5076ORDINANCE NO. 5076
AN ORDINANCE OF THE CITY OF ANAHEIM
ADDING CHAPTER 15.07 TO THE ANAHEIM
MUNICIPAL CODE TO ESTABLISH STANDARDS
AND PROCEDURES FOR EARTHQUAKE HAZARD
REDUCTION IN EXISTING BUILDINGS.
THE CITY COUNCIL OF THE CITY OF ANAHEIM DOES ORDAIN AS
FOLLOWS:
SECTION 1.
That a new Chapter 15.07 entitled "Earthquake Hazard
Reduction in Existing Buildings" be added to Title 15 of the
Anaheim Municipal Code to read as follows:
"CHAPTER 15.07
EARTHQUAKE HAZARD REDUCTION IN
EXISTING BUILDINGS
15.07.010 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. Such buildings have been widely
recognized for sustaining life -hazardous damage, including partial
or complete collapse during moderate to strong earthquakes.
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 of life or injury or
prevent earthquake damage to rehabilitated buildings. This
chapter does not require alteration of existing electrical,
plumbing, mechanical or fire safety systems 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 finds deficiencies, this chapter requires the
building to be strengthened to minimum levels required for
compliance or to be demolished.
Qualified Historical Buildings shall comply with the
State Historical Building Code (SHBC) established under Part 8,
Title 24 of the California Administrative Code.
1
15.07.020 SCOPE
The provisions of this chapter shall apply to all
buildings constructed with unreinforced masonry bearing walls as
defined herein.
EXCEPTION: This division shall not apply to detached one
or two family dwellings and detached apartment houses
containing less than 5 dwelling units and used solely for
residential purposes.
15.07.030 DEFINITIONS
References to the Uniform Building Code shall refer to
the Uniform Building Code, 1985 Edition ("UBC"). For purposes of
this chapter, the applicable definitions in UBC Sections 2302 and
2312 shall apply:
.010 ESSENTIAL BUILDING: Any building housing a
hospital or other medical facility having surgery or
emergency treatment areas; fire or police stations;
municipal government disaster operation and
communication centers.
.020 HIGH RISK BUILDING: Any building, not
classified an essential building, having an occupant
load of 100 or more, as determined by UBC Section
3302(a).
EXCEPTION: A high risk building shall not include
the following:
(a) 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.
(b) Any building used for its intended purpose,
as determined by the building official, for
less than 20 hours per week.
.030 LOW RISK BUILDING: Any building, not
classified as an essential building, having an
occupant load of less than 20 occupants as determined
by UBC Section 3302(a).
.040 MEDIUM RISK BUILDING: Any building, not
classified as a high risk building or an essential
building, having an occupant load of 20 occupants or
more as determined by UBC Section 3302(a).
I
.050 UNREINFORCED MASONRY BEARING WALL: A
masonry wall having all of the following
characteristics:
(a) Provides the vertical support for a floor or
roof.
(b) The total superimposed load is over 100
pounds per linear foot.
(c) The area of reinforcing steel is less than
50 percent of that required by UBC Section
2407(h).
15.07.040 RATING CLASSIFICATIONS
The rating classifications shown in Table No. 15.07-A are
hereby established and each building within the scope of this
chapter shall be placed in one such rating classification by the
building official. The total occupant load of the entire building
as determined by UBC Section 3302(a) shall be used to determine
the rating classification.
EXCEPTION: For the purpose of this chapter, portions of
buildings constructed to act independently when resisting
seismic forces may be placed in separate rating
classifications.
15.07.050 GENERAL REQUIREMENTS
.010 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 to conform to such standards; or cause the building to
be demolished.
.020 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 within the
stated time limits:
(a) Within 270 days after the service of the order, a
structural analysis, which is subject to approval by
the building official, and which shall demonstrate
that the building meets the minimum requirements of
this chapter; or
(b) Within 270 days after the service of the order, the
structural analysis and plans for the proposed
structural alterations of the building necessary to
comply with the minimum requirements of this
chapter; or
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(c) Within 120 days after service of the order, plans
for the installation of wall anchors in accordance
with the requirements specified in Subsection
15.07.070.030; or
(d) Within 270 days after the service of the order,
acquire permit for the demolition of the building.
.030 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. 15.07-B. These
time limits shall begin to run from the date the order is
served in accordance with Subsections 15.07.060.010 and .020.
.040 Owners electing to comply with Subsection .020(c) of
this section are also required to comply with Subsections
.020(b) or .020(d) of this section provided, however, that the
270 -day period provided for in such Subsections 020(b) and
.020(d) and the time limits for obtaining a building permit,
commencing construction and completing construction for
complete structural alterations or building demolition set
forth in Table No. 15.07-B shall be extended in accordance
with Table No. 15.07-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 accordance with Section
15.07.060.020. The time limit for commencing construction
shall commence from the date the building permit is issued.
15.07.060 ADMINISTRATION
.010 Service of Order. The Building Official shall issue
an order, as provided in Subsection .020 of this section, 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 No. 15.07-C. The minimum time
period for the service of such orders shall be measured from
the effective date of Chapter 15.07. Upon receipt of a
written request from the owner, the Building Official shall
order a building to comply prior to the normal service date
for such building set forth in this section.
.020 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 specify 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 chapter. The
order shall specify the rating classification of the building
and shall be accompanied by a copy of Section 15.07.050 which
sets forth the owner's alternatives and time limits for
compliance.
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.030 Appeal From Order. The owner or person in charge or
control of the building may appeal to the City Council the
Building Official's initial determination that the building is
within the scope of this chapter. Such appeal shall be filed
with the City Clerk within 60 days from the service date of
the order described in Subsection .020 of this section. Any
such appeal shall be decided by the City Council no later than
60 days after the date that the appeal is filed. Such appeal
shall be made in writing upon appropriate forms provided
therefor by the Building Official, 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 Building Official
pursuant to this chapter, shall be made in accordance with the
normal appeal procedures established in this Code.
.040 Recordation. At the time that the aforementioned
order is served, the Building Official shall file with the
office of the County Recorder for the County of Orange a
certificate stating that the subject building is within the
scope of Chapter 15.07 of this 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 it is not found to comply with Chapter 15.07
If the building is found not to be within the scope of
this chapter, or as a result of structural 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 for the County of Orange a certificate
terminating the status of the subject building as being
classified within the scope of Chapter 15.07 of this Code.
.050 Enforcement. If the owner or other person in charge
or control of the subject building fails to comply with any
order issued by the Building Official pursuant to this chapter
within any of the time limits set forth in Section 15.07.050,
the Building Official shall order that the entire building be
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 additional time as may have been granted
by the Building Official, the Building Official may order
demolition of the building in accordance with the Uniform Code
for Abatement of Dangerous Buildings as adopted by the City of
Anaheim in Chapter 15.06 of the Anaheim Municipal Code.
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15.07.070 ANALYSIS AND DESIGN
.010 General. Every structure within the scope of this
Division 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=ZIKCSW
The value of IKCS need not exceed the values set forth in
Table No. 15.07-D based on the applicable rating
classification of the building.
.020 Lateral Forces on Elements of Structures. Parts or
portions of structures shall be analyzed and designed for
lateral loads in accordance with Subsections .010 of this
section and UBC Section 2312(e) but not less than the value
from the following equation:
Fp=ZICpSWp
For the provisions of this subsection, the product of IS
need not exceed the values as set forth in Table No. 15.07-E.
EXCEPTION: Unreinforced masonry walls in buildings
not having a rating classification of I may be analyzed
in accordance with Section 15.07.080.
The value of Cp need not exceed the values set forth in
Table 15.07-F.
.030 Anchorage and Interconnection. Anchorage and
interconnection of all parts, portions and elements of the
structure shall be analyzed and designed for lateral forces in
accordance with Table No. 15.07-F of this code and the
equation Fp=ZICpSWp as modified by Table No. 15.07-E. Minimum
anchorage of masonry walls to each floor or roof shall resist
a minimum force of 200 pounds per linear foot acting normal to
the wall at the level of the floor or roof.
.040 Level of Required Repair. Alterations and repairs
required to meet the provisions of this chapter shall comply
with all other applicable requirements of the UBC unless
otherwise specifically provided for in this chapter.
- .050 Required Analysis.
(a) General. Except as modified herein, 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 specified
in Chapter 23 of the UBC.
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(b) 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 horizontal forces.
(c) Positive Connections. All parts, portions or
elements of the structure shall be interconnected by
positive means.
.060 Analysis Procedure.
(a) General. Stresses in materials and existing
construction utilized to transfer seismic forces
from the ground to parts or portions of the
structure shall conform to those permitted by the
UBC and those materials and types of construction
specified in Section 15.07.080.
(b) Connections. Materials and connectors used for
interconnection of parts and portions of the
structure shall conform to the UBC. Nails may be
used as part of an approved connector.
(c) Unreinforced Masonry Walls. Except as modified
herein, unreinforced masonry walls shall be analyzed
as specified in UBC Sections 2406, 2407 2408 to
withstand all vertical loads as specified in Chapter
23 of the UBC in addition to the seismic forces
required by this chapter. The 50 percent increase
in the seismic force factor for shear walls as
specified in UBC Section 2407(h)4F may be omitted in
the computation of seismic loads to existing shear
walls.
No allowable tension stress will be permitted in
unreinforced masonry walls. Walls not capable of
resisting the required design forces specified in
this chapter shall be strengthened or shall be
removed and replaced.
EXCEPTION NO. 1: Unreinforced masonry walls in
buildings not classified as a Rating Classification
I pursuant to Table No. 15.07-A may be analyzed in
accordance with Section 15.07.080.
EXCEPTION NO. 2: An unreinforced masonry wall
- which carries no design loads other than its own
weight may be considered as veneer if it is
adequately anchored to new supporting elements.
062789 -7-
1
.070 Combination of Vertical and Seismic Forces.
(a) New Materials. All new materials introduced into
the structure to meet the requirements of this
section which are subjected to combined vertical and
horizontal forces shall comply with UBC Section
2303(f).
(b) Existing Materials. When stresses in existing
lateral force resisting elements are due to a
combination of dead loads plus live loads plus
seismic loads, the allowable working stress
specified in the UBC may be increased 100 percent.
However, no increase will be permitted in the
stresses allowed in Section 15.07.080, and the
stresses in members due only to seismic and dead
loads shall not exceed the values permitted by UBC
Section 2303(d).
(c) Allowable reduction of Bending Stress by Vertical
Load. In calculating tensile fiber stress due to
seismic forces required by this chapter, the maximum
tensile fiber stress may be reduced by the full
direct stress due the vertical dead loads.
15.07.080 MATERIALS OF CONSTRUCTION
.010 GENERAL All materials permitted by the UBC
including their appropriate allowable stresses and those
existing configurations of materials specified herein may be
utilized to meet the requirements of this chapter.
.020 EXISTING MATERIALS.
(a) Unreinforced Masonry Walls. Unreinforced masonry
walls analyzed in accordance with this section may
provide vertical support for roof and floor
construction and resistance to lateral loads.
Tension stresses due to seismic forces normal to the wall
may be neglected if the walls do not exceed the height to
thickness ratio in Table No. 15.07-G and the in -plane
shear stresses due to seismic loads as set forth in Table
No. 15.07-J.
If the wall height -thickness ratio exceeds the specified
limits, the wall may be supported by vertical bracing
members designed in accordance with Section 15.07.070.
The deflection of such bracing member at design loads
shall not exceed one-tenth of the wall thickness.
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EXCEPTION: The wall may be supported by flexible
vertical bracing members designed in accordance with
Subsection 15.07.070.020 if the deflection at design
loads is not less than one-quarter nor more than
one-third of the wall thickness.
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.
The wall height may be measured vertically 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 displacements of the floor or roof.
(b) Existing Roof, Floors, Walls, Footings, and Wood
Framing. Existing materials including wood shear
walls utilized in the described configuration may be
used as part of the lateral load resisting system,
provided that the stresses in these materials do not
exceed the values shown in Table No. 15.07-H.
.030 Strengthening of Existing Materials. New materials
including wood shear walls may be utilized to strengthen
portions of the existing seismic resisting system in the
described configurations provided that the stresses do not
exceed the values shown in Table 15.07-I.
.040 Alternate Materials. Alternate materials, designs
and methods of construction may be approved by the building
official in accordance with the provisions of the UBC.
.050 Minimum Acceptable Quality of Existing Unreinforced
Masonry Walls.
(a) 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 Building Official.
The quality of mortar in all masonry walls shall be
determined by performing in-place shear tests or by
testing eight -inch diameter cores. 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
tests are first made. Prior to any pointing, the
mortar joints must be raked and cleaned to remove
062789 -9-
A
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 continuous
inspection of a registered building inspector. At
the conclusion of the inspection, the inspector
shall submit a written report to the licensed
engineer or 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 a 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.
(b) 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 1 per 1500 square feet
of wall surface, with a minimum of eight tests in
any case. The exact test or core location shall be
determined at the building site by the licensed
engineer or architect responsible for the seismic
analysis of the subject building.
(c) 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.
(d) 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.
062789 -10-
.060 Testing of Shear Bolts. One-fourth of all new shear
bolts and dowels embedded in unreinforced masonry walls shall
be tested by a Special Inspector using a torque calibrated
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 or dowels = 60 foot -lbs.
No bolts exceeding 3/4" 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.
.070 Determination of Allowable Stresses for Design
Methods Based on Test Results.
(a) Design Shear Values. Design seismic in -plane shear
stresses shall be substantiated by tests performed
as specified in Subsections 15.07.080.050(c) and (d).
Design stresses shall be related to test results
obtained in accordance with Table No. 15.07-J.
Intermediate values between 3 and 10 psi may be
interpolated.
(b) Design Compression and Tension Values. Compression
stresses for unreinforced masonry having a minimum
design shear value of 3 psi shall not exceed 100
psi. Desiggn tension values for unreinforced masonry
shall not be permitted.
.080 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 lbs. prior to establishing a datum
for recording elongation. The tension test load reported
shall be 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.
.090 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 resistance value assigned the device shall be 20
percent of the average of the ultimate loads.
062789 -11-
a
15.07.090 INFORMATION REQUIRED ON PLANS
.010 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 determine and record the information required by this
section on the approved plans.
.020 Construction Details. The following requirements
with appropriate construction details shall be made part of
the approved plans:
(a) All unreinforced masonry walls shall be anchored at
the roof level by tension bolts through the wall as
specified in Table 15.07-I, or by approved
equivalent at a maximum anchor spacing 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 required shall
conform to Subsection 15.07.080.080.
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
15.07-I may be used.
Alternative devices to be used in lieu of tension
bolts for masonry wall anchorage shall be tested as
specified in Subsection 15.07.080.090.
(b) Diaphragm chord stresses of horizontal diaphragms
shall be developed in existing materials or by
addition of new materials.
(c) Where trusses and beams other than rafters or joists
are supported on masonry, ledgers or columns shall
be installed to support vertical loads of the roof
or floor members.
(d) Parapets and exterior wall appendages not capable of
resisting the forces specified in this chapter shall
be removed, stabilized or braced to insure that the
parapets and appendages remain in their original
position.
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(e) 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 shall be done under the
continuous inspection of a special inspector
certified to inspect masonry and concrete. At the
conclusion of the project, the inspector shall
submit a written report to the Building Official
setting forth the portion of work inspected.
(f) Repair details shall be prepared for any cracked or
damaged unreinforced masonry wall required to resist
forces specified in this chapter.
.030 Existing Construction. The following existing
construction information shall be made part of the approved
plans:
(a) The type and dimensions of existing walls and the
size and spacing of floor and roof members.
(b) The extent and type of existing wall anchorage to
floors and roof.
(c) The extent and type of parapet corrections, if any,
which were performed in accordance with the UBC.
(d) Accurately dimensioned floor plans and masonry wall
elevations showing dimensioned openings, piers, wall
thickness and heights.
(e) The location of cracks or damaged portions of
unreinforced masonry walls requiring repairs.
(f) The type of interior wall surfaces and whether
reinstalling or anchoring of ceiling plaster is
necessary.
(g) The general condition of the mortar joints and
whether the joints need pointing.
15.07.100 GLOSSARY OF SYMBOLS AND NOTATIONS
C = Numerical coefficient as specified in UBC Section 2312(d)
Cp = Numerical coefficient as specified in UBC Section 2312(g)
and as set forth in Table No. 23-J
D = The dimension of the structure, in feet, in a direction
parallel to the applied forces
f'c= Specified compressive strength of concrete, psi
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A
Fp = Lateral forces on a part of the structure and in the
062789 -14-
direction
under consideration
ft =
Allowable
tensile stress, psi
hn =
Height in
feet above the base to level n
I =
Occupancy
Importance Factor as set forth in Table No. 23-K
of the UBC
S =
Numerical
coefficient for site -structure resonance
V =
The total
lateral force or shear at the base
W =
The total
dead load as defined in UBC Section 2302 including
the partition
loading specified in UBC Section 2304(d) where
applicable
WP =
The weight
of a portion of a structure or nonstructural
component
Z =
Numerical
coefficient dependent upon the zone as determined
by Figure
No. 1, of Chapter 23 of the UBC. All areas in
California
are classified in Zones 3 or 4. For locations in
Zone No. 3,
Z = 3/4. For locations in Zone No. 4, Z = 1
062789 -14-
TABLE NO. 15.07-A
RATING CLASSIFICATIONS
TYPE OF BUILDING CLASSIFICATION
Essential Building I
High Risk Building II
Medium Risk Building III
Low Risk Building IV
062789 -15-
A
TABLE NO. 15.07-B
TIME LIMITS FOR COMPLIANCE (1)
REQUIRED ACTION
BY OWNER
Complete Structural
Alterations or
Building Demolition
Wall Anchor
Installation
OBTAIN BUILDING
PERMIT
WITHIN
1 year
180 days
COMMENCE
CONSTRUCTION
WITHIN (2)
180 days
270 days
COMPLETE
CONSTRUCTION
WITHIN
3 years
1 year
(1) Where two or more buildings under separate ownership are to
be rehabilitated simultaneously, an extension of any time limit
may be granted by the Building Official based on the average time
requirements for the buildings involved, with a suggested minimum
extension of 6 months. Such an extension shall be conditioned on
submission of a binding rehabilitation agreement between the
owners involved, with the actual date of compliance to be
determined by the Building Official.
(2) Measured from date of building permit issuance. All the
other time limits are measured from the date of the order.
062789 -16-
TABLE NO. 15.07-C
SERVICE PRIORITIES AND EXTENDED TIME PROVISIONS
Extension of Time Minimum Time
Rating Occupant if Wall Anchors Periods for
Classification Load are Installed Service of Order
I
Any
1
year
0
(Highest Priority)
II
100 or more
3
years
90
days
100 or more
5
years
1
year
51 to and
III
including
6
years
2
years
99
20 to and
including
6
years
3
years
50
IV
Less than 20
7
years
4
years
(Lowest Priority)
062789 -17-
TABLE NO. 15.07-D
HORIZONTAL FORCE FACTORS BASED
ON RATING CLASSIFICATION
RATING
CLASSIFICATION IKCS
I 0.186
II 0.133
III $ IV 0.100
062789 -18-
TABLE NO. 15.07-E
HORIZONTAL FORCE FACTORS "IS"
FOR PARTS OR PORTIONS OF STRUCTURES
RATING
CLASSIFICATION
I 1.50
II 1.00
III & IV 0.75
062789 -19-
TABLE NO. 15.07-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 Cp
Exterior bearing and non-bearing walls,
interior bearing walls and partitions,
interior non-bearing walls and
partitions over ten feet in height, 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 ornamentations
and appendages.
Any
Direction 1.00
When connected to or a part of a
building; towers, tanks, towers and
tanks plus contents, racks over 8 feet
3 inches in height plus contents,
Any
chimneys, smokestacks, and penthouses.
Direction 0.20(2)(4)
When connected to or a part of a
building: Rigid and rigidly mounted
equipment and machinery not required
Any
for continued operation of essential
Horizontal
occupancies. (5)
Direction 0.20(3)
Tanks plus effective contents resting Any
on the ground. Direction 0.12
Floors and roofs acting as In the plane of
diaphragms. the diaphragm 0.12(6)
Prefabricated structural elements, Any
other than walls, with force applied Horizontal
at center of gravity of assembly. Direction 0.30
062789 -20-
i
Connections for exterior panels or Any
elements. Direction 2.00
(1) See Subsection 15.07.070.020 for use of Cp.
(2) When located in the upper portion of any building with a hn/D
ratio 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 Cp 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.
(4) The Wp for storage racks shall be the weight of the racks plus
contents. The value of Cp 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
equipment and machinery. The structure to which the equipment
or machinery is mounted shall be capable of resisting the
anchorage forces (see also UBC Section 2312(k).
(6) Floor and roofs acting as diaphragms shall be designed for a
minimum force resulting from a Cp of .12 applied to Wp unless
a greater force results from the distribution of lateral
forces in accordance with UBC Section 2312(e).
062789 -21-
a
TABLE NO. 15.07-G
ALLOWABLE VALUE OF HEIGHT -THICKNESS RATIO
OF UNREINFORCED MASONRY WALLS WITH MINIMUM
QUALITY MORTAR. (1) (2)
BUILDING WITH CROSSWALLS AS ALL OTHER
DEFINED BY SECTION 15.07.030 BUILDINGS
Walls of
One Story Buildings 16 13
First Story Wall of
Multi -Story Buildings 16 15
Walls in Top Story of
Multi -Story Buildings 14 9
All Other Walls 16 13
(1) Minimum quality mortar shall be determined by laboratory
testing in accordance with Section 15.07.080.050.
(2) Table 15.07-G is not applicable to buildings of rating
classification I. Walls of buildings within rating
classification I shall be analyzed in accordance with
Subsection 15.07.070.060
062789 -22-
A
TABLE NO. 15.07-H
VALUES FOR EXISTING MATERIALS
EXISTING MATERIALS OR ALLOWABLE VALUES
CONFIGURATION OF MATERIALS (1)
1. HORIZONTAL DIAPHRAGMS
a. Roofs with straight
sheathing and roofing 100 lbs. per foot for
applied directly to the seismic shear.
sheathing.
b. Roofs with diagonal
sheathing and roofing 400 lbs. per foot for
applied directly to the seismic shear
sheathing.
C. Floors with straight 150 lbs. per foot for
tongue and groove sheathing. seismic shear
d. Floors with straight 300 lbs. per foot for
sheathing and finished seismic shear
wood flooring.
e. Floors with diagonal 450 lbs. per foot for
sheathing and finished seismic shear
wood flooring.
f. Floors or roofs with Add 50 lbs. per foot
straight sheathing and to the allowable values
plaster applied to the joist for Items la and lc.
or rafters. (2)
2. SHEAR WALLS
Wood stud walls with 100 lbs. per foot each
lath and plaster side for seismic shear
3. PLAIN CONCRETE FOOTINGS f'c = 1500 psi unless
otherwise shown by
tests.
4. DOUGLAS FIR WOOD Allowable stress same
as No. 1 D.F. (3)
S. REINFORCING STEEL ft = 18,000 lbs. per
square inch maximum (3)
062789 -23-
i
6. STRUCTURAL STEEL ft = 20,000 lbs. per
square inch maximum (3)
(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 Department.
(3) Stresses given may be increased for combinations of loads as
specified in Subsection 15.07.070.070(b).
062789 -24-
i
TABLE NO. 15.07-I
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
ALLOWABLE VALUES
Same as specified in
Table No. 25-J for
blocked diaphragms.*
a. Plywood sheathing applied Same as values specified
directly over existing wood in Table No. 25-K for
studs. No value shall be given shear walls.
to plywood applied over existing
plaster or wood sheathing.
b. Dry wall or plaster applied 75 percent of the values
directly over existing wood studs. specified in Table No. 47-I.
C. Dry wall or plaster applied 33-1/3 percent of the
to plywood sheathing over values specified in
existing wood studs. Table No. 47-I.
3. SHEAR BOLTS
Shear bolts and shear dowels
embedded a minimum of 8 inches
into unreinforced masonry walls.
Bolt centered on a 2-1/2 inch
diameter hole with dry -pack or
non -shrink grout around cir-
cumference of bolt or dowel. (1)
4. TENSION BOLTS
100 percent of the values
for solid masonry specified
in Table No. 24E. No values
larger than those given
for 3/4 inch bolts shall
be used.
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)
*All tables that do not carry a 15.07 number are found in the UBC
062789 -25-
S. WALL ANCHORS (15.07.090.020(a))
Bolts extending to the exterior 600 lbs. per bolt.
face of the wall with a 2-1/2
inch round plate under the head.
Installed as specified for shear
bolts. Spaced not closer than
12 inches on centers. (1)(2)
6. Bolts or dowels extending to the 1200 lbs. per bolt
exterior face of the wall with or dowel
a 2-1/2 inch round plate under
the head and drill at an angle
of 22-1/2 degrees to the horizon-
tal. Installed as specified for
shear bolts. (1)(2)
7. INFILLED WALLS
Reinforced masonry infilled
openings in existing unrein-
forced masonry walls with
keys or dowels to match
reinforcing.
8. REINFORCED MASONRY
Masonry piers and walls
reinforced per UBC Section 2407.
9. REINFORCED CONCRETE
Concrete footings, walls and
piers reinforced as specified
in UBC Division 26 and designed
for tributary loads.
10. EXISTING FOUNDATION LOADS
Foundation loads for
structures exhibiting no
evidence of settlement.
Same as values specified
for unreinforced masonry
walls.
Same values as specified
in UBC Division 26.
Same values as specified
in Division 26, UBC.
Calculated existing
foundation loads due to
maximum dead load plus live
load may be increased 250
for dead load, and may be
increased 50% for dead load
plus seismic load required
by this UBC Division 26.
NOTES: (1) Bolts and dowels to be tested as specified in
Subsection 15.07.080.060.
(2) Bolts and dowels to be 1/2 inch minimum in diameter.
062789 -26-
L'
Eighty percent
of test results
in psi not less
than
TABLE NO. 15.07-J
ALLOWABLE SHEAR STRESS FOR TESTED
UNREINFORCED MASONRY WALLS
30 plus axial stress
40 plus axial stress
50 plus axial stress
100 plus axial stress
or more
Average test results
of cores in psi
20
27
33
67 or more
Seismic in -plane
shear based on
gross area (1)
3 psi
4 psi
5 psi
10 psi max
(1) Allowable shear stress may be increased by addition of 10% of
the axial stress due to the weight of the wall directly above.
062789 -27-
SECTION 2. SEVERABILITY
The City Council of the City of Anaheim hereby declares
that should any section, paragraph, sentence or word of this
ordinance of the Code, hereby adopted, be declared for any reason
to be invalid, it is the intent of the Council that it would have
passed all other portions of this ordinance independent of the
elimination herefrom of any such portion as may be declared
invalid.
SECTION 3. SAVINGS CLAUSE
Neither the adoption of this ordinance nor the repeal of
any other ordinance of this City shall in any manner affect the
prosecution for violations of ordinances, which violations were
committed prior to the effective date hereof, nor be construed as
a waiver of any license or penalty or the penal provisions
applicable to any violation thereof. The provisions of this
ordinance, insofar as they are substantially the same as ordinance
provisions previously adopted by the City relating to the same
subject matter, shall be construed as restatements and
continuations, and not as new enactments.
SECTION 4. PENALTY
It shall be unlawful for any person, firm or corporation
to violate any provision or to fail to comply with any of the
requirements of this ordinance. Any person, firm or corporation
violating any provision of this ordinance or failing to comply
with any of its requirements shall be deemed guilty of a
misdemeanor and upon conviction thereof shall be punished by a
fine not exceeding Five Hundred Dollars ($500.00) or by
imprisonment not exceeding six (6) months, or by both such fine
and imprisonment. Each such person, firm or corporation shall be
deemed guilty of a separate offense for each day during any
portion of which any violation of any of the provisions of this
ordinance is committed, continued or permitted by such person,
firm or corporation, and shall be punishable therefor as provided
for in this ordinance.
SECTIONS. CERTIFICATION
The City Clerk shall certify to the passage of this
ordinance and shall cause the same to be printed once within
fifteen (15) days after its adoption in the Anaheim Bulletin, a
newspaper of general circulation, published and circulated in said
City, and Thirty (30) days from and after its final passage, it
shall take effect and be in full force.
062789 -28-
THE FOREGOING ORDINANCE is approved and adopted by the
City Council of the City of Anaheim this 14th day of November, 1989.
Y 0 AHElm
ATTEST: (�AYOR OF
CITT CLERK OF THE CITY OF ANAHEIM
SM: 1m:kh
3115L
062789 -29-
CLERK
STATE OF CALIFORNIA )
COUNTY OF ORANGE ) ss.
CITY OF ANAHEIM )
I, LEONORA N. SOHL, City Clerk of the City of Anaheim, do hereby certify that
the foregoing Ordinance No. 5076 was introduced at a regular meeting of the
City Council of the City of Anaheim, held on the 7th day of November, 1989,
and that the same was duly passed and adopted at a regular meeting of said
City Council held on the 14th day of November, 1989, by the following vote of
the members thereof:
AYES: COUNCIL MEMBERS: Daly, Ehrle, Pickler, Kaywood and Hunter
NOES: COUNCIL MEMBERS: None
ABSENT: COUNCIL MEMBERS: None
AND I FURTHER CERTIFY that the Mayor of the City of Anaheim signed said
Ordinance No. 5076 on the 15th day of November, 1989.
IN WITNESS WHEREOF, I have hereunto set my hand and affixed the official seal
of the City of Anaheim this 15th day of November, 1989.
CITY CLERK OF THE CITY OF ANAHEIM
(SEAL)
I, LEONORA N. SOHL, City Clerk of the City of Anaheim, do hereby certify that
the foregoing is the original Ordinance No. 5076 and was published once in the
Anaheim Bulletin on the 24th day of November, 1989.
CITY CLERK OF THE CITY OF ANAHEIM