ORDINANCE 1484 ORDINANCE NO. 1484
AN ORDINANCE INCORPORATING THE 2013
CALIFORNIA BUILDING CODE ("CBC") BY REFERENCE
AND AMENDING THE CBC BASED UPON LOCAL
CLIMATIC, TOPOGRAPHIC, AND GEOLOGICAL
CONDITIONS.
The council of the city of EI Segundo does ordain as follows:
SECTION 1: FINDINGS. The City Council finds and declares as follows:
A. Pursuant to Health & Safety Code § 17958.7, it is in the public
interest to adopt the California Building Code ("CBC") with the changes set
forth in this Ordinance.
B. Pursuant to the requirements of Health & Safety Code § 17958.7,
the City Council finds that there are local geological conditions justifying
the CBC amendments set forth below.
C. The City of EI Segundo and the greater Los Angeles region is a
densely populated area having buildings and structures constructed over
and near a vast array of fault systems capable of producing major
earthquakes including, without limitation, to the 1994 Northridge
Earthquake. The proposed modifications emphasize that the design
concern is for seismic-force-resisting elements and therefore need to be
incorporated into the CBC to ensure that new buildings and structures and
additions or alterations to existing buildings or structures are designed and
constructed in accordance with the scope and objectives of the
International Building Code. Experts predict a major earthquake in
Southern California within the next 50 years. This situation creates the
need for both additional fire protection measures and automatic on-site fire
protection of building occupants since a multitude of fires may result from
breakage of gas and electric lines as a result of an earthquake. After due
consideration, the City Council finds and determines that due to local
climatic, geological, or topographical conditions, the structural and fire
protection amendments to the 2013 CBC are necessary to give buildings a
reasonable degree of structural integrity and fire life safety to help protect
public health and safety in the event of a seismic event;
D. Additional amendments have been made to Codes are found to be
either administrative or procedural in nature or concern themselves with
subjects not covered in such Codes. The changes made include
provisions making each of said Codes compatible with other Codes
enforced by the City.
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E. The specific amendments of the CBC that fulfill these
requirements are:
1. Amend CBC § 105.2 Work exempt from permit
2. Amend CBC § 105.3.2 Expiration of Plan Check
3. Amend CBC § 105.5 Expiration of Permits
4. Add CBC § 109.7 Re-inspections
5. Amend CBC § 113.3 Board of appeals
6. Add CBC § 1613.6 Building Separation
7. Add CBC § 1613.7 Values for Vertical Combinations
8. Add CBC § 1613.8 Sub-diaphragm
9. Add CBC § 1613.10 Suspended Ceiling
10.Amend CBC § 1704.5 Structural Observation General
11.Amend CBC § 1704.5.1 Structural Observation Seismic
12.Amend CBC § 1705.3 Special Inspection-Concrete Construction
13.Amend CBC § 1705.3 Special Inspection-Anchors in Concrete
14.Amend CBC § 1705.11 Seismic Resistance Inspection
15.Amend CBC § 1711.1.1 Joist Hangers
16.Amend CBC § 1711.1.2 Joist Hangers
17.Amend CBC § Chapter 35 ASTM reference standards
18.Amend CBC § 1807.1.4 Permanent Wood Foundation Systems
19.Amend CBC § 1807.1.6 Prescriptive Design of Foundation walls
20.Amend CBC § 1809.3 Stepped Footings
21.Amend CBC § 1809.7 and Table 1809.7 Prescriptive Footing for
Light Frame Construction
2
22.Amend CBC § 1809.12 Timber Footings
23.Amend CBC § 1810.3.2.4 Timber
24.Amend CBC § 1905.1.3 Wall Pier
25.Amend CBC § 1905.1.8 Minimum Reinforcement
26.Amend CBC § 1905.1. Reinforcement
27.Amend CBC § 2304.9.1 Fastener Requirements
28.Amend CBC § 2304.11.7 Wood Retaining Walls
29.Amend CBC § 2305.4 Quality of Nails
30.Amend CBC § 2305.5 Hold-down Connectors
31.Amend CBC § 2306.2 Wood-frame Diaphragms
32.Amend CBC § 2307.2 Wood-frame Shear Walls
33.Amend CBC § 2308.3.4 Brace Wall Line Support
34.Amend CBC § 2308.9.3 Alternate Bracing
35.Amend CBC § 2308.12.4 Brace Wall Sheathing
36.Amend CBC § 2308.12.5 Attachment of Sheathing
37.Amend Appendix J § J 101 by adding a new § J 101.4 Protection of
Adjacent Properties
38.Amend Appendix J § J 101 by adding a new § J 101.4 Safety
Precautions
39.Amend Appendix J § J 101 by adding a new § J 101.5 Protection of
Utilities
40.Amend Appendix J § J 103.2 Exemptions item 1 and add 1-A
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F. At least one copy of the CBC was filed with the City Clerk and was
available for public inspection for at least fifteen (15) days preceding the
date of the hearing
SECTION 2: EI Segundo Municipal Code ("ESMC") § 13-1-1 is amended
in its entirety to read as follows:
"13-1-1: ADOPTION OF CALIFORNIA BUILDING CODE,
2013 EDITION. Pursuant to California Government Code §
50022.2, the California Building Code, 2013 Edition, published at
Title 24, Part 5, of the California Code of Regulations, including
Appendices F, H, I, and J ("CBC") is adopted by reference, subject
to the amendments, additions and deletions set forth below. One
true copy of the CBC, is on file in the office of the Building Official
and is available for public inspection as required by law."
SECTION 3: ESMC § 13-1-2 is amended in its entirety to amend the
California Building Code, including the adopted appendices, to read as follows:
"13-1-2: AMENDMENTS TO THE CODE:
Subsection 14 is added to § 105.2 of Division II of Chapter 1 of the CBC
as follows:
Section 105.2 Work exempt from permit.
14. Block wall and concrete fences not over 3 ft 6 inches.
Section 105.3.2 of Division II of Chapter 1 of the CBC is amended to read as
follows:
SECTION 105.3.2 EXPIRATION OF PLAN CHECK.
An application for a permit for any proposed work is deemed abandoned
12 months after the application date. Unless otherwise provided, after
4
expiration of the application, the City will not issue a permit until the plans
are rechecked and approved and a new fee is paid.
EXCEPTION: The Building Official may grant extensions of time if a
permit applicant submits in writing sufficient evidence that unusual
conditions or circumstances precluded the securing of the permit within
the allocated time.
Section 105.5 of Division II of Chapter 1 of the CBC is amended to read as
follows:
SECTION 105.5 EXPIRATION OF PERMITS.
Except as otherwise provided, every permit issued by the City is valid for a
period of three (3) years. However, if work authorized by permit fails to
commence within 180 days after the permit is issued, the permit expires.
Additionally, the permit expires if the Building Official determines that work
was suspended, discontinued, or abandoned for a continuous 180 days.
EXCEPTION: The Building Official may grant extensions of time if a
permit applicant submits in writing sufficient evidence that unusual
conditions or circumstances precluded from the work being completed. An
extension of time may require conditions of approval and additional fees.
Section 109.7 of Division II of Chapter 1 of the CBC is added to read as follows:
Section 109.7 Re-inspections.
A re-inspection fee in the amount set by City Council resolution may be
assessed for each inspection or re-inspection when such portion of work
for which inspection is called is incomplete or when required corrections
are not made. This section is not to be interpreted as requiring re-
inspection fees the first time a job is rejected for failure to comply with the
requirements of this code, but as controlling the practice of calling for
inspections before the job is ready for such inspection or re-inspection.
Re-inspection fees may be assessed when the inspection record card is
not posted or otherwise available on the work site, the approved plans are
not readily available to the inspector, for failure to provide access on the
date for which inspection is requested, or for deviating from plans
requiring the approval of the building official. In instances where re-
inspection fees have been assessed, no additional inspection of the work
will be performed until required fees have been paid.
5
Section 113.3 of Division II of Chapter 1 of the CBC is amended to read as
follows:
Section 113.3 Board of Appeals.
The board of appeals consists of inembers of the Planning Commission.
The term of a board of appeals member will coincide with the term of
service as a Planning Commissioner and will terminate should the
member cease serving as a Planning Commissioner. The building official
is the secretary to the board. The board may adopt reasonable rules and
regulations for conducting its investigations and will render all its decisions
and findings on contested matters, in writing to the building official, with a
duplicate copy for any appellant or contestant affected by such decision or
finding, and may recommend to the city council appropriate new
legislation.
Three members of the board constitute a quorum. The Planning
Chairperson is the board's chairperson and in the chairperson's absence
the board will select a temporary chairperson.
The city will assess a $250.00 charge, or a higher arnount set by
resolution, at the time that an appellant file appeal of any order, decisions,
or determination made by the building official relative to the application
and interpretation of this code. The filing fee is refundable should the
appellant prevail in a decision by the board. The appeal must be taken by
filing a written notice of appeal, in letterform, to the board of appeals. The
board's decision constitutes the city's final decision.
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Section 1613.6 of Division II of Chapter 1 of the CBC is added to read as follows:
1613.6 ASCE 7, 12.12.3
Modify ASCE 7 Equation 12.12-1 of Section 12.12.3 to read as follows:
�M - c�px (12.12-1)
�
Section 1613.7 of Division II of Chapter 1 of the CBC is added to read as
follows:
1613.7 ASCE 7, 12.2.3.1, Exception 3.
Modify ASCE 7 Section 12.2.3.1 Exception 3 to read as follows:
3. Detached one- and two-family dwellings up to two stories in height of
light frame construction.
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Section 1613.8 of Division II of Chapter 1 of the CBC is added to read as follows:
1613.8 ASCE 7 12.11.2.2.3 Wood Diaphragms.
In wood diaphragms, the continuous ties are in addition to the diaphragm
sheathing. Anchorage cannot be accomplished by use of toe nails or nails
subject to withdrawal nor may wood ledgers or framing be used in cross-
grain bending or cross-grain tension. The diaphragm sheathing cannot be
considered effective as providing ties or struts required by this section.
For structures assigned to Seismic Design Category D, E or F, wood
diaphragms supporting concrete or masonry walls shall comply with the
following:
1. The spacing of continuous ties cannot exceed 40 feet. Added
chords of diaphragms may be used to form subdiaphragms to transmit the
anchorage forces to the main continuous crossties.
2. The maximum diaphragm shear used to determine the depth of the
subdiaphragm cannot exceed 75% of the maximum diaphragm shear.
8
Section 1613.10 of Division II of Chapter 1 of the CBC is added to read as
follows:
1613.10 Suspended Ceilings.
Minimum design and installation standards for suspended ceilings are
determined in accordance with the requirements of Section 2506.2.1 of
this Code and this section.
1613.10.1 Scope. This part contains special requirements for suspended
ceilings and lighting systems. Provisions of Section 13.5.6 of ASCE 7-10
apply except as modified by this Section.
1613.10.2 General. The suspended ceilings and lighting systems are
limited to 6 feet (1828 mm) below the structural deck unless the lateral
bracing is designed by a licensed engineer or architect.
1613.10.3 Sprinkler Heads. All sprinkler heads (drops) except fire-
resistance-rated floor/ceiling or roof/ceiling assemblies, must be designed
to allow for free movement of the sprinkler pipes with oversize rings,
sleeves or adaptors through the ceiling tile. Sprinkler heads and other
penetrations shall have a 2 in. (50mm) oversize ring, sleeve, or adapter
through the ceiling tile to allow for free movement of at least 1 in. (25mm)
in all horizontal directions. Alternatively, a swing joint that can
accommodate 1 in. (25 mm) of ceiling movement in all horizontal
directions is permitted to be provided at the top of the sprinkler head
extension.
Sprinkler heads penetrating fire-resistance-rated floor/ceiling or
roof/ceiling assemblies shall comply with Section 714 of this Code.
1613.10.4 Special Requirements for Means of Egress. Suspended
ceiling assemblies located along means of egress serving an occupant
load of 30 or more must comply with the following provisions.
1613.10.4.1 General. Ceiling suspension systems must be connected and
braced with vertical hangers attached directly to the structural deck along
the means of egress serving an occupant load of 30 or more and at
lobbies accessory to Group A Occupancies. Spacing of vertical hangers
cannot exceed 2 feet (610 mm) on center along the entire length of the
suspended ceiling assembly located along the means of egress or at the
lobby.
1613.10.4.2 Assembly Device. All lay-in panels must be secured to the
suspension ceiling assembly with two hold-down clips minimum for each
tile within a 4-foot (1219 mm) radius of the exit lights and exit signs.
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1613.10.4.3 Emergency Systems. Independent supports and braces
must be provided for light fixtures required for exit illumination. Power
supply for exit illumination must comply with the requirements of Section
1006.3 of this Code.
1613.10.4.4 Supports for Appendage. Separate support from the
structural deck must be provided for all appendages such as light fixtures,
air diffusers, exit signs, and similar elements.
10
Section 1704.5 of Division II of Chapter 1 of the CBC is amended to read as
follows:
1704.5 Structural Observations.
Where required by the provisions of Section 1704.5.1 or 1704.5.2, the
owner must employ a structural observer to perForm structural
observations as defined in Section 1702. The structural observer must be
one of the following individuals_
1. The registered design professional responsible for the structural design,
or
2. A registered design professional designated by the registered design
professional responsible for the structural design.
Before the commencement of observations, the structural observer must
submit to the building official a written statement identifying the frequency
and extent of structural observations.
The owner or owner's representative must coordinate and call a
preconstruction meeting between the structural observer, contractors,
affected subcontractors and special inspectors. The structural observer
must preside over the meeting. The purpose of the meeting must be to
identify the major structural elements and connections that affect the
vertical and lateral load resisting systems of the structure and to review
scheduling of the required observations. A record of the meeting must be
included in the report submitted to the building official.
Observed deficiencies must be reported in writing to the owner or owner's
representative, special inspector, contractor and the building official. Upon
the form prescribed by the building official, the structural observer must
submit to the building official a written statement at each significant
construction stage stating that the site visits have been made and
identifying any reported deficiencies which, to the best of the structural
observer's knowledge, have not been resolved. A final report by the
structural observer which states that all observed deficiencies have been
resolved is required before acceptance of the work by the building official.
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Section 1704.5.1 of Division II of Chapter 1 of the CBC is amended to read as
follows:
1704.5.1 Structural observations for seismic resistance.
Structural observations must be provided for those structures assigned to
Seismic Design Category D, E or F, where one or more of the following
conditions exist:
1. The structure is classified as Risk Category III or IV in accordance with
Table 1604.5.
2. The height of the structure is greater than 75 feet (22860 mm) above
the base.
3. The structure is classified as Risk Category I or II in accordance with
Table 1604.5, and a lateral design is required for the structure or portion
thereof.
Exception: One-story wood framed Group R-3 and Group U Occupancies
less than 2,000 square feet in area, provided the adjacent grade is not
steeper than 1 unit vertical in 10 units horizontal (10% sloped), assigned
to Seismic Design Category D.
4. When so designated by the registered design professional responsible
for the structural design.
5. When such observation is specifically required by the building official.
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Section 1705.3 of Division II of Chapter 1 of the CBC is amended to read as
follows:
1705.3 Concrete Construction.
The special inspections and verifications for concrete construction must
be as required by this section and Table 1705.3.
Exceptions: Special inspection cannot be required for:
1. Isolated spread concrete footings of buildings three stories or less
above grade plane that are fully supported on earth or rock, where the
structural design of the footing is based on a specified compressive
strength, f'c, no greater than 2,500 pounds per square inch (psi) (17.2
Mpa) regardless of the compressive strength specified in the construction
documents or used in the footing construction.
2. Continuous concrete footings supporting walls of buildings three stories
or less in height that are fully supported on earth or rock where:
2.1. The footings support walls of light-frame construction;
2.2. The footings are designed in accordance with Table 1805.4.2; or
2.3. The structural design of the footing is based on a specified
compressive
strength, f'c, no greater than 2,500 pounds per square inch (psi) (17.2
Mpa), regardless of the compressive strength specified in the
construction dacuments or used in the footing con�truction,
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 patios, driveways and sidewalks, on grade.
13
Table 1705.3 of Division II of Chapter 1 of the CBC is amended to read as
follows:
TABLE 1705.3
REQUIRED VERIFICATION AND INSPECTION OF CONCRETE
CONSTRUCTION
VERIFICATION AND CONTINOUS PERIODIC REFERENCE IBC
INSPECTION STANDARDa REFERENCE
3. Inspection of anchors
cast in concrete where ACI 318:
allowable loads have X p 9 2 1908.5,
been increased or —
where strength design
is used.
4. Inspection of anchors _
post-installed in
hardened concrete ACI
membersb� 318:D.9.2.4
a. Adhesive
anchors installed X
in horizontally or
upwardly inclined ACI 318:
orientations to X D.9.2 _
resist sustained
tension loads.
b. Mechanical
anchors and
adhesive
anchors not
defined in 4.a.
b. Specific requirements for special inspection must be included in the research
report for the anchor issued by an approved source in accordance with ACI 355.2
D.9.2 in ACI 318, or other qualification procedures. Where specific requirements
are not provided, special inspection requirements must be specified by the
registered design professional and must be approved by the building official
before the commeneement of the work.
(Portions of fable not shown remain unchanged.)
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Exception 3 of Section 1705.11 of Division II of Chapter 1 of the CBC is amended
to read as follows:
1705.11 Special inspections for seismic resistance.
Special inspections itemized in Sections 1705.11.1 through 1705.11.8,
unless exempted by the exceptions of Section 1704.2, are required for the
following:
1. The seismic force-resisting systems in structures assigned to Seismic
Design Category C, D, E or F in accordance with Sections 1705.11.1
through 1705.11.3, as applicable.
2. Designated seismic systems in structures assigned to Seismic Design
Category C, D, E
or F in accordance with Section 1705.11.4.
3. Architectural, mechanical and electrical components in accordance with
Sections
1705.11.5 and 1705.11.6.
4. Storage racks in structures assigned to Seismic Design Category D, E or F
in
accordance with Section 1705.11.7.
5. Seismic isolation systems in accordance with Section 1705.11.8.
Exception: Special inspections itemized in Sections 1705.11.1 through
1705.11.8 are not required for structures designed and constructed in
accordance with one of the following:
1. The structure consists of light-frame construction; the design spectral
rPC�r�r��P arrPlPratic�n at gl���-t r�rinrlc� ���� ac rlat�rrp!!'1@� !!? ����l��'!
1613.3.4, does not exceed 0.5; and the building height of the structure
does not exceed 35 feet (10 668 mm)
2. The seismic force-resisting system of the structure consists of
reinforced masonry or reinforced concrete; the design spectral
response acceleration at short periods, Sps, as determined in Section
1613.3.4, does not exceed 0.5; and the building height of the structure
does not exceed 25 feet (7620 mm)
3. The structure is a detached one- or two-family dwelling not exceeding
two stories above grade plane, is not assigned to Seismic Design
Category D, E or F and does not have any of the following horizontal or
vertical irregularities in accordance with Section 12.3 of ASCE 7:
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3.1 Torsional or extreme torsional irregularity.
3.2 Nonparallel systems irregularity.
3.3 Stiffness-soft story or stiffness-extreme soft story irregularity.
3.4 Discontinuity in lateral strength-weak story irregularity.
Section 1711.1.1 of Division II of Chapter 1 of the CBC is amended to read as
follows:
1711.1.1 General.
The vertical load-bearing capacity, torsional moment capacity and deflection
characteristics of joist hangers must be determined in accordance with
ASTM D 1761 and ASTM D 7147 as specified below using lumber having a
specific gravity of 0.49 or greater, but not greater than 0.55, as determined
in accordance with AF&PA NDS for the joist and headers.
Exception: The joist length cannot be required to exceed 24 inches (610
mm).
Section 1711.1.2 of Division II of Chapter 1 of the CBC is amended to read as
follows:
1711.1.2 Vertical load capacity for joist hangers.
The vertical load-bearing capacity for the joist hanger must be determined
by testing a minimum of three joist hanger assemblies as specified in ASTM
D 1761 or ASTM D 7147. 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 must be conducted. The allowable vertical load-
bearing of the joist hanger must be the lowest value determined from the
following:
1. The lowest ultimate vertical load for a single hanger from any test
divided by three (where three tests are conducted and each ultimate vertical
load does not vary more than 20 percent from the average ultimate vertical
load).
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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 1/8 inch (3.2
mm).
4. The sum of the allowable design loads for nails or other fasteners
utilized to secure the joist hanger to the wood members and allowable
bearing loads that contribute to the capacity of the hanger.
5. The allowable design load for the wood members forming the
connection.
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Chapter 35 of Division II of Chapter 1 of the CBC is amended to read as follows:
Amend the Reference Standards in Cha ter 35 for ASTM as follows:
D 1761- Test Method for Mechanical Fasteners in Wood 1711.1.1
1711.1.2
1711.1.3
88(2000) 01
D 7147-05 Standard Specification for Testing and 1711.1.1
Establishin Allowable Loads of Joist Han ers 1711.1.2
Section 1807.1.4 of Division II of Chapter 1 of the CBC is amended to read as
follows:
1807.1.4 Permanent wood foundation systems.
Permanent wood foundation systems must be designed and installed in
accordance with AF&PA PWF. Lumber and plywood must be treated in
accordance with AWPA U1 (Commodity Specification A, Use Category 4B
and Section 5.2) and must be identified in accordance with Section
2303.1.8.1. Permanent wood foundation systems cannot be used for
structures assigned to Seismic Design Category D, E or F.
Section 1807.1.6 of Division II of Chapter 1 of the CBC is amended to read as
follows:
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 must be permitted to be designed and constructed in
accordance with this section. Prescriptive design of foundation walls cannot
be used for structures assigned to Seismic Design Category D, E or F.
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Section 1809.3 of Division II of Chapter 1 of the CBC is amended to read as
follows:
1809.3 Stepped footings.
The top surFace of footings must be level. The bottom surface of footings
must be permitted to have a slope not exceeding one unit vertical in 10 units
horizontal (10-percent slope). Footings must be stepped where it is
necessary to change the elevation of the top surFace of the footing or where
the surFace of the ground slopes more than one unit vertical in 10 units
horizontal (10-percent slope).
For structures assigned to Seismic Design Category D, E or F, the stepping
requirement must also apply to the top surFace of grade beams supporting
walls. Footings must be reinforced with four No. 4 rebar. Two bars must be
place at the top and bottom of the footings as shown in Figure 1809.3.
�o:u��tvu. �>b
�
b��'�'
� ----611M,1-�'4 RE6AR(P6P�B4i"ff�,l�
��
�
.. B07"fOM1i PI.,ATE(I'S'P.j
� �.
�� - •�. : _I;gADg
c91�C- `�
��ll� . ...... .... ._ ..
���i�^�1
�c�ii� ��. � � ��
�ilii� �Ilfi�
51'EPPED FQLTI�1}�TIQNS
FIGURE 1809.3
STEPPED FOOTING
19
Section 1809.7 and Table 1809.7 of Division II of Chapter 1 of the CBC are
amended to read as follows:
1809.7 Prescriptive footings for light-frame construction.
Where a specific design is not provided, concrete or masonry-unit footings
supporting walls of light-frame construction must be permitted to be
designed in accordance with Table 1809.7. Prescriptive footings in Table
1809.7 cannot exceed one story above grade plane for structures assigned
to Seismic Design Category D, E or F.
TABLE 1809.7
PRESCRIPTIVE FOOTINGS SUPPORTING WALLS OF
LIGHT-FRAME CONSTRUCTION a,b,c,d,e
NUMBER OF FLOORS WIDTH OF
SUPPORTED BY THE FOOTING THICKNESS OF
FOOTING f inches FOOTING inches
1 12 6
2 15 6
3 18 8 �
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm
a. Depth of footings must be in accordance with Section 1809.4.
b. The ground under the floor must be permitted to be excavated to the
elevation of the top of the footing.
c. Not Adopted.
d. See Section 1908 for additional requirements for concrete footings of
structures assigned to Seismic Design Category C, D, E or F.
e. For thickness of foundation walls, see Section 1807.1.6.
f. Footings must be permitted to support a roof addition to the stipulated
number of floors. Footings supporting roof only must be as required for
supporting one floor.
20
Section 1809.12 of Division II of Chapter 1 of the CBC is amended to read as
follows:
1809.12 Timber footings.
Timber footings must be permitted for buildings of Type V construction and
as otherwise approved by the building official. Such footings must be
treated in accordance with AWPA U1 (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 perpendicular to grain in untreated timber footing supported upon
treated piles cannot exceed 70 percent of the allowable stresses for the
species and grade of timber as specified in the AF&PA NDS. Timber
footings cannot be used in structures assigned to Seismic Design Category
D, E or F.
21
Section 1810.3.2.4 of Division II of Chapter 1 of th� CBC is amended tr� read as
foflows:
1810.3.2.4 Timber.
Timber deep found�fion elements must be designed as piles or pales in
accordance wi#h AF&PA NDS. Round timber elements must confarm to
ASTM D 25. Sawn timber elernents must conform to DOC PS-20. Timber
cannot be used in structures assigned tQ Seismic Design Category D, E or
F.
2�
Section 1905.1.3 of Division II of Chapter 1 of the CBC is amended to read as
follows:
1905.1.3 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 fhat are designed to yield must be capable of
maintaining 80 percent of their design strength at the deformation induced by
the design displacement or must use Type 2 mechanical splices.
21.4.4 — Elements of the connection that are not designed to yield must
develop at least 1.5 Sy.
21.4.5 —In structures assigned to Seismic Design Category D, E or F,
intermediate precasf wall panels and wal/ piers must be designed in
accordance with Section 21.9 or 21.13.
21.4.6 — Wall piers not designed as part of a moment frame in buildings
assigned to Seismic Design Category C must have transverse reinforcement
designed to resist the shear forces determined from 21.3.3. Spacing of
fransverse reinforcement cannot exceed 8 inches (203 mm). Transverse
reinforcement must be extended beyond the pier clear height for at /east 12
inches (305 mm).
Exceptions:
1. Wall piers that safisfy 21.13.
2. Wa/l piers a/ong a wall line within a story where other shear wall
segments provide lateral suppo►t to the wal/ piers and such
segments have a total stiffness of at least six times the sum of the
stiffnesses of all the wal/piers.
21.4.7 — Wall segments with a horizontal length-to-thickness ratio less than
2.5 must be designed as columns.
Section 1905.1.8 of Division II of Chapter 1 of the CBC is amended to read as
follows:
1905.1.8 ACI 318, Section 22.10.
Delete ACI 318, Section 22.10, and replace with the following:
23
22.1 D — Plain concrefe in sfrucfures assigned to Seismic Design Category C,
D, E or F.
22.10.1 — Structures assigned to Seismic Design Cafegory C, D, E or F
cannot have elements of structural plain concrete, except as follows:
(a) Isolafed footings of plain concrete supporting pedestals or columns are
permitted, provided the projection of fhe footing beyond the face of the
supported member does not exceed the footing thickness.
(c)Plain concrefe footings supporting wal/s are permitted provided fhe
footings have at least two continuous longifudinal reinforcing bars.
Bars cannof be sma/ler than No. 4 and must have a total area of not
less fhan 0.002 times the gross cross-sectional area of the footing. A
minimum of one bar must be provided at the top and bottom of fhe
footing. Continuity of reinforcement must be provided af corners and
intersections.
Section 1905.1 of Division II of Chapter 1 of the CBC is amended and Sections
1905.1.10 thru 1905.1.12 are added to Chapter 19 of Division II of Chapter 1 of
the CBC to read as follows:
1905.1 General.
The text of ACI 318 must be modified as indicated in Sections 1905.1.1 through
1905.1.12.
1905.1.10 ACI 318, Section 21.6.4.
Modify ACI 318, Section 21.6.4, by adding Section 21.6.4.8 and 12.6.4.9 as
follows:
21.6.4.8 Where the calculated point of contraflexure is not within the middle
half of the member clear heighf, provide transverse reinforcement as
�pe�ifie_d in A�l 39$ Sections 21.6.4.1; Items (a) through (c); over fhe full
height of the member.
21.6.4.9 — At any section where the design strength, �pP,,, of the column is
less fhan the sum of the shears Ve computed in accordance with ACI 318
Secfions 21.5.4.1 and 21.6.5.1 for all the beams framing into fhe column
above the level under consideration, transverse reinforcement as specified in
ACI 318 Sections 21.6.4.1 fhrough 21.6.4.3 must be provided. For beams
framing into opposite sides of the column, the momenf components are
permitted fo be assumed to be of opposite sign. For the defermination of the
design strength, �pP,,, of the column, fhese moments are permitfed to be
assumed to result from the deformation of fhe frame in any one principal axis.
1905.1.11 ACI 318, Section 21.9.4.
24
Modify ACI 318, Section 21.9.4, by adding Section 21.9.4.6 as follows:
21.9.4.6 — Wal/s and portions of walls with Pu > 0.35Po cannot be considered
to contribute to fhe calculated shear strength of the structure for resisfing
earthquake-induced forces. Such walls musf conform to the requirements of
A C/ 318 Section 21.13.
1905.1.12 ACI 318, Section 21.11.6.
Modify ACI 318, by adding Section 21.11.6.1 as follows:
21.91.6.1 Collecfor and boundary e/ements in topping slabs placed over
precast floor and roof elements cannot be less fhan 3 inches (76 mm) or 6 db
in thickness, where db is the diamefer of the largest reinforcement in the
topping slab.
25
Section 2304.9.1 of Division II of Chapter 1 of the CBC is amended to read as
fol lows:
2304.9.1 Fastener requirements.
Connections for wood members must be designed in accordance with the
appropriate methodology in Section 2301.2. The number and size of
fasteners connecting wood members cannot be less than that set forth in
Table 2304.9.1._Staple fasteners in Table 2304.9.1 cannot be used to resist
or transfer seismic forces in structures assigned to Seismic Design Category
D, E or F.
Exception: Staples may be used to resist or transfer seismic forces when
the allowable shear values are substantiated by cyclic testing and approved
by the building official.
Section 2304.11.7 of Division II of Chapter 1 of the CBC is amended to read as
follows:
2304.11.7 Wood used in retaining walls and cribs.
Wood installed in retaining or crib walls must be preservative treated in
accordance with AWPA U1 (Commodity Specifications A or F) for soil and
fresh water use. Wood cannot be used in retaining or crib walls for structures
assigned to Seismic Design Category D, E or F.
26
Section 2305.4 of Division II of Chapter 1 of the CBC is amended to read as
follows:
2305.4 Quality of Nails.
In Seismic Design Category D, E or F, mechanically driven nails used in wood
structural panel shear walls must meet the same dimensions as that required
for hand-driven nails, including diameter, minimum length and minimum head
diameter. Clipped head or box nails are not permitted in new construction.
The allowable design value for clipped head nails in existing construction may
be taken at no more than the nail-head-area ratio of that of the same size
hand-driven nails.
27
Section 2305.5 of Division II of Chapter 1 of the CBC is added to Chapter 23 to
read as follows:
2305.5 Hold-down connectors.
In Seismic Design Category D, E or F, hold-down connectors must be
designed to resist shear wall overturning moments using approved cyclic load
values or 75 percent of the allowable seismic load values that do not consider
cyclic loading of the product. Connector bolts into wood framing must require
steel plate washers on the post on the opposite side of the anchorage device.
Plate size must be a minimum of 0.229 inch by 3 inches by 3 inches (5.82
mm by 76 mm by 76 mm) in size. Hold-down connectors must be tightened
to finger tight plus one half (1/2) wrench turn just before covering the wall
framing.
28
Section 2306.2 of Division II of Chapter 1 of the CBC is amended to read as
fol lows:
2306.2 Wood-frame diaphragms.
Wood-frame diaphragms must be designed and constructed in accordance
with AF&PA SDPWS. Where panels are fastened to framing members with
staples, requirements and limitations of AF&PA SDPWS must be met and
the allowable shear values set forth in Table 2306.2(1) or 2306.2(2) must
only be permitted for structures assigned to Seismic Design Category A, B, or
C.
Exception: Allowable shear values where panels are fastened to framing
members with staples may be used if such values are substantiated by cyclic
testing and approved by the building official.
The allowable shear values in Tables 2306.2(1) and 2306.2(2) are
permitted to be increased 40 percent for wind design.
Exception: �DSA-SS, DSA-SS/CC and OSHPD 1, 2 &4J Wood structural
panel diaphragms using staples as fasteners are not permitted by DSA and
� OSHPD.
Wood structural panel diaphragms used to resist seismic forces in
structures assigned to Seismic Design Category D, E or F must be applied
directly to the framing members.
Exception: Wood structural panel diaphragms are permitted to be
fastened over solid lumber planking or laminated decking, provided the panel
joints and lumber planking or laminated decking joints do not coincide.
Section 2306.3 of Division II of Chapter 1 of the CBC is amended and Section
2307.2 is added to read as follows:
2306.3 Wood-frame shear walls.
Wood-frame shear walls must be designed and constructed in accordance
with AF&PA SDPWS. For structures assigned to Seismic Design Category D,
E, or F, application of Tables 4.3A and 4.3B of AF&PA SDPWS must include
the following:
1. Wood structural panel thickness for shear walls cannot be less
than 3/8 inch thick and studs cannot be spaced at more than 16 inehes on
center.
2. The maximum nominal unit shear capacities for 3/8 inch wood
structural panels resisting seismic forces in structures assigned to Seismic
Design Category D, E or F is 400 pounds per linear foot (plfl.
29
Exception: Other nominal unit shear capacities may be permitted if such
values are substantiated by cyclic testing and approved by the building
official.
. 3. Where shear design values using allow stress design (ASD)
exceed 350 plf or load and resistance factor design (LRFD) exceed 500 plf,
all framing members receiving edge nailing from abutting panels cannot be
less than a single 3-inch nominal member, or finro 2-inch nominal members
fastened together in accordance with Section 2306.1 to transfer the design
shear value between framing members. Wood structural panel joint and sill
plate nailing must be staggered at all panel edges. See Section 4.3.6.1 and
4.3.6.4.3 of AF&PA SDPWS for sill plate size and anchorage requirements.
4. Nails must be placed not less than 1/2 inch in from the panel
edges and not less than 3/8 inch from the edge of the connecting members
for shear greater than 350 plf using ASD or 500 plf using LRFD. Nails must
be placed not less than 3/8 inch from panel edges and not less than 1/4 inch
from the edge of the connecting members for shears of 350 plf or less using
ASD or 500 plf or less usirrg LRFD.
5. Table 4.3B application is not allowed for structures assigned to
Seismic Design Category D, E, or F.
For structures assigned to Seismic Design Category D, application of
Table 4.3C of AF&PA SDPWS cannot be used below the top level in a multi-
level building for structures.
Where panels are fastened to framinq members with staples,
requirements and limitations of AF&PA SDPWS must be met and the
allowable shear values set forth in Table 2306.3(1), 2306.3(2) or 2306.3(3)
must only be permitted for structures assigned to Seismic Design Category A,
B, or C.
Exception: Allowable shear values where panels are fastened to framing
members with staples may be used if such values are substantiated by cyclic
testing and approved by the building official.
The allowable shear values in Tables 2306.3(1) and 2306.3(2) are
permitted to be increased 40 percent for wind design. Panels complying with
ANSI/APA PRP-210 must be permitted to use design values for Plywood
Siding in the AF&PA SDPWS.
30
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�,arr��'�M�ar���Is �si������1�� ���s����� ar�����.��it���b}r���4 a��
��HPI�:-
234��2 W���i�f�rr�� �'h�ar v���[�. �P��d-fr��� ���e rru�ll� m��� �b°�
d��i���d ��d ��,t�'�'�`w��d in �c��rd�n� w�tt� '����i�n ��a�.3 �s���Yri�a�l�.
31
Seetion 2308.3.4 of Chapter 23 af Division II af Chapter 1 of the CBC is amended
to read as foflows:
2308.3.4 BraGed wall line support.
Braced wall lines must be supported by continuous foundatiQrrs.
Exception: For structures with a maximum plan dimension not over 50 feet
(15240 mm), continuous foundations are required at exterior walls only for
structures assigned #o Seismic Desi�n Category A, B, or C.
32
Section 2308.9.3.1, Section 2308.9.3.2 and Figure 2308.9.3.2 of the 2013 Edition
of the California Building Code are amended to read as follow:
2308.9.3.1 Alternative bracing.
Any bracing required by Section 2308.9.3 is permitted to be replaced by the
following:
1. In one-story buildings, each panel must have a length of not less than 2
feet 8 inches (813 mm) and a height of not more than 10 feet (3048 mm).
Each panel must be sheathed on one face with 3/8-inch-minimum-
thickness (9.5 mm) wood structural panel sheathing nailed with 8d
common or galvanized box nails in accordance with Table 2304.9.1 and
blocked at wood structural panel edges. For structures assigned to
Seismic Design Category D or E, each panel must be sheathed on one
face with 15/32-inch-minimum-thickness (11.9 mm) wood structural panel
sheathing nailed with 8d common nails spaced 3 inches on panel edges, 3
inches at intermediate supports. Two anchor bolts installed in accordance
with Section 2308.6 must be provided in each panel. Anchor bolts must
be placed at each panel outside quarter points. Each panel end stud must
have a tie-down device fastened to the foundation, capable of providing an
approved uplift capacity of not less than 1,800 pounds (8006 N). The tie-
down device must be installed in accordance with the manufacturer's
recommendations. The panels must be supported directly on a foundation
or on floor framing supported directly on a foundation that is continuous
across the entire length of the braced wall line. This foundation must be
reinforced with not less than one No. 4 bar top and bottom.
Where the continuous foundation is required to have a depth greater than
12 inches (305 mm), a minimum 12-inch by 12-inch (305 mm by 305 mm)
continuous footing or turned down slab edge is permitted at door openings
in the braced wall line. This continuous footing or turned down slab edge
must be reinforced with not less than one No. 4 bar top and bottom. This
reinforcement must be lapped 15 inches (381 mm) with the reinforcement
required in the continuous foundation located directiv under th� br���d
wall line.
2. In the first story of two-story buildings, each wall panel must be braced in
accordance with Section 2308.9.3.1, Item 1, except that the wood
structural panel sheathing must be provided on both faces, three anchor
bolts must be placed at one-quarter points, and tie-down device uplift
capacity cannot be less than 3,000 pounds (13 344 N).
2308.9.3.2 Alternate bracing wall panel adjacent to a door or window
opening.
Any bracing required by Section 2308.9.3 may be replaced by the
following when used adjacent to a door or window opening with a full-
length header:
33
1. In one-story buildings, each panel must have a length of not less than 16
inches (406 mm) and a height of not more than 10 feet (3048 mm). Each
panel must be sheathed on one face with a single layer of 3/8 inch (9.5
mm) minimum thickness wood structural panel sheathing nailed with 8d
common or galvanized box nails in accordance with Figure 2308.9.3.2.
For structures assigned to Seismic Design Category D or E, each panel
must be sheathed on one face with 15/32-inch-minimum-thickness (11.9
mm) wood structural panel sheathing nailed with 8d common nails spaced
3 inches on panel edges, 3 inches at intermediate supports and in
accordance with Figure 2308.9.3.2. The wood structural panel sheathing
must extend up over the solid sawn or glued-laminated header and must
be nailed in accordance with Figure 2308.9.3.2. A built-up header
consisting of at least two 2 X 12s and fastened in accordance with Item 24
of Table 2304.9.1 must be permitted to be used. A spacer, if used, must
be placed on the side of the built-up beam opposite the wood structural
panel sheathing. The header must extend befinreen the inside faces of the
first full-length outer studs of each panel. The clear span of the header
between the inner studs of each panel must be not less than 6 feet (1829
mm) and not more than 18 feet (5486 mm) in length. A strap with an uplift
capacity of not less than 1,000 pounds (4,400 N) must fasten the header
to the inner studs opposite the sheathing. One anchor bolt not less than
5/8 inch (15.9 mm) diameter and installed in accordance with Section
2308.6 must be provided in the center of each sill plate. The studs at
each end of the panel must have a tie-down device fastened to the
foundation with an uplift capacity of not less than 4,200 pounds (18 480
N).
Where a panel is located on one side of the opening, the header must
extend between the inside face of the first full-length stud of the panel and
the bearing studs at the other end of the opening. A strap with an uplift
capacity of not less than 1,000 pounds (4400 N) must fasten the header
tc� th� hearina st�c�s= ThP hParinc� sti�cl� m��St alsn I�avQ a tiP-�Inwn rlPVjr.P
fastened to the foundation with an uplift capacity of not less than 1,000
pounds (4400 N).
The tie-down devices must be an embedded strap type, installed in
accordance with the manufacturer's recommendations. The panels must
be supported directly on a foundation that is continuous across the entire
length of the braced wall line. This foundation must be reinforced with not
less than one No. 4 bar top and bottom.
Where the continuous foundation is required to have a depth greater than
12 inches (305 mm), a minimum 12-inch by 12-inch (305 mm by 305 mm)
continuous footing or turned down slab edge is permitted at door openings
in the braced wall line. This continuous footing or turned down slab edge
34
must be remforced with not less than one No. 4 bar top and boitom. This
reinforcement must be lapped no# less than 15 inch�s (381 mm) with the
reinforcement re�uir�d in the cvntinuous foundation located directly under
the braced wall line.
�, In the first story of two-sfory buildings, each wall panel must be braced in
accordanee with Item 1 above, except that eaeh panel must have a length
of not less than 24 ir�ehes (61� mm).
35
Table 2308.12.4 of Division II of Chapter 1 of the CBC is amended to read as
follows:
TABLE 2308.12.4
WALL BRACING IN SEISMIC DESIGN CATEGORIES D AND E
Minimum PerGenta e of Wall Bracin er each Braced Wall Line a
CONDITI SHEATHING 0.50 <_SoS< 0.75 5 So s� S ps>
ON TYPEb Sos < 0.50 0.75 1.00 1.00
One G-P° 43 59 75 100
Story S_Wa 21 32 37 48
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
a. Minimum length of panel bracing of one face of the wall for S-W sheathing
must be at least 4'-0" long or both faces of the wall for G-P sheathing must
be at least 8'-0" long; h/w ratio cannot exceed 2:1. For S-W panel bracing of
the same material on two faces of the wall, the minimum length is permitted to
be one-half the tabulated value but the h/w ratio cannot exceed 2:1 and
design for uplift is required. The 2:1 h/w ratio limitation does not apply to
alternate braced wall panels constructed in accordance with Section
2308.9.3.1 or 2308.9.3.2. Wall framing to which sheathing used for bracing is
applied must be nominal 2 inch wide [actual 11/2 inch (38 mm)] or larger
members and spaced a maximum of 16 inches on center. Braced wall panel
construction types cannot be mixed within a braced wall line.
b. G-P = gypsum board, portland cement plaster or gypsum sheathing boards;
S-W = wood structural panels
c. Nailing as specified below must occur at all panel edges at studs, at top and
bottom plates and, where occurring, at blocking:
For 1/2-inch gypsum board, 5d (0.113 inch diameter) cooler nails at 7 inches
on center;
For 5/8-inch gypsum board, No 11 gage (0.120 inch diameter) cooler nails at
7 inches on center;
For gypsum sheathing board, 1-3/4 inches long by 7/16-inch head, diamond
point galvanized nails at 4 inches on center;
For gypsum lath, No. 13 gage (0.092 inch) by 1-1/8 inches long, 19/64-inch
head, plasterboard at 5 inches on center;
For Portland cement plaster, No. 11 gage (0.120 inch) by 1�/2 inches long,
�/16- inch head at 6 inches on center;
d. S-W sheathing must be a minimum of 15/32" thick nailed with 8d common
placed 3/8 inches from panel edges and spaced not more than 6 inches on
center and 12 inches on center along intermediate framing members.
36
Section 2308.12.5 of Division II of Chapter 1 of the CBC is amended to read as
follows:
2308.12.5 Attachment of sheathing.
Fastening of braced wall panel sheathing cannot be less than that prescribed
in Table 2308.12.4 or 2304.9.1. Wall sheathing cannot be attached to
framing members by adhesives. Staple fasteners in Table 2304.9.1 cannot
be used to resist or transfer seismic forces in structures assigned to Seismic
Design Category D, E or F.
Exception: Staples may be used to resist or transfer seismic forces when
the allowable shear values are substantiated by cyclic testing and approved
by the building official.
All braced wall panels must extend to the roof sheathing and must be
attached to parallel roof rafters or blocking above with framing clips (18 gauge
minimum) spaced at maximum 24 inches (6096 mm) on center with four 8d
nails per leg (total eight 8d nails per clip). Braced wall panels must be
laterally braced at each top corner and at maximum 24 inches (6096 mm)
intervals along the top plate of discontinuous vertical framing.
Amend Appendix J section J 101 of Division II of Chapter 1 of the CBC by adding
a new section J 101.3 Protection of Adjacent Properties that reads as follows:
J 101.3 Protection of Adjacent Properties
The owner and permittee of any property on which grading has been
performed and that requires a grading permit is responsible for the prevention
of damage to adjacent property and no person must excavate on land
sufficiently close to the property line to endanger any adjoining public street,
sidewalk, alley, or other public or private property without supporting and
protecting such property from settling, cracking or other damage that might
re�ult, Special grecautions apnroved by the building official must be made to
prevent imported or exported materials from being deposited on the adjacent
public way and/or drainage courses. A 30 day excavation notice must be
provided as required by California Civil Code Section 829-834 when the
excavation is of sufficient depth and proximity to adjacent lot structures.
Amend Appendix J section J 101 of Division II of Chapter 1 of the CBC by adding
a new section J101.4 Safety Precautions that reads as follows:
J101.4 Safety Precautions
1. General
a) If at any stage of work on an excavation or fill, the building ofFicial
determines that the work has become or is likely to become
dangerous to any person, or is likely to endanger any property,
37
public or private, the building official must be authorized to require
safety precautions to be immediately taken by the property owner
as a condition to continuing such permitted work or to require
cessation thereof forthwith unless and until it is made safe and to
amend the plans for such work.
b) Safety precautions may include, without limitation, specifying a
flatter exposed slope or construction of additional drainage
facilities, berms, terracing, compaction, cribbing, retaining walls or
buttress fills, slough walls, desilting basins, check dams, benching,
wire mesh and guniting, rock fences, revetments or diversion walls.
c) Upon the determination of the building official that such safety
precautions during grading are necessary, the building official must
provide a notice and order to the permittee to implement same.
After receiving such notice, oral or written, it is unlawful for the
permittee or any person to proceed with such work contrary to such
order.
2. Removal of Ground Cover
a) The existing vegetative ground cover of any watershed in any
hillside area cannot be destroyed, removed or damaged except
for routine maintenance pursuant to lawful grading, use or
occupancy of the property or to clear hazardous vegetation near
structures and roads in areas designated as High Fire Hazard
areas
b) Whenever ground cover is removed or damaged pursuant to a
validly issued grading permit, the permittee must restore and
maintain the affected area with an approved ground cover, or
must accomplish such other erosion control protection
measures as may be approved by the building official. Such
erosion control must be completed within thirty days after
�QSc�tinn �#thQ ��ar�in� u�nrk nr nthPr wn�-k niir���a�nt tn a yalir�l�
issued building permit.
3. Maintenance of Protective Devices
All devices used to protect hillside areas from erosion or landslide
damage including, without limitation, retaining walls, cribbing, terracing,
surface and subsurFace drainage structures, interceptor drains, check
dams, and riprap must be maintained in good condition and repair as
approved by the building official at the time of completion of
construction thereof.
38
Amend Appendix J section J 101 of Division II of Chapter 1 of the CBC by adding
a new section J101.5 Protection of Utilities that reads as follows:
J101.5 Protection of Utilities
The owner and permittee of any property on which grading has been
performed and that requires a grading permit must be responsible for the
prevention of damage to any public utilities or services.
Amend Appendix J section J 103.2 Exemptions item 1 and add 1-A to read as
follows:
J 103.2 Exemptions item 1 and 1-A
1. An excavation which (a) is less than 2 feet (610 mm) in depth, or (b)
which does not create a cut slope greater than 5 feet (1524 mm) in height
and steeper than one unit vertical in two units horizontal (50 pereent
slope). This exception cannot apply to cut which exceeds 50 cubic yards
(38.3 m3) or which changes the existing drainage pattern.
A. Fill that is less than one foot (305 mm) in depth and placed on natural
terrain with a slope flatter than one unit vertical in 10 units horizontal (10
percent slope). This exception cannot apply when the fill exceeds 50
cubic yards (38.3 m3) or when the fill changes the existing drainage
pattern.
Appendix V—Voluntary Retrofit Standards are added to the CBC as follows:
APPENDIX V— SECTION V101 -VOLUNTARY EARTHQUAKE HAZARD
REDUCTION IN
EXISTING TILT-UP CONCRETE WALL BUILDINGS
SECTION V101. 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 tilt-up
concrete wall buildings designed under the building codes in effect before
January 1, 1976.
39
The provisions of this Chapter are minimum voluntary standards for structural
seismic resistance established primarily to reduce the risk of life loss or injury on
both subject and adjacent properties and will not necessarily prevent loss of life
or injury or prevent earthquake damage to an existing building which complies
with these standards. This Chapter provides systematic procedures and
standards for identification and classification of tilt-up concrete wall building
based on the current use of the building.
SECTION V102. SCOPE.
The provisions of this Chapter apply to all buildings designed under building
codes in effect before January 1, 1976, which, on the effective date of this
Chapter have tilt-up concrete walls as defined herein.
SECTION V103. DEFINITIONS.
For purposes of this Chapter, the applicable definitions in Chapter 16, Chapter
19, Chapter 23 and Chapter 11 of ASCE 7, and the following apply:
COMMENCED CONSTRUCTION. Construction pursuant to a valid building
permit has progressed to the point that one of the called inspections as required
by the Department has been made and the work for which the inspection has
been called has been judged by the Department to be substantial and has been
approved by the Department.
DEPARTMENT. The Division of Building and Safety.
ESSENTIAL BUILDING. For purposes of this Chapter, any building housing a
hospital or other medical facility having surgery or emergency treatment areas,
fire or police stations, municipal government disaster operations, and
communication centers.
TILT-UP CONCRETE WALL. A form of precast concrete panel construction
either cast in the horizontal position at the site and after curing, lifted and moved
jntn rl�ra in a uar-Fj�al �n�sjtjnn� r�r ract nfF-gitP ir� a f��iri���nr'c chnr�,
SECTION V104. RATING CLASSIFICATIONS.
The rating classification as exhibited in Table No. V1-A is established and each
building within the scope of this Chapter must be placed in one rating
classification by the Department. The total occupant load as determined by
Section 1004.1 for the entire building plus the occupant load of any adjacent
building, which interconnects with the subject building or uses the subject
building for exiting purposes, must be used to determine the rating classification.
SECTION V105. ANALYSIS AND DESIGN.
40
For the purpose of this section, "anchorage system(s)" means all structural
elements, which supports the wall in the lateral direction, including wall
anchorage and continuity tie (cross-tie) connectors in subdiaphragms and main
diaphragms for retrofit and repairs.
V105.1. Wall Panel Anchorage. Concrete walls must be anchored to all floors
and roofs which provide lateral support for the wall. The anchorage must provide
a positive direct connection between the wall and floor or roof construction
capable of resisting a horizontal force equal to 30 percent of the tributary wall
weight for all buildings, and 45 percent of the tributary wall weight for essential
buildings, or a minimum force of 250 pounds per linear foot of wall, whichever is
greater. The required anchorage must be based on the tributary wall panel
assuming simple supports at floors and roof.
V105.2. Special Requirements for Wall Anchors and Continuity Ties. The
steel elements of the wall anchorage systems and continuity ties must be
designed by the allowable stress design method using a load factor of 1.7. The
1/3 stress increase permitted by Chapter 12 of ASCE 7 is not permitted for
materials using allowable stress design methods. The strength design specified
in Chapter 19, using a load factor of 2.0 in lieu of 1.4 for earthquake loading,
must be used for design of embedments in concrete. Wall anchors must be
provided to resist out-of-plane forces, independent of existing shear anchors.
EXCEPTION: Existing cast-in-place shear anchors may be used as wall
anchors if the tie element can be readily attached to the anchors and if the
engineer or architect can establish tension values for the existing anchors
through the use of approved as-built plans or testing, and through analysis
showing that the bolts are capable of resisting the total shear load while
being acted upon by the maximum tension force due to earthquake
Expansion anchors are not allowed. Attaching the edge of plywood
sheathing to steel ledgers is not considered as complying with the positive
anchoring requirements of the Code; and �ttachinp the �dge �f�tPQI
decks to steel ledgers is not considered as providing the positive
anchorage of this Code unless testing and/or analysis are perFormed,
which establish shear values for the attachment perpendicular to the edge
of the deck.
V105.3. Development of Anchor Loads into the Diaphragm. Development of
anchor loads into roof and floor diaphragms must comply with Chapter 12 of
ASCE 7.
EXCEPTION: If continuously tied girders are present, then the maximum
spacing of the continuity ties is the greater of the girder spacing or 24 feet
(7315 mm). In wood diaphragms, anchorage cannot be accomplished by
use of toe nails or nails subject to withdrawal, nor must wood ledgers, top
41
plates or framing be used in cross-grain bending or cross-grain tension.
The continuous ties required by Chapter 12 of ASCE 7 must be in
addition to the diaphragm sheathing. Lengths of development of anchor
loads in wood diaphragms must be based on existing field nailing of the
sheathing unless existing edge nailing is positively identified on the
original construction plans or at the site.
At reentrant corners, continuity collectors rnay be required for existing
return walls not designed as shear walls, to develop into the diaphragm a
force equal to the lesser of the rocking or shear capacity of the return wall,
or the tributary shear, but not exceeding the capacity of the diaphragm.
Shear anchors for the return wall must be commensurate with the
collector force. If a truss or beam, other than rafters or purlins, is
supported by the return wall or by a column integral with the return wall,
an independent secondary column, is required to support the roof or floor
members whenever rocking or shear capacity of the return wall is
governing. Seismic deflection must be determined at the return walls, and
fins/canopies at entrances, to ensure deflection compatibility with the
diaphragm, by either seismically isolating the element or attaching the
element and integrating its load into the diaphragm.
V105.4. Anchorage at Pilasters. Anchorage of pilasters must be designed for
the tributary wall anchoring load per Section V105.1 of this Code, considering the
wall as a two-way slab. The edge of the two-way slab must be considered
"fixed" when there is continuity at pilasters, and considered "pinned" at roof or
floor levels. The pilasters or the walls immediately adjacent to the pilasters must
be anchored directly to the roof framing such that the existing vertical anchor
bolts at the top of the pilasters are by-passed without causing tension or shear
failure at the top of the pilasters.
EXCEPTION: If existing vertical anchor bolts at the top of the pilasters are
used for the anchorage, then additional exterior confinement must be
provided_ The minim�m anchoraae at a floor or rQnf h�fiiv��n thP r�i���ters
must be that specified in Section V105.1 of this Code.
V105.5. Symmetry. Symmetry of connectors in the anchorage system is
required. Eccentricity may be allowed when it can be shown that all components
of forces are positively resisted and justified by calculations or tests.
V105.6. Minimum Roof Member Size. Wood members used to develop
anchorage forces to the diaphragm must be at least 3x for new construction and
replacement. All such members must be checked for gravity and earthquake as
part of the wall anchorage system. For existing buildings, the member check
must be without the 1/3 stress increase per Section V108.2.
42
V105,7. Combination of Anchor Types. To repair and retrofit existing buildings,
a combination of different anchor types of different behavior or stiffness cannot
be permitted. The capacity of the new and existing connectors cannot be added.
V105.8. Prohibited Anchors. Usage of connectors that were bent and/or
stretched from the intended use is prohibited.
V105.9. Crack and Damage Repairs, Evaluation of Existing Structural
Alterations. The engineer must report any observed structural conditions and
structural damage that have imminent life safety effects on the buildings and
recommend repairs. Evaluations and repairs must be reviewed and approved by
the Department. The engineer must also evaluate the effects of alterations such
as openings cut in existing wall panels without a permit, that may present
immediate life safety hazard and correct when necessary.
V105.10. Miscellaneous. Existing mezzanines relying on the tilt-up walls for
vertical and/or lateral support must be anchored to the walls for the tributary
mezzanine load. Walls depending on the mezzanine for lateral support must be
anchored per Sections V105.1, V105.2 and V105.3.
EXCEPTION: Existing mezzanines that have independent lateral and
vertical support need not be anchored to the walls. Existing interior
masonry or concrete walls not designed as shear walls, that extend to the
floor above or to the roof diaphragm must also be anchored for out-of-
plane forces per Sections V105.1, V105.2 and V105.3 of this Code. In the
in-plane direction, the walls may be isolated or must be developed into
the diaphragm for a lateral force equal to the lesser of the rocking or shear
capacity of the wall, or the tributary shear but not exceeding the
diaphragm capacity.
SECTION V110. INFORMATION REQUIRED ON PLANS.
V110,1, Gen�ral_ I� ar�c�itjnn tn �h� SPis�ni� �n�lvsis rPn��irPCl QIS�vyhPre in this
Chapter, the licensed engineer or architect responsible for the seismic analysis of
the building must record the information required by this section on the approved
plans.
V110.2. Information Required. The plans must accurately reflect the results of
the engineering investigation and design and show all pertinent dimensions and
sizes for plan review and construction. The following must be provided:
1. Floor plans and roof plans must show existing framing construction,
diaphragm construction, proposed wall anchors,
cross-ties and collectors. Existing nailing, anchors, ties and collectors must also
be shown on the plans if these are part of the design, and these structural
elements need to be verified in the field.
43
2. At elevations where there are alterations or damage, details must show roof
and floor heights, dimensions of openings, location and extent of existing
damage, and proposed repair.
3. Typical wall panel sections with panel thickness, height, location of anchors
must be provided.
4. Details must include existing and new anchors and the method of
development of anchor forces into the diaphragm
framing; existing and/or new cross-ties; existing and/or new or improved support
of roof and floor girders at pilasters or
walls.
V110.3. Engineer's or Architect's Statement.
The responsible engineer or architect must state on the approved plans, the
following:
1. I am responsible for this building's seismic strengthening design in compliance
with the minimum seismic resistance standards of Appendix V Section V105 of
the California Building Code and when applicable:
2. The Registered Deputy Inspector, required as a condition of the use of
structural design stresses requiring continuous inspection, will be responsible to
me, the California Licensed Engineer or Architect, as required by Chapter 17 of
the EI Segundo Building Code.
SECTION V111. REQUIRED BUILDING MAINTENANCE.
Every building within the scope of this Chapter which has been analyzed to
demonstrate compliance or structurally altered to comply with the minimum
earthquake standards in this Chapter must be maintained in conformity with the
requirements of this Chapter in effect at the time of such analysis or structural
alteration.
T�QBLE �I�: V�-�4
RATING CLASSIFICATIONS
Classification Occupant Load
Essential N/A
Group I 300 or more
Group II 100 to 299
Group III 50 to 99
Group IV Less than 50
Appendix V-Cripple Wall is added to the CBC to read as follows:
44
CHAPTER V — SECTION V201 -VOLUNTARY EARTHQUAKE HAZARD
REDUCTION IN
EXISTING WOOD FRAME RESIDENTIAL BUILDINGS WITH WEAK CRIPPLE
WALLS AND UNBOLTED SILL PLATES
SECTION V201. GENERAL.
V201.1. Purpose.
The provisions of this Chapter are intended to promote public safety and welfare
by reducing the risk of earthquake-induced damage to existing wood-framed
residential buildings. The voluntary minimum standards contained in this Chapter
must substantially improve the seismic performance of these residential buildings
but will not necessarily prevent all earthquake damage. When fully followed,
these standards will strengthen the portion of the structure that is most
vulnerable to earthquake damage.
Before 1960, most wood frame residential buildings were built with raised wood
floors supported by short wood stud walls known as cripple walls. These cripple
walls are typically braced with weak seismic materials such as portland cement
plaster or horizontal wood siding. In addition, wood frame buildings built under
building codes in effect before July 1938 were not required to be bolted to their
foundations. Recent earthquakes have shown that if a building has weak cripple
walls or is unbolted, it may fall off its foundation even in moderate earthquakes.
Fallen buildings have collapsed, caught fire or needed extensive repairs to
restore their occupancy.
This Chapter sets prescriptive standards for strengthening of underFloor
enclosures that must be permitted by the Building Official without requiring plans
or calculations prepared by an architect or an engineer. This Chapter also
provides a design standard for the use of alternate materials or an alternate
�nPthr�ri nf r.nnstri irtjn� jn IiPa nf t�a rnrgcrrl�t!!�� St�n��C�S. r0�?S�fJ�+lL!'!
documents for strengthening using alternate materials or methods must be
prepared by an architect or engineer.
V201.2. Scope. The provisions of this Chapter may be applied to light wood
frame Group R Occupancies with no more than four dwelling units when they
contain one or more of the structural weaknesses specified in Section V203.1.
The provisions of this Chapter do not apply to the buildings or elements of the
buildings, listed below. These buildings or elements require analysis by an
engineer or architect in accordance with Chapter 16 or other approved standards
to determine appropriate strengthening.
1. Buildings with a lateral force resisting system using poles or columns
embedded in the ground.
2. Cripple walls that exceed four feet (1234 mm) in height.
45
3. Buildings exceeding three stories in height and any three-story building with
cripple wall studs exceeding 14 inches (360 mm) in height.
4. Buildings, or portions of buildings, constructed on a concrete slab on grade or
constructed on or into a slope steeper than three horizontal to one vertical.
5. Buildings where the Building Official determines that conditions exist that are
beyond the scope of the
requirements of this Chapter. The standard details approved by the Building
Official and these prescriptive provisions are not intended to be the only
acceptable strengthening methods permitted. Alternate details and methods are
permitted when approved by the Building Official.
V201.3. Alternative Design Procedures. When analysis by an engineer or
architect is required or provided for a building within the scope of this Chapter,
that analysis must be in accordance with all requirements of this Code except as
provided in this Chapter. The design must provide strengthening for any
structural weakness listed in Section V203 that is at least equivalent to that
provided by the prescriptive requirements of this Chapter with respect to
strength, deflection, and capacity. The Building Official may require that sufficient
evidence be submitted to substantiate that equivalence. The base shear may be
determined in accordance with the following:
V= 0.1375 W(V2-1)
Where:
V = The total design lateral force or shear at the base.
W = The total seismic dead load defined in Chapter 12 of ASCE 7
SECTION V202. DEFINITIONS.
For the purpose of this Chapter, in addition to the applicable definitions, symbols
and notations in this Code, certain additional terms are defined as follows:
ADHESIVE ANCHOR is a fastener placed in hardened concrete or masonry that
derives its holding strength from a chemical adhesive compound placed befinreen
the wall of the hole and the embedded portion of the anchor.
ANCHOR SIDE PLATE is a metal plate or plates used to connect a sill plate to
the side of a concrete or masonry stem wall.
CRIPPLE WALL is a wood-framed stud wall extending from the top of the
foundation to the underside of the lowest floor framing.
EXPANSION ANCHOR is a mechanical fastener placed in hardened concrete or
assembled masonry, designed to expand in a self-drilled or pre-drilled hole of a
specified size and engage the sides of the hole in one or more locations to
develop shear and/or tension resistance to applied loads without grout, adhesive
or drypack.
46
PERIMETER FOUNDATION is a foundation system which is located under the
exterior walls of a building.
SNUG-TIGHT is as tight as an individual can torque a nut on a bolt by hand
using a wrench with a 10-inch (254 mm) long handle and the point at which the
full surface of the plate washer is contacting the wood member and slightly
indents the wood surface.
UNREINFORCED MASONRY includes adobe, burned clay, concrete or sand-
lime brick, hollow clay or concrete block, hollow clay tile, rubble, cut stone and
unburned clay masonry walls in which the area of reinforcement is less than 50
percent of the minimum steel ratios required for reinforced masonry.
SECTION V203. STRUCTURAL WEAKNESSES.
V203.1. General. For the purpose of this Chapter, structural weaknesses are as
specified below.
1. Sill plates or floor framing which are supported directly on the ground without
an approved foundation system.
2. A perimeter foundation system which is constructed of wood posts supported
on isolated pad footings.
3. Perimeter foundation systems that are not continuous.
EXCEPTIONS:
A. Existing single-story exterior walls not exceeding 10 feet (3084 mm) in
length forming an extension of floor area beyond the line of an existing
continuous perimeter foundation.
�_ pnr��P�, �tnr�gQ �nnrp� anri Sj�il�r Sr��r.P� �nt r.c�r�tair�ing fi��l-hiirnjr��
appliances.
4. A perimeter foundation system which is constructed of unreinforced masonry.
5. Sill plates which are not connected to the foundation or are connected with
less than what is required by Section V204.3.1.
6. Cripple walls that are not braced in accordance with the requirements of
Section V204.4 and Table V2-A.
47
SECTION V204. STRENGTHENING REQUIREMENTS.
V204.1. General.
V204.1.1. Scope. The structural weaknesses noted in Section V203 must be
strengthened in accordance with the requirements of this section. Strengthening
work must be allowed to include both new construction and alteration of existing
construction. Except as provided here, all strengthening work and materials
must comply with the applicable provisions of this Code. All prescribe nailing in
this Chapter must be common nails. Alternate methods of strengthening must
be allowed provided the systems are designed by an engineer or architect and
approved by the Building Official.
V204.1.2. Condition of Existing Wood Materials. All existing wood materials
which will be a part of the strengthening work must be in a sound condition and
free from defects which substantially reduce the capacity of the member. Any
wood material found to contain fungus infection must be removed and replaced
with new material. Any wood material found to be infested with insects or to have
been infested must be strengthened or replaced with new materials to provide a
net dimension of sound wood at least equal to its undamaged original dimension.
V204.1.3. Floor Joists Not Parallel to Foundations. Floor joists framed
perpendicular or at an angle to perimeter foundations must be restrained by
either a nominal finro-inch (51 mm) wide continuous rim joist or a nominal finro-
inch (51 mm) wide full depth blocking between alternate joists in one- and two-
story buildings, and between each joist in three-story buildings. Blocking for
multistory buildings must occur at each joist space above a braced cripple wall
panel. Existing connections at the top edge of an existing rim joist or blocking
need not be verified. The bottom edge connection to either the foundation sill
plate or top plate of a cripple wall must be verified unless a supplemental
connection is provided. The minimum existing bottom edge connection must
consist of 8d toe nails spaced six inches (152 mml apart for a continuous rim
joist or three 8d toe nails per block. When this minimum bottom edge connection
is not present, or is not verified, a supplemental connection must be provided.
When an existing continuous rim joist or the minimum existing blocking does not
occur, new 1-1/8 inch (2V mm) wood structural panel blocking installed tightly
between floor joists and nailed with 10d common nails at four inches on center to
the sill or wall top plate must be provided at the inside face of the cripple wall. In
lieu of 1-1/8 inch (29 mm) wood structural panel blocking, tight fitting, full or near
full depth two inches nominal width (51 mm) lumber blocking must be allowed
provided it does not split during installation. New blocking is not required where it
will interfere with vents or plumbing which penetrates
the wall.
48
V204.1.4. Floor Joists Parallel to Foundations. Where existing floor joists are
parallel to the perimeter foundations, the end joist must be located over the
foundation and, except for required ventilation openings, must be continuous
and in continuous contact with any existing foundation sill plate or top plate of the
cripple wall. Existing connections at the top edge connection of the end joist need
not be verified; however, the bottom edge connection to either the foundation sill
plate or the top plate of a cripple wall must be verified unless a supplemental
connection is provided, The minimum bottom edge connection must be 8d toe
nails spaced six inches (152 mm) apart. If this minimum bottom edge connection
is not present or is not verified, a supplemental connection must be provided.
V204.1.5. Supplemental Connections. Supplemental connections must
provide sufficient strength to transfer the seismic forces.
Framing anchors of minimum 18 gauge steel and 12 approved fasteners may be
considered to meet this requirement when spaced
32 inches (813 mm) on center for one story buildings, 24 inches (610 mm) on
center for two story buildings and 16 inches (406
mm) on center for three story buildings.
EXCEPTION: A supplemental connection is not required when:
1. The structural wood panel sheathing extends from the sill plate to the rim joist
or blocking above.
2. The floor sheathing is nailed directly into the sill or top plate of the cripple wall.
V204.1.6. Single Top Plate Ties. When a single top plate exists in the cripple
wall, all end joints in the top plate must be tied. Ties must be connected to each
end of the discontinuous top plate and must be equal to one of the following:
1. 3-inch by 6-inch (76 mm by 152 mm) by 0.036-inch-thick (0.9 mm) galvanized
steel and nailed with six 8d nails at each end.
2. 1-1/2 inches (38 mm) by 12-inch (305 mm) by 0.058 inches (1.47 mm)
galvanized steel nailed with six 16d nails at each end.
3. 2-inch by 4-inch by 12-inch wood blocking nailed with six 16d nails at each
end.
V204.2. Foundations.
V204.2.1. New Perimeter Foundations. New perimeter foundations must be
provided for structures with the structural weaknesses noted in Items 1 and 2 of
Section V203.1. Soil investigations or geotechnical studies are not required for
this work unless the building shows signs of excessive settlement or creep.
49
V204.2.2. Foundation Evaluation by Engineer or Architect. Partial perimeter
foundations or unreinforced masonry foundations must be evaluated by an
engineer or architect for the force levels noted in Formula (V2-1). Test reports or
other substantiating data to determine existing foundation material strengths
must be submitted for review. When approved by the Building Official, these
foundation systems may be strengthened in accordance with the
recommendations included
with the evaluation in lieu of being replaced.
EXCEPTION: In lieu of testing existing foundations to determine material
strengths and when approved by the Building Official, a new nonperimeter
foundation system, designed for the forces noted in Formula (V2-1), may be used
to resist all exterior wall lateral forces.
V204.2.3. Details for New Perimeter Foundations. All new perimeter
foundations must be continuous and constructed according to the standards for
new buildings.
EXCEPTIONS:
1. When approved by the Building Official, the existing clearance befinreen
existing floor joists or girders and existing grade below the floor need not comply
with Chapter 23. This exception is not permitted when buildings are relocated on
new foundations.
2. When approved by the Building Official, and when designed by an engineer or
architect, partial perimeter foundations may be used in lieu of a continuous
perimeter foundation.
V204.3. Foundation Sill Plate Anchorage.
V204.3.1. Existing Perimeter Foundations. When the building has an existing
�r�ntini in�� pPrir��tPr fn�n�l�ti�n, �II ��rim�ter v►��II sill plat�� must be connected
to the foundation in accordance with Table V2-A and this section. Anchors must
be installed with the plate washer installed between the nut and the sill plate. The
nut must be tightened to a snugtight condition after curing is complete for
adhesive anchors and after expansion wedge engagement for expansion
anchors. The installation of nuts on all anchors must be subject to verification by
the Building Official. Torque testing must be performed for 25 percent of all
adhesive or expansion anchors. Minimum test values must be 30 foot pounds
(41 N-m) for 1/2-inch (12.7 mm) and 40 foot pounds (55 N-m) for 5/8-inch (15.9
mm) diameter anchors.
Anchor side plates must be permitted when conditions prevent anchor
installation vertically through the sill plate. Anchor side plates must be spaced as
required for adhesive or expansion anchors but only one anchor side plate is
50
required on individual pieces of sill plate less than 32 inches (813 mm) in length.
Wood structural panel shims must be used on sill plates for single plate anchor
side plates when the foundation stem wall is from 3/16 inch (4.8 mm) to 3/4 inch
(19 mm) wider than the sill plate.
The shim length must extend a minimum of two inches ( 50.8 mm) past each
end of the anchor side plate. Two plate anchor side plates must be used when
the total thickness of the required shim exceeds 3/4 inch (19 mm). All anchor
side plates, which use lag or wood screws must pre-drill the sill plate to prevent
splitting as required by Section 2304.9. Lag or wood screws must be installed in
the center of the thickness of the existing sill plate. Expansion anchors cannot
be used in unreinforced masonry or concrete or masonry grout of poor quality.
Adhesive anchors must be required when expansion anchors will not tighten to
the required torque or their installation causes surface cracking of the foundation
wall.
V204.3.2. Placement of Anchors. Anchors must be placed within 12 inches
(305 mm), but not less than nine inches (229 mm), from the ends of sill plates
and must be placed near the center of the stud space closest to the required
spacing. New sill plates may be installed in pieces when necessary because of
existing conditions. The minimum length of new sill plate pieces must be 30
inches (762 mm).
EXCEPTION: Where physical obstructions such as fireplaces, plumbing or
heating ducts interFere with the placement of an anchor, the anchor must be
placed as close to the obstruction as possible, but not less than nine inches (229
mm) from the end of the plate. Center-to-center spacing of the anchors must be
reduced as necessary to provide the minimum total number of anchors required
based on the full length of the wall. Center-to-center spacing cannot be less than
12 inches (305 mm).
V204.3.3. New Perimeter Foundations. Sill plates for new perimeter
foundations must be anchored as required by Chapter 18.
V204.4. Cripple Wall Bracing.
V204.4.1. General.
Exterior cripple walls, not exceeding four feet (1219 mm) in height must use the
prescriptive bracing method listed below. Cripple walls more than four feet (1219
mm) in height require analysis by an engineer or architect in accordance with
Chapter 16.
V204.4.1.1. Sheathing Requirements.
Wood structural panel sheathing cannot be less than 15/32-inch (12 mm) thick.
When used, plywood panels must be constructed of five or more plies. All wood
structural panels must be nailed with 8d common nails spaced four inches (102
mm) on center at all edges and at 12 inches (305 mm) on center at each
51
intermediate support with not less than two nails for each stud. Nails must be
driven so that their head or crown is flush with the surFace of the sheathing and
must penetrate the supporting member a minimum of 1-1/2 inch (38 mm). When
a nail fractures the surFace, it must be left in place and not counted as part of the
required nailing. A new 8d nail must be located within two inches (51 mm) of the
discounted nail and hand driven flush with the sheathing surface.
EXCEPTION: No. 6 x 1-1/2 inch (38 mm) wood screws may be used for
sheathing nailing when bracing materials are installed on the interior face of
studs and cement plaster or other brittle finishes are on the exterior of the
sheathed wall. All horizontal joints must occur over nominal two-inch by four-inch
(51 mm by 102 mm) blocking installed with the nominal four-inch (102 mm)
dimension against the face of the plywood. All vertical joints must occur over
studs. Vertical joints at adjoining pieces of wood structural panels must be
centered on existing studs such that there is a minimum 1/8 inch (3.2 mm)
between the panels. Nails must be placed a minimum of 1/2 inch (12.7 mm) from
the edges of the existing stud. When such edge distance cannot be maintained
because of the width of the existing stud, a new stud must be added adjacent to
the existing and connected with 16d common nails at eight inches (206 mm) on
center. A minimum of three such nails must be provided.
V204.4.2. Distribution and Amount of Bracing.
See Table V2-A for the distribution and amount of bracing required. Bracing for a
building with three or more floor levels above cripple wall studs exceeding 14
inches (356 mm) in height must be designed in accordance with Chapter 16.
The braced panel must be at least two times the height of the cripple stud wall
but not less than 48 inches (1219 mm) in width. All panels along a wall must be
nearly equal in length and must be nearly equally spaced along the length of the
wall. Braced panels at ends of walls must be located as near the end as
possible.
Whe!'? �hy�jr.�l 4hS�r��c:ti��1� S�l�h �� fi�Ppla���, pl��mhin4 pr h�a�tjn� c�i��t�
interFere with the placement of cripple wall bracing, the bracing must then be
placed as close to the obstruction as possible. The total amount of bracing
required cannot be reduced because of obstructions but the required length of
bracing need not exceed the length of the wall.
Underfloor ventilation openings must be maintained in accordance with Chapter
12. Braced panels may include underfloor ventilation openings when the height
of the solid portion of the panel meets or 75 percent of the height of the cripple
stud wall. When the minimum amount of bracing prescribed in Table V2-A cannot
be installed due to obstructions along any wall, the bracing must be designed by
an architect or engineer in accordance with Chapter 23.
52
V204.4.3. Stud Space Ventilation. When bracing materials are installed on the
interior face of studs forming an enclosed space between the new bracing and
existing exterior finish, each braced stud space must be ventilated. Adequate
ventilation and access for future inspection must be provided by drilling on two-
inch to three-inch (51 mm to 76 mm) diameter round hole through the sheathing
nearly centered between each stud at the top and bottom of the cripple wall.
Such holes should be spaced a minimum of one-inch (25 mm) clear from the sill
or top plates. In stud spaces containing sill bolts, the hole must be located on the
center line of the sill bolt but not closer than one-inch (25 mm) clear from the
nailing edge of the sheathing.
When existing blocking occurs within the stud space, additional ventilation holes
must be placed above and below the blocking or the existing block must be
removed and a new nominal two-inch (51 mm) by four-inch (102 mm) block
installed with the nominal four-inch (102 mm) dimension against the face of the
plywood. For stud heights less than 18 inches (457 mm) only one
ventilation hole need be provided.
V204.4.4. Existing Underfloor Ventilation. Existing underfloor ventilation
cannot be reduced without providing equivalent new ventilation as close to the
existing as possible. New sheathing may be installed around existing vent
openings in braced panels when the length of the panel is increased a distance
equal to the length of the vent opening or one stud space minimum.
EXCEPTION: For residential buildings with a post and pier foundation system
where a new continuous perimeter foundation system is being installed,
ventilation must be provided in accordance with this Code.
SECTION V205. QUALITY CONTROL.
V205.1. Inspection by the Department. All work must be inspected by the
Building Official including, without limitation:
1. Placement and installation of new adhesive or expansion anchors or anchor
side plates installed in existing foundations.
2. Placement of required blocking and framing anchors.
3. Installation and nailing of new cripple wall bracing.
The torque testing of sill plate anchors per Section V204.3.1 must be perFormed
by the building inspector.
V205.2. Special Inspection.
Special inspection is not required for sill plate anchors installed in existing
foundations regulated by the provisions of this Chapter. Any work may be subject
53
to special inspection when required by the Building Official or when so
designated by the architect or engineer of record.
V205.3. Structural Observation.
Structural observation is not required for work done under the prescriptive
provisions of this Chapter. When construction documents for strengthening are
prepared by an architect or engineer and alternate materials or methods are
used, structural observation must be provided as required in Chapter 17.
V205.4. Engineer's or Architect's Statement.
When an alternative design is provided per Section V201.3, the responsible
engineer or architect must place the following statement on the approved plans:
1. "I am responsible for this building's seismic strengthening design for the
underfloor cripple walls and sill bolting in compliance with the minimum seismic
resistance standards of Appendix Chapter V201 of the Building Code." or when
applicable:
2. "The Registered Deputy Inspector, required as a condition of the use of
structural design stresses requiring continuous inspection, will be responsible to
me, the California Licensed Engineer or Architect, as required by Chapter 13-1 of
the EI Segundo Municipal Code."
TABLE V2-A
SILL PLATE ANCHORAGE AND CRIPPLE WALL BRACING 1,2,3
Number of Stories above Cripple Walls Minimum Sill Plate Connection
and Maximum Spacing Amount of Wall Bracing
One Story Adhesive or expansion anchors must be 1/2-inch (12.7 mm) minimum
diameter spaced at six feet (1829 mm) maximum center to center. Each end and
not less than 50% of the wall length. Two Story Adhesive or expansion anchors
must be 1/2-inch (12.7 mm) minimum diameter spaced at four feet (1219 mm)
maximum center to center; or 5/8 inch (15.9 mm) spaced at six feet maximum
center to center. Each end and not less than 70% of the wall length. Three Story
Adhesive or expansion anchors must be 1/2- inch minimum (12.7 mm) diameter
spaced at two feet eight inches (813 mm) maximum center to center; or 5/8-inch
minimum (15.9 mm) diameter spaced at four feet (1219 mm) maximum center to
center. 100% of the wall length. 1. Plate washers for use with adhesive or
expansion anchors must be two-inch (51 mm) by two- inch (51 mm) by 3/16-inch
(4.8 mm) for 1/2-inch (12.7 mm) diameter anchors and 2-1/2-inch (64 mm) by 2-
1/2-inch (64 mm) by 1/4-inch (6 mm) for 5/8 inch (15.9 mm) diameter anchors. 2.
Existing sill plate anchor bolts must be permitted to provide all or a portion of the
sill plate connection requirement if:
a. the anchor bolt is cast in concrete and in sound condition, and:
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b. the diameter size and maximum spacing meets or exceeds the requirements
of Table V2-A, and:
c. a new plate washer conforming to footnote 1 is installed, and:
d. the sill plate is connected to a snug tight condition and torque tested per
Section V204.3.1.3. Anchor side plates must be permitted when conditions
prevent anchor installation vertically through the sill plate
APPENDIX V301 - VOLUNTARY — EARTHQUAKE HAZARD REDUCTION IN
EXISTING REINFORCED CONCRETE AND REINFORCED
MASONRY WALL BUILDINGS WITH FLEXIBLE DIAPHRAGMS
SECTION V301. 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
reinforced concrete and masonry wall buildings with flexible diaphragms
designed under the building codes in effect before January 1, 1995. These
buildings are potentially hazardous and prone to significant damage, including
possible collapse, in a moderate to major earthquake. These structures typically
shelter large numbers of persons and property for retail, food markets, food
distribution centers, warehousing, aerospace, industrial/manufacturing and
general
business and office use. Their continued use after an earthquake is also
essential to the local economy and its post-earthquake recovery.
The provisions of this Chapter are minimum standards for structural seismic
resistance established primarily to reduce the risk of loss of life or injury on both
subject and adjacent properties and will not necessarily prevent all earthquake
damage to an existing building which complies with these standards. This
Chapter cannot require existing electrical, plumbing, mechanical or fire safety
systems to be altered unless they constitute a hazard to life or property.
This Chapter provides voluntary retrofit standards for deficient wall anchorage
svstems on structures that are not subiect to the mandatorv provisions of
Chapter When fully followed, these standards will strengthen the portion of the
structure that is most vulnerable to earthquake damage.
SECTION V302. SCOPE.
The voluntary provisions of this Chapter apply to existing buildings of the
following types:
1. Cast-in-place reinforced concrete or masonry wall buildings with flexible
diaphragms designed under building codes in effect before January 1, 1995.
2. Tilt-up concrete wall buildings with flexible diaphragms designed under the
building codes in effect before January 1, 1995, but after January 1, 1976.
All tilt-up concrete wall buildings designed under the Building Code in effect
before January 1, 1976 are subject to the mandatory provisions of this Chapter
All existing reinforced masonry or concrete buildings with flexible diaphragms,
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including tilt-up concrete wall buildings, designed under the Building Code in
effect on or after January 1, 1995, must be designed in conformance with
Chapter 16.
SECTION V303. DEFINITIONS.
For the purposes of this Chapter, the applicable definitions in Chapter 2, Chapter
16, Chapter 19 and Chapter 23 of this Code; Chapter 1, Chapter 3, Chapter 4,
Chapter 5, Chapter 6 and Chapter 11 of ASCE 7, and the following apply:
ANCHORAGE SYSTEM is the system of all structural elements and
connections, which support the concrete or masonry wall in the lateral direction,
including diaphragms and subdiaphragms, wall anchorage and continuity or
cross tie connectors in subdiaphragms and main diaphragms.
COMMENCED CONSI'RUCTION is construction pursuant to a valid building
permit that has progressed to the point that one of the called inspections as
required by the Department has been made and the work for which the
inspection has been called has been judged by the Department to be substantial
and has been approved by the Department.
EXISTING BUILDING is an erected building for which a legal building permit and
a certificate of occupancy have been issued.
FLEXIBLE DIAPHRAGM is any diaphragm constructed of wood structural panel,
diagonal or straight wood sheathing, metal decking without a structural concrete
topping, or horizontal rod bracing.
HISTORICAL BUILDING is any building designated or currently in the process of
being designated as a historical building by an appropriate federal, state or City
jurisdiction.
REINFORCED CONCRETE WALL is a concrete wall that has 50 percent or
mc�re of th� reinfor�ing s#P�I r�ni�i�-Prl �nr �Q��,����Pd ,nnrratg jh (v_h�r�tAr qa,
REINFORCED MASONRY WALL is a masonry wall that has 50 percent or more
of the reinforcing steel required by Chapter 21.
RETROFIT is strengthening or structurally improving the lateral force resisting
system of an existing building by alteration of existing or addition of new
structural elements.
TILT-UP CONCRETE WALL is a form of precast concrete panel construction
either cast in the horizontal position at the site and after curing, lifted and moved
into place in a vertical position, or cast off-site in a fabricator's shop.
SECTION V304. ANALYSIS AND DESIGN.
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V304.1. Wall Panel Anchorage. Concrete and masonry walls must be anchored
to all floors and roofs which provide lateral support for the wall. The anchorage
must provide a positive direct connection between the wall and floor or roof
construction capable of resisting a horizontal force equal to 30 percent of the
tributary wall weight for all buildings, and 45 percent of the tributary vvall weight
for essential buildings, or a minimum force of 250 pounds per linear foot of wall,
whichever is greater. The required anchorage must be based on the tributary
wall panel assuming simple supports at floors and roof.
EXCEPTION: An alternate design may be approved by the Building Official when
justified by well established principles of inechanics.
V304.2. Special Requirements for Wall Anchors and Continuity Ties. The
steel elements of the wall anchorage systems and continuity ties must be
designed by the allowable stress design method using a load factor of 1.7. The
1/3 stress increase permitted by Chapter 16 cannot be permitted for materials
using allowable stress design methods. The strength design specified in Chapter
19 using a load factor of 2.0 in lieu of 1.4 for earthquake loading, must be used
for the design of embedment in concrete. Wall anchors must be provided to
resist out-of-plane forces, independent of existing shear anchors.
EXCEPTION: Existing cast-in-place shear anchors may be used as wall anchors
if the tie element can be readily attached to the anchors and if the engineer or
architect can establish tension values for the existing anchors through the use of
approved as-built plans or testing, and through analysis showing that the bolts
are capable of resisting the total shear load while being acted upon by the
maximum tension force due to seismic loading. Criteria for analysis and testing
must be determined by the Building Official.
Expansion anchors are not allowed without special approval of the Building
Official. Attaching the edge of plywood sheathing to steel ledgers is not
considered as complying with the positive anchoring requirements of the Code;
a�!?�I atFa,�i�c� t�P ar��P nf StQQI riP�ks t� �t�2! 12��?r� !s !��t ���iS�d��?� ?S
providing the positive anchorage of this Code unless testing and analysis are
performed, which establish shear values for the attachment perpendicular to the
edge of the deck.
V304.3. Development of Anchor Loads into the Diaphragm. Development of
anchor loads into roof and floor diaphragms must comply with Chapter 12 of
ASCE 7.
EXCEPTION: If continuously tied girders are present, then the maximum spacing
of the continuity ties is the greater of the girder spacing or 24 feet (7315 mm). In
wood diaphragms, anchorage cannot be accomplished by use of toe nails or
nails subject to withdrawal, nor must wood ledgers, top plates or framing be
used in cross-grain bending or cross-grain tension. The continuous ties required
57
by Chapter 12 of ASCE 7 must be in addition to the diaphragm sheathing.
Lengths of development of anchor loads in wood diaphragms must be based on
existing field nailing of the sheathing unless existing edge nailing is positively
identified on the original construction plans or at the site. At reentrant corners,
continuity collectors may be required for existing return walls not designed as
shear walls, to develop into the diaphragm a force equal to the lesser of the
rocking or shear capacity of the return wall, or the tributary shear but not
exceeding the capacity of the diaphragm. Shear anchors for the return wall must
be commensurate with the collector force. If a truss or beam other than rafters or
purlins is supported by the return wall or by a column integral with the return wall,
an independent secondary column is required to support the roof or floor
members whenever rocking or shear capacity of the return wall is governing.
V304.4. Anchorage at Pilasters. Anchorage of pilasters must be designed for
the tributary wall anchoring load per Section V304.1 of this Code, considering the
wall as a two-way slab. The edge of the two-way slab must be considered
"fixed" when there is continuity at pilasters, and considered "pinned" at roof or
floor levels. The pilasters or the walls immediately adjacent to the pilasters must
be anchored directly to the roof framing such that the existing vertical anchor
bolts at the top of the pilasters are by-passed without causing tension or shear
failure at the top of the pilasters.
EXCEPTION: If existing vertical anchor bolts at the top of the pilasters are used
for the anchorage, then additional exterior confinement must be provided. The
minimum anchorage at a floor or roof between the pilasters must be that
specified in Section V304.1 of this Code.
V304.5. Symmetry. Symmetry of connectors in the anchorage system is
required. Eccentricity may be allowed when it can be shown that all components
of forces are positively resisted and justified by calculations or tests.
V304.6. Minimum Roof Member Size. Wood members used to develop
anchorage forces to the diaphragm must be of minimum nominal width for new
construction and replacement. All such members must b� d��ian�d for gravi#y
and earthquake forces as part of the wall anchorage system. For existing
structural members, the allowable stresses must be without the 1/3 stress
increase per Section V304.2.
V304.7. Combination of Anchor Types. To repair and retrofit existing buildings,
a combination of different anchor types of different behavior or stiffness is
prohibited. The capacity of the new and existing connectors cannot be added.
V304.8. Prohibited Anchors. Usage of connectors that were bent or stretched
from the intended use is prohibited.
V304.9. Crack and Damage Repairs, Evaluation of Existing Structural
Alterations. The engineer or architect must report any observed structural
58
conditions and structural damage that have imminent life safety effects on the
buildings and recommend repairs. This includes alterations such as openings cut
in existing wall panels without a huilding permit. E�aluations and repairs must be
reviewed and approved by the Building flf�i�iaE,
V304.10. Miscellaneous. Existing mezzanines relyir�g on the concrete or
masonry walls for vertical pr latera! suppvrt must t�e anchored to the walls for the
tributary mezzanine load. Vllalls depending vn tFte mezzanine for lateral support
must be anchored per Sections V3Q4.1, V3�4.2 and 1/304.3 of this Code.
EXCEPTION: Existing mezzanines that have independent lateral and vertical
support need not be anchored to the concrete or masonry wa�ls. Exis#ing interior
masanry or concrete wails not designed as shear walls, which extend to the floor
abvve ar tv #�e roof diaphragm must also be anchored far vut-of-piane forces
per 5ection V304.'f, V3�4.2 and V304.3 of this Code. In the in-plane direction,
the walls may he isvlated ar must be developed into the diaphragm for a lateral
farce equai ta the lesser of the rocking or shear capacity of the wall, or the
tribu#ary she2tr hut not exceeding the diaphragm capacity.
V304.11. Historical Buildings. Qualified historical buildings must be permitted
to use alternate building standards vr de�iativns from this Chapter in order to
preserve their original or restored architectt�ral efements and features.
SECTION V305. MATERIALS OF CONSTRUCTION.
All materials permitted by this Code.
SECTION V306. INFORMATION REQUIRED ON PLANS.
V306.1. General. In addition to the seismic analysis required elsewhere in this
Chapter, the licensed engineer or architect responsible for the seismic analysis of
the building m�ast �-P��r�+ �h� ;;fcrma��a�� required by this section on the approved
plans.
V30fi.2. Infvrma#ion Required. The plar�s must accura#e!y reflect the results of
the en�ir�eering in�esti�ation and design and shaw ail pertinent dimensions and
size� far p�an re�iew and construc#ior�. The follnwing must be provided:
1. Floor plans and roof plans must show the existing framing construction,
diaphragm construction, proposed wall anchors, cross-ties and collectors.
Existing nailing, anchors, ties and collectors must also be shown on the plans if
these are part of the design, and these structural elements need to be verified in
the field.
2. At elevations where there is alterations or damage, the details must show the
roof and floor heights, dimensions of openings, location and extent of existing
damage, and proposed repair.
59
3. Typical �oncrete or masonry wal! sections with wall thickness, height, and
locatian of anchars must be provided.
4. Details must include tFre �xist�ng and new anchvrs and tf�e rne#hvd vt
de�elvpment af an�har forces in�o the diaphragm traming; existing and new
CI'OS5-fE�S, existing and �erN ar impra�ed support vf the rvof ar�d ffoor girders at
pilasters or walls.
V3D�.3. Engineer's or Archi�e�t's 5tatement, The respansible engine�r vr
archite�t must state an #he apprvved plans, #he following:
1. "I am respvr�sibie far tnis building's se�smic strer�gthening design vf t�e tilt-up
cvncrete wall an�horage sys#em in campliance wi#h #he minimum seismic
resistance s#andards of C�apter V3 af the Califarnia Building Code, as advp#ed
�y the EI 5egundo Municipai Code." ❑r when applicahle:
2. "The Regist�red �eputy I�spector, required �s a canditior� of the use af
structural design stresses requiring cvntinuous inspection, wifl �e respansi�l� to
me, the Ca1i�Farnia �icensed Engineer vr Architect, as required by S�ction 'l7Q4 vf
the California Buildir�g Code, a� ac#opted by the E! Segundo IVlunicipai Code."
SECTION 8: CALIFORNIR ENVIR(�NMENTA� G2LIALITY ACT E}CEMPTIDN.
The City Council determines that this ordinance is exempt from review under the
California Environmental Quality Act (California Public Resources Code §§
21000, et seq., "CEQA") and the regulations promulgated thereunder (14
California Code of Regulations §§ 15000, et seq., the "State CEQA Guidelines")
because it consists only of minor revisions and clarifications to an existing code
of construction-related regulations and specification of procedures related thereto
and will not have the effect of deleting or substantially changing any regulatory
standards or findings required therefor. This ordinance, therefore, is an action
being taken for enhanced protection of the environment and that does not have
the potential to cause significant effects on the environment.
SECTION 9: 5AVl�i�S CLAUSE. Repeaf af an
other city ordinance herein w�11 nat affect anY P�°visfar� °f the ESMC or any
incurred before, or recl�de Y penaity, tarfeiture, or liabili#y
p prasecution and impvsftian vf penalties for any
violation occurring before, this �rdir�ance's effective date. Ar�y such repeaied part
will remain in full forGe and e�fect for sustaining actian or prosecuting violations
occurring before the effecti�e date of th�s �rdinance.
SECTION 10: SEVERABILITY. ff any �art of this Ordinance or its application is
deemed invalid by a courf vf campetent jurisdiction, the city council intends that
such invalidity wi!! not affec##he effectiveness of the remaining provisions
or applications and, to this end, the provisions of this Ordinance are severable.
60
SECTION 11: VALIDITY OF PREVIOUS CODE SECTIONS. If this the entire
Ordinance or its application is deemed invalid by a court of competent
jurisdiction, any repeal of the ESMC or other the city ordinance by this Ordinance
wilf be rendered void and cause such ESMC provision or otMer the city ordinance
to remain in full force and effect for all purposes.
SECTION 11: EFFECTIVE DATE. This Ordinance will take effect on January 1,
2014.
PASSED AND ADOPTED this 5th day of Nov. ' , 2013.
r
il Fisher,Mayor
APPROVED AS TO FORM
MA NSLEY, � TY ORNEY
By:
Karl H. rger
Assistant City Attorney
61
ATT�ST:
STATE OF CALIFORI*�IA )
COUN'�Y OF LOS ANGELES) SS
CITY OF EL SEGLJNDO ) .
I, Tracy Weaver, City �lerk af the City vf El Segunda, Ca�ifornia, do certify that the
wl�ale nu.mber�p�4members of#he City Council of said City is fi�ve; that the fare�aing
Drdinance 1Vo. was duly introdu�ed by said City Council at a regular rneeting he�d an the
�5�� day of a��• , �413, and was duly passed and adapted by said City
Couneil, approved and signed by the Mayor, and attested to �iy the City G1erk, all at a
regular meeting of �aid Gou�eil held �n the Sth day af �NO°. , �013,
and the same was so passed and adopted by the follovuing vote:
AYES: Fisher, Jacobsou, Fuentes, Atkinson, Fellhauer
NDES: Nune
ASSENT: Nc�ne
A STAIN: NQp
Tracy ea�er, ' ty Glerk
62