ORDINANCE 1152ORDINANCE NO. 1152
AN ORDINANCE OF THE CITY COUNCIL OF THE CITY
OF EL SEGUNDO, CALIFORNIA, ADDING CHAPTER
16.06, SECTION 16.06.010 THRU 16.06.090, TO
THE MUNICIPAL CODE REGARDING EARTHQUAKE
HAZARD REDUCTION IN EXISTING BUILDINGS.
THE CITY COUNCIL OF THE CITY OF EL SEGUNDO DOES ORDAIN:
SECTION 1. Chapter 16.06, Sections 16.06,010 thru
16.06.090, of the E1 Segundo Municipal Code is hereby added to
read as follows:
Sec. 16.06.010. PURPOSE
The purpose of this chapter is to promote public safety
and welfare by reducing the risk of death or injury that may
result from the effects of earthquakes on unreinforced masonry
bearing wall buildings constructed before 1934. Such buildings
have been widely recognized for their sustaining of life hazard-
ous damage as a result of partial or complete collapse during
past moderate to strong earthquakes.
The provisions of this chapter are minimum standards for
structural seismic resistance established primarily to reduce the
risk of life loss or injury and will not necessarily prevent loss
of life or injury or prevent earthquake damage to an existing
building which complies with these standards. This chapter shall
not require existing electrical, plumbing, mechanical or fire
safety systems to be altered unless they constitute 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
buildings are required to be structurally analyzed and anchored.
Where the analysis determines deficiencies, this chapter requires
the building to be strengthened or demolished.
Sec. 16.06.020. SCOPE
The provisions of this chapter shall apply to all buildings
constructed or under construction prior to March 20, 1933, or for
which a building permit was issued prior to March 20, 1933, which
on the effective date of this ordinance have unreinforced masonry
bearing walls as defined herein.
EXCEPTION: This chapter shall not apply to detached
one or two - family dwellings and detached apartment
houses containing fewer than five dwelling units and
used solely for residential purposes.
Sec. 16.06.030. DEFINITIONS
For the purposes of this chapter, the applicable definitions
in Sections 2302 and 2312 of the Building Code, City of E1
Segundo, and the following shall apply:
BUILDING CODE, City of Los Angeles. Shall refer to the 1985
Los Angeles City Building Code.
DIVISION OF BUILDING SAFETY. Shall refer to the Building
and Safety Division of the Development Services Department of the
City of El Segundo.
ESSENTIAL BUILDING. Any building housing a hospital or
other medical facility having surgery or emergency treatment
areas, and those structures which are necessary for emergency
post- earthquake operations.
therefor by the Division, and the grounds thereof shall be stated
clearly and concisely.
Appeals or requests for slight modifications from any other
determinations, orders or actions by the Division pursuant to
this chapter shall be made in accordance with procedures estab-
lished in Chapter 16.04 of the E1 Segundo Municipal Code.
(d) Recordation. At the time that the Division serves the
aforementioned order, the division shall file with the Office of
the County Recorder a certificate stating that the subject build-
ing is within the scope of Chapter 16.06, Earthquake Hazard
Reduction in Existing Buildings - of the E1 Segundo Municipal
Code. The certificate shall also state that the owner thereof
has been ordered to structurally analyze the building and to
structurally alter or demolish it where compliance with Chapter
16.06 is not exhibited.
If the building is either demolished, found not to be within
the scope of this chapter, or is structurally capable of resist-
ing minimum seismic forces required by this chapter as a result
of structural alterations or an analysis, the division shall file
with the office of the county recorder a certificate terminating
the status of the subject building as being classified within the
scope of Chapter 16.06, Earthquake Hazard Reduction in Existing
Buildings of the E1 Segundo Municipal Code.
(e) Enforcement. If the owner or other person in charge or
control of the subject building fails to comply with any order
issued by the Division pursuant to this chapter within any of the
time limits set forth in Section 16.06.050 the Division shall
order that the entire building be vacated and that the building
remain vacated until such order has been complied with. If com-
pliance with such order has not been accomplished within 90 days
after the date the building has been ordered vacated or such
additional time as may have been granted by the Board of Exam-
iners and Appeals, the Building Official may order its demolition
in accordance with the provisions of Section 16.06.010 of this
code.
Sec. 16.06.070 ANALYSIS AND DESIGN
(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 nonconcurrently in the
direction of each of the main axes of the structure in accordance
with the following equation:
The value of IKCS need not exceed the values set forth in
Table No. 88 -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 Subsections 16.06.070(a) of this code
but not less than the value from the following equation:
Fp = ICP SWP .........................(88.2)
For the provisions of this subsection, the product of IS
need not exceed the values as set forth in Table No. 88 -E.
EXCEPTION: Unreinforced masonry walls in buildings not
having a Rating Classification of I may be analyzed in
accordance with Section 16.06.080.
The value of CP need not exceed the values set forth in
Table 88 -F.
4
(d) Alternate Materials. Alternate materials, designs and
methods of construction may be approved by the division in accor-
dance with the provisions of Section 105 of the Uniform Building
Code.
(e) Minimum Acceptable Quality of 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
replaced by new materials. Alternate methods of testing may be
approved by the Division. The quality of mortar in all masonry
walls shall be determined by performing in -place shear tests or
by testing 8- inch - diameter cores. Nothing shall prevent pointing
with mortar of all the masonry wall joints before the tests 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 masonry cements
shall not be used. All preparation and mortar pointing shall be
done under the continuous inspection of a registered Special
Inspector. At the conclusion of the inspection, the inspector
shall submit a written report to the licensed engineer or archi-
tect responsible for the seismic analysis of the building setting
forth the result of the work inspected. Such report shall be
submitted to the Division for approval as part of the structural
analysis. All testing shall be performed in accordance with the
requirements specified in this subsection by a testing agency
approved by the Division. An accurate record of all such tests
and their location in the building shall be recorded and these
results shall be submitted to the Division for approval as part
of the structural analysis.
2. Number and Location of Tests. The minimum number of
tests shall be two per wall or line of wall elements resisting a
common force, or one per 1500 square feet of wall surface, with a
minimum of eight tests in any case. The exact test or core loca-
tion shall be determined at the building site by the licensed
engineer or architect responsible for the seismic analysis of the
subject building.
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. The minimum quality mortar in 80
percent of the shear tests shall not be less than the total of 30
psi plus the axial stress in the wall at the point of the test.
The shear stress shall be based on the gross area of both bed
joints and shall be that at which movement of the brick is first
observed.
4. Core Tests. A minimum number of mortar test specimens
equal to the number of required cores 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
placing the circular core section in a compression testing
machine with the mortar bed joint rotated 15 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 the 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 fourth of all new shear
bolts and dowels embedded in unreinforced masonry walls shall be
tested by a registered Special Inspector using a torque cali-
brated wrench to the following minimum torques:
7
1/2 inch - diameter bolts or dowels - 40 foot -lbs.
5/8 inch - diameter bolts or dowels - 50 foot -lbs.
3/4 inch - diameter bolts or dowels - 60 foot -lbs.
No bolts exceeding 3/4 inch shall be used. All nuts shall
be installed over malleable iron or plate washers when bearing on
wood and heavy cut washers when bearing 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 16.06.080(e) 3 and 4.
Design stresses shall be related to test results obtained in
accordance with Table No. 88 -J. 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 not 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 walls with joists
parallel to the wall. The test apparatus shall be 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 pounds prior to establishing a datum for recording elonga-
tion. The tension test load reported shall be recorded at 1/8
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 orienta-
tion.
(i) Qualification tests for devices used for wall anchorage
shall be tested with the entire tension load carried on the
enlarged 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 device shall be twenty percent of the
average of the ultimate loads.
Sec. 16.06.090. INFORMATION REQUIRED ON PLANS
(a) General. In addition to the seismic analysis required
elsewhere in this chapter, the licensed engineer or architect
responsible for the seismic analysis of the building shall deter-
mine and record the information required by this section on the
approved plans.
(b) Construction Details. The following requirements with
appropriate 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 No. 88 -I, or by approved equivalent at a maximum anchor
spacing of 6 feet. Anchors installed in accordance with Section
91.810(q) of the City of Los Angeles shall be accepted as con-
forming to this requirement.
0
All unreinforced masonry walls shall be anchored at all
floors with tension bolts through the wall or by existing rod
anchors at a maximum anchor spacing of 6 feet. All existing rod
anchors shall be secured to the joists to develop the required
forces. The Division may require testing to verify the adequacy
of the embedded ends of existing rod anchors. Tests when
required shall conform to Section 16.06.080(h).
When access to the exterior face of the masonry wall is
prevented by proximity of an existing building, wall anchors
conforming to Items 5 and 6 in Table No. 88 -I may be used.
Alternative devices to be used in lieu of tension bolts for
masonry wall anchorage shall be tested as specified in Section
16.06.080(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 other than rafters or joists are
supported on masonry, ledges or columns shall be installed to
support vertical loads of the roof or floor members.
4. Parapets and exterior wall appendages not capable of
resisting the forces specified in this chapter shall be removed,
stabilized or braced to ensure that the parapets and appendages
remain in their original position.
5. All deteriorated mortar joints in unreinforced masonry
walls 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 deteriorated mortar. All preparation and pointing
shall be done under the continuous inspection of a registered
Special Inspector certified to inspect masonry or concrete. At
the conclusion of the project, the inspector shall submit a
written report to the Division setting forth the portion of work
inspected.
6. Repair details of any cracked or damaged unreinforced
masonry wall required to resist forces specified in this chapter.
(c) Existing Construction. The following existing con-
struction 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 parapet corrections which were
performed in accordance with the Building Code of the City of El
Segundo.
4. Accurately dimensioned floor plans and masonry wall
elevations showing dimensioned openings, piers, wall thickness
and heights.
5. The location of cracks or damaged portions of unrein-
forced masonry walls requiring repairs.
6. The type of interior wall surfaces and if reinstalling
or anchoring of ceiling plaster is necessary.
7. The general condition of the mortar joints and if the
joints need pointing.
9
TABLE NO. 88 -A
RATING CLASSIFICATIONS
Type of Building
Classification
Essential Building
I
High -risk Building
II
Medium -risk Building
III
Low -risk Building
IV
TABLE NO. 88 -B
TIME LIMITS FOR COMPLIANCE
REQUIRED
OBTAIN
COMMENCE
COMPLETE
ACTION BY
BUILDING
CONSTRUCTION
CONSTRUCTION
OWNER
PERMIT WITHIN
WITHIN
WITHIN
Complete structural
One year
180 days*
Three years
alterations or
Any
One Year
0
building demolition
Wall anchor
180 days
270 days
One year
installation
100 or more
Five Years
One Year
*Measured from date of building permit issuance.
TABLE NO. 88 -C
SERVICE PRIORITIES AND EXTENDED TIME PROVISIONS
RATING CLASSIFICATION
BUT LESS THAN
SEVEN YEARS
MINIMUM TIME
CLASSIFICATION
LOAD
TIME IF WALL
PERIODS FOR
ANCHORS ARE
SERVICE OF
INSTALLED
ORDER
I
Any
One Year
0
(Highest priority)
II
100 or more
Three Years
90 Days
100 or more
Five Years
One Year
More than 50,
Six Years
Two Years
III
but less than
100
More than 19,
Six Years
Three Years
but less than
51
IV
Less than 20
Seven Years
Four Years
(Lowest Priority)
TABLE NO. 88 -D
HORIZONTAL FORCE FACTORS BASED
ON RATING CLASSIFICATION
RATING CLASSIFICATION
IKCS
I
0.186
II
0.133
III
0.100
10
TABLE NO. 88 -E
HORIZONTAL FORCE FACTORS "IS"
FOR PARTS OR PORTIONS OF STRUCTURES
RATING CLASSIFICATION
IS
I
1.50
II
1.00
III
0.75
TABLE NO. 88 -F
HORIZONTAL FORCE FACTOR "C" FOR PARTS OR PORTIONS OF
BUILDINGS OR OTHER STRUCTURES
Notes:
(1) See Section 16.06.070(b) for use of CP.
(2) When located in the upper portion of any building with a ratio
of 5 to 1 or greater, the value shall be increased by 50 per-
cent.
(3) For flexible and flexibly mounted equipment and machinery, the
appropriate values for C shall be determined with consideration
given to both the dynamic properties of the equipment and
machinery and to the building or structure in which it is
placed.
11
DIRECTION
VALUE OF
PART OF PORTION OF BUILDINGS
OF FORCE
C
Exterior bearing and nonbearing walls;
Normal -to-
0.20
interior bearing walls and partitions;
flat
interior nonbearing walls and partitions
surface
over 10 feet in height; masonry fences
over 6 feet in height
Cantilever parapet and other cantilever
Normal -to-
1.00
walls, except retaining walls.
flat
surface
Exterior and interior ornamentations and
Any
1.00
appendages.
direction
When connected to or a part of a build-
Any
0.20
ing; towers, tanks, towers and tanks plus
direction
contents, racks over 8 feet 3 inches in
height plus contents, chimneys, smoke-
stacks and penthouses.
When connected to or a part of a build-
Any
0.20
ing: Rigid and rigidly mounted equipment
horizontal
and machinery not required for continued
direction
operation of essential occupancies
Tanks plus effective contents resting on
Any
0.12
the ground.
direction
Floors and roofs acting as diaphragms.
In the
0.12
plane of
the dia-
phragm
Prefabricated structural elements, other
Any
0.30
than walls, with force applied at center
horizontal
of gravity or assembly.
direction
Connections for exterior panels or
Any
2.00
elements.
direction
Notes:
(1) See Section 16.06.070(b) for use of CP.
(2) When located in the upper portion of any building with a ratio
of 5 to 1 or greater, the value shall be increased by 50 per-
cent.
(3) For flexible and flexibly mounted equipment and machinery, the
appropriate values for C shall be determined with consideration
given to both the dynamic properties of the equipment and
machinery and to the building or structure in which it is
placed.
11
(4) The WP for storage racks shall be the weight of the racks plus
contents. The value of C for racks over two storage support
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 equip-
ment and machinery. The structure to which the equipment or
machinery is mounted shall be capable of resisting the anchorage
forces (see also Section 2312(g)) of the Building Code of the
City of E1 Segundo.
(6) Floor and roofs acting as diaphragms shall be designed for a
minimum force resulting from a C of 112 applied to W unless a
greater force results from the distribution of lateral forces in
accordance with Section 2312(e) of the Building Code of the City
of El Segundo.
TABLE NO. 88 -G
ALLOWABLE VALUE OF HEIGHT - THICKNESS RATIO OP UNREINFORCED
MASONRY WALLS WITH MINIMUM QUALITY MORTAR
1 Minimum quality mortar shall be determined by laboratory
testing in accordance with Section 16.06.080(e) of the El
Segundo City Code. (Building)
2 Table No. 88 -G is not applicable to buildings of Rating
Classification I. Walls of buildings within Rating Classifi-
cation I shall be analyzed in accordance with Section
16.06.070(f) of the E1 Segundo City Code. (Building)
TABLE NO. 88 -H
VALUES FOR EXISTING MATERIALS
NEW MATERIALS OR CONFIGURATION
OF MATERIALS
BUILDINGS WITH CROSSWALLS
1. HORIZONTAL DIAPHRAGMS
100
AS DEFINED BY SECTION
ALL OTHER
91.8803
BUILDINGS
Walls of one -story
16
13
buildings
lbs. per foot
roofing applied directly to the sheathing
First story wall of
16
15
multi -story buildings
lbs. per foot
sheathing
Walls in top story of
14
9
multi -story buildings
lbs. per foot
finished wood flooring
All other walls
16
13
1 Minimum quality mortar shall be determined by laboratory
testing in accordance with Section 16.06.080(e) of the El
Segundo City Code. (Building)
2 Table No. 88 -G is not applicable to buildings of Rating
Classification I. Walls of buildings within Rating Classifi-
cation I shall be analyzed in accordance with Section
16.06.070(f) of the E1 Segundo City Code. (Building)
TABLE NO. 88 -H
VALUES FOR EXISTING MATERIALS
NEW MATERIALS OR CONFIGURATION
OF MATERIALS
ALLOWABLE VALUES
1. HORIZONTAL DIAPHRAGMS
100
lbs. per foot
a. Roofs with straight sheathing and
roofing applied directly to the sheathing
for
seismic shear
b. Roofs with diagonal sheathing and
400
lbs. per foot
roofing applied directly to the sheathing
for
seismic shear
c. Floors with straight tongue- and - groove
150
lbs. per foot
sheathing
for
seismic shear
d. Floors with straight sheathing and
300
lbs. per foot
finished wood flooring
for
seismic shear
e. Floors and diagonal sheathing and
450
lbs. per foot
finished wood flooring
for
seismic shear
f. Floors or roofs with straight
Add
50 lbs. per
sheathing and plaster applied to the
foot
to the
joist or rafters.
allowable values
for
items 1(a)
(Chart continued on next page)
and
1(c).
12
TABLE NO. 88 -H (Continued)
VALUES FOR EXISTING MATERIALS
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 approved by the division.
3 Stresses given may be increased for combinations of loads as
specified in Section 16.06.070(g)2 of the E1 Segundo City Build-
ing Code.
TABLE NO. 88 -I
ALLOWABLE VALUES OF NEW MATERIALS USED
IN CONJUNCTION WITH EXISTING CONSTRUCTION
NEW MATERIALS OR CONFIGURATION
OF MATERIALS
NEW MATERIALS OR CONFIGURATION
1. HORIZONTAL DIAPHRAGMS
OF MATERIALS
ALLOWABLE VALUES
2.
SHEAR WALLS
plywood sheets bearing on joists or
of the E1 Segundo
Wood stud walls with lath and plaster
100 lbs. per foot
center of individual boards
for blocked dia-
each side for
phragms
2. SHEAR WALLS
seismic shear
3.
PLAIN CONCRETE FOOTINGS
f =1500 Psi
specified in
be given to plywood applied over existing
unless otherwise
plaster or wood sheathing.
E.S. City Building
shown by tests
4.
DOUGLAS FIR WOOD
Allowable stress
over existing wood studs.
specified in
same as No. 1
Table 47 -I E.S.
D.F.
5.
REINFORCING STEEL
f = 18,000 lbs.
values specified
per square inch
E.S. City Building
maximum
6.
STRUCTURAL STEEL
f= 20,000 lbs.
per square inch
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 approved by the division.
3 Stresses given may be increased for combinations of loads as
specified in Section 16.06.070(g)2 of the E1 Segundo City Build-
ing Code.
TABLE NO. 88 -I
ALLOWABLE VALUES OF NEW MATERIALS USED
IN CONJUNCTION WITH EXISTING CONSTRUCTION
NEW MATERIALS OR CONFIGURATION
OF MATERIALS
ALLOWABLE VALUES
1. HORIZONTAL DIAPHRAGMS
Plywood sheathing applied directly over
100 lbs. per foot
existing straight sheathing with ends of
in Table No. 25 -J
plywood sheets bearing on joists or
of the E1 Segundo
rafters and edges of plywood located on
City Building Code
center of individual boards
for blocked dia-
phragms
2. SHEAR WALLS
a. Plywood sheathing applied directly
Same as values
over existing wood studs. No value shall
specified in
be given to plywood applied over existing
Table No. 25 K
plaster or wood sheathing.
E.S. City Building
Code
b. Drywall or plaster applied directly
75% of the values
over existing wood studs.
specified in
Table 47 -I E.S.
City Building Code
c. Drywall or plaster applied to plywood
33 1/3% of the
sheathing over existing wood studs.
values specified
in Table 47 -I
E.S. City Building
Code
13
14
TABLE NO. 88 -I (Continued)
ALLOWABLE VALUES OF NEW MATERIALS USED
IN CONJUNCTION WITH EXISTING CONSTRUCTION
3.
SHEAR BOLTS
Shear bolts and shear dowels embedded
100% of the values
a minimum of 8 inches unto unreinforced
for plain masonry
masonry walls. Bolt centered in a
specified in Table
2 1/2 inch - diameter hole with drypack
24 -J of E.S. City
or nonshrink grout around circumference
Building Code. No
of bolt or dowel
values larger than
those given for
3/4 inch bolts
shall be used
4.
TENSION BOLTS
Tension bolts and tension dowels ex-
1200 lbs. per
tending entirely through unreinforced
bolt or dowel
masonry walls secured with bearing
plates on far side of wall with at
least 30 square inches of area.
5.
WALL ANCHORS
a. Bolts extending to the exterior face
600 lbs. per
of the wall with a 2 1/2 -inch round
bolt
plate under the head. Install as
specified for shear bolts. Spaced not
closer than 12 inches on centers.
b. Bolts or dowels extending to the
1200 lbs. per
exterior face of the wall with a
bolt or dowel
2 1/2 -inch round place under the
head and drill at an angle of 22 1/2
degrees to the horizontal. Installed
as specified for shear bolts.
6.
INFILLED WALLS
Reinforced masonry infilled openings in
Same as values
existing unreinforced masonry walls with
specified for
keys or dowels to match reinforcing.
unreinforced
masonry walls.
7.
REINFORCED MASONRY
Masonry piers and walls reinforced per
Same as values
Sec. 2407(c) -E.S. City Code.
specified in
Table No.
24 -H E.S. City
Building Code
8.
REINFORCED CONCRETE
Concrete footings, walls and piers
Same as values
reinforced as specified in Division
specified in
26 of E1 Segundo City Code and designed
Chapter 26 of E.S.
for tributary loads.
City Building Code
9.
EXISTING FOUNDATION LOADS
Foundation loads for structures exhibit-
Calculated exist-
ing no evidence of settlement.
ing foundation
loads due to max.
dead load plus
live load may be
increased 25% for
dead load, and may
be increased 50%
for dead load plus
seismic load re-
quired by this
chapter.
14
1 Bolts and dowels to be tested as specified in Section
16.06.080(f) of the E1 Segundo City Code.
2 Bolts and dowels to be 1/2 -inch 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 bolt nuts.
TABLE NO. 88 -J
ALLOWABLE SHEAR STRESS FOR TESTED
UNREINFORCED MASONRY WALLS
80
PERCENT OF TEST RESULTS
IN PSI NOT LESS THAN
AVERAGE TEST RESULTS
OF CORES IN PSI
SEISMIC
IN -PLANE SHEAR
BASED ON GROSS
AREA
30
plus axial
stress
20
3 psi*
40
plus axial
stress
27
4 psi*
50
plus axial
stress
33
5 psi*
100
plus axial
stress or
67 or more
10 psi max.*
more
* Allowable shear stress may be increased by addition of 10 percent
of axial stress due to the weight of the wall directly above.
SECTION 2. This ordinance shall become effective at mid-
night on the thirtieth day from and after the date of the
final passage and adoption thereof.
SECTION 3. The City Clerk shall certify to the passage and
adoption of this ordinance; shall cause the same to be entered in
the book of original ordinances of said City; shall make a minute
of the passage and adoption thereof in the records of the meeting
at which the same is passed and adopted; and shall within fifteen
days after the passage and adoption thereof, cause the same to be
published once in the E1 Segundo Herald, a weekly newspaper of
general circulation, published and circulated within said City of
E1 Segundo and which is hereby designated for that purpose.
PASSED, APPROVED AND ADOPTED this 6th
1990.
i
( SEAL)
15
day of March
.I f
G
of the /City of E1 Segundo,
lifornia
STATE OF CALIFORNIA )
COUNTY OF LOS ANGELES ) SS
CITY OF EL SEGUNDO )
I, Ronald L. Hart, City Clerk of the City of El Segundo, California, DO
HEREBY CERTIFY that the whole number of members of the City Council of the
said City is five; that the foregoing ordinance, being Ordinance No. 1152 is a full,
true correct original of Ordinance No. 1152 of the said City of El Segundo,
California, entitled:
AN ORDINANCE OF THE CITY OF EL SEGUNDO, CALIFORNIA,
ADDING CHAPTER 16.06, SECTION 16.06.010 THRU 16.06.090, TO
THE MUNICIPAL CODE REGARDING EARTHQUAKE HAZARD
REDUCTION IN EXISTING BUILDINGS.
which was duly passed and adopted by the said City Council, approved and signed
by the Mayor or said City, and attested by the City Clerk of said City, all at a
regular meeting of the said Council held on the 6th day of March, 1990 and the
same was so passed and adopted by the following vote:
AYES: Councilmembers Anderson, Clutter,
Dannen, West and Mayor Jacobson
NOES: None
ABSTENTIONS: None
I do hereby further certify that pursuant to the provisions of Section 36933
of the Government Code of the State of California, that the foregoing Ordinance
No. 1152 was duly and regularly published according to law and the order of the
City Council of said City of El Segundo Herald, a weekly newspaper of general
circulation, printed, published and circulated within said City and that the same
was so published therein on the following day, to wit:
City Clerk of the
City of El Segundo, California
(SEAL)