CC Ordinance No. 1907ORDINANCE NO. 1907
AN ORDINANCE OF THE CITY COUNCIL OF THE CITY OF
CUPERTINO AMENDING CHAPTER 16.04
OF THE CUPERTINO MUNICIPAL CODE AND ADOPTING THE
2001 CALIFORNIA BUILDING CODE VOLUMES 1 AND 2 AND RETAIN 1997 UNIFORM
BUILDING CODE RELATING TO VOLUME 3.
THE CITY COUNCIL OF THE CITY OF CUPERTINO HEREBY ORDAINS that they
are adopting the 2001 Califomia Building Code and amending Chapter 16.04 of the Cupertino
Municipal Code as follows:
Amend Section 16.04.010 to read Adoption of Uniform Building Code.
"The Building Code for the City shall be the 2001 Edition of the California Building Code,
Volumes 1 and 2 inclusive and Appendices which follow. The 1997 Uniform Building Code,
· Volume 3 shall remain as part of this adoption.
Change all 1997 dates to 2001 in section 16.04.010 under APPENDIX CHAPTERS
Add 18 amendments as contained in attached Exhibit A
INTRODUCED at a regular meeting of the City Council of the City of Cupertino the 4th
day of November 2002 and ENACTED at a regular meeting of the City Council of the City of
Cupertino the 18th day of November 2002, by the following vote:
Vote:
Members of the City Council
Ayes: Lowenthal, Chang, James, Kwok, Sandoval
Noes: None
Absent: None
Abstain: None
ATTEST:
APPROVED: . /9 /
Mayor, City of Cupertino
Exhibit A
The following Sections of the Building Code are hereby amended and added to read as follows:
Section 16.04.170
UBC Section 213 is hereby amended to add the following definition:
(Geological I)
213 Light-Frame Construction is a type of construction who's vertical and horizontal structural
elements are primarily framed by a system of repetitive wood or light gauge steel framing
members, and which does not use structural concrete as floor or roof diaphragm.
Section 16.04.180
Delete existing UBC Section 1612.2.1 and replace with the following:
(Geological I)
1612.2.1 Basic load combinations. Where Load and Resistance Factor Design (Strength
Design) is used, structures and al portions thereof shall resist the most critical effects from the
following combinations of factored loads:
1AD (12-1)
1.2D + 1.6L + 0.5 (Lr or S) (12-2)
1.2D+ l.6(LrorS)+(flLorO.8W) (12-3)
1.2D + 1.3 W+ (fl L + 0.5 (Lr or S) (12-4)
1.2D+ 1.0E+ (fl L + f2 S) (12-5)
0.9D -4- (1.0pEh or 1.3 W) (12-6)
WHERE:
F~ = 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.
= 0.5 for other live loads.
F2 = 0.7 for roof configurations (such as saw tooth) that do not shed snow offthe
structure.
= 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.
Section 16.04.190
UBC Section 1612.3.1 is hereby amended to read as follows:
(Geological I)
1612.3.1 Basic load combinations. Where allowable stress design (working stress design) is
used, structures and all portions thereof shall resist the most critical effects resulting from the
following combination of loads:
D (12-7)
D + L + (Lr or S) (12-8)
D + (/,For E/1.4) (12-9)
0.9 + 0.75[/; +(Lr or S) + (Wot E/1.4)] (12-10)
No increase in allowable stresses shall be used with these load combinations except as
specifically permitted elsewhere in this code and the duration of load increase permitted in
Division III of Chapter 23.
Section 16.04.200
UBC Section 1612.3.2 is hereby amended to read as follows:
(Geological I)
1612.3.2 Alternate basic load combinations: In lieu of the basic load combinations specified in
Section 1612.3.1, structures and portions thereof shall be permitted to be designed for the most
critical effects resulting from the following load combinations. When using these alternate basic
load combinations, a one-third increase shall be permitted in allowable stresses for all
combinations including W or E but not concurrent with the duration of load increase permitted in
Division III of Chapter 23.
D+ L +(LrorS)
D + L + (Wor E/1.4)
D+L+ W+S/2
D+L +S+ W/2
D+L+S+E/1.4
0.9D ± E/1.4
(12-12)
(12-13)
(12-14)
(12-15)
(12-16)
(12-16-1)
EXCEPTIONS: 1. Crane hook loads need not be combined with roof live load or with more
than three fourths of the snow load or one half of the wind load.
2. Design snow loads of 30 psf (1.44 kN/m2) or less need not be combined with seismic loads.
Where design snow loads exceed 30 psf(1.44 kN/m2), the design snow load shall be included
with seismic loads, but may be reduced up to 75 percent where consideration of siting,
configuration and load duration warrant when approved by the building official.
Section 16.04.210
UBC Section 1629.4.2 is hereby amended to read as follows:
(Geological I)
16.29.4.2 Seismic Zone 4 near-source factor. In Seismic Zone 4, each site shall 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 Caneed not exceed 1.1 for structures complying with
all the following conditions:
1. The soil profile type is S^, SB, Sc or SD.
2.0=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 shall be special moment-resisting frames.
4. The provisions in Sections 9.6a and 9.6b of AISC - Seismic Part 1 shall not apply,
except for columns in one-story buildings or columns at the top story of multi-story
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.
Section 16.04.220
UBC Section 1630.2.3.4 is hereby amended to read as follows:
(Geological I)
1630.2.3.4 Horizontal Distribution. Diaphragms constructed of untopped steel decking or wood
structural panels or similar light frame construction are permitted to be considered as flexible.
SECTION x7. Section 1630.2.3 of the California Building Code is amended by adding
Section 1630.2.3.5 to read as follows:
1630.2.3.5 Applicability. Sections 1630.1.2, 1630.1.3, 1630.2.2, 1630.5, 1630.9, 1630.10 and
1631 shall not apply when using the simplified procedure.
EXCEPTION: For buildings with relatively flexible structural systems, the building
official may require consideration of pA effects and drift in accordance with Sections
1630.1.3, 1630.9 and 1630.10. As shall be prepared using design seismic fomes from
Section 1630.2.3.2.
Section 16.04.230
UBC Section 1630.4.2 is hereby amended to read as follows:
(Geological I)
1630.4.2 Vertical Combinations. The value orR used in the design of any story shall be less
than or equal to the value orr used in the given direction for the story above.
EXCEPTION: This requirement need not be applied to a story where the dead weight
above the story is less than 10 percent of the total dead weight of the structure.
Structures may be designed using the procedures of this section under the following conditions:
1. The entire structure is designed using the lowest R of the lateral-force-resisting systems used,
or
2. The following two-stage static analysis procedures may be used for structures conforming to
Section 1629.8.3, Item 4:
2.1 The flexible upper portion shall be designed as a separate structure, supported
laterally by the rigid lower portion, using the appropriate values orr and p.
2.2 The rigid lower portion shall be designed as a separate structure using the appropriate
values orR and p. The reactions from the upper portion shall be those determined from
the analysis of the upper portion multiplied by the ratio of the (R/p) of the upper portion
over (R/p) of the lower portion. This ratio shall not be taken less than 1.0.
Section 16.04.240
UBC Section 1630.7 is hereby amended to read as follows:
(Geological I)
1630.7 Horizontal Torsional Moments. Provisions shall be made for the increased shears
resulting from horizontal torsion where diaphragms are not flexible. The most severe load
combina~tions from each element shall be considered for design.
The torsional design moment at a given story shall be the moment resulting from eccentricities
between applied design lateral forces at levels above that story and the vertical-resisting elements
in that story plus an accidental torsion.
The accidental torsion moment shall be determined by assuming the mass is displaced as
required in Section 1630.6.
Where torsional irregularity exists, as defined in Table 16-M, the effects shall be accounted for
by increasing the accidental torsion at each level by an amplification factor, Ax, as determined by
the following formula:
[ 6max 2
Ax = t. 1.2 (Savg 3 (30-16)
WHERE:
8avg = the average of the story drift at the extreme points of the structure at Level x.
fimax = the maximum displacement story drift at Level x.
The value of Ax need not exceed 3.0.
Section 16.04.250
UBC Section 1630.8.2 is hereby amended to read as follows:
(Geological I)
1630.8.2.1 General. Where any portion of the lateral-load-resisting system is discontinuous,
such as for vertical irregularity Type 4 in Table 16-L or plan irregularity Type 4 in Table 16-M,
columns, beams, trusses or slabs supporting such discontinuous systems shall have the design
strength to resist the combination loads resulting from the special seismic load combinations of
Section 1612.4. The connections of such discontinued elements to the supporting members shall
be adequate to transmit the forces for which the discontinuous elements were required to be
designed.
EXCEPTIONS: 1. The quantity Em in Section 161.4 need not exceed the maximum
force than can be transferred to the element by the later-force-resisting system.
2. Concrete slabs supporting light-frame wood shear wall systems or light-frame steel and
wood structural panel shear wall systems.
For Allowable Stress Design, the design may be determined using an allowable stress increase of
1.7 and a resistance factor, il), of 1.0. This increase shall not be combined with the one-third
stress increase permitted by Section 1612.3, by may be combined with the duration of load
increase permitted in Chapter 23. Division III.
Section 16.04.260
1630.8.2.2 Detailing requirements in Seismic Zones 3 and 4. In Seismic Zones 3 and 4,
elements supporting discontinuous systems shall meet the following detailing or member
limitations:
1. Reinforced concrete or reinforced masonry elements deslgned primarily as axlal-load
members shall 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 shall comply with Sections 1921.3.2 and 1921.3.3. Strength computations for
portions of slabs designed as supporting elements shall include only those portions of the slab
that comply with the requirements of these Sections.
3. Masonry elements designed primarily as axial-load carrying members shall comply
with Sections 2106.1.12.4, Item 1 and 2108.2.6.2.6.
4. Masonry elements designed primarily as flexural members shall comply with Section
210.2.6.2.5.
5. (Not Adopted)
6. Steel elements designed primarily as flexural members or trusses shall have bracing for
both top and bottom beam flanges or chords at the location of the support of the discontinuous
system and shall comply with the requirements of AISC - Seismic Part I, Section 9.4b.
Section 16.04.270
(16) Modify existing UBC Sections 1630.10.2 to read as follows to reflect use of the NDS-97
National Design Standards as follows:
1630.10.2 Calculated. Calculated story drift using AM shall not exceed 0.025 times the story
height for structures having a fundamental period of less then 0.5 second. For structures having,a,
fundamental period of 0.5 second or greater, the calculated story drift shall not exceed 0.020/T
times the story height.
(Note: Exceptions to remain unchanged and there is no modification to 1630.10.3)
Section 16.04.280
UBC Section 1633.2.4 is hereby amended to read as follows:
(Geological I)
(1633.2.4) Deformation compatibility. All structural framing elements and their connections,
not required by design to be part of the later-force-resisting systems, shall be designed and/or
detailed to be adequate to maintain support of design dead load plus live loads when subjected to
the expected deformations caused by seismic forces, pA effects on such elements shall be
considered. Expected deformations shall be determined as the greater of the Maximum Inelastic
Response Displacement, AM, considering PA effects determined in accordance with Section
1630.9.2 or the deformation induced by a story drift of 0.0025 times the story height. When
computing expected deformations, the stiffening effect of those elements not part of the lateral-
force-resisting system shall be neglected.
For elements not part of the lateral-force-resisting system, the forces induced by the expected
deformations may be considered as ultimate or factored forces. When computing the forces
induced by expected deformations, the restraining effect of adjoining rigid structures and
nonstructnral elements shall be considered and a rational value of member and restraint stiffness
shall be used. Inelastic deformations of members and connections are permitted to occur,
provided the assumed calculated capacities are consistent with member and connection design
and detailing.
Section 16.04.290
UBC Table 16-N is hereby amended to read as follows:
(Geological I)
TABLE 16-N - STRUCTURAL SYSTEMS l
HEIGHT LIMIT
FOR SEISMIC
ZONES 3 AND 4
(feet)
BASIC STRUCTURAL LATERAL-FORCE-RESISTING SYSTEM
SYSTEM2 DESCRIPTION R fl x 304.8 for mm
1. Bearing wall system 1. Light-framed walls with shear panels
a. Wood structural panel walls for structures 5.5 2.8 65
three stories 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- 2.8 2.2 65
only bracing
4. Braced frames where bracing carries gravity load
a. Steel 4.4 2.2 160
b, Concrete3 2.8 2.2 3
a Heavy timber 2.8 2.2 65
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 wails for structures 6.5 2.8 65
three stories 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~ 5.6 2.2 356
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 wail frame (MMRWF) 6.5 2.8 160
3.Intermediate moment-resisting wail frame
(IMRF)~
a. Steel~ 4.5 2.8 356
b. Concrete5 5.5 2.8 3
4. Ordinary moment-resisting frame (OMRF)
a. Steel~ 3.5 2.8 6
b. Concretes 3.5 2.8 .3
5. St~ecial truss moment frames of steel (SrMF) 6.5 2.8 240
4. Dual systems l. Shear wails
a. Concrete with SMRF 8.5 2.8 N.L.
b. Concrete with steel OMRF (Not Permitted)
c. Concrete with concrete IMRF ~ 6.5 2.8 ~
d. Masonry with SMRF 5.5 2.8 160
e. Masonry with steel OMRF (Not Permitted)
f. Masonry with concrete IMRF 3 4.2 2.8 3
g. Masonry with mason~ MMRWF 6.0 2.8 160
2. Steel EBF
a. With steel SMRF 8.5 2.8 N.L.
b. With steel OMRF (Not Pertnitted2
3. Ordinary braced frames (Not Pertnitted2
4. Special concentrically braced fi.ames
a. Steel with steel SMRF 7.5 2.8 N.L.
b. Steel with steel OMRF (Not Permitted2
5. Steel IMRF (Notpermittedt
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.
Basic structural systems are defined in Section 1629.6.
Prohibited in Seismic Zones 3 and 4.
Includes precast concrete conforming to Section 1921.2.7.
Prohibited in Seismic Zones 3 and 4, except as permitted in Section 1634.2.
In Seismic Zone 4 Steel IMRF, OMRF and Ordinary Braced Frames are permitted as follows:
a) Steel 1MRF are permitted for structural systems 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 height with the
dead load of the roof or walls not exceeding 15 psf each 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
ho - 2.2.
b) Steel OMRF are permitted for buildings 35 fl. or less in height with the dead load of the roof, walls or
floors not exceeding 15 psf each; or single-story buildings 60 f~ or less in height with the dead load of the
roof or walls not exceedtng 15 psf each and where the moment joints of field connections are constructed
of bolted end plates.
c) Steel Ordinary Braced Frames are permitted for structural systems 35 ft or less in height; or penthouse
structures; or single-story buildings 60 f~ or less in height with the dead load of the roof or walls not
exceeding 15 psfeach.
Total height of the building including cantilevered columns.
Prohibited in Seismic Zones 2A, 2B, 3 and 4. See Section 1633.2.7.
Section 16.04.300
UBC Section 1915.2.2 are hereby amended to read as follows:
(Geological I)
1915.2.2 Base area of footing or number and arrangement of piles shall be determined from the
external forces and moments (transmitted by footing to soil or piles) and permissible soil
pressure or permissible pile capacity selected through principles of soil mechanics. External
forces and moments are those resulting from the load combinations of Section 1612.3.
Section 16.04.310
UBC Section 2204 - DESIGN METHODS is hereby amended to read as follows:
(Geological I)
2204.1 Load and Resistance Factor Design. Steel design based on load and resistance factor
design method shall 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 shall
resist the factored load combinations of section 1612.3 in accordance with the applicable
requirements of section 2205.
Section 16.04.320
UBC Section 2205.3 is hereby amended to read as follows:
(Geological I)
2205.3 Seismic Design Provision for Structural Steel. Steel structural elements that resist
seismic forces shall, in addition to the requirements of Section 2205.2 be designed in accordance
with Division IV.
SECTION x15. Division IV and V of Chapter 22 of the California Building Code are
deleted in their entirety.
SECTION x16. Division IV of Chapter 22 of the California Building Code is added
to read as follows:
Division IV - SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS
Based on Seismic Provision for Structural Steel Building, of the American Institute of Steel
Construction, Parts I and III, dated April 15, 1997 and Supplement No. 2, dated November 10,
2000.
Delete existing UBC Section 2210 and replace with the following:
(Geological I)
2210 - ADOPTION
Except.for the modifications as set forth in Section 2211 and 2212 of the divisions and the
requirements of the Building Code, the seismic design, fabrication and erection of structural steel
shall be in accordance with the Seismic Provisions for Structural Steel Buildings, April 15, 1997
published by the American Institute of Steel Construction, 1 East Wacker Dr., Suite 3100,
Chicago, I1 60601, as if set at length herein. The adoption of Seismic Provisions for Structural
Steel Buildings in the Division, hereinafter referred to as AISC-Seismic, shall include Parts I
(LRFD) and III (ASD) and Supplement No. 2, dated November 10. 2000.
Where other codes, standards, or specifications are referred to in this specification, they are to be
considered as only an indication of an acceptable method or material that can be used with the
approval of the Building Official.
Delete existing paragraph in UBC Section 2211 and replace with the following:
(Geological I)
2211 - DESIGN METHODS
When the load combinations from Section 1612.2 for LRFD are used, structural steel buildings
shall 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 1612.3 for ASD are used, structural steel building
shall be designed in accordance with Chapter 22 Division III (AISC-ASD) and Part III of AISC-
Seismic as modified by this Division.
Delete existing UBC Section 2212 and replace with the following:
(Geological I)
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 shall be taken as indicated in the 1997
Uniform Building Code.
AISC - Seismic
Seismic Force Resisting System
Design Earthquake
Load Combinations Eqs. (4-1) and (4-2)
LRFD Specification Section Eqs. (A4-1)
Through (A4-6)
qoQE
1997 Uniform Building Code
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
Em
1. Part I, Sec. 1 of the AISC Seismic Provisions is revised 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 building 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 provision shall apply to building in Seismic
Zone 2 with the importance factor I greater than one, in Seismic Zone 3 and 4 or when required
by the Engineer of Record.
These provisions shall be applied in conjunction with, Chapter 22, Divisions II,
hereinafter referred to as the LRFD Specification. All members and connections in the Lateral
Force Resisting System shall have a design strength as provided I the LRFD Specification to
resist load combinations 12-1 through 12-6 (in Chapter 16) and shall meet the requirements in
these provisions.
Part I includes a Glossary, which is specifically applicable to this Part, and Appendix S.
2. Part I, Sec. 4.1, first paragraph of the AISC Seismic Provisions is revised as
follows:
4.1 Loads and Load Combinations
The loads and load combinations shall be those in Section 1612.2, except as modified
throughout these provisions.
shingle exterior wall covering area accumulated over the life of the building commencing on or
after the effective date of this ordinance. For the purposes of this code, 25% of the area of wood
exterior wall covering shall be calculated from the area of the wood exterior wall shake or wood
shingle covering existing on the effective date of this ordinance.
Section 16.04.330
(27) Modify existing UBC Section 2316 to read as follows:
(Geological I)
Division III - DESIGN SPECIFICATIONS FOR ALLOWABLE STRESS DESIGN OF
WOOD BUILDINGS.
Part I - ALLOWABLE STRESS DESIGN OF WOOD
This standard with certain exceptions is the ANSI/NfoPA NDS-97 National Design
Specifications for Wood Construction of the American Forest and Paper Association 1997
Edition, National Design Specifications, adopted by reference.
The National Design Specification for Wood Construction 1997 Edition, and supplement are
available from the American Forest and Paper Association, 1111 19th Street, NW, Eighth Floor,
Washington, DC, 20036.
SECTION 2316 - DESIGN SPECIFICATIONS 2316.1 Adoption and Scope. The National
Design Specification for Wood Construction 1997 Edition (NDS), which is hereby adopted as a
part of this code, shall apply to the design and ...
Also;
2316.2 Amendments.
...determined in accordance with these test procedures shall be multiplied by all
applicable adjustment factors (see Table 7.3.1) to obtain allowable design values
NDS Supplement Table 5A referred to by UBC Section 2316.2 Amendments, Item 27 is
hereby deleted.
Section 16.04.340
Modify existing UBC Section 2320.11.3 to read as follows:
(Geological II)
SECTION 2320.11.3 CONVENTIONAL CONSTRUCTION PROVISIONS (BRACING)
1997 UBC Section 2320.11.3, Items 5 & 7 are amended as follows. (New language is
underlined).
Delete 1997 UBC Section 2320.11.3, Item 5 which allows the use of gypsum board for bracing.
Amend 1997 UBC Section 2320.11.3, Item 7 as follows:
Portland cement plaster on studs spaced 16 inches on center installed in accordance with Table
No. 25-1. Limited to one story structure of R-3 and U-1 occupancies.
STATE OF CALIFORNIA )
COUNTY OF SANTA CLARA )
CITY OF CUPERTINO )
I, KIMBERLY SMITH, City Clerk and ex-officio Clerk of the City
Council of the City of Cupertino, California, do hereby certify the attached
to be a tree and correct copy of Ordinance No.1907, which was enacted on
November 18, 2002, and that it has been published or posted pursuant to law
(G.C. 40806).
IN WITNESS WHEREOF, I have hereunto set my hand and seal this
20th day of November, 2002.
KIMBE~~ i~~d Ex-officio Clerk
of the City Council of the City of Cupertino, California
ordinance certificate