ORDINANCE 1349ORDINANCE NO.1349
i ORDINANCE INCORPORATING THE 2001 CALIFORNIA
IJILDING CODE VOLUMES I, II, AND III ( "CBC ") BY REFERENCE
;1ND AMENDING THE CBC BASED UPON LOCAL CLIMATIC,
TOPOGRAPHIC, AND GEOGRAPHICAL CONDITIONS.
The council of the city of El Segundo does ordain as follows:
,ACTION 1. FINDINGS. The City Council finds and declares as follows:
A. In accord with Health & Safety Code § 17958.7, it is in the public interest to adopt
the 2001 Edition of the California Building Code Volumes I, II, and III ( "CBC ") with the
changes set forth in this Ordinance.
B. Pursuant to the requirements of Health & Safety Code § 17958.7, the City Council
finds the following:
1. There are local geographical conditions justifying the CBC amendments set
forth below. Specifically, the City is located in an area with a high probability.
for a severe seismic event. Studies resulting from the 1994 Northridge
Earthquake determined that additional structural requirements in the City's
building codes are needed to give buildings a reasonable degree of structural
integrity to help protect public health and safety in the event of a seismic
event;
2. There are local topographical conditions justifying the CBC amendments set
forth below. The City has hillside and flat land developments that require
special drainage precautions. Structures would be subject to water damage
without special requirements addressing site drainage. The City has a mixture
of structures with varying heights that make fire suppression response
difficult. Occupants of structures may be subject to fire and smoke hazards.
C. The specific amendments of the CBC that fulfill this requirement are:
1. CBC §§ 209 -H to 214 -M define additional structures that are subject to the
fire safety requirements in this code;
2. CBC §§ 1612.2.1 to 3310.2 regulate the means of construction, load
calculations, and other, miscellaneous, matters needed to strengthen the
structural integrity of structures subject to the ESMC.
D. Based upon the foregoing findings, the changes made to the CBC by this Ordinance
are reasonably necessary to provide sufficient and effective protection of life, health and
property.
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SECTION 2. El Segundo Municipal Code ( "ESMC; ") § 13 -1 -1 is amended in its entirety to read
as follows:
"13 -1 -1: ADOPTION OF CALIFORNIA BUILDING CODE, 2001
EDITION. Pursuant to California Government Code § 50022.2, the California
Building Code, 2001 Edition, Volumes I, II, and III published at Title 24, Part 5,
of the California Code of Regulations, including Appendices Al2 Div II, A15,
A18, A29, A31 Div II, A31 Div III, A33, A34 Div II, A34 DIII ( "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 read as follows:
"13 -1 -22: DELETIONS TO THE CODE: Table No. 1 -A, entitled Building
Permit Fees, of the CBC is deleted. Fees will be established by city council
resolution."
SECTION 4. ESMC § 13 -1 -2 is amended in its entirety to read as follows:
"13 -1 -2: AMENDMENTS TO THE CODE:
CBC § 107.3 is amended to read as follows:
107.3 Plan Review Fees
When submittal documents are required by Section 106.3.2, a plan review fee
must be paid contemporaneously at the time of submitting documents for plan
review. Plan review fees are set by resolution.
The plan review fees specified in this section are separate fees from the permit
fees specified in Section 107.2 and are in addition to the permit fees.
When submittal documents are incomplete or changed so as to require additional
plan review or when the project involves deferred submittal items as defined in
Section 106.3.4.2, an additional plan review fee will be charged at the rate set by
resolution.
CBC § 209 -H is amended to read as follows:
Sec. 209 -H. HIGH -RISE BUILDING is any building having a floor or floors used for
human occupancy located more than 75 feet (22,860 mm) above the lowest level of fire
department access. Measurement will be from the underside of the roof or floor above
the topmost usable space to the lowest fire apparatus access road level or building access,
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as defined in Section 203 -B, whichever is lower.
CBC § 213 -L is added to read as follows:
Sec 213 -L. LOW -RISE BUILDING is any building that is less than four stories in
height from the lowest level of fire department access. Measurement will be from the
underside of the roof or floor above the topmost usable space to the lowest fire apparatus
access road level or building access, as defined in Section 203 -B, whichever is lower.
CBC § 214 -M is added to read as follows:
Sec. 214 -M. MID -RISE BUILDING is any building having space used for human
occupancy four complete stories or more in height while being 75 feet (22,860 mm) or
less in height and not defined as a high -rise building by Section 209 -H. Measurement
will be from the underside of the roof or floor above the topmost usable space to the
lowest fire apparatus access road level or building access, as defined in Section 203 -B,
whichever is lower.
CBC § 1402.4 is amended to read as follows:
1402.4 Dampproofing Foundation Walls. Unless otherwise approved by the
building official, foundation walls enclosing usable space below finished grade
must be waterproofed or dampproofed in accordance with Appendix Chapter 18."
CBC § 1612.2.1 is amended to read as follows:
1612.2.1 Basic load combinations. Where Load and Resistance Factor Design
(Strength Design) is used, structures and all portions thereof must resist the most
critical effects from the following combinations of factored loads:
1.4D
(12 -1)
1.2D + 1.6L + 0.5 (Lr or S)
(12 -2)
1.2D + 1.6 (Lr or S) + (fl L or 0.8 W)
(12 -3)
1.2D +1.3W +(f,L +0.5(L,.orS)
(12 -4)
1.2D + 1.0E + (fl L + f2 S)
(12 -5)
0.9D ± (1.OpEh or 1.3W)
(12 -6)
WHERE:
E = load effects of earthquake, or related internal moments and forces.
Eh = the earthquake load due to the base shear, V, as set forth in Section 1630.2 or the
design lateral force, Fp, as set forth in Section 1632.
fl = 1.0 for floors in places of public assembly, for live loads in excess of 100 psf
(4.9 kN /m2 ), and for garage live load,
f1= 0.5 for other live loads.
Page 3 of 26
f2 = 0.7 for roof configurations (such as saw tooth) that do not shed snow off the
structure,
f2 = 0.2 for other roof configurations.
EXCEPTIONS:
1. Factored load combinations for concrete per Section 1909.2 where load
combinations do not include seismic forces.
2. Where other factored load combinations are specifically required by the
provisions of this code.
CBC § 1629.4.2 is amended to read as follows:
1629.4.2. Seismic Zone 4 near - source factor. In Seismic Zone 4, each site must
be assigned a near - source factor in accordance with Table 16 -S and the Seismic
Source Type set forth in Table 16 -U. The value of Na used in determining CQ need
not exceed 1.1 for structures complying with all the following conditions:
1. The soil profile type is SA, SB, Sc or SD.
2. p = 1.0.
3. Except in single - story structures, Group R, Division 3 and Group U, Division 1
Occupancies, moment frame systems designated as part of the lateral- force-
resisting system must be special moment - resisting frames.
4. The provisions in Sections 9.6a and 9.6b of AISC - Seismic Part I do not apply,
except for columns in one -story buildings or columns at the top story of
multistory buildings.
5. None of the following structural irregularities is present: Type 1, 4 or 5 of
Table 16 -L, and Type 1 or 4 of Table 16 -M.
CBC § 1630.8.2.2 is amended to read as follows:
1630.8.2.2 Detailing requirements in Seismic Zones 3 and 4. In Seismic Zones
3 and 4, elements supporting discontinuous systems must meet the following
detailing or member limitations:
1. Reinforced concrete or reinforced masonry elements designed primarily as
axial -load members must comply with Section 1921.4.4.5.
2. Reinforced concrete elements designed primarily as flexural members and
supporting other than light -frame wood shear wall systems or light -frame steel
and wood structural panel shear wall systems must comply with Sections 1921.3.2
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and 1921.3.3. Strength computations for portions of slabs designed as supporting
elements includes only those portions of the slab that comply with the
requirements of these Sections.
3. Masonry elements designed primarily as axial -load carrying members must
comply with Sections 2106.1.12.4, Item 1, and 2108.2.6.2.6.
4. Masonry elements designed primarily as flexural members must comply with
Section 2108.2.6.2.5.
5. Not Adopted_
6. Steel elements designed primarily as flexural members or trusses must have
bracing for both top and bottom beam flanges or chords at the location of the
support of the discontinuous system and must comply with the requirements of
AISC- Seismic Part I, Section 9.4b.
7. Wood elements designed primarily as flexural members must be provided with
lateral bracing or solid blocking at each end of the element and at the connection
location(s) of the discontinuous system.
CBC § 1630.10.2 and 1630.10.3 are amended to read as follows:
1630.10.2 Calculated. Calculated story drift using Am cannot exceed 0.025 times
the story height for structures having a fundamental period of less than 0.5
second. For structures having a fundamental period of 0.5 second or greater, the
calculated story drift cannot exceed 0.020 /T 113 times the story height.
(Note: Exceptions to remain unchanged)
1630.10.3 Limitations. The design lateral forces used to determine the calculated
drift may disregard the limitations of Formula (30 -6) and (30 -7) and may be based
on the period determined from Formula (30 -10) neglecting the 30 or 40 percent
limitations of Section 1630.2.2, Item 2.
Items 4 and 7 of CBC § 1633.2.9 of the CBC are amended to read as follows:
4. Diaphragms supporting concrete or masonry walls must have continuous ties
or struts between diaphragm chords to distribute the anchorage forces specified in
Section 1633.2.8. The spacing of continuous ties must not exceed 25 feet (7620
mm). Added chords of subdiaphragms may be used to form subdiaphragms to
transmit the anchorage forces to the main continuous crossties. The maximum
allowable diaphragm shear used to determine the depth of the subdiaphragm must
not exceed 300 pounds per foot (4.38 kN /m). The maximum length -to -width ratio
of the wood structural subdiaphragm must be 2%2:1.
Page 5 of 26
7. In structures in Seismic Zones 3 and 4 having a plan irregularity of Type 2 in
Table 16 -M, diaphragm chords and drag members must be designed considering
independent movement of the projecting wings of the structure. Each of these
diaphragm elements must be designed for the more severe of the following two
assumptions:
Motion of the projecting wings in the same direction.
Motion of the projecting wings in opposing directions.
EXCEPTION: This requirement may be deemed satisfied if the procedures of Section
1631 in conjunction with a three- dimensional model have been used to determine the
lateral seismic forces for design.
When designing the diaphragm to comply with the requirements stated above, the return
walls and fins /canopies at entrances must be considered. Seismic compatibility with the
diaphragm must be provided by either seismically isolating the element or by attaching
the element and integrating its load into the diaphragm.
Table 16 -N of the CBC is amended to read as follows:
TABLE 16 -N — STRUCTURAL SYSTEMS'
BASIC STRUCTURAL
SYSTEM'
LATERAL- FORCE - RESISTING SYSTEM
DESCRIPTION
R
HEIGHT
LIMITFOR
SEISMIC
ZONES 3AND
4 (feet)
x 304.8 for mm
1. Bearing wall system
1. Light framed walls with shear panels
a. Wood structural panel walls for structures three stories
5.5
2.8
65
or less
b. All other light framed walls
4.5
2.8
65
2. Shear walls
a. Concrete
4.5
2.8
160
b. Masonry
4.5
2.8
160
3. Light steel framed bearing walls with tension -only bracing
28
2.2
65
4. Braced frames where bracing carries gravity load
a. Steel
b. Concrete'
4.4
2.2
160
c. Heavy timber
2.8
2.2
-
2.8
2.2
65
Page 6 of 26
2. Building frame system
1. Steel eccentrically braced frame (EBF)
7.0
2.8
240
2. Light-framed walls with shear panels.
a. Wood structural panel walls for structures three stories
6.5
2.8
65
or less
b. All other light framed walls
5.0
2.8
65
3. Shear walls
a. Concrete
5.5
2.8
240
b. Masonry
5.5
2.8
160
4. Ordinary braced frames
a. Steel
5.0
2.0
356
b. Concrete3
5.6
2.2
-
c. Heavy timber
5.6
2.2
65
5. Special concentrically braced frames
a. Steel
6.4
2.2
240
3. Moment- resisting frame
1. Special moment - resisting frame (SMRF)
system
a. Steel
8.5
2.8
N.L.
b. Concrete
8.5
2.8
N.L.
2. Masonry moment - resisting wall frame ( MMRWF)
6.5
2.8
160
3. Intermediate moment - resisting frame (IMRF)3
a. Steel6
b._Concrete5
4.5
2.8
356
4. Ordinary moment-resisting-frame (OMRF)
5.5
2.8
-
a. Steel
b. Concrete7A
3.5
2.8
-6
5. Special truss moment frames of steel (STMF)
3.5
2.8
-
6.5
2.8
240
4. Dual systems
1. Shear walls
a: Concrete with SMRF
8.5
2.8
N.L.
b. Concrete with steel OMRF (Not Permitted)
4.2
2.8
160
c. Concrete with concrete IM" 5
6.5
2.8
160
d. Masonry with SMRF
5.5
2.8
160
e. Masonry with steel OMRF (Not Permitted)
4.2
2.8
160
f. Masonry with concrete IMRF 3
4.2
2.8
-
g. Masonry with masonry MMRWF
6.0
2.8
160
2. Steel EBF
a. With steel SMRF
8.5
2.8
N.L.
b. With steel OMRF (Not Permitted)
4.2
2.8
160
3. Ordinary braced frames (Not Permitted)
a. Steel with steel SMRF
6.5
2.8
N.L.
b. Steel with steel OMRF
4.2
2.8
160
c. Concrete with concrete SMRF3
6.5
2.8
-
d. Concrete with concrete IMRF3
4.2
2.8
-
4. Special concentrically braced frames
a. Steel with steel SMRF
7.5
2.8
N.L.
b. Steel with steel OMRF (Not Permitted)
4.2
2.8
160
5. Steel 1MRF (Not ermined)
5. Cantilevered column
1. Cantilevered column elements
2.2
2.0
357
building systems
6. Shear wall -frame
1. Concretes
5.5
2.8
160
interaction systems
7. Undefined systems
See Section 1629.6.7 and 1629.9.2
-
-
-
N.L. no limit
' See Section 1630.4 for combination of structural systems.
z Basic structural systems are defined in Section 1629.6.
3 Prohibited in Seismic Zones 3 and 4.
° Includes precast concrete conforming to Section 1921.2.7.
5 Prohibited in Seismic Zones 3 and 4, except as permitted in Section 1634.2.
6 In Seismic Zone 4 steel IMRF, OMRF and Ordinary Braced Frames are permitted as follows:
a Steel IMRF are permitted for buildings 35 feet or less in height and the dead load of the roof, walls or floors not exceeding 35 psf each; or
for single -story buildings 60 feet or less in icight with the dead load of the roof not exceeding 15 psf each and where the moment joints of
field connections are constructed of bolted nd plates.
b Steel OMRF are permitted for buildings 35 ft or less in height with the dead load of the roof, walls or floors not exceeding 15 psf each; or
single- story buildings 60 ft or less in height with the dead load of the roof or walls not exceeding 15 psf each and where the moment joints
of field connections are constructed of bolted end plates; or single - family dwellings using light frame construction with R = 3.0 and 0. =
Page 7 of 26
2.2.
Steel Ordinary Braced Frames are permitted for structural systems 35 ft or less in height; or penthouse structures; or single -story
buildings 60 ft or less in height with the dead load of the roof or walls riot exceeding 15 psf each.
Total height of the building including cantilevered columns.
'Prohibited in Seismic Zones 2A, 213, 3 and 4. See Section 1633.2.7.
CBC § 1701.5, items 5.2 and 11 of the CBC are amended to read as follows:
5.2 Lateral force resisting frames. During the welding of lateral force resisting steel
frames. In addition to Item 5.1 requirements, nondestructive testing as required by
Section 1703 of this code.
11. Piling, drilled piers, caissons and connecting grade beams. During driving and
testing of piles and construction of cast -in -place drilled piles or caissons and connecting
grade beams. See Items 1 and 4 for concrete and reinforcing steel inspection.
CBC § 1702 is amended to read as follows:
SECTION 1702 -- STRUCTURAL OBS)E:RVATION
Structural observation must be provided in Seismic Zone 3 or 4 when one of the
following conditions exists:
1. The structure is defined in Table 16 -K as Occupancy Category I, II or III,
2. The structure is required to comply with Section 403
3. The structure is in Seismic Zone 4 and a lateral design is required for the
entire structure.
EXCEPTION: One- and two -story wood framed Group R, Division 3 and Group
U Occupancies, and one- and two -story Groups B, F, M and S Occupancies.
4. When so designated by the architect or engineer of record, or
5. When such observation is specifically required by the building official.
The owner must employ the engineer or architect responsible for the structural design, or
another engineer or architect designated by the engineer or architect responsible for the
structural design to perform structural observation as defined in Section 220.
The owner or owner's representative must coordinate and call a preconstruction meeting
between the engineer or architect responsible for the structural design, structural
observer, contractor, affected subcontractors and deputy inspectors. The structural
observer must preside over the meeting. The purpose of the meeting will be to identify
the major structural elements and connections that affect the vertical and lateral load
systems of the structure and to review scheduling of the required observations. A record
Page 8 of 26
of the meeting must be included in the first report submitted to the building official.
Observed deficiencies must be reported in writing to the 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.
CBC § 1703 is amended to read as follows:
SECTION 1703 NONDESTRUCTIVE TESTING
In Seismic Zones 3 and 4, welded fully restrained connections between the primary
members of moment - resisting frames, which are subject to net tensile forces as part of the
lateral force resisting system must be tested by nondestructive methods in accordance
with AISC- Seismic Part I Section 16 for compliance with approved standards and job
specifications. This testing must be a part of the special inspection requirements of
Section 1701.5. A program for this testing must be established by the person responsible
for structural design and as shown on plans and specifications.
As a minimum... (no changes to the remainder of the Section)
CBC § 1806.6.1 is amended to read as follows:
1806.6.1 Additional requirements in Seismic Zones 3 and 4.
The following additional requirements apply in Seismic Zones 3 and 4.
1. Sill bolt diameter and spacing for three -story raised wood floor buildings must
be specifically designed.
2. Steel plate washers of minimum size and. thickness as specified in Table 23 -II -L must
be used on each bolt.
CBC § 1928.1.2.3 is amended to read as follows:
1928.1.2.3 Basic combinations. When permitted by Section 1928. 1, structures,
components and foundations must be designed so that their design strength exceeds the
effects of the factored loads in the following; combinations:
1. 1.4D
2. 1.2D+ 1.6L +0.5(L,.orSorR)
3. 1.2D + 1.6(L,- or S or R) + (0.5L or 0.8W)
Page 9 of 26
4. 1.2D+ 1.3W +0.5L +0.5(L,orSorR)
5. 1.2D + 1.0pEh + (0.5L or 0.2S)
6. 0.9D – (1.3W or 1.0 pEh)
EXCEPTIONS: 1. The load factor on L in combinations 3, 4 and 5 must equal 1.0 for
garages, areas occupied and places of public. assembly, and all areas where the live load
is greater than 100 lb. /ft.2 (pounds -force per square foot) (4.79 kPa).
2. Each relevant strength limit state must be considered. The most unfavorable effect may
occur when one or more of the contributing loads are not acting.
CBC § 2204 is amended to read as follows:
SECTION 2204 — DESIGN METHODS
Design must be by one of the following methods.
2204.1 Load and Resistance Factor Design. Steel design based on load and resistance
factor design methods must resist the factored load combinations of Section 1612.2 in
accordance with the applicable requirements of Section 2205.
2204.2 Allowable Stress Design. Steel design based on allowable stress design methods
must resist the factored load combinations of Section 1612.3 in accordance with the
applicable requirements of Section 2205.
CBC § 2205.3 is amended to read as follows:
2205.3 Seismic Design Provisions for Structural Steel. Steel structural elements that
resist seismic forces must, in addition to the requirements of Section 2205.2 be designed
in accordance with Division IV.
Divisions IV and V of Chapter 22 of the CBC are deleted in their entirety.
A new Division IV is added to CBC Chapter 22 to read as follows:
Division IV — SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS
Based on Seismic Provisions for Structural Steel Buildings, of the American
Institute of Steel Construction. Parts I and III, dated April 15, 1997
and Supplement No. 2, dated November 10, 2000.
2210 — ADOPTION AND INCORPORATION
Except for the modifications as set forth in Sections 2211 and 2212 of this division and
the requirements of the Building Code, the seismic design, fabrication, and erection of
structural steel must be in accordance with Part I (LRFD) and Part III (ASD) of the
Seismic Provisions for Structural Steel Buildings, dated April 15, 1997 and Supplement
No. 2, dated November 10, 2000, published by the American Institute of Steel
Page 10 of 26
Construction, 1 East Wacker Drive, Suite 3100, Chicago, IL 60601, as if set out at
length herein and hereinafter referred to as AISC- Seismic.
Where other codes, standards, or specifications are referred to in AISC - Seismic, they will
be considered as acceptable methods or materials when approved by the Building
Official
2211— DESIGN METHODS
When the load combinations from Section 11612.2 for LRFD are used, structural steel
buildings must be designed in accordance with Chapter 22 Division II (AISC -LRFD) and
Part I of AISC- Seismic as modified by this Division.
When the load combinations from Section 11612.3 for ASD are used, structural steel
buildings must be designed in accordance with Chapter 22 Division III (AISC -ASD) and
Part III of AISC- Seismic as modified by this Division.
SECTION 2212 — AMENDMENTS
The AISC- Seismic adopted by this Division apply to the seismic design of structural steel
members except as modified by this Section.
The following terms that appear in AISC - Seismic must be taken as indicated in the CBC.
AISC- Seismic 2001 California Building Code
Seismic Force Resisting System
Design Earthquake
Load Combinations Eqs. (4 -1) and (4 -2)
LRFD Specification Section Eqs. (A4 -1)
through (A4 -6)
.QE
Lateral Force Resisting System
Design Basis Ground Motion
Chapter 16 Eqs. (12 -17) and (12 -18)
respectively
Chapter 16 Eqs. (12 -1) through (12 -6)
respectively
E,,,
The AISC Seismic Provisions is modified as follows:
1. Revise Part I, Section I as follows:
1. SCOPE
These provisions are intended for the design and construction of structural steel
members and connections in the Seismic Force Resisting Systems in buildings for which the
design forces resulting from earthquake motions have been determined on the basis of
various levels of energy dissipation in the inelastic range of response. These provisions shall
apply to buildings in Seismic Zone 2 with an importance factor I greater than one, in Seismic
Page 11 of 26
Zone 3 and 4 or when required by the Engineer of Record.
These provisions must be applied in conjunction with, Chapter 22, Division II,
hereinafter referred to as the LRFD Specification. All members and connections in the
Lateral Force Resisting System must have a design strength as provided in the LRFD
Specification to resist load combinations 12 -1 through 12 -6 (in Chapter 16) and must meet
the requirements in these provisions.
Part I includes a Glossary, which is specifically applicable to this Part, and Appendix S.
2. Revise Part I, Sec. 4.1 as follows:
4.1 Loads and Load Combinations
The loads and load combinations must be those in Section 1612.2 except as
modified throughout these provisions.
CBC § 2315.1 is amended to read as follows:
2315.1 General. Lumber and wood structural panel horizontal and vertical diaphragms
may be used to resist horizontal forces in horizontal and vertical distributing or resisting
elements, provided the deflection in the plane of the diaphragm, as determined by
calculations, tests or analogies drawn therefrom, does not exceed the permissible
deflection of attached distributing or resisting elements. See UBC Standard 23 -2 for a
method of calculating the deflection of a blocked wood structural panel diaphragm.
Permissible deflection must be that deflection up to which the diaphragm and any
attached distributing or resisting element will maintain its structural integrity under
assumed load conditions, i.e., continue to support assumed loads without danger to
occupants of the structure.
Connections and anchorages capable of resisting the design forces must be provided
between the diaphragms and the resisting elements. Openings in diaphragms that
materially affect their strength must be fully detailed on the plans and must have their
edges adequately reinforced to transfer all shearing stresses.
Size and shape of each horizontal diaphragm and shear wall must be limited as set forth
in Table 23 -II -G. The height of a shear wall is defined as:
1. The maximum clear height from foundation to bottom of diaphragm framing above, or
2. The maximum clear height from top of diaphragm to bottom of diaphragm framing
above.
The width of a shear wall is defined as the width of sheathing. See figure 23 -II -1,
Section (a).
Page 12 of 26
Where shear walls with openings are designed for force transfer around the openings, the
limitations of Table 23 -II -G apply to the overall shear wall including openings and to
each wall pier at the side of an opening. The height of a wall pier is defined as the clear
height of the pier at the side of an opening. The width of a wall pier is defined as the
sheathed width of the pier at the side of an opening. Design for force transfer is based on
a rational analysis. Detailing of boundary members around the opening must provided in
accordance with Section 2315. See figure 23 -II -1, Section (b). Vertical diaphragms must
also meet the story drift limitations of Section 1630.10.2 of this code.
In all buildings in Seismic Zone 4, lumber, and wood structural panel diaphragms cannot
be considered as transmitting lateral forces by rotation.
EXCEPTION: One - story, attached or detached residential garages or similar Group U,
Division 1 woodframed structures with a maximum depth normal to the open side of 25
feet (7260 mm) and a maximum width of 25 feet (7260 mm) provided the diaphragm is
not constructed of straight sheathing.
In masonry or concrete buildings, lumber or wood structural diaphragms cannot be
considered as transmitting lateral forces by rotation.
Diaphragm sheathing nails or other approved sheathing connectors must be driven flush
but cannot fracture the surface of the sheathing.
CBC § 2315.3.3 is amended to read as follows:
2315.3.3 Wood structural panel diaphragms. Horizontal and vertical diaphragms
sheathed with wood structural panels may be used to resist horizontal forces not
exceeding those set forth in Table 23 -II -H for horizontal diaphragms and Table 23- II -I -1
for vertical diaphragms. Wood structural panels for horizontal diaphragms must be as set
forth in Tables 23- II -E -1 and 23- II -E -2 for corresponding joist spacing and loads. Wood
structural panels in shear walls must be at least 3/8 inch (9.5 mm) thick and studs spaced
no more than 16 inches (406 mm) on center.
Maximum spans for wood structural panel subfloor underlayment must be as set forth in
Table 23- II -F -1. Wood structural panels used for horizontal and vertical diaphragms
must conform to UBC Standard 23 -2 or 23 -3.
All boundary members must be proportioned and spliced where necessary to transmit
direct stresses. Framing members must be at least 2 -inch (51 mm) nominal in the
dimension to which the wood structural panel is attached. In general, panel edges must
bear on the framing members and butt along their center lines. Nails must be placed not
less than 1/2 inch (12.7 mm) in from the panel edges and not less than 3/8 inch (9.5 mm)
from the edge of the connecting members for shear greater than 300 pounds per foot
(4.38kN /m). Nails must be placed not less than 3/8 inch (9.5 mm) from panel edges and
not less than 1/4 inch (6.4 mm) from the edge of the connecting members for shears of
300 pounds per foot or less. Nails must be spaced not more than 6 inches (152 mm) on
Page 13 of 26
center along panel edge bearings; and be firmly driven into the framing members. No
unblocked panels less than 12 inches (305 nun) wide must be used.
Diaphragms with panel edges supported in accordance with Tables 23- II -E -1, 23- II -E -2
and 23- II -F -1 cannot be considered as blocked diaphragms unless blocking or other
means of shear transfer is provided.
CBC § 2315.5.5 of the California Building Code is deleted.
CBC § 2315.5.6 is amended to read as follows:
2315.5.6 Hold -down connectors. Hold -down connectors must be designed to resist
shear wall overturning moments using approved cyclic load values or 75 percent of the
allowable earthquake load values that do not consider cyclic loading of the product.
Connector bolts into wood framing require steel plate washers in accordance with Table
234I -L. Hold -downs must be re- tightened just before covering the wall framing.
CBC § 2315.5.7 is amended to read as follows:
2315.5.7 Shear Wall Displacement Analysis. Wood structural panel shear walls must
meet the story drift limitation of Section 1630.10 of this Code. Conformance to the story
drift limitation will be determined by approved testing or calculation or analogies drawn
from and not the use of an aspect ratio. Calculated deflection must be determined
according to U.B.C. Standard 23 -2, Section 23.223 "Calculation of Shear Wall
Deflection," and must be increased 25 percent to account for inelastic action and
repetitive loading. Contribution to the deflection from the anchor or tie down slippage
must also be included. The slippage contribution must include the vertical elongation of
the metal, the vertical slippage of the fasteners and compression or shrinkage of the wood
elements. The total vertical slippage must be multiplied by the aspect ratio and added to
the total horizontal deflection.
CBC § 2315.5.8 is amended to read as follows:
2315.5.8 Quality of Nails. Mechanically driven nails used in shear wall panel
construction must meet the same tolerances as that required for hand -driven nails. The
allowable design value for clipped 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.
CBC § 2315.6 is deleted.
Chapter 23 of Title 26 of CBC is amended by adding Table 23 -II -L to read as follows:
Table 23 -II -L MINIMUM SIZE STEEL PLATE WASHERS
Page 14 of 26
Bolt Size
Plate Size
x 25.4 for mm
x 25.4 for mm
1/2 in
3/16" x 2" x 2"
5/8 in
1/4" x 2 -1/2" x 2 -1/2"
3/4 in
5/16" x 2 -3/4" x 2-
3/4"
7/8 in
5/16" x 3" x 3"
1 in
3/8" x 3 -1/2" x 3 -1/2"
CBC § 2320.1 is amended to read as follows:
2320.1 General. The requirements in this section are intended for conventional light -
frame construction. Other methods may, be used provided a satisfactory design is
submitted showing compliance with other provisions of this code.
Only the following occupancies may be constructed in accordance with this division:
1. One story buildings housing Group R Occupancies. Cripple walls must be
considered as a story.
2. One -story Occupancy Category 4 buildings, as defined in Table 16 -K, when
constructed on a slab -on -grade floor.
3. Group U Occupancies.
4. ( Not Adopted)
5. For all occupancies interior nonload-bearing partitions 8 feet (2438 mm) or higher
must be laterally braced at the top at 8 feet (2438 m) maximum on center.
When total loads exceed those specified in Tables 23- IV -J -1, 23- IV-J -3, 23- IV -R -1, 23-
IV-R-2, 23- IV -R -3, 23- IV -R -4, 23- IV -R -7, and 23- IV-R -8, 23- IV -R -9, 23- IV -R -10, 23-
IV -R -11, 23- IV -R -12; 23- VII -R -1, 23- VII -R -3, 23- VII -R -7, 23- VII -R -9, 23- VIII -A, 23-
VIII-B, 23- VIII -C, 23- VIII -D, an engineering system must be provided for the gravity
load system.
Other approved repetitive wood members may be used in lieu of solid -sawn lumber in
conventional construction provided these members comply with the provisions of this
code.
CBC § 2320.5.1 is amended to read as follows:
Page 15 of 26
2320.5.1. Braced wall lines. Buildings must be provided with exterior and interior
braced wall lines. Spacing cannot exceed 25 feet (7620mm) on center in both the
longitudinal and transverse directions in each story.
CBC § 2320.5.6 is amended to read as follows:
2320.5.6. Interior braced wall support. Interior braced wall lines must be supported on continuous
foundations.
CBC § 2320.11.3 is amended to read as follows:
2320.11.3 Bracing. Braced wall lines must: consist of braced wall panels which meet the
requirements for location, type and amount of bracing specified in Table 23- IV -C -1 and
are in line or offset from each other by not more than 4 feet (1219 mm). Braced wall
panels must start at not more than 8 feet (2438 mm) from each end of a braced wall line.
All braced wall panels must be clearly indicated on the plans. Construction of braced
wall panels must be by one of the following methods:
1. (Not Adopted)
2. (Not Adopted)
3. Wood structural panel sheathing of a thickness not less than %2 inch (11.9 mm)
nominal of structural I grade for a maximum 16 -inch (406 mm) stud spacing in
accordance with Tables 23- II -A -1 and 23- IV -D -1. Nailing must be minimum 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_
4. (Not Adopted)
5. (Not Adopted)
6. (Not Adopted)
7. Portland cement plaster on studs spaced 16 inches (406 mm) on center installed in
accordance with Table 25 -I.
8. (Not Adopted)
For Method 3 each braced panel must be at least 48 inches (1219 mm) in length, covering
three stud spaces where studs are spaced 16 inches (406 mm) apart-and have a height -to-
length ratio not exceeding 2 to 1.
For Method 7 each braced wall panel must be at least 96 inches (2438 mm) in length and
have a height -to- length ratio not exceeding 1 to 1.
Page 16 of 26
All vertical joints of panel sheathing must occur over studs. Horizontal joints must occur
over blocking equal in size to the studding except where waived by the installation
requirements for the specific sheathing materials.
Braced wall panel construction types cannot be mixed within a braced wall line.
Braced wall panel sole plates must be nailed to the floor framing and top plates must be
connected to the framing above in accordance with Table 23- II -B -1. Sills must be bolted
to the foundation or slab in accordance with Section 1806.6 of this code. Where joists are
perpendicular to braced wall lines above, blocking must be provided under and in line
with the braced wall panels. 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 inch (6096 mm) intervals along the top plate of discontinuous
vertical framing.
CBC § 2320.11.4 is amended to read as follows:
2320.11.4. Alternate braced wall panels. For one story Group U, Division 1,
occupancies a braced wall panel required by Section 2320.11.3 may be replaced by an
alternate braced wall panel constructed in accordance with 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 %2- inch - nominal minimum- thickness (12.7 mm) plywood
sheathing nailed with 8d common or galvanized box nails in accordance with Table 23-
II -B -1 and blocked at all plywood edges. Two anchor bolts installed in accordance with
Section 1806.6 must be provided in each panel. Anchor bolts must be placed at panel
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 (816.5 kg). 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 which 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, or
2. Braced wall panels required by Section 2320.5.1 may be eliminated when all of
the following requirements are met:
a. Detached or attached garage is no more than 25 feet in depth or length.
b. The roof and three enclosing walls are solid sheathed with %2 inch nominal
thickness wood structural panels with 8d common nails placed 3/8 inches from panel
edges and spaced not more than 6 inches on center along all panel edges and 12
Page 17 of 26
inches on center along intermediate framing members. Wall openings for doors or
windows are permitted provided a minimum 4 foot wide wood structural braced panel
with minimum height to length ratio of 2 to 1 is provided at each end of the wall line
and that the wall line be sheathed for 50% of its length.
Table 23 -IV-C -1 is amended to read as follows:
TABLE 23- IV -C -1- BRACED WALL PANELS'
1 This table specifies minimum requirements for braced panels which form interior or exterior
braced wall lines.
2 See Section 2320.11.3 for full description.
3 See Section 2320.11.4 for alternate braced panel requirement.
Page 18 of 26
CONSTRUCTION METHOD 2,3
BRACED
PANEL
SEISMIC ZONE
CONDITION
LOCATION
1
2
3
4
5
6
7
8
AND
LENGTH4
One Story Top of
X
X
X
X
X
X
X
X
Two or Three Story
First Story of Two
Each end and not
0, 1 and 2A
Story or Second
X
X
X
X
X
X
X
X
more than 25 feet
Story of Three
(7620 mm) of
Story
center
First Story of Three
X
X
X
X5
X
X
X
Story
One story, Top of
Each end and not
Two Story of Three
X
X
X
X
X
X6
X
more than 25 feet
Story
(7620 mm) on
center
Each end and not
First Story of Two
more than 25 feet
213, 3
Story or Second of
X
X
X
X5
X
X6
X
(7620 nun) on
Three Story
center but not less
than 25% of
building length 7
Each end and not
First Story of three
X
X
5
6
more than 25 feet
story
X
X
X
X
X
(7620 mm) on
center but not less
than 40% of
building length 7
Each end and not
more than 25 feet
(7620 mm) on
4
One Story
X
X6
center but not less
than 25% of
building length for
method 3 and 50%
for method 7.
1 This table specifies minimum requirements for braced panels which form interior or exterior
braced wall lines.
2 See Section 2320.11.3 for full description.
3 See Section 2320.11.4 for alternate braced panel requirement.
Page 18 of 26
4 Building length is the dimension parallel to the braced wall length.
5 Gypsum wallboard applied to supports at 16 inches (406 mm) on center.
6 Not permitted for bracing cripple walls in Seismic; Zone 4. See Section 2320.11.5.
7The required lengths must be doubled for gypsum board applied to only one face of a braced
wall panel.
Section 2513.4 of the California Building Code is amended to read as follows:
2513.4 Height -to- Length Ratio. The maximum allowable height -to- length ratio for the
construction in this Section must be 2 to 1. Wall sections having height -to- length ratios in
excess of 1 -1/2 to 1 must be blocked. All shear walls designed to resist seismic loads in
Seismic Zone 4 must have a maximum allowable height -to- length ratio of 1 to 1.
Page 19 of 26
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CBC § 3103 is amended to read as follows:
3103 — TEMPORARY BUILDINGS, STRUCTURES, AND TRAILERS
Temporary buildings or structures such as reviewing stands and other miscellaneous
structures, sheds, canopies of fences used for the protection of the public around and in
conjunction with construction work may be erected by special permit from the building
official for a limited period of time. Such buildings or structures need not comply with
the type of construction or fire - resistive time periods required by this code. Temporary
buildings or structures must be completely removed upon the expiration of the time limit
stated in the permit.
Section 3103.1. General. Temporary structures must conform to the requirements of this
chapter and the El Segundo Municipal Code.
Section 3103.2. Defined. Temporary buildings, trailers, and structures are structures that
are installed or constructed for a period of one year or less.
Section 3103.3. Permit Required. A permit will be issued for each temporary structure
installation subject to the approval of the Building Official.
Section 3103.4. Application for Permit; Fees. Any person legally entitled to apply for and
receive a permit must make such application on forms provided for that purpose. The
person will give a description of the character of the work proposed to be done, and the
location, ownership, occupancy and use of the premises in connection therewith. The
Building Official may require plans, specifications or drawings and such other
information as he may deem necessary.
If the Building Official determines the temporary structure is in compliance with said
Code, the Building Official will issue the permit applied for upon payment of required
fee.
Fees are located in City Resolution Building Permit Fees.
Section 3103.5. Time Extension. A request for an extension of time beyond one year
must be made in writing and thereafter submitted to the City Council for its consideration
and approval.
The City Council may permit a one -year extension beyond the first, second, and third
years if a valid building permit has been issued to construct a permanent building to
replace such temporary structure, before any extension beyond the second year.
Section 3103.6 Reinspection Fees. A permit not renewed or cancelled by the termination
date thereon will cause the Building Official to make weekly inspections to assure
conformance to Codes until such time the permit is renewed or cancelled. A reinspection
Page 22 of 26
fee per unit for each inspection will be charged until such time the permit is renewed or
cancelled by the permittee.. In addition, any permit not renewed or cancelled within 180
days of expiration will have the Certificate of Occupancy revoked and the permittee will
be charged a per day processing fee to offset the cost of further inspections, processing,
and legal proceedings.
Section 3103.7 Permitted Locations; Screening. Temporary structures may be permitted
in all non - residential zones. Temporary structures installed or constructed for a period of
three months or more must be screened from the public view when required by, and in a
manner subject to the approval of the Building Official.
CBC Appendix § 3307 is amended to read as follows:
Appendix Section 3307 amended - Hazards. Section 3307 of the Appendix is amended by
adding a paragraph to read as follows:
Construction debris cannot be buried on an.y construction site, and must be removed
before final inspection.
CBC Appendix § 3310.2 is amended to read as follows:
3310.2 Plan Review Fees. When a plan or other data are required to be submitted, a plan
review fee must be paid at the time of submitting plans and specifications for review. Said
plan review fee must be as set forth in city resolution. Separate plan review fees will apply
to retaining walls or major drainage structures as required elsewhere in this code. For
excavation and fill on the same site, the fee will be based on the volume of excavation or fill,
whichever is greater.
CBC Appendix § 3310.2 is amended to read as follows:
3310.3 Grading Permit Fees. A fee for each grading permit will be paid to the building
official as set forth in city resolution. Separate permits and fees will apply to retaining walls
or major drainage structures as required elsewhere in this code. There shall be is no separate
charge for standard terrace drains and similar facilities."
SECTION 5. ESMC § 13 -1 -3 is amended in its entirety to read as follows:
"13 -1 -3: BUILDING PERMIT LIMITATIONS:
A. No building permit may be issued for any structure listed in this Section
until the Planning Commission determines either:
1. That the project will not :have a potential for a significant effect on the
environment; or
2. That the significant environmental effects of the project would either
be mitigated in a manner approved in a certified environmental impact
Page 23 of 26
report; or are overridden by findings in accordance with the Public
Resources Code § § 21000 et seq.
B. The structures to which this section applies are:
1. Single- family residential units when such development is in
conjunction with three (3) or more units.
2. Multi - family residences including apartments and condominiums
involving more than six (6) residential units.
3. Multi- family residences including apartments and condominiums
involving two (2) or more buildings irrespective of the number of units.
4. New commercial, institutional and industrial structures which exceed a
maximum occupant load of thirty (30) persons.
5. New commercial, institutional and industrial structures exceeding a
floor area of fifteen thousand (15,000) square feet.
6. New commercial, institutional and industrial structures whose parking
requirements exceed seventy, five (75) parking spaces.
7. New commercial, institutional and industrial structures involving four
(4) or more such structures.
8. Additions to existing structures exceeding a floor area of ten thousand
(10,000) square feet.
9. Tenant improvements which result in a change in land use or an unmet
parking need."
SECTION 6. SECTION 3: CALIFORNIA ENVIRONMENTAL QUALITY ACT
EXEMPTION. 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- rellated 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 7. SAVINGS CLAUSE. Repeal of any provision of the ESMC or any other city
ordinance herein will not affect any penalty, forfeiture, or liability incurred before, or preclude
Page 24 of 26
prosecution and imposition of penalties for any violation occurring before, this Ordinance's
effective date. Any such repealed part will remain in full force and effect for sustaining action or
prosecuting violations occurring before the effective date of this Ordinance.
SECTION 8. SEVERABILITY. If any part of this Ordinance or its application is deemed
invalid by a court of competent jurisdiction, the city council intends that such invalidity will not
affect the effectiveness of the remaining provisions or applications and, to this end, the
provisions of this Ordinance are severable.
SECTION 9. 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 will be rendered void and cause such ESMC provision
or other the city ordinance to remain in full force and effect for all purposes.
SECTION 10. EFFECTIVE DATE. This Ordinance will take effect on the 31St day following its
final passage and adoption.
PASSED AND ADOPTED this 15thday of October , 2002.
Mayor
Page 25 of 26
APPROVED AS TO
MARK HENSLE)&A'
By.
Kar H. Ekrger
Assistant City.
ATTEST:
STATE OF CALIFORNIA )
COUNTY OF LOS ANGELES ) SS
CITY OF EL SEGUNDO )
I, Cindy Mortesen, City Clerk of the City of El Segundo, California, do hereby certify that the
whole number of members of the City Council of said City is five; that the foregoing Ordinance
No. was duly introduced by said City Council at a regular meeting held on the 1 s t
day of�CCober , 2002, and was duly, passed and adopted by said City Council,
approved and signed by the Mayor, and attested to by the City Clerk, all at a regular meeting of
said Council held on the 5 , b day o 2002, and the same was so passed
and adopted by the following vote:
AYES: Gordon, Jacobs, Gaines, McDowell, Wernick
NOES: None
ABSENT: None
ABSTAIN: None
Cindy Mortesen, City Clerk
Page 26 of 26