HomeMy WebLinkAboutORD 1029ORD 1029 pT3 (Ìì À l ORDINANCE NO. 1029
AN ORDINANCE OF THE CITY COUNCIL OF THE
CITY OF BALDWIN PARK ADDING CERTAIN
PROVISIONS RELATING TO UNREINFORCED
MASONRY BUILDINGS TO THE CITY'S BUILDING
REGULATIONS.
THE CITY COUNCIL OF THE CITY OF BALDWIN PARK DOES
ORDAIN AS FOLLOWS:
SECTION 1. That Chapter 15.44, entitled
UNREINFORCED MASONRY BUILDING CODE"1 is hereby added to
Title 15 of the Baldwin Park Municipal Code to read as
follows:
15.44.010. Purpose.
The purpose of this Chapter is to promote public
safety and welfare by reducing the risk of death or injury
to persons, and damage to property that may result from the
effect of earthquake damage on unreinforced masonry bearing
wall buildings constructed prior to March 20, 1933. Such
buildings have been widely recognized for their
susceptibility to structural earthquake damage.
This Chapter shall not be deemed to require
electrical, plumbing, mechanical or fire safety systems
existing in buildings which are of unreinforced masonary
construction, to be altered when work is required to be
accomplished as to such buildings, unless such systems
constitute a hazard to life or property.
This Chapter provides systematic procedures and
standards for identification and classification of buildings
which have unreinforced masonry bearing walls, 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 the existence of structural
deficiencies, this Chapter requires the building to be
strengthened or demolished.
This Chapter also provides a method by which the
City may, on an emergency basis, order the repair and/or
rehabilitation of buildings and structures suffering
structural damage in an earthquake.
Portions of the State Historical Building Code
SHBC") established under Part 8, Title 24 of the
California Code of Regulations are included in this Chapter.
15.44.020. Scope.
The provisions of this Chapter shall apply to all
buildings in existence as of the effective date of this
Chapter which have unreinforced masonry bearing walls as
defined herein.
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ORD 1029 pT3 (Ìì À l 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.
15.44.030. Definitions.
In addition to the definitions set forth in the
City's Zoning and Building Regulations, and the applicable
definitions in Sections 2302 and 2312 of the Uniform
Building Code, the following definitions shall apply to this
Chapter:
BUILDING" shall mean any building or structure which
has one or more unreinforced masonary bearing walls; and
SUPERINTENDENT" shall mean the Superintendent of
Building Inspection of the City; and
ESSENTIAL BUILDING" shall mean any Building housing a
hospital or other medical facility having surgery or
emergency treatment areas, fire or police stations,
municipal government disaster operation and communica-
tion centers; and
HIGH-RISK BUILDING" shall mean any Building not
classified an essential building having an occupant load
as determined pursuant to this Chapter of 100 occupants
or more, or any building with 2 or more stories, with
bearing walls within 20 ft. of a major thoroughfare.
EXCEPTION: A high-risk Building shall not include
the following:
A. Any Building having exterior walls braced with
masonry cross walls or woodframe cross walls spaced
less than 40 feet apart in each story. Cross walls
shall be full-story height with a minimum length of
1 1/2 times the story height; and
B. Any Building used for its intended purpose, as
determined by the Director, for less than 20 hours
per week; and
MEDIUM-RISK BUILDING" shall mean any Building not
classified as a High-Risk Building or an Essential
Building having an occupant load as determined by this
Chapter of 20 occupants or more; and
LOW-RISK BUILDING" shall mean any Building not
classified an essential building having an occupant load
as determined by Section 3302(a) of the Uniform Building
Code of less than 20 occupants.
UNREINFORCED MASONRY BEARING WALL"' shall mean a masonry
wall in a Building having all of the following charac-
teristics:
1. Provides the vertical support for a floor or roof;
and
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ORD 1029 pT3 (Ìì À l 2. The total superimposed load is over 100 pounds per
linear foot; and
3. The area of reinforcing steel is less than 50 per-
cent of that required by this Chapter.
15.44.040. Rating Classifications.
The rating classifications set forth in Table
No. 15.44-A are hereby established and each Building shall
be placed in one such rating classification by the
Superintendent. The total occupant load of the entire
Building as determined by this Chapter shall be used to
determine the rating classification.
EXCEPTIONS: For the purpose of this Chapter,
portions of buildings constructed to act
independently when resisting seismic forces may be
placed in separate rating classifications.
15.44.050. General Requirements.
The owner of each Building shall cause a structural
analysis to be made of the Building by a civil or structural
engineer or architect licensed by the State of California,
to determine whether the Building meets the minimum earth-
quake standards set forth in this Chapter. If the Building
does not meet the minimum earthquake standards specified in
this Chapter, the owner shall cause it to be structurally
altered to conform to such standards or cause the Building
to be demolished.
The owner of a Building shall comply with the
requirements set forth above by submitting such a structural
analysis to the Superintendent for review and approval
within the stated time limits:
a) Within 270 days after the service of an order
referred to in Section 15.44.060 Order"), a structural
analysis shall be prepared and submitted to the
Superintendent. Such analysis, which is subject to
approval by the Superintendent, shall demonstrate that
the Building meets the minimum requirements of this
Chapter, or if such structural analysis reflects that
the Building does not meet the requirements of this
Chapter; and
b) Within 120 days after the Superintendent's
approval of such structural analysis, the owner of the
shall submit to the Superintendent for approval, plans
for the proposed structural alterations of the Building
necessary to comply to the minimum requirements of this
Chapter; and
c) Within 120 days after service of the
Superintendent's approval of the structural analysis,
the Building owner shall submit to the Superintendent
for approval plans for the installation of wall anchors
in accordance with the requirements specified in this
Chapter or
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ORD 1029 pT3 (Ìì À l d) Within 270 days after the service of the
Order, the Building shall be made to comply with the
requirements of this Chapter, and
e) If the owner has not completed the work to
render the Building in compliance with the provisions of
this Chapter within 270 days following the service of an
Order, the owner shall demolish the Building.
After plans are submitted and approved by the
Superintendent, the owner shall obtain the necessary
building permits, and shall commence and complete the
required construction within the time limits set forth
in Table No. 15.44-B. These time limits shall begin to
run from the date the Order is served.
Owners electing to comply with Subsection C) of
this Section are also required to comply with
Subsection b) or d) of this section, provided,
however, that the time periods provided for in such
Subsections b) and d) and the time limits for
obtaining a building permit, commencing construction and
completing construction for complete structural
alterations set forth in Table No. 15.44-B shall be
extended in accordance with Table No. 15.44-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 15.44.060(b). The time limit for commencing
construction shall commence to run from the date the
Building permit is issued.
1115.44.060. Administration.
a) Service of Order. The Superintendent shall
issue an Order, as provided in Section 15.44.060(b), to
the owner of each Building. The Superintendent shall,
upon receipt of a written request from the owner, order
that a Building be made to comply with this Chapter
prior to the times for such Building set forth in this
Chapter *
b) Contents of Order. The Order shall be in
writing and shall be served either personally or by
certified or registered mail upon the owner as shown on
the last equalized assessment, and upon the person, if
any, in apparent charge or control of the Building. The
Order shall specify that the Building has been
determined by the Superintendent to be subject to the
provisions 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 this
Chapter.
c) Appeal From Order. The owner or person in
charge or control of the Building may appeal the
Superintendent's initial determination that the Building
is subject to the provisions of this Chapter to the City
Council. Such appeal shall be filed with the Council
within 30 days from the service date of the Order. Such
appeal shall be made in writing upon appropriate forms
provided therefor by the Superintendent, and the grounds
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ORD 1029 pT3 (Ìì À l thereof shall be stated clearly and concisely. No
appeal shall be accepted unless it is timely filed and
is accompanied by a filing fee in an amount as set by
Council Resolution.
d) Recordation. At the time that the
Superintendent serves an Order, the Superintendent shall
file with the Office of the County Recorder a
certificate giving notice of the existence of such
Order. The certificate shall also state that the owner
thereof has been ordered to structurally analyze the
Building and to structurally alter or demolish it.
If the Building is either demolished, found not to
be within the scope of this Chapter, or is structurally
capable of resisting minimum seismic forces required by
this Chapter as a result of structural alterations or an
analysis, or is repaired so that it meets the
requirements of this Chapter, the Superintendent shall
file with the Office of the County Recorder a
certificate stating that the said Order is of no further
effect.
e) Enforcement. If the owner or other person in
charge or control of a Building fails to comply with any
Order issued by the Superintendent pursuant to this
Chapter within any of the time limits set forth in this
Chapter, the Superintendent shall order that the
Building be vacated and that the Building remain vacant
until such Order has been complied with. If compliance
with such Order has not been accomplished within a
reasonable period of time, as set by the Superintendent,
after the date the Building has been ordered vacated or
such additional time as may have been granted by the
Superintendent, the Superintendent shall process a
proceeding pursuant to Chapter 8.08 of this Code to
determine whether the Building is a public nuisance, and
if it is, an order of abatement shall be issued.
15.44.070. Analysis and Design.
a) General. Every Building shall be analyzed and
constructed to resist minimum total lateral seismic
forces assumed to act non concurrently in the direction
of each of the main axes of the structure in accordance
with the following equation:
V ZIKCSW.......................( 1 5 4 4 1
The value of IKCS need not exceed the values set
forth in Table No. 15.44-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 the
provisions of this Section of this Code but not less
than the value from the following equation:
Fp ICp SWp........................(15.44-2)
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ORD 1029 pT3 (Ìì À l For the provisions of this subsection, the product
of IS need not exceed the values as set forth in Table
No. 15.44-E.
EXCEPTION: Unreinforced masonry walls in
Buildings not having a Rating Classification
of I may be analyzed in accordance with
Section 15.44.080.
The value of Cp need not exceed the values set
forth in Table No. 15.44-F.
C) 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. F of this code and
the equation Fp ICp SWp as modified by Table No. 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.
d) Level of Required Repair. Alterations and
repairs required to meet the provisions of this Chapter
shall comply with all other applicable requirements of
this Code unless specifically provided for in this
Chapter.
e) Required Analysis.
1. General. Except as modified herein, the
analysis design relating to the structural£
alteration of a Building shall be in accordance
with the analysis specified in this Chapter.
2. Continuous stress path. A complete
continuous stress path from every part or portion
of the Building to the ground shall be provided for
the required horizontal forces.
3. Positive connections. All parts, portions or
elements of the Building shall be interconnected by
positive means.
f) Analysis Procedure.
1. General. Stresses in materials and existing
construction utilized to transfer seismic forces from
the ground to parts or portions of the structure shall
conform to those permitted by the code and those
materials and types of construction specified in this
Chapter.
2. Connections. Materials and connectors used
for interconnection of parts and portions of the
structure shall conform to the code. Nails may be used
as part of an approved connector.
3. Unreinforced masonry walls. Except as
modified herein, unreinforced masonry walls shall be
analyzed as specified in this Code and to withstand all
vertical loads as specified in this Code in addition to
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ORD 1029 pT3 (Ìì À l the seismic forces required by this Chapter. The 50
percent increase in the seismic force factor for shear
walls as specified in this Code 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: 1. Unreinforced masonry walls in
Buildings not classified as a Rating
Classification I pursuant to Table No. 15.44-A
may be analyzed in accordance with this
Section 15.44.080.
2. Unreinforced masonry walls which carry no
design loads other than their own weight may
be considered as veneer if they are adequately
anchored to new supporting elements.
g) Combination of Vertical and Seismic Forces.
1. New materials. All new materials introduced
into the structure to meet the requirements of this
Chapter which are subjected to combined vertical
and horizontal forces shall comply with the
provisions of this Title.
2. Existing materials. When stresses in existing
lateral force-resisting elements are due to a
combination of dead loads plus seismic loads, the
allowable working stress specified in the code may
be increased 100 percent. However, no increase
will be permitted in the stresses allowed in this
Chapter and the stresses in members due only to
seismic and dead loads shall not exceed the values
permitted by this Title.
3. Allowable reduction of bending stress by
vertical lead. 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 to vertical dead loads.
15.44.080. Materials of Construction
a) General. All materials permitted by this
Code, including their appropriate allowable stresses and
those exiting configurations of materials specified
herein, may be utilized to meet the requirements of this
Chapter.
b) Existing Materials.
1. 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. The bonding of such walls shall be as
specified in this Title.
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ORD 1029 pT3 (Ìì À l Tension stresses due to seismic forces normal
to the wall may be neglected if the wall does not
exceed the height- or length-to-thickness ratio and
the in-plane shear stresses due to seismic loads as
set forth in Table No. 15.44-G.
If the wall height-thickness ratio exceeds the
specified limits, the wall may be supported by
vertical bracing members designed in accordance
with this Chapter. The deflection of such bracing
member at design loads shall not exceed one tenth
of the wall thickness.
EXCEPTION: The wall may be supported by
flexible vertical bracing members designated
in accordance with Section 15.44.070(b) 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 10 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 6 feet. Bracing elements shall be
detailed to minimize the horizontal displacement of
the wall by components of vertical displacements of
the floor or roof,
2. 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. 15.44-H.
c) 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 No. 15.44-I.
d) Alternate Materials. Alternate materials,
designs and methods of construction may be approved by
the Superintendent.
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.
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ORD 1029 pT3 (Ìì À l 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
Superintendent. The quality of mortar in all
masonry walls shall be determined by performing in-
place shear tests or by testing 8-inch-diameter
cores. Alternative methods of testing may be
approved by the department. 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 deputy
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
Superintendent 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 Superintendent. An accurate record
of all such tests and their location in the
building shall be recorded and these results shall
be submitted to the Superintendent 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
location 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 whether 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
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ORD 1029 pT3 (Ìì À l
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 deputy building
inspector using a torque calibrated wrench to the
following minimum torques:
1/2-inch-diameter bolts or dowels--40 foot-lbs.
5/8-inch diameter bolts or dowels--SO 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 Subsections 3 and 4 of
subdivision e) of this Section.
Design stresses shall be related to test
results obtained in accordance with Table
No. l5.44-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 elongation. 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 orientation.
i} Qualification tests for devices used for wall
anchorage shall be tested with the entire tension load
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ORD 1029 pT3 (Ìì À l 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 twenty percent of the
average of the ultimate loads.
15.44.090. Information Required on plans.
a) General. In addition to the seismic analysis
required elsewhere by 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.
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. 15.44-I, or by
approved equivalent at a maximum anchor spacing of
6 feet. Anchors installed in accordance with this
Title shall be accepted as conforming to this
requirement.
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 Superintendent may require
testing to verify the adequacy of the embedded ends
of existing rod anchors. Tests when required shall
conform to Section 15.44.080.
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 No. 15.44-1 may be used.
Alternative devices to be sued in lieu of
tension bolts for masonry wall anchorage shall be
tested as specified in Section 15.44.080.
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.
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ORD 1029 pT3 (Ìì À l
TABLE NO. 15.44-A
RATING CLASSIFICATIONS
Type of Building Classification
Essential building I
High-risk building II
Medium-risk building III
Low-risk building IV
TABLE NO. 15.44-B
TIME LIMITS FOR COMPLIANCE
REQUIRED OBTAIN COMMENCE COMPLETE
ACTION BY BUILDING CONSTRUCTION CONSTRUCTION
OWNER PERMIT WITHIN WITHIN WITHIN
Complete struc- One year 180 days Three years
tural alterations
or Building
Demolition
Wall anchor 180 days 270 days One year
installation
Times set forth in this Table shall run from the
date an Order is issued pursuant to this Chapter.
TABLE No. 15.44-C
SERVICE PRIORITIES AND EXTENDED TIME PERIODS
RATING OCCUPANT EXTENSION OF MINIMUM
CLASSIFICATION LOAD TIME IF WALL TIME PERIODS
ANCHORS FOR COMPLIANCE
ARE INSTALLED WITH SERVICE
OF ORDER
I Any One year 0
Highest
priority)
II 100 or more One year 60 days
100 or more One year One year
More than 50, One year One year
but less than
100
More than 19, One year One year
but less
than 51
IV Less than 20 Two years One year
Lowest
priority)
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ORD 1029 pT3 (Ìì À l TABLE NO. 15.44-D
HORIZONTAL FORCE FACTORS BASED
ON RATING CLASSIFICATION
Rating Classification IKCS
I 0.186
II 0.133
III & IV 0.100
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ORD 1029 pT3 (Ìì À l TABLE 15.44-E
HORIZONTAL FORCE FACTORS IS
FOR PARTS OR PORTIONS OF STRUCTURES
Rating Classification IS
I 1.50
II 1.00
III & IV 0.75
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ORD 1029 pT3 (Ìì À l TABLE NO. 15.44-F
HORIZONTAL FORCE FACTOR Cp" FOR PARTS OR
PORTIONS OF BUILDINGS OR OTHER STRUCTURES
Part or Portion Direction Value of
of Buildings of Force Cp
Exterior bearing and non- Normal-to flat 0.20
bearing walls; interior surface
bearing walls and
partitions; interior non-
bearing walls and
partitions over 10 feet
in height; masonry fences
over 6 feet in height.
Cantilever parapet and Normal-to-flat 1.00
other cantilever walls, surface
except retaining walls.
Exterior and interior Any direction 1.00
ornamentations and
appendages.
When connected to or a Any direction 0.20(2)(4)
part of a building:
towers, tanks, towers
and tanks plus contents,
racks over 8 feet 3 inches
in height plus contents,
chimneys, smokestacks and
penthouses.
When connected to or a Any horizontal 0.20(3)
part of a building: direction
rigidly mounted equipment
and machinery not required
for continued operation of
essential occupancies.
Tanks plus effective Any direction 0.12
contents resting on the
ground.
Floors and roofs acting In the plane 0.12(6)
as diaphragms. of the diaphragm
Prefabricated structural Any horizontal 0.30
elements, other than direction
walls, with force applied
at center of gravity of
assembly.
Connections for exterior Any direction 2.00
panels or elements.
Notes:
1) See Section 15.44.070(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 percent.
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ORD 1029 pT3 (Ìì À l 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.
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 this
Article.
TABLE NO. 15.44-G
ALLOWABLE VALUE OF WEIGHT-TRICKNESS RATIO OF
UNREINFORCED MASONRY WALLS WITH MINIMUM QUALITY MORTAR
Buildings with
Crosswalls As
Defined By
Section 15.44.030 All Other
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 15.44.030.
2/ Table No. 15.44 G is not applicable to buildings of
Rating Classification I. Walls of buildings within Rating
Classification I shall be analyzed in accordance with
Section 15.44.070.
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ORD 1029 pT3 (Ìì À l TABLE NO. 15.44-H
VALUES FOR EXISTING MATERIALS
Existing Materials or configuration ration
of Materials!' Allowable Values
1. HORIZONTAL DIAPHRAGMS
a) Roofs with straight sheathing 100 lbs. per foot
and roofing applied directly to for seismic shear.
the sheathing.
b) Roofs with diagonal sheathing 400 lbs. per foot
and roofing applied directly to for seismic shear.
the sheathing.
C) Floors with straight tongue- 150 lbs. per foot
and-groove sheathing. for seismic shear.
d) Floor with straight sheathing 300 lbs. per foot
and finished wood flooring. for seismic shear.
e) Floors with diagonal sheathing 450 lbs. per foot
and finished wood flooring. for seismic shear.
f) Floors or roofs with straight Add 50 lbs, per
sheathing and plaster applied foot to the
to the joist or rafters/ allowable values
for items 1(a) and
1(c).
2. SHEAR WALLS
Wood stud walls with lath and 100 lbs. per foot
plaster for seismic shear.
3. PLAIN CONCRETE FOOTINGS. f 1500 psi
unless otherwise
shown by tests.
4. DOUGLAS FIR WOOD Allowable stress
same as No.1 D.F 6/
5. REINFORCING STEEL ft 18,000 lbs,
Per.square inch
maximum-
6. STRUCTURAL STEEL ft 20,000 lbs.
Per square inch
4/ Material must be sound and in good condition.
5/ The wood lath and plaster must be reattached to existing
joists or rafters in a manner approved by the department.
6/ Stresses given may be increased for combinations of
loads as specified in this Chapter.
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ORD 1029 pT3 (Ìì À l TABLE NO. 15.44-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 Same as specified
directly over existing straight in Table No. 25-J
sheathing with ends of plywood of the Uniform
sheets bearing on joists or Building Code for
rafters and edges of plywood block diaphragms.
located on center of individual
sheathing boards.
2. SHEAR WALLS
a) Plywood sheathing applied Same as values
directly over existing wood specified in Table
studs. No value shall be given No. 25-K of the
to plywood applied over existing Uniform Building
plaster or wood sheathing. Code for shear
walls.
b) Drywall or plaster applied 75 percent of the
directly over existing wood studs. values specified
in Table No. 47-I.
of the Uniform
Building Code.
c) Drywall or plaster applied 33 1/3 percent of
to plywood sheathing over the values
existing wood studs. Specified in Table
No. 47-I of the
Uniform Building
Code.
3. SHEAR BOLTS
Shear bolts and shear dowels 100 percent of the
embedded a minimum of 8 inches values for plain
into unreinforced masonry walls. masonry specified
Bolt centered in a 2 1/2 inch- in Table No. 24-G.
diameter hole with dry-pack or No values larger
nonshrink ink grout around circumference than those given
of bolt or dowel.- for 3/4 inch bolts
shall be used.
4. TENSION BOLTS
Tension bolts and tension dowels 1200 lbs. per bolt
extending entirely through or dowel.
unreinforced masonry walls
secured with bearing plates on
far side of wall with at
30 square inches of area.
7/ Bolts and dowels to be tested as specified in
Section 15.44.080(f).
8/ Bolts and dowels to be 1/2-inch minimum in diameter.
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ORD 1029 pT3 (Ìì À l 5. WALL ANCHORS 15.44.090(b).l.1
a) Bolts extending to the 600 lbs. per bolt.
exterior face of the wall with
a 2 1/2 round plate under the
head. Install as specified for
shear bolts. Spaces not
than 12 inches on centers.
b) Bolts or dowels extending to 1200 lbs. per bolt
the exterior face of the wall or dowel.
with a 2 1/2-inch round place under
the head and drill at an angle of
2212 degrees to the horizontal.
Installed as specified for shear
bolts.
6. INFILLED WALLS
Reinforced masonry infilled Same as values
openings in existing unrein- specified for
forced masonry walls with unreinforced
keys or dowels to match masonry walls.
reinforcing.
7. REINFORCED MASONRY
Masonry piers and walls Same as values
reinforced per this specified in
Chapter Table No. 15.44-B.
8. REINFORCED CONCRETE
Concrete footings, walls and Same as values
piers reinforced as specified specified in
in this Chapter and designed for this Chapter.
tributary loads.
9. EXISTING FOUNDATION LOADS
Foundation loads for structures Calculated existing
exhibiting no evidence of foundation loads due
settlement. to maximum dead load
plus live load may
be increased 25
percent for dead
load, and may be
increased 50 percent
for dead load plus
seismic load required
by this Chapter.
9/ Drilling for bolts and dowels shall be done with an
electric rotary drill. Impact tolls shall not be used for
drilling holes or tightening anchor and shear bolt nuts.
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ORD 1029 pT3 (Ìì À l TABLE J
ALLOWABLE SHEAR STRESS FOR TESTED.
UNREINFORCED MASONRY WALLS
Seismic In-Plane
80 Percent of Test Average of Test Based
Results in PSI Not Results of Cores On
Less Than In Psi 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
more 67 or more 10 psi max."
SECTION 2. The City Clerk shall certify to the
adoption of this Ordinance and shall cause the same to be
published in the manner prescribed by law.
PASSED AND APPROVED this 15th day of November
1989.
ATTEST:
CITY CLERK
10! Allowable shear stress may be increased by addition of
10 percent of the axial stress due to the weight of the wall
directly above.
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ORD 1029 pT3 (Ìì À l STATE OF CALIFORNIA
COUNTY OF LOS ANGELES) SS:
CITY OF BALDWIN PARK
I, Linda L. Gair, City Clerk of the City of Baldwin Park, do
hereby certify that the foregoing Ordinance No.1029 was regularly
introduced and placed upon its first reading at a regular meeting
of the City Council on November 1, 1989. That, thereafter,
said Ordinance was duly approved and adopted at a regular meeting
of the City Council on November 15 1989 by the following vote:
AYES COUNCILMEMBERS LOWES, IZELL, MCNEILL, MAYOR KING
NOES COUNCILMEMBERS NONE
ABSENT COUNCILMEMBERS NONE
ABSTAIN: COUNCILMEMBERS NONE
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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 deputy building inspector certified to
inspect masonry or concrete. At the conclusion of
the project, the inspector shall submit a written
report to the Superintendent 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
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 parapet corrections
which were performed in accordance with of this
Code.
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
unreinforced 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.
15.44.100. Tables.
The Tables attached hereto marked TABLE No.
15.44-A through TABLE No. 15.44-J," inclusive, are made a
part of this Code by this reference, and shall apply as
provided in this Chapter.
15.44.110. Nuisance Abatement
Whenever an Order of Abatement is issued pursuant
to Section 8.08 of this Code, which Order requires recon-
struction or repair of a Building, the provisions of this
Chapter shall apply to all work of reconstruction and repair
required pursuant to such Order.
15.44.120. Effective Date of Chapter.
This Chapter shall become effective on
1989.
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