story shear. The wall story shear shall be the
sum of the wall story forces at and above the level of consid-
eration.

V.™=2F„

(Equation Al-17)

Al 11.6.3 Shear wall analysis. Shear walls shall comply
with Section A 11 2.

AIH.6.4 Moment frames. Moment frames used in place
of shear walls shall be designed as required by the building
code, except that the forces shall be as specified in Section
Al 11.6.1, and the story drift ratio shall be limited to 0.015,
except as further limited by Section Al 12.4.2.

A111.7 Out-of-plane forces — unreinforced masonry walls.

Alll.7.1 Allowable unreinforced masonry wall
height-to-thickness ratios. The provisions of Section
A 11 0.2 are applicable, except the allowable height-to-
thickness ratios given in Table Al-B shall be determined
from Figure Al-1 as follows:

1. In Region 1, height-to-thickness ratios for buildings
with crosswalls may be used if qualifying crosswalls
are present in all stories.

2. In Region 2, height-to-thickness ratios for buildings
with crosswalls may be used whether or not qualify-
ing crosswalls are present.

3. In Region 3, height-to-thickness ratios for "all other
buildings" shall be used whether or not qualifying
crosswalls are present.

Alll.7.2 Walls with diaphragms in different regions.

When diaphragms above and below the wall under consid-
eration have demand-capacity ratios in different regions of
Figure Al-1, the lesser height-to-thickness ratio shall be
used.

A111.8 Open-front design procedure. A single-story build-
ing with an open front on one side and crosswalls parallel to the
open front may be designed by the following procedure:

1 . Effective diaphragm span, L„ for use in Figure Al-1 shall
be determined in accordance with the following formula:

L,. = 2 [(W „ / W J L + L ] (Equation Al-18)

2. Diaphragm demand-capacity ratio shall be calculated as:

DCR^ 2.12 S„,{W,+ W^)/[{v,P) + V,, ]

(Equation Al-19)

SECTION A1 12
ANALYSIS AND DESIGN

A112.1 General. The following requirements are applicable to
both the general procedure and the special procedure for ana-
lyzing vertical elements of the lateral-force-resisting system.

A112.2 Existing unreinforced masonry walls.

A112.2.1 Flexural rigidity. Flexural components of deflec-
tion may be neglected in determining the rigidity of an
unreinforced masonry wall.

A112.2.2 Shear walls with openings. Wall piers shall be
analyzed according to the following procedure, which is
diagramed in Figure A 1-2.

1. For any pier,

1.1. The pier shear capacity shall be calculated as :
y„ = v„^/1.5 (Equation Al-20)

1 .2. The pier rocking shear capacity shall be calcu-
lated as:

V, =0.9 PdD/H

(Equation Al-21)

2. The wall piers at any level ai'e acceptable if they com-
ply with one of the following modes of behavior:

2.1. Rocking controlled mode. When the pier
rocking shear capacity is less than the pier
shear capacity, i.e., V,. < V^ for each pier in a
level, forces in the wall at that level, V,^„ shall
be distributed to each pier in proportion to
PoD/H.
For the wall at that level:

o.7y,,<SK

(Equation Al-22)

2007 CALIFORNIA EXISTING BUILDING CODE

APPENDIX CHAPTER A1

2.2. Shear controlled mode. Where the pier shear
capacity is less than the pier rocking capacity,
i.e., V„ < y,. in at least one pier in a level, forces
in the wall at the level, y„,p shall be distributed
to each pier in proportion to D/H.
For each pier at that level:

Vp<V„ (Equation Al-23)

and

V„<V, (Equation Al-24)

If Vp < y„ for each pier and V^ > V^ for one or
more piers, such piers shall be omitted from
the analysis, and the procedure shall be re-
peated for the remaining piers, unless the wall
is strengthened and reanalyzed.

3 . Masonry pier tension stress. Unreinf orced masomy
wall piers need not be analyzed for tension stress.

A112.2.3 Shear walls without openings. Shear walls with-
out openings shall be analyzed the same as for walls with
openings, except that V^ shall be calculated as follows:

V,=: 0.9 (Po+ 0.5 P J D/H

(Equation Al-25)

A112.3 Plywood-sheathed shear walls. Plywood-sheathed
shear walls may be used to resist lateral forces for buildings
with flexible diaphragms analyzed according to provisions of
Section Al 1 1 . Plywood-sheathed shear walls may not be used
to share lateral forces with other materials along the same line
of resistance.

A112.4 Combinations of vertical elements.

A112.4.1 Lateral-force distribution. Lateral forces shall
be distributed among the vertical-resisting elements in pro-
portion to their relative rigidities, except that
moment-resisting frames shall comply with Section
Al 12.4.2.

A112.4.2 Moment-resisting frames. Moment-resisting
frames shall not be used with an unreinforced masonry wall
in a single line of resistance unless the wall has piers that
have adequate sheai- capacity to sustain rocking in accor-
dance with Section Al 12.2.2. The frames shall be designed
in accordance with the building code to carry 100 percent of
the lateral forces tributary to that line of resistance, as deter-
mined from Equation (Al-7). The story drift ratio shall be
limited to 0.0075.

SECTION A1 13
DETAILED SYSTEM DESIGN REQUIREMENTS

A113.1 Wall anchorage.

A113.1.1 Anchor locations. Unreinforced masonry walls
shall be anchored at the roof and floor levels as required in
Section A110.2. Ceilings of plaster or similar materials,
when not attached directly to roof or floor framing and
where abutting masonry walls, shall either be anchored to
the walls at a maximum spacing of 6 feet (1829 mm), or be
removed.

A113.1.2 Anchor requirements. Anchors shall consist of
bolts installed through the wall as specified in Table Al-E,

or an approved equivalent at a maximum anchor spacing of
6 feet (1829 mm). All wall anchors shall be secured to the
joists to develop the required forces.

A113.1.3 Minimum wall anchorage. Anchorage of
masonry walls to each floor or roof shall resist a minimum
force determined as 0.9S ^s times the tributary weight or 200
pounds per linear foot (2920 N/m), whichever is greater,
acting normal to the wall at the level of the floor or roof.
Existing wall anchors, if used, must meet the requirements
of this chapter or must be upgraded.

A113.1.4 Anchors at corners. At the roof and floor levels,
both shear and tension anchors shall be provided within 2
feet (610 mm) horizontally from the inside of the corners of
the walls.

A113.2 Diaphragm shear transfer. Bolts transmitting shear
forces shall have a maximum bolt spacing of 6 feet (1829 mm)
and shall have nuts installed over malleable iron or plate wash-
ers when bearing on wood, and heavy-cut washers when bear-
ing on steel.

A113.3 Collectors. Collector elements shall be provided that
are capable of ti^ansferring the seismic forces originating in
other portions of the building to the element providing the
resistance to those forces.

A113.4 Ties and continuity. Ties and continuity shall conform
to the requirements of the building code.

A113.5 Wall bracing.

A113.5.1 General. Where a wall height-to-thickness ratio
exceeds the specified limits, the wall may be laterally sup-
ported by vertical bracing members per Section Al 13.5.2 or
by reducing the wall height by bracing per Section
A113.5.3.

A113.5.2 Vertical bracing members. Vertical bracing
members shall be attached to floor and roof construction for
their design loads independently of required wall anchors.
Horizontal spacing of vertical bracing members shall not
exceed one-half of the unsupported height of the wall or 10
feet (3048 mm). Deflection of such bracing members at
design loads shall not exceed one-tenth of the wall thick-
ness.

AH3.5.3 Intermediate wall bracing. The wall height may
be reduced by bracing elements connected to the floor or
roof Horizontal spacing of the bracing elements and wall
anchors shall be as required by design, but shall not exceed 6
feet (1829 mm) on center. Bracing elements shall be
detailed to minimize the horizontal displacement of the wall
by the vertical displacement of the floor or roof

A113.6 Parapets. Parapets and exterior wall appendages not
conforming to this chapter shall be removed, or stabilized or
braced to ensure tliat the parapets and appendages remain in
their original positions.

The maximum height of an unbraced um-einforced masom-y
parapet above the lower of either the level of tension anchors or
the roof sheathing shall not exceed the height-to-thickness
ratio shown in Table Al-F. If the required parapet height
exceeds this maximum height, a bracing system designed for
the forces determined in accordance with the building code

2007 CALIFORNIA EXISTING BUILDING CODE

APPENDIX CHAPTER A1

shall support the top of the parapet. Parapet corrective work
must be performed in conjunction with the installation of ten-
sion roof anchors.

The minimum height of a parapet above any wall anchor
shall be 12 inches (305 mm).

Exception: If a reinforced concrete beam is provided at the
top of the wall, the minimum height above the wall anchor
may be 6 inches (152 mm).

A113.7 Veneer.

1 . Veneer shall be anchored with approved anchor ties con-
forming to the required design capacity specified in the
building code and shall be placed at a maximum spacing
of 24 inches (610 mm) with a maximum supported area
of 4 square feet (0.372 m^).

Exception: Existing anchor ties for attaching brick
veneer to brick backing may be acceptable, provided
the ties are in good condition and conform to the fol-
lowing minimum size and material requirements.

Existing veneer anchor ties may be considered ade-
quate if they are of corrugated galvanized iron strips
not less than 1 inch (25.4 mm) in width, 8 inches (203
mm) in length and Vi^ inch (1.6 mm) in thickness, or
the equivalent.

2. The location and condition of existing veneer anchor ties
shall be verified as follows;

2.1. An approved testing laboratory shall verify the
location and spacing of the ties and shall submit a
report to the building official for approval as part
of the structural analysis.

2.2. The veneer in a selected area shall be removed to
expose a representative sample of ties (not less
than four) for inspection by the building official.

A113.8 Nonstructural masonry walls. Unreinforced
masonry walls that carry no design vertical or lateral loads and
that are not required by the design to be part of the lateral-force
resisting system shall be adequately anchored to new or exist-
ing supporting elements. The anchors and elements shall be
designed for the out-of-plane forces specified in the building
code. The height- or length-to-thickness ratio between such
supporting elements for such walls shall not exceed nine.

A113.9 Truss and beam supports. Wliere trusses and beams
other than rafters or joists are supported on masomy, independ-
ent secondary columns shall be installed to support vertical
loads of the roof or floor members.

Exception: Secondary supports are not required where S ^n
is less than 0.3g.

A113.10 Adjacent buildings. Where elements of adjacent
buildings do not have a separation of at least 5 inches (127
mm), the allowable height-to-thickness ratios for "all other
buildings" per Table A 1 -B shall be used in the direction of con-
sideration.

SECTION All 4

WALLS OF UNBURNED CLAY, ADOBE OR STONE

MASONRY

A114.1 General. Walls of unburned clay, adobe or stone
masonry constraction shall conform to the following:

1 . Walls of unburned clay, adobe or stone masonry shall not
exceed a height- or length-to-thickness ratio specified in
Table Al-G.

2. Adobe may be allowed a maximum value of 9 pounds per
square inch (62. 1 kPa) for shear unless higher values are
justified by test.

3. Mortar for repointing may be of the same soil composi-
tion and stabilization as the brick, in lieu of cement-mor-
tar.

2007 CALIFORNIA EXISTING BUILDING CODE

APPENDIX CHAPTER A1

TABLE A1 -A— ELEMENTS REGULATED BY THIS CHAPTER

BUILDING ELEMENTS

>0.067„<0.133o

3 0.133„<0.20o

> 0.20„ < 0.30„

> 0.30„

Parapets

Walls, anchorage

Walls, M ratios

Walls, in-plane shear

Diaphragms"

Diaphragms, shear transfer''

Diaphragms, demand-capacity ratios''

a. Applies only to buildings designed according to the general procedures of Section AllO.

b. Applies only to buildings designed according to the special procedures ofSection Alll.

TABLE A1-B— ALLOWABLE VALUE OF HEIGHT-TO-THICKNESS
RATIO OF UNREINFORCED MASONRY WALLS

WALL TYPES

0.13j<SDi,<0.25g

0.25j<SD,<0.4g

So, > 0.4 BUILDINGS
WITH CROSSWALLS^

Soi>0.4
ALL OTHER BuIdINGS

Walls of one-story buildings

16b,c

First-story wall of multistory building

Walls in top story of multistory building

14b,c

All other walls

a. Applies to the special procedures ofSection Alll only. See Section Alll. 7 for other restrictions.

b. This value of height-to-thickness ratio may be used only where mortar shear tests establish a tested mortar shear strength, v,, of not less than 100 pounds per square
inch (690 kPa). This value may also be used where the tested mortar shear strength is not less than 60 pounds per square inch (414 kPa), and where a visual examina-
tion of the collar joint indicates not less than 50-percent mortar coverage.

c. Where a visual examination of the collar joint indicates not less than 50-percent mortar coverage, and the tested mortar shear strength, v,, is greater than 30 pounds
per square inch (207 kPa) but less than 60 pounds per square inch (414 kPa), the allowable height-to-thickness ratio may be determined by linear interpolation
between the larger and smaller rados in direct proportion to the tested mortar shear strength.

TABLE A1-C— HORIZONTAL FORCE FACTOR, C„

CONFIGURATION OF MATERIALS

c„

Roofs with straight or diagonal sheathing and roofing applied directly to the sheathing, or floors with straight

tongue-and-groove sheathing.
Diaphragms with double or mulitple layers of boards with edges offset, and blocked plywood systems.
Diaphragms of metal deck without topping:

Minimal welding or mechanical attachment.

Welded or mechanically attached for seismic resistance.

0.50

0.75

0.6
0.68

2007 CALIFORNIA EXISTING BUILDING CODE

APPENDIX CHAPTER A1

TABLE A1-D— STRENGTH VALUES FOR EXISTING MATERIALS

STRENGTH VALUES

CAja 1 mij IVJA 1 tlilALS) uk

CONFIGURATION OF MATERIALS^

X 14.594 for N/m

Horizontal
diaphragms

Roofs with straight sheathing and roofing applied directly to the sheathing.

300 lbs. per ft. for seismic shear

Roofs with diagonal sheathing and roofing applied directly to the sheathing.

750 lbs. per ft. for seismic shear

Floors with straight tongue-and-groove sheathing.

300 lbs. per ft. for seismic shear

Floors with straight sheathing and finished wood flooring with board edges offset or
perpendicular.

1,500 lbs. per ft. for seismic shear

Floors with diagonal sheathing and finished wood flooring.

1,800 lbs. per ft. for seismic shear

Metal deck welded with minimal welding.'^

1,800 lbs, per ft. for seismic shear

Metal deck welded for seismic resistance.''

3,000 lbs. per ft. for seismic shear

Crosswalls''

Plaster on wood or metal lath.

600 lbs. per ft. for seismic shear

Plaster on gypsum lath.

550 lbs. per ft. for seismic shear

Gypsum wallboard, unblocked edges.

200 lbs. per ft. for seismic shear

Gypsum wallboard, blocked edges.

400 lbs. per ft. for seismic shear

Existing
footing, wood
framing,
structural steel,
reinforcing
steel

Plain concrete footings.

/;= 1,500 psi (10.34 MPa) unless
otherwise shown by tests

Douglas fir wood.

Same as D.F. No. 1

Reinforcing steel.

Fy = 40,000 psi (124.1 N/mm^)
maximum

Structural steel.

Fy = 33,000 psi (137.9 N/mm^)
maximum

a. Material must be sound and in good condition.

b. Shear values of these materials may be combined, except the total combined value should not exceed 900 pounds per foot (4380 N/m).

c. Minimum 22-gage steel deck with welds to supports satisfying the standards of the Steel Deck Institute.

d. Minimum 22-gage steel deck with ^/^ (j> plug welds at an average spacing not exceeding 8 inches (203 mm) and with sidelap welds appropriate for the deck span.

2007 CALIFORNIA EXISTING BUILDING CODE

APPENDIX CHAPTER A1

TABLE A1-E— STRENGTH VALUES OF NEW MATERIALS USED
IN CONJUNCTION WITH EXISTING CONSTRUCTION

NEW MATERIALS OR CONFIGURATION OF MATERIALS

STRENGTH VALUES

Horizontal
diaphragms

Plywood sheathing applied directly over existing straight sheathing with
ends of plywood sheets bearing on joists or rafters and edges of plywood
located on center of individual sheathing boards.

675 lbs. per ft.

Crosswalls

Plywood sheathing appUed directly over wood studs; no value should be
given to plywood appUed over existing plaster or wood sheathing.

1.2 times the value specified in the current
building code.

Drywall or plaster applied directly over wood studs.

The value specified in the cuixent building
code.

Drywall or plaster applied to sheathing over existing wood studs.

50 percent of the value specified in the
current building code.

Tension bolts°

Bolts extending entirely through unreinforced masonry wall secured with
bearing plates on far side of a three-wythe- minimum wall with at least 30
square inches of area.''''^

5,400 lbs. per bolt

2,700 lbs. for two-wythe walls

Sliear bolts=

Bolts embedded a minimum of 8 inches into unreinforced masonry walls;
bolts should be centered in 2'/2-inch-diameter holes with dry-pack or
nonshrink grout around the circumference of the bolt.

The value for plain masonry specified for
solid masonry in the current building
code; no value larger than those given for
V4-inch bolts should be used.

Combined tension
and sliear bolts

Through-bolts — ^bolts meeting the requirements for shear and for tension
bolts.'''<=

Tension — same as for tension bolts
Shear — same as for shear bolts

Embedded bolts — ^bolts extending to the exterior face of the wall with a
2'/2-inch round plate under the head and drilled at an angle of 22 '/j
degrees to the horizontal; installed as specified for shear bolts. ^•'^■''

Tension — 3,600 lbs. per bolt
Shear — same as for shear bolts

Infilled walls

Reinforced masonry infilled openings in existing unreinforced masonry
walls; provide keys or dowels to match reinforcing.

Same as values specified for unreinforced
masonry walls

Reinforced masonry''

Masonry piers and walls reinforced per the current building code.

The value specified in the current building
code for strength design.

Reinforced concrete''

Concrete footings, walls and piers reinforced as specified in the current
building code.

The value specified in the cun-ent building
code for strength design.

For SI: 1 inch = 25.4 mm, 1 square inch = 645.16 mn?, 1 pound = 4.4 N.

a. Embedded bolts to be tested as specified in Section A107.4.

b. Bolts to be Vj inch (12.7 mm) minimum in diameter.

c. Drilling for bolts and dowels shall be done with an electric rotary drill; impact tools should not be used for drilling holes or tightening anchors and shear bolt nuts.

d. No load factors or capacity reduction factor shall be used.

e. Other bolt sizes, values and installation methods may be used, provided a testing program is conducted in accordance with UBC Standard 21-7. The useable value
shall be determined by multiplying the calculated allowable value, as determined by UBC Standard 21-7, by 3.0, and the useable value shall be limited to a maxi-
mum of 1 .5 times the value given in the table. Bolt spacing shall not exceed 6 feet (1 829 mm) on center and shall not be less than 12 inches (305 mm) on center

TABLE A1-F— MAXIMUM ALLOWABLE HEIGHT-TO-THICKNESS RATIOS FOR PARAPETS

s„

0.13j < So, < 0.25g

0.25,<S„<0.4g

Sdi S OAg

Maximum allowable height-to-thickness ratios

2.5

1.5

TABLE A1-G— MAXIMUM HEIGHT-TO-THICKNESS RATIOS FOR ADOBE OR STONE WALLS

Soi

0.1 3 J <SD,<0.25g

0.25j <SD,<0.4g

, Sm a 0.4^

One-story buildings
Two-story buildings
First story
Second story

14
12

8 ,

2007 CALIFORNIA EXISTING BUILDING CODE

APPENDIX CHAPTER A1

P
LU
LU

■J"
DC E

Oct

CO m
^ d

DC
I
CL
<

540

480

420

360

300

240

180

120

)

/
/

[

12 3 4

DEMAND-CAPACITY RATIO, DCR

1 . Region of demand-capacity ratios where crosswalls may be used to increase h/t ratios.

2. Region of demand-capacity ratios where h/t ratios of "buildings with crosswalls" may be used, whether or not crosswalls are present.

3. Region of demand-capacity ratios where M ratios of "all other buildings" shall be used, whether or not crosswalls are present.

FIGURE A1-1
ACCEPTABLE DIAPHRAGM SPAN

2007 CALIFORNIA EXISTING BUILDING CODE

APPENDIX CHAPTER A1

IH EACH PIER'

FtOCKlNG-

CONTROlLEUi

MODE

COMPARE-
, VJAND\4
IN EACH PIER

SHEARPORCEINAN
INDIVIDUAL PIER IS
PROPORTIONAL TQ
PoD/H, INDIVIDUAL
PIERS CAN FtOCK
SAFELY

ROCKING SHEAR IS
ADEQUATE; ROCKING
OF PIER SYSTEM IS
SAFE.

;SHEAR

:eONTR(DLLEb':

MODE

IN AT LEAST
ONE PIER

Vp<ya
ALL PIERS

RELATIVE

RIGIDITY

• ANALYSIS

/SHEAR FORGE IMAN
INdlViDUAL.PIEF!?ISi
'PRQRQRTIOMALTt)"
■Q/H

ROCKING SHEAR OF
PIER SYSTEM IS NOT
.ADEQUATE

IN AT LEAST
ONE PIER

OMIT FROM
ANALY^IS'AnV •

PIER With Vf< %

DISTRIBUTION OF
.SHEAR FORGES.IN
PIERS CANNOT be:
DETERMINED.

RETURN

SHEAR STRESS IS

Ok/'

,PIER IS OVERSTRESSED
IN SHEAR

RETURN

y„ = Allowable shear strength of a pier.

Vp = Shear force assigned to a pier on the basis of a relative shear rigidity analysis.

y,. = Rocking shear capacity of pier

y,^j. = Total shear force resisted by the wall.

Sy,. = Rocking shear capacity of all piers in the wall.

FIGURE A1 -2
ANALYSIS OF URM WALL IN-PLANE SHEAR FORCES

2007 CALIFORNIA EXISTING BUILDING CODE

1 8 2007 CALIFORNIA EXISTING BUILDING CODE

REFERENCED STANDARDS

UNIFORM BUILDING CODE STANDARD 21-4

HOLLOW AND SOLID LOAD-BEARING

CONCRETE MASONRY UNITS

Based on Standard Specification C 90-95 of tlie ASTIVl International.

Extracted, with permission, from thie Annual Book ofASTM Standards, copyriglit

ASTIVl International, 100 Barr Harbor Drive, West Conshohocken, PA 19428

Note: See Appendix Chapter 1, Section A106, California Existing Building Code

Section 21 .401 — Scope

This standard covers solid (units with 75 percent or more net
area) and hollow load-bearing concrete masonry units made
from Portland cement, water and mineral aggregates with or
without the inclusion of other materials.

Section 21.402 — Classification

21.402.1 Types. Two types of concrete masonry units in each
of two grades are covered as follows:

21.402.1.1 Type I, moisture-controlled units. Units desig-
nated as Type I shall conform to all requirements of this stan-
dard including the moisture content requirements of Table
21-4-A.

21.402.1.2 Type II, nonmoisture-controlled units. Units des-
ignated as lype II shall conform to all requirements of this
standard except the moisture content requirements of Table
21-4-A.

21.402.2 Grades. Concrete masonry units manufactured in
accordance with this standard shall conform to two grades as
follows:

21.402.2.1 Grade N. Units having a weight classification of 85
pcf (1360 kg/m') or greater, for general use such as in exterior
walls below and above grade that may or may not be exposed to
moisture penetration or the weather and for interior walls and
backup.

21.402.2.2 Grade S. Units having a weight classification of
less than 85 pcf (1360 kg/m^), for uses limited to above-grade
installation in exterior walls with weather-protective coatings
and in walls not exposed to the weather.

Section 21 .403 — Materials

21.403.1 Cementitious materials. Materials shall conform to
the following applicable standards:

1. Portland Cement— ASTM C 150 modified as follows:

Limitation on insoluble residue — 1.5 percent maximum.
Limitation on air content of mortal".

Volume percent — 22 percent maximum.
Limitation on loss on ignition — 7 percent maximum.
Limestone with a minimum 85 percent calcium carbon-
ate (C^COj) content may be added to the cement, pro-

vided the requii-ements of ASTM C 150 as modified
above are met.

2. Blended Cements— ASTM C 595.

3. Hydrated Lime, Type S— UBC Standard 21-13.

21.403.2 Other constituents and aggregates. Air-entraining
agents, coloring pigments, integral water repellents, finely
ground silica, aggregates, and other constituents, shall be pre-
viously established as suitable for use in concrete or shall be
shown by test or experience to not be detrimental to the durabil-
ity of the concrete.

Section 21.404 — Physical Requirements

At the time of delivery to the work site, the units shall conform
to the physical requirements prescribed in Table 21-4-B. The
moisture content of Type I concrete masonry units at time of
delivery shall conform to the requirements prescribed in Table
21^-A.

At the time of delivery to the purchaser, the linear shrinkage
of Type II units shall not exceed 0.065 percent.

Section 21 .405

- Minimum Face-shell and Web
Thicknesses

Face-shell (FST) and web (WT) thicknesses shall conform to
the requirements listed in Table 21-4-C.

Section 21 .406 — Permissible Variations in
Dimensions

21.406.1 Precision units. For precision units, no overall
dimension (width, height and length) shall differ by more than
Vj inch (3.2 mm) from the specified standai'd dimensions.

21.406.2 Particular feature units. For particular- feature units,
dimensions shall be in accordance with the following:

1. For molded face units, no overall dimension (width,
height and length) shall differ by more than Vg inch (3.2
mm) from the specified standard dimension. Dimensions
of molded features (ribs, scores, hex-shapes, patterns,
etc.) shall be within Vj^ inch (1.6 mm) of the specified
standard dimensions and shall be within Vjg inch (1.6
mm) of the specified placement of the unit.

2. For split-faced units, all non-spUt overall dimensions
(width, height and length) shall differ by no more than Vg

2007 CALIFORNIA EXISTING BUILDING CODE

REFERENCED STANDARDS

inch (3.2 mm) from the specified standard dimensions.
On faces that are split, overall dimensions will vary. Lo-
cal suppliers should be consulted to determine dimen-
sional tolerances achievable.

3. For slumped units, no overall height dimension shall dif-
fer by more than Vg inch (3.2 mm) from the specified
standard dimension. On faces that are slumped, overall
dimensions will vary. Local suppliers should be con-
sulted to determine dimension tolerances achievable.

Note: Standard dimensions of units are the manufacturer's des-
ignated dimensions. Nominal dimensions of modular size
units, except slumped units, are equal to the standard dimen-
sions plus Vg inch (9.5 mm), the thickness of one standard mor-
tar joint. Slumped units are equal to the standard dimensions
plus V2 inch (13 mm), the thickness of one standard mortar
joint. Nominal dimensions of nonmodular size units usually
exceed the standard dimensions by Vg inch to V4 inch (3.2 mm
to 6.4 nrni).

Section 21.407 — Visual Inspection

All units shall be sound and free of cracks or other defects that
would interfere with the proper placing of the unit or impair the
strength or permanence of the construction. Units may have
minor cracks incidental to the usual method of manufacture, or
minor chipping resulting from customary methods of handling
in shipment and delivery.

Units that are intended to serve as a base for plaster or stucco
shall have a sufficiently rough surface to afford a good bond.

Where units are to be used in exposed wall construction, the
face or faces that are to be exposed shall be free of chips, cracks
or other imperfections when viewed from 20 feet (6100 mm).

except that not more than 5 percent of a shipment may have
slight cracks or small chips not larger than 1 inch (25.4 mm).

Section 21 .408 — Methods of Sampling and Testing

The purchaser or authorized representative shall be accorded
proper facilities to inspect and sample the units at the place of
manufacture from the lots ready for deKvery.

Sample and test units in accordance with ASTM C 140.

Total linear drying shrinkage shall be based on tests of con-
crete masonry units made with the same materials, concrete
mix design, manufacturing process and curing method, con-
ducted in accordance with ASTM C 426 and not more than 24
months prior to delivery.

Section 21 ,409 — Rejection

If the samples tested from a shipment fail to conform to the
specified requirements, the manufacturer may sort it, and new
specimens shall be selected by the purchaser from the retained
lot and tested at the expense of theO manufacturer. If the second
set of specimens fails to conform to the specified requirements,
the entire lot shall be rejected.

TABLE 21-4-A
MOISTURE CONTENT REQUIREMENTS FOR TYPE I UNITS

LINEAR SHRINKAGE, PERCENT

MOISTURE CONTENT, MAX. PERCENT OF TOTAL ABSORPTION
(Average of 3 Units)

Humidity Conditions at Job site or Point of Use

Humid^

Intermediate^

Arid^

0.03 or less
From 0.03 to 0.045
0.045 to 0.065, max.

45
40
35

40
35
30

35
30
25

'Average annual relative humidity above 75 percent.
^Average annual relative humidity 50 to 75 percent.
^Average annual relative humidity less than 50 percent.

TABLE 21-4-B
STRENGTH AND ABSORPTION REQUIREMENTS

COMPRESSIVE STRENGTH, MIN, psi (MPa)

WATER ABSORPTION, MAX, lb./ft. (kg/m) (Average of 3 Units)

Average Net Area

Weigtit Classification— Oven-dry Weight of Concrete, lb./ft. (kg/m )

Average of 3 Units

Individual Unit

Lightweight,
Less than 105 (1680)

Medium Weight,

105 to less than 125

(1680-2000)

Normal Weight,
125 (2000) or more

1900(13.1)

1700(11.7)

18 (288)

15 (240)

13 (208)

2007 CALIFORNIA EXISTING BUILDING CODE

REFERENCED STANDARDS

TABLE 21 -4-C
MINIMUM THICKNESS OF FACE-SHELLS AND WEBS

NOMINAL WIDTH (W) OF UNIT
(inches)

FACE-SHELL THICKNESS
(FST) MIN., (inches)^' "

WEB THICKNESS (WT)

Webs' Min., (inches)

Equivalent Web Thickness,
Min., In./Lin. Ft.^

X 25.4 for mm

X 83 for mm/iin. m

3 and 4

8
10

%
1

IV4
1%

%
1

, 1%
2%

2V4
2%

'Average of measurements on three units taken at the thinnest point.

^Sum of the measured thiclcness of all webs in the unit, multiplied by 1 2 (305 when using metric), and divided by the length of the unit. In the case of open-ended units
where the open-ended portion is solid grouted, the length of that open-ended portion shall be deducted from the cverall length of the unit.

'This face-shell thiclcness (FST) is applicable where allowable design load is reduced in proportion to the reduction in thiclcnesses shown, except that allowable'
design load on solid-grouted units shall not be reduced.

''For split-faced units, a maximum of 10 percent of a shipment may have face-shell thicknesses less than those shown, but in no case less than ^1/^ inch (19 mm).

2007 CALIFORNIA EXISTING BUILDING CODE

REFERENCED STANDARDS

UNIFORM BUILDING CODE STANDARD 21-6
IN-PLACE MASONRY SHEAR TESTS

See Appendix Chapter 1 , Sections A1 06.3.3 and A1 07.2, Uniform Code for Building Conservation
Note: See Appendix Chapter A1, Section A1 04, California Existing Building Code.

SECTION 21.601 —SCOPE

This standard applies when the Uniform Code for Building Conservation (California Existing Building Code) requires in-place test-
ing of the quality of masonry mortal-.

SECTION 21.602 — PREPARATION OF SAMPLE

The bed joints of the outer wythe of the masonry shall be tested in shear by laterally displacing a single brick relative to the adjacent
bricks in the same wythe. The head joint opposite the loaded end of the test brick shall be carefully excavated and cleared. The brick
adjacent to the loaded end of the test brick shall be carefully removed by sawing or drilling and excavating to provide space for a
hydrauhc ram and steel loading blocks.

SECTION 21.603 — APPLICATION OF LOAD AND DETERMINATION OF RESULTS

Steel blocks, the size of the end of the brick, shall be used on each end of the ram to distribute the load to the brick. The blocks shall
not contact the mortar joints. The load shall be applied horizontally, in the plane of the wythe, until either a crack can be seen or slip
occurs. The strength of the mortar shall be calculated by dividing the load at the first cracking or movement of the test brick by the
nominal gross area of the sum of the two bed joints.

UNIFORM BUILDING CODE STANDARD 21-7
TESTS OF ANCHORS IN UNREINFORCED MASONRY WALLS

See Appendix Chapter 1 , Section A1 07.3 and A1 07.4, Uniform Code for Building Conservation

Note: See Appendix Chapter A1, Section A105, A107.3, A107.4 and

Table At -E, California Existing Building Code.

SECTION 21.701 — SCOPE

Shear and tension anchors in existing masonry construction shall be tested in accordance with this standard when required by the
Uniform Code for Building Conservation (California Existing Building Code).

SECTION 21.702 — DIRECT TENSION TESTING OF EXISTING ANCHORS AND NEW BOLTS

The test apparatus shall be supported by the masonry wall. The distance between the anchor and the test apparatus support shall not
be less than one half the wall thickness for existing anchors and 75 percent of the embedment for new embedded bolts. Existing wall
anchors shall be given a preload of 300 pounds ( 1 335 N) prior to estabhshing a datum for recording elongation. The tension test load
reported shall be recorded at Vg inch (3.2 mm) relative movement of the existing anchor and the adjacent masomy surface. New
embedded tension bolts shall be subject to a direct tension load of not less than 2.5 times the design load but not less than 1,500
pounds (6672 N) for five minutes (10 percent deviation).

SECTION 21.703 — TORQUE TESTING OF NEW BOLTS

Bolts embedded in unreinforced masonry walls shall be tested using a torque-calibrated wrench to the following minimum torques:

Vj-inch-diameter (13 mm) bolts — 40 footpounds (54.2 N • m) Vg-inch-diameter (16 mm) bolts — 50 foot pounds (67.8 N • m) V4-inch-diame-
ter (19 mm) bolts— 60 foot pounds (81.3 N • m)

SECTION 21.704 — PREQUALIFICATION TEST FOR BOLTS AND OTHER TYPES OF ANCHORS

This section is applicable when it is desired to use tension or shear values for anchors greater than those permitted by Table A- 1 -E of
the Uniform Code for Building Conservation (California Existing Building Code). The direct-tension test procedure set forth in
Section 2 1.702 for existing anchors may be used to determine the allowable tension values for new embedded or through bolts,
except that no preload is required. Bolts shall be installed in the same manner and using the same materials as will be used in the
actual construction. A minimum of five tests for each bolt size and type shall be performed for each class of masonry in which they
are proposed to be used. The allowable tension values for such anchors shall be the lesser of the average ultimate load divided by a
factor of safety of 5.0 or the average load of which Vg inch (3.2 mm) elongation occurs for each size and type of bolt and class of
masonry.

Shear bolts may be similarly prequalified. The test procedure shall comply with ASTM E 488-90 or another approved procedure.

The allowable values determined in this manner may exceed those set forth in Table A-l-E of the Uniform Code for Building Con-
servation (California Existing Building Code).

SECTION 21.705 — REPORTS

Results of all tests shall be reported. The report shall include the test results as related to anchor size and type, orientation of loading,
details of the anchor installation and embedment, wall thickness, and joist orientation.

22 2007 CALIFORNIA EXISTING BUILDING CODE

REFERENCED STANDARDS

UNIFORM BUILDING CODE STANDARD 21-8
POINTING OF UNREINFORCED MASONRY WALLS

See Appendix Chapter 1, Section A1 06.3,3.2, Uniform Code for Building Conservation
Note: See Appendix Chapter A1, Section A103 and A1 06.3.3.9, California Existing Building Code.

SECTION 21 .801 — SCOPE

Pointing of deteriorated mortar joints when required by the Uniform Code for Building Conservation (California Existing Building
Code) shall be in accordance with this standard.

SECTION 21 .802 — JOINT PREPARATION

, The old or deteriorated mortar joint shall be cut out, by means of a toothing chisel or nonimpact power tool, to a uniform depth of %
inch (19 mm) until sound mortar is reached. Care shall be taken not to damage the brick edges. After cutting is complete, all loose
material shall be removed with a brush, air or water stream.

SECTION 21.803 — MORTAR PREPARATION

The mortar mix shall be Type N or Type S proportioned as required by the construction specifications. The pointing mortar shall be
pre-hydrated by first thoroughly mixing all ingredients dry and then mixing again, adding only enough water to produce a damp
unworkable mix which will retain its form when pressed into a ball. The mortar shall be kept in a damp condition for one and
one-half hours; then sufficient water shall be added to bring it to a consistency that is somewhat drier than conventional masonry
mortar.

SECTION 21 .804 — PACKING

The joint into which the mortar is to be packed shall be damp but without freestanding water. The mortar shall be tightly packed into
the joint in layers not exceeding V4 inch (6.4 mm) in depth until it is filled; then it shall be tooled to a smooth surface to match the
original profile.

2007 CALIFORNIA EXISTING BUILDING CODE 23

REFERENCED STANDARDS

UNIFORM BUILDING CODE STANDARD 21-13
HYDRATED LIME FOR MASONRY PURPOSES

Based on Standard Specification C 207-91 (Reapproved 1992) of the ASTIVl International.

Extracted, with permission, from the Annual Book ofASTM Standards, copyright

ASTIVl International, 100 Barr Harbor Drive, West Conshohocken, PA 19428

See Section 2102.2, Item 3, Uniform Building Code
Note: See Referenced Standard UBC 21-4

Section 21.1301 — Scope

This standard covers four types of hydrated lime. Types N and
S are suitable for use in mortar, in the scratch and brown coats
of cement plaster, for stucco, and for addition to port-
land-cement concrete. Types NA and SA are air-entrained
hydrated limes that are suitable for use in any of the above uses
where the inherent properties of lime and air entrainment are
desired. The four types of lime sold under this specification
shall be designated as follows:

Type N — ^Normal hydrated lime for masonry purposes.

Type S — Special hydrated lime for masonry purposes.

Type NA — ^Normal air-entraining hydrated lime for
masonry purposes.

Type SA — Special air-entraining hydrated lime for
masonry purposes.

Note: Type S, special hydrated lime, and Type SA, spe-
cial air-entraining hydrated lime, are differentiated from
Type N, normal hydrated lime, and Type NA, normal
air-entraining hydrated lime, principally by their ability
to develop high, early plasticity and higher water
retentivity and by a limitation on their unhydrated oxide
content.

Section 21.1305 — Chemical Requirements
Composition

Hydrated lime for masonry purposes shall conform to the
requirements as to chemical composition set forth in Table
21-13-A.

Section 21.1306 — Residue, Popping and Pitting

The four types of hydrated lime for masonry purposes shall
conform to one of the following requirements:

1 . The residue retained on a No. 30 (600 |jm) sieve shall not
be more than 0.5 percent, or

2. If the residue retained on a No. 30 (600 |im) sieve is over
0.5 percent, the lime shall show no pops and pits when
tested.

Section 21.1307 — Plasticity

The putty made from Type S, special hydrate, or Type SA, spe-
cial air-entraining hydrate, shall have a plasticity figure of not
less than 200 within 30 minutes after mixing with water, when
tested.

Section 21.1302 — Definition

HYDRATED LIME. The hydrated lime covered by Type N or
S in this standard shall contain no additives for the purpose of
entraining air. The aii" content of cement-lime mortars made
with Type N or S shall not exceed 7 percent. Types NA and SA
shall contain an air-entraining additive as specified by Section
21.1305. The air content of cement- lime mortars made with
Type NA or SA shall have a minimum of 7 percent and a maxi-
mum of 14 percent.

Section 21 .1303 — Additions

Types NA and SA hydrated hme covered by this standard shall
contain additives for the purpose of entraining air.

Section 21.1308 — Water Retention

Hydrated lime mortar made with Type N, normal hydrated
lime, or Type NA, normal air-entraining hydrated lime, after
suction for 60 seconds, shall have a water-retention value of not
less than 75 percent when tested in a standard mortar made
from the dry hydrate or from putty made from the hydrate
which has been soaked for a period of 16 to 24 hours.

Hydrated lime mortar made with Type S, special hydrated
lime, or Type SA, special air-entraining hydrated hme, after
suction for 60 seconds, shall have a water-retention value of not
less than 85 percent when tested in a standard mortar made
from the dry hydi-ate.

Section 21 .1304 — Manufacturer's Statement

Where required, the nature, amount and identity of the
air-entraining agent used and of any processing addition that
may have been used shall be provided, as well as test data
showing compliance of such air-entraining addition.

Section 21.1309 — Special Marking

When Type NA or S A air-entraining hydrated lime is delivered
in packages, the type under this standard and the words
"air-entraining" shall be plainly indicated thereon or, in case of
bulk shipments, so indicated on shipping notices.

2007 CALIFORNIA EXISTING BUILDING CODE

REFERENCED STANDARDS

Section 21.1310 — Quality Control

Every 90 days, each lime producer shall retain an approved
agency to obtain a random sample from a local point of supply
in the mai-ket area served by the producer.

The agency shall test the hme for compliance with the physi-
cal requirements of Sections 21.1306, 21.1307 and 21.1308.

Upon request of the building official, the producer shall furnish
(at no cost) test results to the building official, architect, struc-
tural engineer, general contractor and masonry contractor.

TABLE 21-13-A— CHEMICAL REQUIREMENTS

HYDRATE TYPES

Calcium and magnesium oxides (nonvolatile basis), min. percent

Carbon dioxide (as-received basis), max. percent
If sample is taken at place of manufacture
If sample is taken at any other place

5
7

Unhydrated oxides (as-received basis), max. percent

—

2007 CALIFORNIA EXISTING BUILDING CODE

26 2007 CALIFORNIA EXISTING BUILDING CODE

HISTORY NOTE APPENDIX
CALIFORNIA EXISTING BUILDING CODE

(Title 24, Part 10, California Code of Regulations)

For prior history, see the History Note Appendix to the Califor-
nia Code for Building Conservation, 2001
Triennial Edition, effective November 1, 2002.

1. The 2007 Triennial Edition, California Existing Building
Code, was filed with the Secretary of State on February 15,
2007. The California Building Standards Commission
established January 1, 2008, as the effective date.

2007 CALIFORNIA EXISTING BUILDING CODE ^^

28 2007 CALIFORNIA EXISTING BUILDING CODE