HomeMy WebLinkAboutOrd 1419.2
Burlingame Municipal
"Chapter 18.24
18.24.010 Purpose It is found and declared the in the event
of a strong or moderate local earthquake, loss of life or serious
injury may result from damage or collapse of unreinforced masonry
buildings in Burlingame. The purpose of this ordinance is to
promote public safety by establishing a set of structural repair
standards to be used to strengthen unreinforced masonry buildings
and require owners to make their buildings conform to those
standards within a reasonable period of time. The provisions of
this chapter are minimum standards for structural seismic resistance
established primarily to reduce the risk of life loss or injury but
will not necessarily prevent loss of life or injury or prevent
earthquake damage to an existing building which complies with these
standards. This seismic hazard reduction program is consistent with
California health and Safety Code sections 19160-19168 and
Government Code sections 8875-8878 et sect.
18.24.020 Definitions
(a) "Bearing wall" means any wall supporting a floor or roof
where the total superimposed load exceeds one hundred (100) pounds
per linear foot, or any unreinforced masonry wall supporting its own
weight when over six (6) feet in height.
(b) "Civil engineer or Structural engineer" means a licensed
civil or structural engineer registered by the State of California
pursuant to the rules and regulations of Title 16, Chapter 5 of the
California Administrative Code.
(c) "Occupant Load" means the total maximum number of
occupants in the building determined by either 1) Table 33-A of the
Uniform Building Code or, 2) the actual maximum number of occupants
in the building as certified by the building owner and current
tenants.
(d) "Story" means that portion of a building included between
the upper surface of any floor and the upper surface of the floor
next above, except that the topmost story shall be that portion of
a building included between the upper surface of the topmost floor
and the ceiling or roof above.
• masonry means
containing -. . partially e
followingmateandlessrials thanfifty
percent
reinforcingof the minimum area of - required by ..
Uniform Building Code Section 2407(h)4 Ba I
Hollow clay tile
Adobe or unburned cl
Applicability. All unreinforced masonry buildings identified
by the City, except those used exclusively for residential purposes
containing five (5) or less living units.
18.24.040 ®caner Notification The owners of unreinfareed
masonry buildings determined to be within the scope of this chapter
will be notified in writing by the Chief Building inspector
according to the schedule set forth in Section 18.24.050(b).
(aD Building categories. Three categories of unreinforced
masonry buildings are hereby established to prioritize their need
for remedial action to reduce potential hazards.
1. High Risk buildings are those which have two or more
stories or a maximum occupant load of more than 100 regardless of
the number of stories. High Risk buildings also include any
structure with an unreinforced masonry parapet wall where the
remainder of the building does not contain unreinforced masonry
walls.
2. Medium Risk buildings are those one story buildings with
a maximum occupant load of 100 or less and are more than 2000 square
feet in floor area.
3. Low Risk buildings are one story buildings with a maximum
occupant load of less than 10.
(b) implementation schedule. The owners of buildings in
the three risk categories must take the appropriate actions to
comply with the requirements and time schedule set forth in Table A
below. The time period for the submission of plans and the
completion of construction begin on the date of the notice served
upon the owner. The period of time stated for the noticing of
owners begins on the effective date of the ordinance adopting this
chapter.
0
!
HIGH RISK
90
DAYS'
January
1,
1995
MEDIUM RISK
1
YEAR'
January
1,
1995
LOW RISK
1
YEAR'
January
1,
1995
ki wjq4ji%8
June 30, 1996
When construction is performed for the purpose a€ meeting the
requirements of this chapter, the City shall waive as many non -life
safety Municipal Cade requirements as possible and reasonable, so as
to allow the same use o€ the building as preceding the remedial
work. No requirements shall be waived which would allow an increase
in the building area ar increase in the area of an existing use or
the continuation of an illegal use. Replacement of tenant
imgrovements may be included in such waivers.
The procedures and engineering standards establishing a minimum
level of structural strengthening required for all unreinforced
masonry buildings within the scope of this ordinance are set forth
in Sections 18.24.080 et sea. of this chapter. The Uniform Code for
Building Conservation Appendix Chapter One only, published in 1985
by the International Conference of Building Officials, Whittier,
California, with amendments is hereby adopted as a part of this
ordinance and all references in Section 18.24.080 et seq. are to
that appendix.
18.24.080 Section A102 amended - Scope. Sectian A102
is amended to read
°'Sec. A102. The requirements of this chapter shall apply to all
buildings containing unreinforced masonry bearing walls.
Exceptions This chapter shall not apply to a detached Group R,
Division 3 Occixpancy nor to a detached Group R, Division 1 Occupancy
containing less than five dwelling units used solely for residential
purposes . '°
"Sec. A105. (a) General. A historic building may comply with the
special provisions set forth in this chapter and the provisions of
the State Historical Building Code.
(b) Archaic Materials. Allowable stresses for archaic materials
not specified in this code shall be based on substantiating research
data or engineering judgement with the agproval of the Chief
Building Inspector.'°
18.24.110 Section A106 amended - Analysis and Design.
Section A106(a) through (d), (f)1, and (g}3 are amended to read as
follows:
'°Sec. A106.(a) General. Every structure within the scoge of this
chapter shall be analyzed and constructed to resist minimum total
lateral seismic forces assumed to act nonconcurrently in the
direction of each of the main axes of the structure in accordance
with the following equation:
V = ZTKCSw ........................(A1-1)
The value of KCS need not exceed but shall not be less than
for one story buildings with less than 100 occupants; and need
exceed but must not be less than .133 for ane story buildings
containing 100 or more occupants and buildings over one story
.100
not
above
grade. The value of 2 and I
be as defined in Chapter 23
shall
of the
equal 1.0. The value of W
1985 Uniform Building Code.
shall
Section0
amended to
real
folloys:
"Sec. A105. (a) General. A historic building may comply with the
special provisions set forth in this chapter and the provisions of
the State Historical Building Code.
(b) Archaic Materials. Allowable stresses for archaic materials
not specified in this code shall be based on substantiating research
data or engineering judgement with the agproval of the Chief
Building Inspector.'°
18.24.110 Section A106 amended - Analysis and Design.
Section A106(a) through (d), (f)1, and (g}3 are amended to read as
follows:
'°Sec. A106.(a) General. Every structure within the scoge of this
chapter shall be analyzed and constructed to resist minimum total
lateral seismic forces assumed to act nonconcurrently in the
direction of each of the main axes of the structure in accordance
with the following equation:
V = ZTKCSw ........................(A1-1)
The value of KCS need not exceed but shall not be less than
for one story buildings with less than 100 occupants; and need
exceed but must not be less than .133 for ane story buildings
containing 100 or more occupants and buildings over one story
.100
not
above
grade. The value of 2 and I
be as defined in Chapter 23
shall
of the
equal 1.0. The value of W
1985 Uniform Building Code.
shall
Subsection (b} of Section A106 is hereby amended to read:
(b} Lateral Forces on Elements of Structures. Parts or portions
of buildings shall be analyzed and designed for lateral loads in
accordance with Chapter 23 of the 1985 Uniform Building Code but not
less than the value from the following equation:
Fp - ICpSwp...................... (A1-2
For the provisions of this section, the product of TS shall equal
1.0. The value of Cp shall be in accordance with Table 23-J of the
1985 Uniform Building Code. The value o€ Wp shall be as defined in
Chapter 23 of the 1985 Uniform Building Cade.
Exception: Unreinforced masonry walls in buildings not required
to be designed as an essential facility may be designed in
accordance with Section A107.
ratio(c) Regulated Elements of Buildings. The elements of buildings
required to be analyzed by this chapter include: 1) Height -to -
of masonry_ bolts
3) In -plane shear stress; 4) Parapets;stresses
floorstiaphragm chords in
anciTurage an4- nuercounection. MIMMage ana 17mercollnecrion
of all parts, portions and elements of the structure shall be
analyzed and designed for lateral forces in accordance with the 1985
Uniform Building .. -code. Masonry
walls shall be anchored to all floors and roof to resist a minimum
�� - -
level of the floor or roof.
tf} Required Analysis. 1. General. Except as modified herein,
the analysis and design relating to the structural alteration of
existing buildings within the scope of this chapter shall be in
accordance with the analysis specified in the 1985 Uniform Building
Code. In addition the compatibility of the roof diaphragm stiffness
with the out -of -plane stability of the unreinforced masonry bearing
walls of the story immediately below the roof shall be verified in
accordance with the provisions of Section A109.
oof diaphragms shall use the h/t values for all other
uildings in Table Al -F.
OW WININIONIMMU
_ • _MVE •
forcesto resist 1.0 times the required forces in lieu of the 1.5 factor
required by the Building Code.
»
removed and replaced. i
Exceptions: 1. Unreinforced masonry walls in buildings not
classified as an essential facility may be analyzed in accordance
with Section A107.
2. Unreinforced masonry walls which carry no design loads other
than their own weight may be considered veneer if they are
adequately anchored to new supporting elements.
Substantial changes in wall thickness or stiffness shall be
stability, and the wall shall be restrained ... , plane
instability by anchorage and bracing to the roof or floor diaphragm
in accordance with Section A106 (d)*
Exception: Variations in wall stiffness caused by nominal
apenings such as windows and doors need not be
IV
18o24*112 SectionA107 amended .. - of r r....
follows:Section A107(b), W and (f) are hereby amended to read as follows:
x1sting"nTlaterials. 1. Tnreintorceld masonry walls.
Unreinforced masonry walls analyzed in accordance with this chapter
may provide vertical support for roof and floor construction and
resistance to lateral loads.
full shoved mortar joints; all head, bed and wall (collar) joints
shall be solidly filled with mortar; and the bonding of adjacent
wythes of multi-wythe walls shall be as
wercent of the wall surface of each face is composed of headers
extending not less than four inches into the backing. The distancz
4etween adjacent fullIIIIIlength headers shall not exceed 24 inches
either vertically or # • _ a single header
toes not extend through the wall, headers from the opposite sides
shall overlap at least four inches, or headers from opposite
shall be covered with another header course overlapping the header
below
as veneer. The veneer wythe shall not be included in the effective
thickness used to calculate the heightIIIIIIto�thickness ratio and the
shear capacity of the wall.
rieglected it the wall does not exceed the height�to�thickness ratijf.
set forth in Table AlIIIIIF and the inI~p1ane shear stresses due to
seismicloads • • - wall • f
supportedthickness ratio exceeds the specified limit, the wall may be
requirements of the 1985 Uniform Building Code. The deflection of
such bracing members at design loads shall not exceed one�tenth of
the wall thickness.
1111111 Jill 1111 1111 lill Jill 1111 111 Jill 11:1 1111111
if the deflection at design loads is not less than one-quarter nor
more than one-third of the wall thickness at the level under
All vertical bracing members shall be attached to floor and roof
construction for their design Loads independently of required wall
anchors. horizontal spacing of vertical bracing members shall not
exceed one-half the unsupported height of the wall nor ten feet,
whichever is less.
The wall height may be measured vertically to bracing elements
anchors shall not exceed six teet. Bracing elements -
fetailed to minimize the horizontal displacement of the wall by
components of vertical displacements of the floor or roof.
C�
verifiedbe as follows:
reportlo An approved testing laboratory shall verify the location and
spacing of the ties and shall submit a - Chief.part of the structural
selected2a The veneer in a arearemoved . expose
representative sample ,f ties (not less than four) for
inspection-
__ • • ,-.Jr
Pdothing shall prevent the pointing with mortar of all the masonry
wall joints before the tests are first made. Prior to any painting,
the mortar joints must be raked and cleaned to remove loose and
deteriorated mortar. Mortar for painting shall be Type S or N
exDept masonry Dements shall not be used. All preparation and
mortar pointing shall be done under the continuous inspection of a
speeial inspector.
At the conclusion of the inspection, the inspector shall submit a
written report to the person responsible for the seismic analysis of
the building setting forth the results of the work inspected. Such
7
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0
The minimum height of a parapet above the wall anchor shall be 12
inches.
Exception: If a reinforced concrete beam is provided at the
top of the wall, the minimum height above the wall anchor may be six
shall be pointed with Type S or N mortar. Prior to any pointing,
the wall surface must be raked and cleaned to remove loose and
deterioratedmortar.Allpreparation and pointingshallbe done
under the continuous inspection of a special inspector. At the
conclusion of the project, the inspector shall submit a written
report to the Chief Building Inspector setting forth the portion of
work inspected.
6. Repair details for any cracked or damaged unreinforced masonry
wall required to resist forces specified in this chapter.
(c) Existing Construction. The following existing construction
information shall be made part of the approved plans:
1. The type and dimensions of existing walls and the size and
spacing of floor and roof members.
2. The extent and type of existing wall anchorage to floors and
roof.
3. The extent and type of any parapet bracing or other structural
reinforcement to parts or portions of the building which were
previously performed.
4. Accurately dimensioned floor plans and masonry wall elevations
showing dimensioned opening, piers, wall thickness and heights,
veneer locations and existing anchorages.
5. The locations of cracks or other damaged portions of
unreinforced masonry walls requiring repair.
6. The type of interior wall surfaces and ceilings, and if
reinstalling or anchoring of existing plaster is necessary.
7. The general condition of the mortar joints and if the joints
need repointing.
8. The location of all in-place shear tests shall be shown on the
floor plans and building wall elevations."
"Design Check for CompatibilityfR Diaphragm
General.requirements
... _- _ of this Chapter. The
relative stiffness and ,» diaphragm governs
amplificationground• diaphragm,
therefore
m stiffness and strength related check of the
» _ of unreinforced masonry walls anchored
wood diaphragms shall be made. This section contains a procedure
for evaluation of a .. • bility of unreinforced
walls anchored to wood diaphragms that are coupled to shear
resisting elements.
(b) Definitions. The following definitions are applicable to this
Cross Wall. A wood framed wall having a height to length rati#
complying with Section 4713(d) or table 25�1 of the 1985 Uniform
Building Coand sheathed with any of the materials described in
de
Table AI�J or Table AI�K. The total strength of all cross walls
located within any 40 feet length of diaphragm measured in the
direction of the diaphragm span shall not be less than 30 percent of
the strength of the diaphragm in the direction of consideration.
Demand
Demand equals_ lateral forces due to 33 percent of the
combined weight of the diaphragm and the tributary weight of the
walls and other elements anchored to the diaphragm.
2. Capacity equals the diaphragm total shear strength in the
direction under consideration as determined using the values in
Tables No. Al�J or Table AI�K.
(c) Notations.
B
= depth of diaphragm, in feet, measured perpendicular
to the diaphragm span.
h/t
= height -to -thickness 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 at the level under consideration.
L
= span of diaphragm between masonry shear walls or steel
frames.
Vo
= total shear capacity of cross walls in the direction
of analysis immediately below the diaphragm level
being investigated as determined by using Tables No.
Al -J and Al -K.
vu
= maximum shear strength in pounds per foot for a
diaphragm sheathed with any of the materials given in
tables No. Al -J and Al -K.
Wd
= total dead load of the diaphragm plus the tributary
weight of the walls anchored to the diaphragm, the
tributary ceiling and partitions and weight of any
other permanent building elements at the diaphragm
level under consideration.
m
of the curve in Figure No. Al�L. Where the calculated DCR is
#utside (to the right of) the curve, the diaphragm deflection limi
are exceeded and cross walls may be used to reduce the deflection]
• . Deleted _ ;.. Tables
a - hereby deleted and Tables
herebyTable Al�H are - . as follows:
TABLE AO
ALLOWABLE VALUE OF HEIGHT�THICKNESS (h/t) RATIO
M. , MASONRY WALLS WITH MINIMUM QUALITY MORTAR 1 2
BUILDINGS WITH
COMPLYING CROSS WALLS
One Story Building Walls 1 13 — 16 3 a 5
f
First Story of 1
Multi -Story Buildings I 16
i
Walls in the Top Story ;
of Multi -Story Buildings ; 9 - 14 5 5 5
6
B
All Other Walls I 16
ALL OTHER
OTHER
BUILDINGS
_____________
13
15
9
13
a This table is nat applicable to buildings classified as essential
facilities. Such building must be analyzed in accordance with
Section A106.
3 The minimum martar
shear strengths
required in
the 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.
a The larger height -to -thickness ratio may be used where mortar
shear tests in accordance with Section A107(d) 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 not less than 50 percent mortar coverage.
3 Where a visual examination of the collar joint indicates not less
than 50 percent mortar coverage and the minimum mortar shear
strength when established in accordance with Section A107(d) is
greater than 30 psi but less than 60 psi, the allowable height -
to -thickness ratio may be determined by linear interpolation
between the larger and smaller ratio values in direct proportion
to the mortar shear strength."
13
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 within the center
1/3 of individual sheathing boards.
2. Shear Walls
600
I
a. Plywood sheathing applied directly
over existing wood studs. (No value
I
shall be given to plywood applied
;
over existing plaster or wood
sheathing boards.
i
b. Dry wall or plaster applied
I
directly over existing wood studs
I
c. Dry wall or plaster applied to
I
I
plywood sheathing over wood studs
I
3. Shear Bolts
I
Shear bolts and shear dowels
I
embedded a minimum of 8 inches
I
into unreinforced masonry walls.
Bolt centered in a 2-1/2 inch
diameter hole with dry -pack or
non -shrink grout around the
circumference of the bolt. 1 3
I
4. Tension Bolts
Tension bolts and tension dowels
I
extending entirely through URM
walls secured with bearing plates
I
on far side of wall with at least
30 square inches of area. 2 3 4
I
5. Combination Shear and Tension
i
Wall Anchors
I
(a) Bolts extending to the exterior
face of the wall with a 2-1/2
inch round plate under the head.;
Install as specified for shear
bolts. Spaced not closer than
12 inches on centers. 1 2 3
;
m
Allowable Values
�J of the 1985 Uniform
ilding Code
Same as values specified i*:
Table No. 25-K of the 1985
UBC for shear walls
ecitied in Table No. 47�I
the 1985 UBC
e�third of the values
ecified in Table No. 47-1
t!se 1985 UBC
133 percent of the values for
plain masonry specified in
Table No. 24-J of the 1985
C. No values larger than
those given for 3/4 inch
diameter bolts shall be used.
lbs. per bolt for tension
S Item 3 (Shear Bolts) for
shear values.
5. Combination Shear and Tension
;
Wall Anchors Continued
(b) Bolts or dowels extending to
1200 lbs. per bolt or dowel
the exterior face of the wall
for tension4. See Item 3 for
with a 2-1/2 inch round plate
shear values.
under the head and drill at an
;
angle of 22-1/2 degrees to the
;
horizontal. Install as
;
specified for shear bolts. f 2 31
(c) Through bolt with bearing plate
!
See Item 4 (Tension Bolts)
for tension per Item 4.
;
for tension values4. See
Combined with minimum 8 inch
o
Item 3 for shear values.
grouted section for shear per
;
Item 3.
e
6. Infilled Walls
;
Reinforced masonry infilled openings;
Same as values specified for
in existing unreinforced masonry
I
unreinforced masonry walls
walls with keys or dowels to match
;
in this chapter.
reinforcing.
,
7. Reinforced Masonry
;
Masonry piers and walls reinforced
;
Same as values specified in
as specified in Chapter 24 of the
I
Table No. 24-B of the 1985
1985 Uniform Building Code.
Uniform Building Code.
8. Reinforced Concrete
;
Concrete footings, walls and piers
I
Same as values specified in
reinforced as specified in Chapter
I
Chapter 26 of the 1985
26 and designed for tributary loads.;
Uniform Building Code
9. Existing Foundation Loads
Foundation loads for structures
J
Calculated existing foundation
exhibiting no evidence of settlement)
loads due to maximum dead load
;plus
live load may be increased
11
by 25 percent and may be
I
increased 50 percent for dead
load plus seismic loads
--------------------------------------------------------------------
required by this chapter.
a Bolts and dowels to be tested as specified
in Section A107.
a Bolts and dowels to be 1/2 -inch diameter minimum.
a Drilling for bolts and dowels shall be done with an electric
rotary drill. Imgact tools shall not be used for drilling holes
or tightening anchor and shear bolt nuts.
a Allowable bolt and dowel values specified are for installations in
minimum three Wythe wall. For installations in two 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 are secured with bearing plates on the far side."
m
18.24.116
Tables
Added
Table No.
Al�J and Al�K and Figure
Al -L are
hereby added
to read
as follows:
,•.
COMPUTATIONALLOWABLE VALUES FOR EXISTING MATERIALS TO BE USED ONLY IN THE
OF D CAPACITY RATIO DESIGN
Existing Materials or
Configuration of Materials s
----------------------------------
1. Horizontal Diaphragms
a. Roofs with straight sheathing
and roofing applied directly
to the sheathing.
and roofing applied directly
to the sheathing
Allowable Values
----------------
250 lbs. per foot for
seismic shear.
Per Sideo
200 lbs per foot for
seismic shear.
oil
125 lbs. per foot for
seismic shear.
L Materials must be sound and in gaud condition.
Jill I Jill � 11 � 11 11111 Jill 111 11111111 1 Jill � I 1 11 111111111 Jill III ii !1 11
seismic shear." 0
m
TABLE NO. Al -K
ALLOWABLE VALUES FOR NEW MATERIALS USED IN CONJUNCTION WITH
EXISTING CONSTRUCTION MATERIALS TO BE USED ONLY IN THE
COMPUTATION OF THE DEMAND CAPACITY RATIO DESIGN CHECK
New Materials or Configuration
of New and Existing Materials s Allowable Values
1. Horizontal Diaphragms
a. Plywood sheathing applied
i
directly over existing straight
;
225 lbs. per foot
for
sheathing with ends of plywood
;
seismic shear.
sheets bearing on rafters and
edges of plywood located on the
;
center of individual sheathing
1
boards.
;
2. Cross Walls 2
;
°
a. Plywood sheathing applied directly;
over existing wood studs. No
;
1.33 times the values
value shall be given to plywood
i I
specified in Table
25-K
applied over existing plaster or
Iof
the 1985 UBCv
wood sheathing.
i
b. Drywall or plaster applied
1
100 percent of the
values
directly over existing wood studs.;
specified in Table
47-I of
the 1985 UBC.
= Materials must be sound and in good
condition.
? For cross walls, values of all materials
may be combined,
except
the total combined shear value shall
not
exceed 300 lbs. per
foot
for seismic shear."
"FIGURE Al -lm
240
180
120
60
O REGION OF DEMAND/CAPACITY
RATIOS WHERE CROSS WALLS
MAY BE USED TO INCREASE
H/T RATIOS
O REGION OF DEMAND/CAPACITY
RATIOS WHERE H/T RATIOS OF
"WITH CROSS WALLS" MAY BE
USED WHETHER OR NOT THEY
ARE PRESENT
U3 REGION OF DEMAND/CAPACITY
RATIOS WHERE H/T RATIOS OF
"ALL OTHER BUILDINGS" MUST
I BE USED EVEN IF CROSS WALLS
—I— ARE PRESENT
{ 1 1 I I I
I I I I I i I
I I I i I I 1
I 1033 1 1 1 1 i 1
I 1 i 1 1 I 1 I I
I I I 1 1 I 1 1 I I
1 1 1 I 1 lO2 1 1 I 1 I
I t I 1 1 1 t 1 I i
1 2 3
DEMAND/CAPACITY RATIO = 0.33Wd / 2vuD
FE3
or 0.33Wd / 2vuD + Vc"
18.24.117 Remedies
It shall be unlawful for the owner of a building identified as being
within the scope of this ordinance to fail to submit plans and
obtain a permit for correction of structural deficiencies
discovered, or fail to complete the necessary structural corrections
within the time period specified in Section 18.24.050, Table A. The
City may invoke all remedies available at law, including but not
limited to the following.
(a)
The
City
may revoke the
building's certificate
of occupancy
and cause
it
to be
vacated until
such requirements are
met.
(b)
The City may seek
injunctive
relief on
behalf of the public
to enjoin
6th day of
a building owner's
violation
of this
ordinance.
law.
Section 2. This ordinance shall be published as required by
I, JUDITH A. MALFATTI, City Clerk of the City of
Burlingame, do
hereby certify that the foregoing
ordinance was
introduced at
a regular
meeting of the City Council held on the
6th day of
August
1990, and was
adopted there -after
at a regular meeting
of
the City Council held on
the 20th day of
August
1990,
by the following vote:
,
AYES: COUNCILMEMBER: BARYON, NARRISON, O'MAHONY, PAGLIARO
NOES: COUNCILMEMBER: NONE
ABSENT: COUNCZLMEMBER: LEMBI�
K•-
(77 City Clerk
19