HomeMy WebLinkAboutAGENDA REPORT 1990 0418 CC REG ITEM 12AITEM Lz -A-
ORDINANCE N�
AN ORDINANCE OF THE CITY OF MOORPARK, CALIFORNIA, AMEND-
ING TITLE 8 OF THE MOORPARK MUNICIPAL CODE BY ADDING
CHAPTER 8.08, RELATING TO EAI'THQUAKE HAZARD REDUCTION IN
CERTAIN EXISTING BUILDINGS.
WHEREAS, a noticed public hearing has been held by the City
Council, at which time all interested persons had the opportunity
to appear and be heard on the mat ~ :er of earthquake hazard reduc-
tion in certain existing buildinq;,
NOW, THEREFORE, THE CITY COUNCIL OF THE CITY OF MOORPARK,
CALIFORNIA, DOES ORDAIN AS FOLLOW:':
Section 1. That Title 8 of the Moorpark Municipal Code is
amended by adding Chapter 8.08 t:c; read as follows:
CHAPTER 8. 8
EARTHQUAKE HAZARD REI:)UCTION IN
EXISTING BUILDINGS
NOTE: Code reference - 1988 Uniform Building Code.
SEC. 8.08.100 PURPOSE
The purpose of this chapter is to promote public safety and wel-
fare by reducing the risk of death or injury that may result from
the effects of earthquakes on unreLnforced masonry bearing wall
buildings. Such buildings have been widely recognized for sus-
taining life- hazardous damage, including partial or complete col-
lapse during moderate to strong earthquakes.
The provisions of this Chapter are not intended to cause com-
pliance with the requirements for the Planned Development Permit
as specified by Division 8, Chapter 1: Zoning so long as the
provisions of Article 42, Non-Conforming Buildings and Non -
Conforming Uses are adhered to.
The provisions of this chapter are intended as minimum standards
for structural seismic resistance established primarily to reduce
the risk of life loss or injury. Compliance with these standards
will not necessarily prevent loss :)f life or injury or prevent
earthquake damage to rehabilitated buildings. This chapter does
not require alteration of existing electrical, plumbing, mechani-
cal or fire safety systems unless they 7onstitute a hazard to
life or property.
This chapter provides systematic procedures and standards for
identification and classification of unreinforced masonry bearing
wall buildings based on their present use. Priorities, time
periods and standards are also established under which these
buidings are required to be structurally analyzed and anchored.
Where the analysis finds deficiencies, this chapter requires the
building to be strengthened or demo`iished.
Qualified Historical Buildings stall be strengthened, where
necessary, in accordance with the state Historical Building Code
(SHBC) established under Part 8, T tle 24 of the California Ad-
ministrative Code,.
SEC. 8.08.110 SCOPE
The provisions of this chapter shall apply to all buildings
which on the effective date of this ordinance have unreinforced
masonry bearing walls as defined •erein.
EXCEPTION: This division shall not apply to detached one
or two family dwellings and detached apartment houses
containing less than 5 dwell :gig units and used solely for
residential purposes.
The requirement for a Planned Development Permit as specified by
Division 8, Chapter 1: Zoning shall not be imposed upon any
property which adheres to this chapter so long as the provisions
of Article 42, Non - Conforming Bu ldings and Non - Conforming Uses
are adhered to.
SEC. 8.08.120 DEFINITIONS
For purposes of this chapter, the applicable definitions in Sec-
tion 2302 and 2312 of the Uniform Building Code (1) shall apply:
ESSENTIAL BUILDING: Any building housing a hospital or other
medical facility having surgery or emergency treatment areas;
fire or police stations; munici.pa: government disaster operation
and communication centers.
HIGH RISK BUILDING: Any bui.ding, trot classified an essen-
tial building, having an occupant load c�f 100 or more, as deter-
mined by Section 3302 (a).
EXCEPTION: A high risk build,.ng .shall not include the
following:
1. Any building having exterior walls braced with
masonry crosswalls or wood frame crosswalls spaced less
than 40 feet apart in each story. Crosswalls shall be full
story height with a minimum length of 1 1/2 times the story
height.
2. Any building used for its intended purpose, as
determined by the building cf ic:_al, for less than 20 hours
per week.
LOW RISK BUILDING: Any builriing,, not classified as an es-
sential building, having an occupant load of less than 20 oc-
cupants as determined by Sectior.� 3'02 (a)
MEDIUM RISK BUILDING: Any bui6_ding, not classified as a high
risk building or an essential buiAing, having an occupant load
of 20 occupants or more as determined by Section 3302(a).
2
UNREINFORCED MASONRY BEARING WALL: A masonry wall having
all of the following characteristics:
1. Provides the vertical support for a floor or roof.
2. The total superimposed :load is over 100 pounds per linear
foot.
3. The area of reinforcing steel is less than 50 percent of
that required by Section :'407(h)
SEC. 8.08.130 RATING CLASSIFICAT'I ")NS
The rating classifications shown in Table No. 8.08 -A are hereby
established and each buiding within the scope of this chapter
shall be placed in one such ratan( classification by the building
official. The total occupant goad of the entire buiding as
determined by Section 3302(a) s.j:all be used to determine the
rating classification.
EXCEPTION: For the purpose c: >f this chapter, portions of
buildings constructed to act independently when resisting
seismic forces may be placed _n separate rating
classifications.
SEC. 8.08.140 GENERAL REQUIREMENTS
The owner of each building within the scope of this chapter shall
cause a structural analysis of the building to be made by a civil
or structural engineer or architect licensed by the State of
California. If the building does not meet the minimum earthquake
standards specified in this chapter, the owner shall either cause
it to be structurally altered tc conform to such standards; or
cause the building to be demolished.
The owner of a building within the scope of this chapter shall
comply with the requirements set forth above by submitting to the
building official for review withi:i the stated time limits:
(a) Within 270 days after the service of the order, a struc-
tural analysis, which is subject ::o approval by the building of-
ficial, and which shall demonstrate that the building meets the
minimum requirements of this Chapter; or
(b) Within 270 days after °:.he service of the order, the
structural analysis and plans for the proposed structural altera-
tions of the buiding necessary t.., comply with the minimum re-
quirements of this chapter; or
(c) Within 120 days after service of the order, plans for
the installation of wall anchors ...n accordance with the require-
ments specified in Section 8.08.1,60(c); or
(d) Within 270 days after t`:e service of the order, plans
for the demolition of the buildin,
After plans are submitted and approved by the building official,
the owner shall obtain a building permit, commence and complete
the required construction or demolition within the time limits
set forth in Table No.8.08 -B. These time limits shall begin to
run from the date of order is served it accordance with Section
8.08.150(a) and (b)..
Owners electing to comply with Subsection (c) of this section are
also required to comply with Subsection (b) or (d) of this sec-
tion provided, however, that the 270 -day period provided for in
such Subsections (b) and (d) and the time limits for obtaining a
building permit, commencing construction and completing construc-
tion for complete structural alterations or buiding demolition
set forth in Table No. 8.08 -B shall be extended in accordance
with Table No. 8.08 -C. Each such extended time limit, except the
time limit for commencing construction shall begin to run from
the date the order is served in a,:,cordance with section 8.08.150.
The time limit for commencing construction shall commence from
the date the building permit is, i-,sued.
SEC. 8.08.150 ADMINISTRATION
(a) Service of Order. The building official shall issue an or-
der, to the owner of each building within the scope of this
chapter in accordance with the minimum time periods for service
of such orders set forth in Table N. 8,08 -C. The minimum time
period for the service of such orders shall be measured from the
effective date of Chapter 8.08. Upon receipt of a written re-
quest from the owner, the building official shall order a build-
ing to comply prior to the norma; service date for such building
set forth in this section..
(b) Contents of Order. The order shall be in writing and shall
be served either personally or by certified or registered mail
upon the owner as shown on the last equalized assessment, and
upon the person, if any, in apparent charge or control of the
building. The order shall spec:.fy that the building has been
determined by the building official to be within the scope of
this chapter and, therefore, is required to meet the minimum
seismic standards of this chapte7. The order shall specify the
rating classification of the building and shall be accompanied by
a copy of Section 8.08.150 which sets forth the owner's alterna-
tives and time limits for compl:ia; ^e.
(c) Appeal Form Order. The owner or person in charge or control
of the building may appeal to the City Council the building
official's initial determination 1,;hat the building is within the
scope of this chapter. Such appeal shall be filed with the
building official within 60 days from the service date of the
order described in Section 8.08.1')(b) Any such appeal shall be
4
decided by the Council no later t::an 60 days after the date that
the appeal is filed. Such appeal shall be made in writing the
grounds thereof shall be stated c:1-ar_'.y and concisely.
Appeals or requests for slight modific=ations from any other
determinations, orders or actions by the building official pur-
suant to this chapter, shall be made in accordance with the nor-
mal appeal procedures established n `his code.
(d) Recordation. At the time that the aforementioned order is
served, the building official shall .file with the office of the
county recorder a certificate stating that the subject building
is within the scope of Chapter � 08 - Earthquake Hazard Reduc-
tion in Existing Buildings. The certificate shall also state
that the owner thereof has been ,r.dered to structurally analyze
the building and to structurally alter_ or demolish it where it is
not found to comply with Chapter t. 03
If the building is found not tc be within the scope of this chap-
ter, or as a result of structura alterations or an analysis is
found to be structurally capable of resisting minimum seismic
forces required by this chapter; or is demolished; the building
official shall file with the office of the county recorder a cer-
tificate terminating the status os the subject building as being
classified within the scope of C1.apter X3.08 - Earthquake Hazard
Reduction in Existing Buildings.
(e) Enforcement. If the owner or other person in charge or con-
trol of the subject building fa.ls to comply with any order
issued by the building official pursuant to this chapter within
any of the time limits set forth Ln section 8.08.140, the build-
ing official shall order the entire building vacated and remain
vacated until such order has been complied with. If compliance
with such order has not been accomplished within 90 days after
the date the building has been ordered vacated, or by such addi-
tional time as may have been granted by the City Council, the
building official may order demoll.tion of the building in accor-
dance with the Abatement of �an:;erous Buildings provisions of
this code.
5
Sec. 8.08.160 ANALYSIS AND DESI! ;N
(a) General. Every structure within the scope of this Chapter
shall be analyzed and constructed to resist minimum total lateral
seismic forces assumed to act nonroncurrently in the direction of
each of the main axes of the st °'ucture in accordance with the
following equation:
V =ZICW (8.08 -1)
The value of IC /R, need not exceed the values set forth in Table
No. 8.08 -D based on the applicable rating classification of the
building.
(b) Lateral Forces on Elements of Structures. Parts or portions
of structures shall be analyzed and designed for lateral loads in
accordance with subsection 8.08.:60(a) and section 2312 of the
Uniform Building Code but not leis than the value from the fol-
lowing equation:
Fp -ZICp WF, 1 8. 08-2)
For the provisions of this subse,.,ti.on, the values of I are the
values as set forth in Table No. 3.08 -E
EXCEPTION: Unreinforced masonry walls in buildings not
having a rating classification of I may be analyzed in
accordance with Section 8 08 170
The value of Cp need not exceed the values set forth in Table
8.08 -F.
(c) Anchorage and Interconnection. Anchorage and interconnec-
tion of all parts, portions and elements of the structure shall
be analyzed and designed for lateral forces in accordance with
Table No. 8.08 -F of this code and the equation FI,= ZICF,Wp as
modified by Table No. 8.08 -E. Minimum anchorage of masonry walls
to each floor or roof shall resist a minimum force of 200 pounds
per linear foot acting normal tc the wall at the level of the
floor or roof.
(d) Level of Required Repair. Alterations and repairs required
to meet the provisions of this chapter shall comply with all
other applicable requirements of the Uniform Building Code unless
otherwise specifically provided f r in this chapter.
(e) Required Analysis. 1. General. Except as modified herin,
the analysis and design relating to the structural alteration of
existing structures within the scope of this chapter shall be in
accordance with the analysis srocifi.ed in Chapter 23 of the
Uniform Building Code. In addition, t-he compatibility of the
roof diaphragm stiffness with the out-:)f -plane stability of the
unreinforced masonry bearing walls of the story immediately below
the roof system shall be verified in a- cordance with the provi-
sions of Section 8.08.190.
Exception: Buildings with rigid c.)ncrete or steel and con-
crete roof diaphragms shall use the ' /t values for "all other
buildings" in Table No. 8.08 -G
2. Continuous Stress Path. A complete, continuous stress
path from every part or portion of the structure to the ground
shall be provided for the required hor�_zontal forces.
3. Positive Connections. All parts, portions or elements
of the structure shall be interconnected by positive
(f) Analysis Procedure. 1. General, Stresses in materials and
existing construction utilized to transfer seismic forces from
the ground to parts or portions of the structure shall not exceed
the stresses permitted by the Uniform Building Code except that
existing materials and stresses may xe as specified in section
8.08.170.
2. Connections. Materials and connectors used for inter-
connection of parts and portions of the structure shall conform
to the Uniform Building Code. Nails may,. be used as part of an
approved connector.
3. Unreinforced Masonry Walls. Except as modified herein,
unreinforced masonry walls shall be analyzed as specified in the
applicable parts of Sections 2406, 2407 and 2409 to withstand
all vertical loads as specified in Chapter 23 of the Uniform
Building Code in addition to the seismic forces required by this
chapter.
Substantial changes in wall thickness or stiffness shall be con-
sidered in the analysis for out -of -plane and in -plane wall
stability, and the wall shall be restrained against out -of -plane
instability by anchorage and bracing to the roof or floor
diaphragm in accordance with Section �0E.160(c).
Exception: Variations in wall stiffness caused by nominal
openings such as windows and exit doo -s need not be considered.
The 50 percent increase in the seismic force factor for shear
walls as specified in Section 2407(h!4F(i) of the Uniform Build-
ing Code may be omitted in the comp:tation of seismic loads to
existing shear walls.
7
No allowable tension stress wili be permitted in unreinforced
masonry walls. Walls not capable of resisting the required
design forces specified in this chapter shall be strenqthened
or shall be removed and replaced.
EXCEPTION: 1. Unreinforced masonry walls in buildings not
classified as a Rating Classification I pursuant to Table
No. 8.08 -A may be analyzed ,..r accordance with Section
8.08.170.
2. An unreinforced masonry wall which carries no design
loads other than its own weight may be considered as
veneer if it is adequately archored to new supporting
elements.,
(g) Combination of Vertical and Seismic Forces. 1. New
Materials. All new materials introduced into the structure to
meet the requirements of this section which are subjected to com-
bined vertical and horizontal forces shall comply with Section
2303(f).
2. Existing Materials. when stresses in existing lateral
force resisting elements are due to a combination of dead loads
and live loads plus seismic loads, the allowable working stress
specified in the Uniform Building Code may be increased 100 per-
cent. However, no increase will be permitted in the stresses al-
lowed in Section 8.08.170, and the stresses in members due only
to seismic and dead loads shall not exceed the values permitted
by Section 2303(d) of the Uniform Building Code.
3. Allowable Reduction of Bending Stress by Vertical Load.
In calculating tensile fiber stress due to seismic forces re-
quired by this chapter, the maximum tensile fiber stress may be
reduced by the full direct stress due to vertical dead loads.
SEC. 8.08.170. MATERIALS OF CONS7'RUCTION
(a) General. All materials permitted by the Uniform Building
Code including their appropriate allowable stresses and those ex-
isting configuration of materials specified herin may be utilized
to meet the requirements of this "gapt.er
(b) Existing Materials. 1. Unreinforced Masonry Walls. Unrein-
forced masonry walls analyzed in accordance with this Section may
provide vertical support for r•( -)f and floor construction and
resistance to lateral loads.
All units of both bearing and nc,:)n- bearing walls shall be laid
with full shoved mortar joints; ail head, bed, and wall (collar)
joints shall be solidly filled with mortar; and the bonding of
adjacent wythes of multiwythe wal s steal: be as follows:
i
The facing and backing of such walls shall be bonded so that not
less than 4 percent of the exposed face area is composed of solid
headers extending not less than 4 inches into the backing. The
distance between adjacent full-length. headers shall not exceed 24
inches vertically or horizontally. In walls in which a single
header does not extend through the wall, headers from the op-
posite sides shall overlap at least four inches, or headers from
opposite sides shall be covered wit:n another header course over-
lapping the header below at least four inches.
Wythes of walls not bonded as described above shall be con-
sidered as veneer. The veneer wythe shall not be included in the
effective thickness used in calculating the height to thickness
ratio and the shear capacity of the wall..
Tension stresses due to seismic for es normal to the wall may be
neglected if the walls do not exceed the height to thickness ra-
tion in Table No. 8.08 -G and the I-1-plane shear stresses due to
seismic loads as set forth in Table No 8.08 -J.
If the wall height- thickness ration exceeds the specified limits,
the wall may be supported by vertical bracing members designed in
accordance with Section 8.08.160. "he deflection of such bracing
member at design loads shall not �xce.ed one -tenth of the wall
thickness.
EXCEPTION: The wall may be supported by flexible vertical
bracing members designed in accordance with Section
8.08.160(b) if the deflection at design loads is not less
than one quarter nor more that one -third of the wall
thickness.
All vertical bracing members shall be attached to floor and roof
constructin for their design loads independently of required wall
anchors. Horizontal spacing of vertical bracing members shall
not exceed one -half the unsupported height of the wall nor ten
feet.
The wall height may be measured )ertically to bracing elements
other than a floor or roof. Spacing of the bracing elements and
wall anchors shall not exceed six feet. Bracing elements shall
be detailed to minimize the horizontal displacement of the wall
by components of vertical displaceents of the floor or roof.
9
2. Veneer. Veneer shall be anchored with approved anchor
ties conforming to the required dewign capacity specified in Sec-
tion 3004(c) and placed at a max--mum spacing of 24 inches.
Exception: The Building offi.cial may accept existing veneer
anchor ties provided the r.ies are in good condition and
conform to the minimum size, maximum spacing and material
requirements specified in w:.he provisions of the Building
Code in effect at the time of construction. The existance
and condition of existing veneer ties shall be verified by:
1. an approved testing laboratory which shall
submit a report to the builc`ling department as a part of the
structural analysis, and
2. exposing ar ::;elected representative area of
not less than four ties 'or inspection by the building
department.
3. Existing Roof, Floors, walls, Footings, and Wood Fram-
ing. Existing materials including wood shear walls utilized in
8the described configuration may be used as part of the lateral
load resisting system, prov:ide�z that the stresses in these
materials do not exceed the values shown in Table No.8.08 -H.
(c) Strengthening of Existing Materials. New materials including
wood shear walls may be utilized ro stregthen portions of the ex-
isting seismic resisting system _n the described configurations
provided that the stresses do :>t exceed the values shown in
Table 8.08 -I.
(d) Alternate Materials. Alternate materials, designs and
methods of construction may be approved by the building official
in accordance with the provisions of the Uniform Building Code.
(e) Minimum Acceptable Quality ,f Existing Unreinforced Masonry
Walls. 1. General Provisions., All unreinforced masonry walls
utilized to carry vertical loads and seismic forces parallel and
perpendicular to the wall plane shall be tested as specified in
this subsection. All masonry quality shall equal or exceed the
minimum standards established herein or shall be removed and re-
placed by new materials. Alternate methods of testing may be ap-
proved by the building official. The quality of mortar in all
masonry walls shall be determinHd by performing in -place shear
tests or by testing eight inch di +.meter •ores.
The vertical wall joint between wythes (collar joint) shall be
inspected at the test location : :ifter the in -place shear tests,
and an estimate of the percentage of wythe to wythe mortar
coverage shall be reported along with the results of the in -place
shear tests. Where the exteric face is veneer, the type of
veneer, its thickness and its bolding and /or ties to the struc-
tural wall masonry shall also he eper,tec'.
Alternative methods of testing may be approved by the building
official. Nothing shall prevent pointing with mortar of all the
masonry wall joints before the !_.ests are first made. Prior to
any pointing, the mortar joints must be raked and cleaned to
remove loose and deteriorated mortar. Mortar for pointing shall
be Type S or N except that masonry cements shall not be used.
All preparation and mortar pointing shall be done under the con -
tinous inspection of an approved special inspector. At the con-
clusion of the inspection, the inspector shall submit a written
report to the licensed engineer ,)r architect responsible for the
seismic analysis of the building setting forth the result of the
work inspected. Such report shall be submitted to 'the building
official for approval as part of the structural analysis. All
testing shall be performed in accordance with the requirements
specified in this subsection by 3 testing agency approved by the
building official. An accurate record shall be kept of all such
tests and of their locations in the building, and these results
shall be submitted to the building official for approval as part
of the structural analysis.
2. Number and Location of Tests. The minimum number of
tests shall be as follows:
a. At each of both the first and top stories, not less
than two per wall line or line of wall elements providing a com-
mon line of resistance to lateral forces.
b. At each of all other stories, not less than one per
wall elements providing a common line )f resistance to lateral
forces.
C. In any case, not less ,.han one per 1500 square feet of
wall surface and a total of eight
d. The shear tests shall be taken at locations representa-
tive of the mortar conditions f.hroughout the entire building,
taking into account variations in workmanship at different build-
ing height levels, variations in weathering of the exterior sur-
faces, and variations in the condition of the interior surfaces
due to deterioration caused by .eaks and condensation of water
and /or by the deleterious effects of other substances contained
within the building. where thH higher h/t ratios allowed in
footnotes 4 and 5 of Table 8.08 -G are to be utilized, the in-
place shear tests taken at the top story shall be included in the
80 percent of the shear tests us -d to determine the minimum mor-
tar shear strength.
3. In -Place Shear Tests. The bed joints of the outer wythe
of the masonry shall be tested in shear by laterally displacing a
single brick relative to the adjacent bricks in that wythe. The
Opposite head joint of the brick to be tested shall be removed
and cleaned prior to testing. Tae minimum quality mortar in 80
Percent of the shear tests shall ,o: be less than the total of 30
psi plus the axial stress in the wall at the area of both bed
joints and shall be that at which novement of the brick is first
observed.
Walls with mortar values whir :h are consistently low and do
not meet the minimum quality values-- speca.fied in this subsection
shall be entirely pointed.
4. Core Tests. A minimum number of mortar test specimens
equal to the number of required ccres shall be prepared from the
cores and tested as specified herein. The mortar joint of the
outer wythe of the masonry core shall be tested in shear by plac-
ing the circular core section in a compression testing machine
with the mortar bed joint rotated ..5 degrees from the axis of the
applied load. The mortar joint tested in shear shall have an
average ultimate stress of 20 psi based on the gross area. The
average shall be obtained from tkie total number of cores made.
If test specimens cannot be made from cores taken, then the shear
value shall be reported as zero.
(f) Testing of Shear Bolts. one -forth of all new shear bolts
and dowels embedded in unreinforced masonry walls shall be tested
by a Special Inspector using 3 t,rque +::alibrated wrench to the
following minimum torques:
1/2"
diameter
bolts
or dowels
40
foot -lbs.
5/8"
diameter
bolts
or dowels
= 50
foot -lbs.
3/4"
diameter
bolts
cr dowels _
60
foot -lbs.
No bolts exceeding 3/4" shall be used. All nuts shall be in-
stalled over malleable iron or plate washers when bearing on wood
and heavy cut washers when bearinc: on steel.
(g) Determination of Allowable Stresses for Design Methods Based
on Test Results. 1. Design Shear Values. Design seismic in-
plane shear stresses shall be substantiated by tests performed as
specified in Section 8.08.170(e) and 4
Design stresses shall be related -.o test results obtained in ac-
cordance with Table No. 8.08 -.1. Intermediate values between 3
and 10 psi may be interpolated
2. Design Compression and Tension Values. Compression
stresses for unreinforced masonry having a minimum design shear
value of 3 psi shall not exceed 100 psi.. Design tension values
for unreinforced masonry shall ne, be permitted.
(h) Five percent of the existing rod anchors utilized as all or
part of the required wall anchors shall be tested in pullout by
an approved testing laboratory. The minimum number tested shall
be four per floor, with two tests at walls with joists framing
into the wall and two tests at w l 1 s with joists parallel to the
wall. The test apparatus shall to supported on the masonry wall
at a minimum distance of the wall thickness from the anchor
tested. The rod anchor shall be given a preload of 300 lbs.
prior to establishing a datum for recording elongation. The ten-
sion test load reported shall. tae recorded at one - eighth inch
relative movement of the anchor, and the adjacent masonry surface.
Results of all tests shall be reported. The report shall include
the test results as related to the wall thickness and joist
orientation. The allowable resistance value of the existing
anchors shall be 40 percent of the average of those tested
anchors having the same wall thickness and joist orientation.
(i) Qualification tests for devices used for wall anchorage
shall be tested with the entire tension load carried on the en-
larged head at the exterior face of the wall. Bond on the part
of the device between the enlarged head and the interior wall
face shall be eliminated for the qualification tests. The resis-
tance value assigned the devicF shall be 20 percent of the
average of the ultimate loads.
SEC. 8.08.180. INFORMATION REQUIRFD ON PLANS
(A) General. In addition to the seismic analysis required else-
where in this Chapter, the licensed engineer or architect respon-
sible for the seismic analysis cf the building shall determine
and record the information requited by this Section on the ap-
proved plans.
(b) Construction Details. The following requirements with ap-
propriate construction details shall be made part of the approved
plans.:
1. All unreinforced masonry walls shall be anchored at the
roof level by tension bolts through the wall as specified in
Table 8.08 -I, or by approved equi,alent at a maximum anchor spac-
ing of six feet.
All unreinforced masonry walls shall be anchored at all floors
with tension bolts through the wall or by existing rod anchors at
the maximum anchor spacing of six feet. All existing rod anchors
shall be secured to the joists to develop the required forces.
The building official may require testing to verify the adequacy
of the embedded ends of existing rod anchors. Tests when re-
quired shall conform to Section 8 ')8.1.70,rh)
Exception: walls need not oe anchored to ceiling systems
that, because of their low mass and /or relative location
with respect to the floor or foof systems, would not impose
significant normal forces on ':he wall and cause our -of -plane
wall failures.
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At the roof and all floor levels, the anchors nearest the build-
ing corners shall be combination shear and tension anchors lo-
cated not more than two feet hori:,)ntally from the inside corners
of the walls.
When access to the exterior face the masonry wall is prevented
by proximity of an existing build:Lng, wall anchors conforming to
Items 5 and 6 in Table 8.08 -I may tie used..
Alternative devices to be used in lieu of tension bolts for
masonry wall anchorage shall be ested as specified in Section
8.08.170(i).
2. Diaphragm chord stresses of horizontal diaphragms shall
be developed in existing materials or by addition of new
materials.
3. Where trusses and beams ther than rafters or joists are
supported on masonry, independent secondary columns shall be in-
stalled to support vertical loads 3f the roof or floor members.
4. Parapets and exterior wall appendages not capable of
resisting the forces specified it this chapter shall be removed,
stabilized or braced to insure teat the parapets and appendages
remain in their original positron
The maximum height of an unbrace, unreinforced masonry parapet
above the lower of either the level of tension anchors or roof
sheathing, shall not exceed one and one -half times the thickness
of the parapet wall. If the required parapet height exceeds this
maximum height, a bracing system designed for the force factors
specified in Table No. 8.08 -E and Table No. 23 -J for walls shall
support the top of the parapet. Parapet corrective work must be
performed in conjunction with t_.l installation of tension roof
anchors.
The minimum height of a parapet. aaovE' the wall anchor shall be 12
inches.
Excepton: If a reinforced oncrete beam is provided at the
top of the wall, the minimum height above wall anchors may
be 6 inches.
5. All deteriorated mortar joints in unreinforced masonry
walls shall be pointed with Type S or N mortar (Masonry cements
shall not be used). Prior to any pointing, the wall surface must
be raked and cleaned to remove loose and deteriorated mortar.
All preparation and pointing sha:1 be done under the continuous
inspection of a special inspector certified to inspect masonry or
concrete. At the conclusion of the project, the inspector shall
submit a written report to the r)uildinq official setting forth
the portion of work inspected..
L.
6. Repair details shall be prepared for any cracked or
damaged unreinforced masonry wa l required to resist forces
specified in this chapter.
(c) Existing Construction. The t'ollowing existing construction
information shall be made part of ":he approved plans:
1. The type and dimensions f existing walls and the size
and spacing of floor and roof memr:ers.
2. The extent and type of ex,.sttng wall anchorage to floors
and roof.
3. The extent and type ot parapet corrections, if any,
which were performed in accordari.ce with the Uniform Building
Code.
4. Accurately dimensioned floor plans and masonry wall
elevations showing dimensioned openings, piers, wall thickness,
heights, and veneer and anchorage .
5. The location of cracks �r damaged portions of unrein-
forced masonry walls requiring rel %airs
6. The type of interior wall surfaces and ceilings, and
whether reinstalling or anchor:inc of existing plaster is neces-
sary.
7. The general condition of the mortar joints and whether
the joints need pointing.
8. The location of the shear tests shall be shown on the
floor plans and building wall elevations, and the complete test
report shall be reproduced on the approved plans.
1
SEC. 8.08.190 DESIGN CHECK -- COMPATIBILITY OF ROOF DIAPHRAGM
STIFFNESS TO UNREINFORCED MASONRY WALL OUT -OF -PLANE STABILITY.
(a) General. The requirements >f this section are in addition
to the requirements of Sections 8 08.160 and 8.08.170. The rela-
tive stiffness and strength of a diaphragm governs the amount of
amplification of the seismic ground motion be the diaphragm, and
therefore, a diaphragm stiffness and strength related check of
the our -of -plane stability of unreinforced masonry walls anchored
to wood diaphragms shall be made This section contains a pro-
cedure for the evaluation of the out -of -plane stability of un-
reinforced masonry walls anchored to wood diaphragms that are
coupled to shear resisting elemen s
(b) Definitions. The followinc.: defin.-Ltions are applicable to
this section:
Cross wall. A wood - framed wall having a height -to- length
ratio complying with Sectlo 4714(d) or Table No. 25 -I and
sheathed with any of the materials described in Table No.
8.08 -K or Table No. 8.08 -L. The total strength of all cross
walls located within any 40 feet length of diaphragm
measured in the direction of the diaphragm span shall be not
less than 30 percent of the - trength of the diaphragm in the
direction of consideration..
Demand - Capacity Ratio (DCR). A ratl.o of the following:
1. Demand = lateral forces due to 33 percent of the
weight of the diaphragm and the tributary weight of the
walls and other element; anchored to the diaphragm.
2. Capacity = diaphragm total shear strength in the
direction under consideraton as determined using the
values in Table No. F „Ox. -F or Table No. 8.08 -L.
16
(c) Notations.
D = depth of diaphragm, an eet, measured perpendicular
to the diaphragm span.
h /t= height -to- thickness rat.,o of an unreinforced masonry
wall. The height shall be measured between wall
anchorage levels and the thickness shall be measured
through the wall cross section
L = span of diaphragm between masonry shear walls
or steel frames
Vim= total shear capacity of cross walls in the direction of
analysis immediately be --Low the diaphragm level being
investigated as determined by using Tables no. 8.08 -K
and 8.08 -L.
v„= maximum shear strength ,.n pounds per foot for a
diaphragm sheathed with any of the materials given in
Tables No. 8.08 -K and 8 a8 -L
Wd= Tatal dead load of the c: #iaphragm plus the tributary
weight of the walls anchored to the diaphragm, the
tributary ceiling and partitions and the weight of any
other permanent buildino elements at the diaphragm
level under investigate n.
(d) Design check Procedure. I General. The demand - capacity
ratio (DCR) for the building under investigation shall be calcu-
lated using the following equatioi.3:
DCR = 0.33Wd /2v,,D (8.08 -3)
or
DCR = 0.33Wd /2v.D + V_) (8.08 -4)
2. Diaphragm Deflection. The calculated DCR shall be to
the left of the curve in Figure No. 8.08 -A. Where the calculated
DCR is outside (to the right of) the curve, the diaphragm deflec-
tion limits are exceeded, and crc,ss walls may be used to reduce
the deflection.
3. Unreinforced Masonry Wa1 out -of -Plane Stability. The
DCR shall be calculated discounting any cross walls. If the DCR
corresponding to the diaphragm span is to the right of the curve
in Figure No. 8.08 -A, the region within the curve at and below
the intersection of the diaphragm span with the curve may be used
to determine the allowable h/t va.lpies peir' Table No. 8.08 -G.
17
TABLE NO 8.08 -A
RATING CLASSIFICATTONS
TYPE OF BUILDING CLASSIFICATION
Essential Building I
High Risk Building II
Medium Risk Building III
Low Risk Building IV
18
TABLE NO 8.08 -B
TIME LIMITS FOR 7OMPLIANCE (1)
REQUIRED ACTION OBTAIN BUILDIP,IG
BY OWNER PERMIT
WITHIN
Complete structural --
Alterations or 1 year
Building Demolition
Wall Anchor 180 days
Installation
COMMENCE COMPLETE
CONSTRUCTION CONSTRUCTION
WITHIN WITHIN
18(' days (2) 3 years
270 days 1 year
(1) Where two or more buildings tinder separate ownership are to
be rehabilitated simultaneously, an extension can be based on the
average time requirements for the buildings involved, with a sug-
gested minimum extension of 6 months. An extension could be
granted on submission of a bindinc agreement the owners involved,
with the actual date of complia:nc" to be determined by the build-
ing official.
(2) Measured from date of building permit issuance. All the
other time limits are measured from the date of the order.
19
TABLE NO 8,08 -C
SERVICE PRIORITIES ANI) EXTENDED TIME PROVISIONS
100 or more years 1 year
III 51 to and yearn 2 years
including 99
20 to and
including 50 years 3 years
IV Less than 20 years 4 years
(Lowest
Priority)
TABLE NO 8.08 -D
HORIZONTAL FORCE FACTORS BASED
ON RATING CLASSIFICATION
RATING
CLASSIFICATION
ZIC /R,
I 0.183
II 0.138
III & IV 0.110
2C
Extension of Time
Minimum Time
Rating
Occupant
if wall Anchors
Periods for
Classification
load
aiz Installed
Service of Order
I
Any
1 7eai
0
(highest
Priority)
II
100 or more
years
90 days
100 or more years 1 year
III 51 to and yearn 2 years
including 99
20 to and
including 50 years 3 years
IV Less than 20 years 4 years
(Lowest
Priority)
TABLE NO 8.08 -D
HORIZONTAL FORCE FACTORS BASED
ON RATING CLASSIFICATION
RATING
CLASSIFICATION
ZIC /R,
I 0.183
II 0.138
III & IV 0.110
2C
TABLE NO 8.08 -E
HORIZONTAL FORCE FACTORS "ZI"
FOR PARTS OR PORTIONS OF STRUCTURES
RATING
CLASSIFICATION ZI
I 1.50
II 1.00
III & IV 0.75
TABLE NO 8.08 -F
HORIZONTAL FORCE FACTOR "Cp" FOR PARTS OR
PORTIONS OF BUILDINGS OR OTHER STRUCTURES (1)
Part or Portion of _ Direction Value
Buildings of force of CF,
Exterior bearing and non - bearing galls,
interior bearing walls and partit Dns„
interior non - bearing walls and
partitions over ten feet in heigh?, Normal to
masonry fences over six feet in height Flat surface 0.20
Cantilever parapet and other cantilever Normal to
walls, except retaining walls. flat surface 1.00
Exterior and interior ornamentatit -ns Any
and appendages Direction
1.00
When connected to or a part of —a
building; towers, tanks, towers aid
tanks plus contents, racks over 8 Feet.
3 inches in height plus contents, Any
chimneys, smokestacks, and penthoises. Direction
When connected to or a part of a
building: Rigid and rigidly mounter
equipment and machinery not requiaed
for continued operation of essenr.�:i1
occupancies. (5)
Tanks plus effective contents rentIng
on the ground.
21
Any
Horizontal
Direction
Any
Direction
0.20
(2) (4)
0.20
(3)
0.12
Floors and roofs acting as
diaphragms.
Prefabricated structural elements —
other than walls, with force applied
at center of gravity of assembly.
Connections for exterior panels o
elements.
Footnotes to Table No. 8.08 -F
(1) See Section 8.08.160(b) for u.se of C,,.
In the plane of
the diaphragm 0.12
(6)
Any
Horizontal
Direction 0.30
Any
Direction 2.00
(2) When located in the upper port "ion of any building with a Hn /D
ration of 5 to 1 or greater the value shall be increased by 50 %.
(3) For flexible and flexibly mounted equipment and machinery,
the appropriate values for C,, shall be determined with considera-
tion given to both the dynamic: properties of the equipment and
machinery and to the building or ;tructure in which it is placed.
(4) The Wp for storage racks shall be the weight of the racks
Plus contents. The value of Cp or racks over two storage sup-
port levels in height shall be 0 16 for the levels below the top
two levels.
(5) The design of the equipment and machinery and their anchorage
is an integral part of the design and specification of such
equipment and machinery. The structure to which the equipment or
machinery is mounted shall be capable of resisting the anchorage
forces (see also Section 2312(8)4
(6) Floor and roofs acting as diaphragms shall be designed for a
minimum force resulting from a CF of .12 applied to WV unless a
greater force results from the distribution of lateral forces in
accordance with Section 2312.
22
TABLE NO. 8.08 - +3
ALLOWABLE VALUE OF HEIGHT - THICKNESS RATIO
OF UNREINFORCED MASONRY WALLS WITH MINIMUM
QUALITY MORTAR (1 (2)
BUILDING WITH CROSSWALLS AS ALL OTHER
DEFINED BY tiECTION 8803 BUILDINGS
Walls of
one story buildings 13
First story wall of
multi -story buildings 15
Walls in top story of
multi -story buildings g
All other walls 13
(1) Minimum quality mortar sha.1 be determined by laboratory
testing in accordance with Sect:ic- 8 08.170(e).
(2) Table 8.08 -G is not applic:abie to buildings of rating clas-
sification I. Walls of buildings within rating classification I
shall be analyzed in accordance with Section 8.08.160(f).
(3) The minimum mortar shear strengths required in following
footnotes 4 and 5 shall be that; shear strength without the effect
of axial stress in the wall at the point of the test.
(4) The larger height -to- thickness ratio may be used where mor-
tar shear tests in accordance with Section 8.08.170(a)3 establish
a minimum mortar shear strength of not less than 100 psi or where
the tested mortar shear strength is not: less than 60 psi and a
visual examination of the vertical wythe -to -wythe wall joint
(collar joint) indicates net ess 'than 50 percent mortar
coverage.
(5) Where a visual examination of the cellar joint indicates not
less than 50 percent mortar coverage and the minimum mortar shear
strength when established in accordance with Section 8.08.170(a)3
is greater than 30 psi but less than 60 psi, the allowable
height -to- thickness ratio may be determined by linear interpola-
tion between the larger and sma'.er ratios in direct proportion
to the mortar shear strength.
2
TABLE NO 8.08 -11
VALUES FOR EXISTING MATERIALS
EXISTING MATERIALS OR
CONFIGURATION OF MATERIALS (1)
1. HORIZONTAL DIAPHRAGMS
a. Roofs with straight
sheathing and roofing
applied directly to the
sheathing.
3.
4.
5.
6.
b. Roofs with diagonal
sheathing and roofing
applied directly to the
sheathing.
c. Floors with straight
tongue and groove sheathing
d. Floors with straight
sheathing and finished
wood flooring.
e. Floors with diagonal
sheathing and finished
wood flooring.
f. Floors or roofs with
straight sheathing and
plaster applied to the
joist or rafters. (2)
SHEAR WALLS
Wood stud walls with
lath and plaster
PLAIN CONCRETE FOOTINGS
DOUGLAS FIR WOOD
REINFORCING STEEL
Structural Steel
24
ALLOWABLE VALUES
1.00lbs. per foot for
:Seismic shear.
400lbs. per foot for
seismic shear
a..50lbs. per foot for
siesmic shear.
300lbs. per foot for
seismic shear.
450lbs per foot for
seismic shear.
Add 50lbs per foor
to the allowable values
for Items la and 1c.
100lbs. per foot each
side for siesmic shear.
f' =1500 psi unless c
:otherwise shown by tests.
Allowable stress same as
No. 1 D.F. (3)
ft18,000lbs. per
square inch maximum. (3)
ft20,000lbs per square
J.nch maximum
(1) Material must be sound and in good condition.
(2) The wood lath and plaster must be reattached to existing
joists or rafters in a manner appaoved by the Department.
(3) Stresses given may be inceas,�d for combinations of loads as
specified in Section 8.08.160((1)2
25
TABLE NO 8.08 -1
ALLOWABLE VALUES OF° NEW MATERIALS USED
IN CONJUNCTION WITH EXISTING CONSTRUCTION (1)
NEW MATERIALS OR
CONFIGURATION OF MATERIALS
1. HORIZONTAL DIAPHRAGMS
Plywood sheathing applied
directly over existing straight.
sheathing with ends of plywood
sheets bearing on joists or
rafters and edges of plywood
located on center of individual
sheathing boards.
2. SHEAR WALLS
a. Plywood sheathing applied
directly over existing wood
studs. No value shall be given
to plywood applied over existing
plaster or wood sheathing.
b. Dry wall or plaster applied
directly over existing wood studs
c. Dry wall or plaster applied
to plywood sheathing over
existing wood studs.
3. SHEAR BOLTS
Shear bolts and shear dowels
embedded a minimum of 8 inches
into unreinforced masonry walls.
Bolt centered in a 2 1/2 inch
diameter hole with dry -pack or
non - shrink grout around cir-
cumference of bolt or dowel. (3)
ALLOWABLE VALUES
Same as specified in
table No. 25 -J of this
Code for blocked
diaphragms.*
Same as values specified
in Table No. 25 -K for
shear walls.
7'5 per cent of the value
specified in Table
No.47 -I
33 1/3 per cent of the
values specified in
Table No. 47 -I.
1.00 percent of the values
for solid masonry
specified in Table
No. 24 -E. No values
larger than those given
for 3/4 inch bolts shall
be used.
* All tables that do not carry 1 8.08 number are found in the
Uniform Building Code, 1988 editirn,
26
4. TENSION BOLTS
Tension bolts and tension dowels
1200 lbs. per bolt or
extending entirely through
dowel.
unreinforced masonry walls
secured with bearing plates on
far side of wall with at least
30 sq. inches of area. (2) (3)
5. WALL ANCHORS [8.08.170(b)l.l
a. Bolts extending to the exterio
600 lbs. per bolt for.
face of the wall with a 2 1/2
tension4see Item 3
inch round plate under the head.
hshear bolts) for shear
Installed as specified for shear
values.
bolts. Spaced not closer than
12 inches on centers. (1) (2)
b. Bolts or dowels extending to the 1200 lbs. per bolt
exterior face of the wall with or dowel for tension4.
a 2 1/2 inch round plate under th- See Item 3 (shear Bolts)
head and drill at an angle of or shear values.
22 1/2 degrees to the horizontal
Installed as specified for shear
bolts. (1) (2)
c. Through bolt with bearing platy See Item 4(tension bolts)
for tension per Item 4. Combined for tension values4. see
with minimum 8 -inch grouted Item 3 (shear bolts) for
section for shear per Item 3. shear values.
6. INFILLED WALLS
Reinforced masonry infilled Same as values specified
openings in existing unrein- for unreinforced masonry
forced masonry walls with walls.
keys or dowels to match
reinforcing.
7. REINFORCED MASONRY
Masonry piers and walls Same values as determined
reinforced per Sections 2406,. per Section 2406.
2407 and 2409
8. REINFORCED CONCRETE
Concrete footings, walls and Same values as specified
piers reinforced as specified in Chapter 26 UBC.
in Chapter 26 and designed
for tributary loads.
27
9. EXISTING FOUNDATION LOADS
Foundation loads for
structures exhibiting no
evidence of settlement.
NOTES:
Calculated existing
foundation loads due to
maximum dead load plus
live load may be
increased 50% for dead
load plus seismic load
required by this
Division.
(1) Bolts and dowels to be tested as specified in Section
8.08.170(f).
(2) Bolts and dowels to be 1/2 in .h minimum in diameter.
(3) Drilling for bolts and dowels shall be done with an electric
rotary drill. Impact tools shall not bE� used for drilling holes
or tightening anchor and shear bc'.t nuts
(4) Allowable bolt and dowel values specified are for installa-
tions in minimum three (3) wythe walls. For installations in two
(2) wythe walls, use 50 percent of the value specified, except
that no value shall be given to tension bolts that do not extend
entirely through the wall and arf, secured with bearing plates on
the far side.
28
TABLE NO 8.08 -J
ALLOWABLE SHEAR STRESS FOR TESTED
UNREINFORCED MASONRY WALLS
Eighty percent Average tes!: results Seismic in -plane
of test results of cores :, psi shear based on
in psi not less gross area (1)
than
30 plus axial stress 2C) 3 psi
40 plus axial stress 2� 4 psi
50 plus axial stress 3? 5 psi
100 plus axial stress t;', :>r more 100 psi max
or more.
(1) Allowable shear stress may be increased by addition of 10% of
the axial stress due to the we_igrr:. of the wall directly above.
2L
TABLE NO 8.08 -F;
VALUES FOR EXISTING MA'T'ERIALS
EXISTING MATERIALS OR
CONFIGURATION OF
MATERIALS'
------------------------ - - - - --
1. HORIZONTAL DIAPHRAGMS
a. Roofs with straight
sheathing and roofing
applied directly to
the sheathing.
b. Roofs with diagonal
sheathing and roofing
applied directly to
the sheathing.
2. CROSSWALLS2
a. Plaster on wood or metal .
lath.
b. Plaster on gypsum lath.
c. Gypsum wall board,
unlocked edges.
ALLOWALBE VALUES
100 lbs. per foot for seismic
shear
250 lbs. per foot for seismic
shear
per side: 200 lbs, per foot
for seismic shear.
1 715 lbs. per foot for seismic
shear
75 lbs. per foot for seismic
shear
d. Gypsum wall board, 25 lbs. per foot for seismic
blocked edges.
----------------------------------- ------- ...-----------------------
1Materials must be sound and in good condition.
2For corsswalls, values of all materials may be combined, except
the total combined value shall not exceed 300 lbs. per foot
for seismic, shear.
3C
TABLE NO 8.08 -L
ALLOWABLE VALUES OF NEW MATERIALS USED
IN CONJUNCTION WITH EXISTING CONSTRUCTION
NEW MATERIALS OR CONFIGURATION
OF NEW AND EXISTING MATERIALS'
------------------------------
1. HORIZONTAL DIAPHRAGMS
Plywood sheathing applied
directly over existing
straight sheathing with ends
of plywood sheets bearing on
joists or rafters and edges
of plywood located on center-
of individual sheathing
boards.
2. CROSSWALLS2
a. Plywood sheathing applied
directly over existing
wood studs. No value
shall be given to ply-
wood applied over exist-
ing plaster or wood
sheathing.
b. Drywall or plaster applied
directly over existing
wood studs.
ALLOWABLE VALUES
225 lbs. per foot for seismic
shear
1.33 times the values
specified in Table No. 25 -K
for shear walls.
100 percent of the values
specified in Table No. 47 -r.
------------------------------------------ ------------------------
1Materials must be sound and in good condition.
'For crosswalls, values of all materials may be combined, except
the total combined value shill not exceed 300 lbs. per foot
for seismic shear.
.3'..
C =
Cp =
D =
f' _
G
Fp =
ft =
hn =
I =
V =
W =
W 3
Z =
GLOSSARY OF SYMBOLS ANI.) NOTATIONS
Numerical coefficient a specified in Section 23122(d)
Numerical coefficient a,� specified in Section 2312(g)
and as set forth in Table No 1.3 -J
The dimension of the structure in feet, in a direction
parallel to the applied forces
Specified compressive s°rength of concrete, psi
Lateral forces on a parr, of the structure and in the
direction under conside 'at :.on.
Allowable tensile stres , psi
Height in feet above th- base to level n
Occupancy Importance Factor as set forth in Table
No. 23 -K and modified. it Table 8.08 -A
The total lateral force or shear at the base
The total dead load as iefined in Section 2302
including the partition loading specified in
Section 2304(d) where applicable
The weight of a portion of a structure or
nonstructural component
Numerical coefficient dependent upon the zone as
determined by Figure No 1, of Chapter 23. All areas
in California are classified in Zones 3 or 4. For
locations in Zone No.3, Z= 0.30 For locations in Zone
No. 4, Z =0.40 ( See tab], no, 2 3 -1 . )
3
w
W
x
2
a
o.
N
r
v
x
CL
a
c
FIGURE 110. 3.08 -A
540
C) REGION OF DEMAND- CAPACITY
RATIO3 WHERE CROSSWALLS
480 MAY BE USED TO INCREASE
H/T RATIOS
O2i REGION OF DEMAND- CAPACITY
420 RATIOS WHERE N/T RATIOS OF
F "WITH CROSSWALLS" MAY BE
USED
O 4
3W_ �3 REGION OF DEMAHO- CAPACITY
RATIOS WHERE H/T RATIOS OF
"ALL OTHER BUILDINGS" SHALL
BE USED
300 --
240
180
120
o
X
60
Q
0 I
0 1 2 I 4 5 6
DEMAND- CAIPACITY RATIO, 0.33WDI (2vuD) OR 0.33WD/ (2vQD ♦ Q)
ACCEPTABLE SPAN COR DIAPBRAG.MS
(HASID ON DISPLACZ.XMIT CONTROL CONCSPTy)
32
Section 3. SEVERABILITY. it any section, subsection, sen-
tence, clause, phrase or word of 'his Ordinance is for any reason
held to be invalid by a court of competent jurisdiction, such
decision shall not affect the validity of the remaining portions
of this Ordinance. The City Council hereby declares that it
would have passed and adopted this Ordinance and each and all
provisions thereof, irrespective cf the fact that any one or more
of said provisions may be declarec invalid.
Section 4. The City Clerk shall certify to the passage and
adoption of this ordinance by not "Less than a four - fifths vote of
the City Council; shall enter thE:! same in the book of original
ordinances of said City; shall mike a minute of the passage and
adoption thereof in the records )f the proceedings of the City
Council at which the same is passed and adopted; and shall,
within fifteen (15) days after the passage and adoption thereof,
cause the same to be published :in 'he manner prescribed by law.
1989 PASSED AND ADOPTEt: hLs day of
ATTEST:
City Clerk
Maycr of the City of Moorpark,
California