HomeMy WebLinkAbout417 - Ordinances ORDINANCE NO. 417
AN ORDINANCE OF THE CITY COUNCIL OF THE CITY OF RANCHO
CUCAMONGA, CALIFORNIA, AMENDING TITLE 15 OF THE MUNICIPAL
CODE BY ADDING CHAPTER 42 REGARDING EARTHQUAKE HAZARD
REDUCTION IN UNREINFORCED MASONRY BUILDINGS AND MAKING
FINDINGS IN SUPPORT THEREOF
A. RECITALS
(i) The Call fornia State Legislature enacted the Unreinforced
Masonry Building Law (Chapter 250, Statutes of 1986; SB547--Alquist;
Government Code Section 8875 Et. Seq.) requiring all jurisdictions in Seismic
Zone 4 to identify and develop a hazard mitigation program for all types of
potential ly hazardous buildings.
(ii) The adoption of this ordinance provides the necessary vehicle
to comply with state regulations.
(iii) The proposed ordinance and the Uniform Code for Building
Conservation are acceptable programs utilized in other cities and referenced
in the "Seismic Safety Commission's" Guide Book.
(iv) This Ordinance, while protecting the health and welfare of the
Citizens of Rancho Cucamonga, also encourages the preservation of historic
buildings as evidenced by reference to the State Historical Building Code, the
provision of incentives and by requiring additional review prior to demolition
for such buildings.
(v) A duly noticed public hearing, as required by California
Government Code, has been conducted and concluded prior to the adoption of
this ordinance.
(vi) All legal prerequisites to the adoption of this ordinance have
occurred.
B. ORDINANCE
NOW, THEREFORE, the City Council of the City of Rancho Cucamonga does
hereby find, determine, and ordain as follows:
SECTION 1: In all respects as set forth in the Recitals, Part A, of
this ordinance.
SECTION 2: This Council hereby finds and certifies that the project
has been reviewed and considered in compliance with the California Environmen-
tal Quality Act of 1970, and further, this Council hereby issues a Negative
Declaration.
SECTION 3: Title 15 of the Rancho Cucamonga Municipal Code, Entitled
Buildings and Construction, of the City Council of the City of Rancho
Cucamonga is hereby amended, provided that said amendment shall not apply to
or excuse any violation thereof occurring prior to the effective date of this
ordinance.
Ordinance No. 417
Page 2
SECTION 4: Title 15 of the Rancho Cucamonga Municipal Code is hereby
amended by adding Chapter 15.42 to read, in words and figures, as follows:
Chapter 15.42
Earthquake Hazard Reduction in Unreinforced Masonry Buildin.~s
Sections:
15.42.010 Added -- Purpose
15.42.020 Added -- Scope
15.42.030 Added -- Definitions
15.42.040 Added -- Rating Class~ fications
15.42.050 Added -- General Requirements
15.42.060 Added -- Administration
15.42.070 Added -- Historic Buildings
15.42.080 Added -- Analysis and Design
15.42.090 Added -- Materials of Construction
15.42.100 Added -- Information Required on Plans
15.42.010 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 1946. Such buildings have been widely recognized
as sustaining li fe-hazardous 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 stan-
dards. This Chapter shall not require existing electrical, plumbing, mechan-
ical or fire safety systems to be altered unless they constitute a hazard to
life or property.
This Chapter provides 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.
However, the provisions of this Chapter do not preclude the
preservation of historic buildings. In fact, preservation of historic
buildings is encouraged through the permissive use of applicable portions of
the State Historical Building Code (SHBC), established under Part 8, Title 24
of the California Administrative Code. In addition, the City will pursue
incentives to assist property owners in obtaining aid offered by Federal,
State and local agencies. These incentives are further elaborated on in
Section 15.42.070.F.
Ordinance No. 417
Page 3
15.42.020 Scope. The provisions of the Chapter shall apply to
all buildings constructed or under construction prior to 1946, or for which a
building permit was issued prior to 1946, which on the effective date of this
ordinance have unreinforced bearing walls as defined herein.
EXCEPTION: This Chapter shall not apply to detached one or two
family dwellings and detached apartment houses containing less than 5
dwell ing units and used solely for residential purposes.
15.42.030 Definitions. For purposes of this Chapter, the
applicable definitions in Sections 2302 and 2312, Uniform Building Code, 1988
Edition (UBC, 1988 Edition) and the following shall apply:
Crosswalls: Interior walls of masonry or wood frame construction
with surface finish of wood lath and plaster, minimum 1/2 inch thick
gypsum wallboard or solid horizontal wood sheathing. In order to be
considered as a cross wall within the intent of this Chapter, the
cross walls shall be spaced at not more than 40 feet apart in each
story, and shall be full story height with a minimum length of one
and one-hal f times the story height.
High Risk Building: Any building having an occupant load of 100
occupants or more as determined by Section 3302, UBC, 1988
Edition.
EXCEPTION: Buildings meeting either or both of the
following criteria need not be classified as high risk
buildings.
1. Any building having exterior walls braced with
crosswal 1 s as defined above.
2. Any building used for its intended purpose, as
determined by the Building Official, for less than 20
hours per week.
Historical Buildin.~: Any building designated as an historical
building by an appropriate Federal, or State Agency, or as a
landmark by the City Council of the City of Rancho Cucamonga,
and any building on a local, state, or national inventory of
historic resources.
Medium Risk Buildin.q: Any building having an occupant load of
more than 20, but less than 100, as determined by Section 3302,
UBC, 1988 Edition.
Low Risk Building: Any building having an occupant load of less
than 20 occupants, as determined by Section 3302, UBC, 1988
Edition.
Ordinance No. 417
Page 4
Unreinforced Masonry Bearinc~ Wall: A masonry wall having all of
the following characteristics:
1. Providing vertical support for a floor or roof.
2. Having a total superimposed load of over 100 pounds
per 1 inear foot.
3. Having reinforcing steel less than 50 percent of that
required by Section 2407(h) 4B, UBC, 1988 Edition.
15.42,040 Rating Classifications. Buildings subject to this
chapter shall be classified by the Building Official as High Risk, Medium
Risk, or Low Risk Buildings as defined herein. The total occupant load of the
entire building as determined by Section 3302, UBC, 1988 Edition, shall be
used to determine the rating classification.
EXCEPTIONS:
1. For the purpose of this Chapter, portions of buildings construc-
ted to act independently when resisting seismic forces may be
placed in separate rating classifications.
2. The Building Official may allow the use of a verified occupancy
load rather than the occupancy load specified in Section 3302,
UBC, 1988 Edition in determining the rating classification.
15.42,050 General Requirements. The owner of each building
within the scope of the Chapter 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; and 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
demo 1 i shed.
A.Service of Order. The City shall have up to 270 days in which
to serve the order as outlined in Section 15.42,060.
B. Compliance. Upon service of the Order, the owner of a building,
identified within the scope of this Chapter, shall comply with
one of the following requirements:
1. Within 270 days after the service of the order, a
structural analysis shall be submitted to the Building
Official for review. Such analysis shall demonstrate that
the building meets the minimum requirements of this
Chapter; or
Ordinance No. 417
Page 5
2. Within 270 days after the service of the order, the struc-
tural analysis and plans for the proposed structural
alterations of the building necessary to comply with the
minimum requirements of this Chapter shall be submitted; or
3. Within 270 days after the service of the order, a letter of
intention to demolish the building shall be submitted. Any
proposed demolition of a historical building, as defined in
Section 15.42,030, must first undergo landmark application
review to determine the historical merit of the structure.
In addition to review for landmark status, the Historic
Preservation Commission shall determine the need for and
required contents of a feasibility study to examine
possible alternatives to demolition which may include a
cost/benefit analysis, reconstruction alternatives, reloca-
tion feasibility or other similar analysis determined
necessary by the Commission. The study shall be completed
by a City hired consultant, but financed by the applicant,
and shall be reviewed by the Community Development Director
or his designee and reported on to the Historic Preserva-
tion Commission.
C. Building Permit. After plans or letter of intention to demolish
are submitted and approved by the Building Official, the owner
shall obtain a building permit, and commence and complete the
required construction or demolition within the time limits set
forth below. These time limits shall begin to run from the date
the order is served in accordance with Section 15.42.060 (A)
and (B).
1. The property owner shall have 1 year from the date the
order is served to obtain a building permit to complete
structural alterations or building demolition.
2. The property owner shall have a total of 3 years from date
the order is served to complete construction of any
structural alterations.
EXCEPTION: The Building Official may allow an extension of
time, for obtaining a building permit or demonstrating
compliance with this Chapter as set forth in Section 15.42,050,
of up to an additional one year, if it is demonstrated that
there is no immediate hazard to life safety and that there will
be no adverse impact upon adjacent properties. Any further
request for extensions of time shall be accomplished in the
manner set forth in Section 15.42,060.C for appeals.
Ordinance No. 417
Page 6
15.42.060 Administration.
A. Service Of Order. The Building Official shall issue an order,
as provided in Subsection (B) below, to the owner of each
building within the scope of this Chapter. Service of the order
shall not occur until such time that the City Planner and
Building Official shall determine that the incentive programs,
referenced in Section 15.42.070.F, are in place and operational,
but shall be no longer than 270 days from the date of enaction
of the Ordinance.
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 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 an informational pamphlet, as referenced in Section
15.42.070.F, which shall also include a copy of Section
15.42.050 and shal'l include alternatives and time limits for
compliance.
C. Appeal Order. The owner or person in charge or control of the
building may appeal the Building Official's determination that
the building is within the scope of this Chapter to the City
Council. Such appeal shall be filed with the Building Official
within 30 days from the service date of the order of the
Building Official. Any such appeal shall be scheduled for
hearing before the City Council, not 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 for appeal and the justification
thereof shall be stated clearly and concisely. Each appeal
shall be accompanied by a filing fee as determined by City
Council Resolution.
D. Recordation. At the time that the Building Official serves the
aforementioned order, the Building Official shall file with the
Office of the County Recorder a certificate stating that the
subject building is within the scope of Title 15, Chapter 15.42,
"Earthquake Hazard Reduction in Unreinforced Masonry Buildings"
of the Rancho Cucamonga Municipal Code. The certificate shall
also state that the owner thereof has been ordered to structur-
ally analyze the building and to structurally alter it or demo-
lish it where compliance with Chapter 15.42 is not exhibited.
Ordinance No. 417
Page 7
If the building is either demolished, found not to be within the
scope of this Chapter, or is found to be structurally capable of
resisting minimum seismic forces required by this Chapter as a
result of structural alterations or an analysis, the Building
Official 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 Title 15, Chapter 15.42--
"Earthquake Hazard Reduction in Unreinforced Masonry Buildings"
of the Rancho Cucamonga 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 Building Official pursuant to this Chapter within any of the
time 1 imits set forth in Section 15.42.050, the Building
Official shall order that the entire building be vacated and
that the building remain vacated until such order has been
complied with. If compliance with such order to vacate 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 City Council, the Building Official may order its
demolition or abatement in accordance with the provisions of the
procedure set forth in the Uniform Code for Abatement of
Dangerous Buildings as adopted by Chapter 28 of this Title.
15.42,070 Historical Buildings
A. Historic Preservation Review. Any proposal for the structural
alteration or demolition of an historical building, as defined
herein, shall require review by the Historic Preservation
Commission prior to issuance of any building or demolition
permits.
B. Scope. The Commission shall review all plans, proposed
structural revisions and demol itions for preservation of
historic character, quality of design and aesthetic
considerations, review fee waiver requests and demolition
feasibility studies and, make recommendations to the City
Council regarding potential designation.
C. Additional Information. Additional architectural elevations and
details may be requested in order to provide clarification in
review of the proposed revisions.
D. General. The standards and procedures established by this
Chapter shall apply in all respects to an historical building
except that as a means to preserve original architectural
elements and facilitate restoration, an historical building may,
in addition, comply with the special provisions set forth in
this Section.
Ordinance No. 417
Page 8
E. Unburned Clay Masonry or Adobe. Existing or re-erected walls of
adobe construction shall conform to the following:
1. Unreinforced adobe masonry walls shall not exceed a height
or length to thickness ratio of 5, for exterior bearing
walls and must be provided with a reinforced bond beam at
the top, interconnecting all walls. The bond beam shall
have a minimum depth of 6 inches. The bond beam may have a
width equal to the width of wall less 8 inches, provided
the resulting width is not less than 8 inches. Minimum
wall thickness shall be 18 inches for exterior bearing
walls and 10 inches for adobe partitions.
2. Foundation footings shall be reinforced concrete under
newly reconstructed walls and shall be not less than 50
percent wider than the wall above, soil conditions
permitting.
3. New or existing unstabilized brick and adobe brick masonry
shall have an average compressive strength of 225 pounds
per square inch when tested in accordance with ASTM desig-
nation C67. One sample out of five may have a compressive
strength of not less than 188 pounds per square inch.
Unstabilized brick may be used where existing bricks are
unstabilized and where the building is not susceptible to
·
flooding conditions or direct exposure. Adobe may be
allowed a maximum value of 3 pounds per square inch for
shear with no increase for lateral forces.
4. Mortar may be of the same soil composition and stabili-
zation as the brick in 1 ieu of cement mortar.
5. Nominal tension stresses due to seismic forces normal to
the wall may be neglected if the wall meet thicknesses
requirements and shear values allowed by this subsection.
6. Allowable stresses for archaic materials not specified in
the UBC, 1988 Edition, shall be based on substantiating
research data or engineering judgement subject to the
Building Official's approval.
7. Alternative materials, design or methods of construction
may be considered as set forth in Section 105 of the
Uniform Building Code, 1988 Edition. In addition, when a
request for an alternative proposed design, material or
method of construction is being considered, the Building
Official may file written request for opinion to the State
Historical Building Code Advisory Board for its considera-
tion, advice or findings in accordance with the SHBC.
Oridnance No. 417
Page 9
F. Incentives. In order to encourage the preservation of historic
structures, the following incentive programs are to be explored
and information made available to property owners with buildings
subject to the provisions of this Chapter. This list does not
preclude the use of alternatives not identified here.
1. The Planning Division shall develop an informational pam-
phlet, which shall be sent to property owners of buildings
identified subject to the provisions of this Chapter, which
shall be mailed concurrently with the order specified in
Section 15.42,060.A. The pamphlet shall explain the basic
provisions of SB 547 and this Ordinance and shall outline
the various options and incentives available to property
owners including financial assistance and design consulta-
tion.
2. The City shall provide funds which may be used toward
design consultation for owners of historic structures. The
City has funds which may be available for this use through
the Community Development Block Grant (CDBG) program and
through the Historic Preservation section of the Planning
Division budget. Within 6 months from the effective date
the Ordinance, program guidelines shall be developed for
use of these funds.
3. As a majority of the historic unreinforced masonry build-
ings are within the Redevelopment Project Area, available
funds may be used toward historic rehabilitation.
4. The City shall investigate the possibility for setting up a
local loan program for Seismic rehabilitation as referenced
in the California Health & Safety Code Sections 55000
through 55009. An analysis and determination of the feasi-
bility for setting up the program shall be made within 6
months from the date of enaction of the Ordinance. If it
is determined that a program is to be developed, then the
criteria, guidelines and enabling legislation shall be
developed within 270 days from the effective date of the
Ordinance.
5. Upon request, the City shall provide information about the
Mills Act to owners of historical buildings. The Mills Act
allows property tax benefits in exchange for preservation
of a building.
6. The Historic Preservation Commission may recommend to the
City Council waiving applicable building permit, plan
check, design review, land use and landmark alteration fees
for historic structures which are designated local land-
marks, or for those structures determined to be significant
Ordinance No. 417
Page 10
through the landmark review process. In review of the
request, the Historic Preservation Commission shall give
consideration to the architectural and historical merit of
the proposed seismic retrofit and/or structural alteration.
7. Additional financing may be available through State and
Federal agencies and may include:
a. Tax credits for rehabilitation which are available
under the 1986 Tax Act. To be eligible for the higher
20% historic building tax credits, the construction
documents must be approved by the State Hi storic
Preservation Office and National Park Service.
b. Funding for Seismic retrofit may also be available
through the Small Business Administration (SBA), and
may be used for engineering, planning, permits and
construction costs. Borrowers shall include
businesses that meet the agency's size standard and
el igibil ity requirements.
15.42.080 Analysis and Desi~qn.
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 accor-
dance with the following equation:
V=ZI~(CSW (FORMULA III-1 )
The value of KCS need not exceed the values set forth in
Table No. III-A (Exhibit "A" attached) based on the seismic zone
as determined by the Building Code. The value of Z shall be the
value specified in Table No. III-B (Exhibit "A"). The I factor
shall be as specified in Table No. III-C (Exhibit "A"). The
value of W shall be as set forth in the Building Code, 1988
Edition.
B. Lateral Forces on Elements of Structures. Parts or portions of
structures shall be analyzed and designed for lateral loads in
accordance with Subsection (A) above and Chapter 23, UBC, 1988
Edition, but not less than the value from the following
equation:
Fp=ZICp SWp (FORMULA III-2)
Ordinance No. 417
Page 11
For the provisions of this Subsection, the product of IS need
not exceed the values as set forth in Table No. III-D (Exhibit
"A"). The value of C need not exceed the values as set forth
in Table No. III-M ~
· ( xhibit "G" attached). The value of W
shall be as set forth in the Uniform Building Code, 198~
Edition.
EXCEPTION: Unreinforced masonry walls may be analyzed in
accordance with Section 15.42.090.
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 the
Code, 1988 Edition and the equation F :ZICp
Uniform Build~gas modified by Table No. III-D (Exhibit "A")
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 the UBC, 1988 Edition, unless speci-
fically provided for in this Chapter.
E. Required Analysis. Except as modified below, the analysis and
design relating to the structural alteration of existing struc-
tures within the scope of this Chapter shall be in accordance
with the analysis specified in Chapter 23, UBC, 1988 Edition.
1. 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.
2. Positive Connections. All parts, portions or elements of
the structure shall be interconnected by positive means.
F. Analysis Procedure. Stresses in materials and existing con-
struction utilized to transfer seismic forces from the ground to
parts or portions of the structure shall conform to those per-
mitted by the UBC, 1988 Edition, and those materials and types
of construction specified in Section 15.42.090.
Materials and connectors used for interconnection of parts and
portions of the structure shall conform to the UBC, 1988
Edition.
Except as modified herein, unreinforced masonry walls shall be
analyzed as specified in Sections 2416, 2418, and 2419 of the
UBC, 1988 Edition, to withstand all vertical loads as specified
in Chapter 23, UBC, 1988 Edition, in addition to the seismic
forces required by this Chapter.
Ordinance No. 417
Page 12
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 or replaced.
EXCEPTIONS:
1. Unreinforced masonry walls may be analyzed in
accordance with Section 15.42,090.
2. Unreinforced masonry walls which carry no design loads
other than its own weight may be considered as veneer
if they are adequately anchored to new supporting
el ements.
3. The 50 percent increase in the seismic force factor
for shear walls as specified in Table No. 24-H of the
UBC, 1988 Edition, may be omitted in the computation
of seismic loads to existing shear walls.
G. Combination of Vertical and Seismic Forces. 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 Section 104(b) of the UBC, 1988
Edition, except as follows: -
1. Stresses in existing lateral force resisting elements due
to a combination of dead loads plus live loads plus seismic
loads may be increased 100 percent over allowable working
stresses specified in the Uniform Code, 1988 Edition,
however, shall not exceed those permitted by
Section 15.42,090.
2. Stresses in members due only to seismic and dead loads
shall not exceed the values permitted by Section 2303(d) of
the UBC, 1988 Edition.
3. Calculated tensile fiber stress may be reduced by the full
direct stress due to vertical dead loads.
15.42,090 Materials of Construction. All materials permitted by
the UBC, 1988 Edition, including their appropriate allowable stresses and
existing configurations of materials specified here in may be utilized to meet
the requirements of this Chapter.
A. Existing Materials. In addition to the materials permitted by
the Uniform Building Code existing configurations of materials
specified in this section may be utilized as outlined below.
Ordinance No. 417
Page 13
1. Unreinforced Masonry Walls.
a. 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 specified in
Section 2312(b) of the UBC, 1988 Edition.
b. 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's. III-F (E (Exhibit "E"
attached).
c. If the wall height-thickness ratio exceeds the
specified 1 imits, the wall may be supported by
vertical bracing members designed in accordance with
Section 15.42.080. The deflection of such bracing
member at design loads shall not exceed one-tenth of
the wal 1 thickness.
EXCEPTION: The wall may be supported by flexible
vertical bracing members designed in accordance with
Section 15.42.080 (B) if the deflection at design
loads is not less than one-quarter nor more than one-
third of the wall thickness.
A11 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.
d. 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.
e. A11 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.
i. All masonry quality shall equal or exceed the
minimum standards established here in or shall be
removed and replaced by new materials. Alternate
Ordinance No. 417
Page 14
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 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 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 of all such tests and their location in
the building shall be submitted to the Building
Official for approval as part of the structural
analysis.
ii. The minimum number of tests shall be two per wall
or I ine of wall elements resisting a common
force, or I 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 building, subject to approval of the Building
Official.
iii. 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
Ordinance No. 417
Page 15
joints and shall be that at which movement of the
brick is first observed.
iv. 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 speci-
mens cannot be made from cores taken then the
shear value shall be reported as zero.
2. Existing material configurations including wood shear
walls utilized in said configurations 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. III-G (Exhibit "C"
attached).
B. 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 configura-
tions provided that the stresses do not exceed the values shown
in Table No. III-H (Exhibit "D" attached).
C. Alternate Materials. Alternate materials, designs and methods
of construction may be approved by the Building Official in
accordance with the provisions of Section 105, UBC, 1988
Edition.
D. 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" 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.
Ordinance No. 417
Page 16
G. Determination of Allowable Stresses for Design Methods Based on
Test Results. Allowable stresses for design methods based on
test results shall be as follows:
1. Design seismic in-plane shear stresses shall be substanti-
ated by tests performed as specified in Section 15.42.090.
Design stresses shall be related to test results obtained
in accordance with Table No. III-I (Exhibit "E").
Intermediate values between 3 and 10 psi may be
interpolated.
2. Compression stresses for unreinforced masonry having a
minimum design shear value of 3 PSI shall not exceed 100
PSI.
3. Design tension values for unreinforced masonry shall not be
permitted.
H. Anchor Tests. 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 parallel to the wall. The test apparatus shall be sup-
ported 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 record-
ing elongation. The tension test load reported shall be record-
ed at one-eighth inch relative movement of the anchor and the
adjacent masonry surface. Results of all tests shall be report-
ed. The report shall include the test results as related to the
wall thickness and joint orientation. The allowable resistance
value of the existing anchors shall be forty percent of the
average of those tested anchors having the same wall thickness
and joist orientation.
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 twenty percent of the average
of the ultimate loads.
15.42.100 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 determine and
include the information required by this Section on the approved
plans as follows.
Ordinance No. 417
Page 17
1. All unreinforced masonry walls shall be anchored at the
roof level by tension bolts through the wall as specified
in Table No. III-H (Exhibit "D"), 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 a 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 Section 15.42.090 (H).
When access to the exterior face of the masonry wall is
prevented by proximity of an existing building, wall
anchors conforming to 5 and 6 in Table No. III-H (Exhibit
"D") may be used.
Alternative devices to be used in lieu of tension bolts for
masonry wall anchorage shall be tested as specified in
Section 15.42,090 (I).
2. Diaphragm chord stresses of horizontal diaphragms shall be
developed in existing materials or by addition of new
material s.
3. Where trusses and beams other than rafters or joists are
supported on masonry, ledgers or columns shall be installed
to support vertical loads.
4. 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.
5. All deteriorated mortar joints in unreinforced masonry
walls shall be pointed with type S or N mortar (Masonry
cements shall not be used). Prior to any pointing, the
wall surface must be raked and cleaned to remove loose and
deteriorated mortar. All preparation and pointing shall be
done under the continuous inspection of a Registered Deputy
Building Inspector certi fled to inspect masonry or
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.
6. Repair details shall be provided for any cracked or damaged
unreinforced masonry wall required to resist forces speci-
fied in this Chapter.
Ordinance No. 417
Page 18
7. The type and dimensions of existing walls and the size and
spacing of existing floor and roof members.
8. The extent and type of existing wall anchorage to floors
and roof.
9. Accurately dimensioned floor plans and masonry wall
elevations showing dimensioned openings, piers, wall
thickness and heights.
10. The location of cracks or damaged portions of unreinforced
masonry walls requiring repairs.
11. The type of interior wall and ceiling surfaces and if
reinstailing or anchoring of ceiling plaster is necessary.
12. The general condition of the mortar joints and if the
joints need pointing.
SECTION 5. The Mayor shall sign this Ordinance and the City Clerk
shall cause the same to be published within fifteen (15) days after its
passage at least once in The Daily Report, a newspaper of general circulation
published in the City of Ontario, California, and circulated in the City of
Rancho Cucamonga, California.
PASSED, APPROVED, and ADOPTED this 21st day of March, 1990.
AYES: Alexander, Brown, Buquet, Stout
NOES: None
ABSENT: Wright ~
)ennis L. Stout, Mayor
ATT E ST:
~'~d C t
B'e~3ra . 'an~/, i y e~
Ordinance No. 417
Page 19
I, DEBRA J. ADAMS, CITY CLERK of the City of Rancho Cucamonga, California,
do hereby certify that the foregoing Ordinance was introduced at a regular
meeting of the Council of the City of Rancho Cucamonga held on the 7th day of
March, 1990, and was finally passed at a regular meeting of the City Council
of the City of Rancho Cucamonga held on the 21st day of March, 1990.
Executed this 22nd day of March, 1990 at Rancho Cucamonga, California.
[~abra'J. ~'d~, City Ll'e'rk ~
Ordinance No. 417
T=~I~I-,~ III-A Page 20
FORCE F~~ ~~
~C~~ ~
E~HIBIT "A"
~e~ter ~ 1OO O. 1~
TABIX Frr-B
Z FACTOR
9ZISMIC ZON'~ Is,ACTOR
ZONE 4
l FACTOR
OCCUPANCY" FAL"TOR
All Bu~dings (High. Medium & Low Risk) 1.0
TABLE rrr. D
HORIZONTAL FORC~ FACTORS "18"
FOR PARTS OR PORTIONS Ole STRUCTURES
RATING C~CATION
High Risk Buildin~ 1.00
Medium &Low Risk BuildinSs .75
TABI~ rrt. E
RBGULATBD ELEMENTS
BU1LDINO ELBMENT ~alMlC ZONE ·
Walls: h/t Ratio x
Tension bolts (bending) x
In-plane shear x
Parapets x
Floors tnd Roofs:
Diaphragm stress and x
dlBphra~n chords
Ordinance No.
Page 21
EXHIBIT "B"
TABLE rn-F
ALLOWABLE VALUE OF KEIGRT-THICKNESS RATIO
OF UNI~EI~JIe~RCED MASONRY WALLS WITH MvNIMUM
QUALITY MORTAR 1.2
BUILDING8 WITH CROMWALF~ ALL OI'B:I:R
AS DgF!I~D Fr SEC. 15.42.0oo BUILDINGS
Walls of
One Story Buildings 16 13
First Story Wall of
Multi-Story Buildings 16 15
Walls in Top Story of 14
Multi-Story Buildings 9
All Other Walls 16 13
Minimum quality mortar shall be deternamed by laboratory testing in accordance
with Section 15.42.090(e).
Table III-G is not applicable to buildings of rating classification I. Wane d trailclingS
I
within rating cLt~caUon shall be analyzed in accordance with Section 15.42.080(fi.
Ordinance No. 4t7
Page 22
EXHIBIT 'C"
TABLE BX-G
VALUES FOR EXISTING MATER/AL8
NEW ~ OR CONlrlGURATXON OF AL/,OWAN, Z
MATERIA/~ ~ VALUZ,~
1. HORIZONTAL DIAPHRAGMS
a. Roofs with strm/ght sheathing and roofing 100 De. / R. for
applied directly to the sheathing. seismic shear.
b. Roofs with diagona/sheathing and roofing 400 Rs. / ft. for
applied directly to the sheathln& seismic shear.
c Fieors with straight tongue and groove 1,50 lbs. / ft. for
sheathtrig. seismic shear.
d. Floors with straight sheathing and autahed 300 INs. / rc for
wood flooring. seismic shemr.
e. Floors with dJagons/sheathing and finished 450 D:s. / fi:. for
wood floortrig. seismic shear.
f. Floors or roofs with straight shes~t]~. and Acid 50 lbs. / it. to
plaster applied to the Jotst or rmlrt the =nowable
values for items
la.&c.
2. SHEAR Wax z _q 100 Ibs. / R. ~
sldeforsetsmlc
a. Wood stud walls with lath and plaster. shear.
3. PLAIN CONCRE~ FOOTINGS f · 1500 psi
unless otherwide
4. DOUGIA~ FIR WOOD Allowsblestress
smme ss #1 D.F.s
5. REINFORCING ~ R · 18,(X)0 ~s../s
si, 'xmaxlmnm
sq, ' msxlmusn3
MateUl must be sound and in good condition.
2 'lee wood hth and pisster must be rmttached to eslsting J~lsts w raftas
in a msxm~ aVproved by the Buildtn~ O~k~al.
F a c,I e 2:3
EXHIBIT "D"
TABr-~- III-H
AX,LOWABLE VALtrES OF NEW MATERIAL~ USED
IN CONJIJNCTION WITH EXISTING CONSTRUCTION
L. HORIZONTAL DIAPHRAGMS
P|y-w~xl aheatl-Ltr~ applied ~tly over ~ ~me
s~l~ht eh~ ~th ends of pl~ood share Table
.~. SH~
a. Pl~ sheathrag applied d~tly over ~ ~me u ~u~
w~ studs. No value shall '~e ~ven to pl~ sp~ ~ ~C.
appa~ over ~st~ plaster or w~d shea~g. '~ ~.. Tab~ 2~K
for sh~ has.
b. D~ ~ or plaster applied d~tly over ~ 75~ of ~ v~ues
~ e~ds. sp~ffi~ m ~C.
'88 ~., Table ~47-I.
c. D~ wd or plaster appll~ to pl~o~ shea~ ~ 1/3~
over ~g wo~ studs. v~ue
~. '~ ~., Table
e47-I.
3. S~ BOL~
Sh~ ~1~ & do~ls embedded a ~. of 8' mto 1~ of ~e ~ue
u~o~ed m~ w~s. Bolt cent~ m a 2 for pl~
-1/2' ~eter hole ~ d~-pack or non-e~ ep~ m ~C,
~ut ~d c~emnce of bolt or doll.Ls '~ ~., Te~
~4-G. No ~u~
~er ~ thor
nfor 3/4' ~lts
4. ~NSION BOLTS
Te~ ~lts a dowels ~en~ en~ ~ 12~ ~, ~ ~lt
~1~ ~e~ ~ ~e ~e~ ~e ~ ~e ~ ~ ~ l~ ~ ~lt.
12" on ~t~. 1.2.3
6. ~l~ or do~ ~en~ to ~e ~e~r f~ of 12~ ~ ~ ~lt or
~e ~ M~ a 2-1/2" m~ plate ~d~ ~ ~ d~el.
7. X~ED ~
~o~ed ~~ ~ ~ ~ or dais to sp~ for
retch ~orc~.
9. ~~
mbuC~ ~ M.
e~de~e ~ ~e~nt. Lo~
~n~ ~ for
2 ~ltm a~ do~ls to ~ 1/2 ~h m~ m ~~.
3 D~l~ for ~ltm and d~lm m~ ~ donw ~t ~ el~ ~ ~l.
Impact t~ sh~ not ~ um for d~l~ holu or ~t2~ ~hor and
Ordinance No. 417
Page 24
EXHIBIT "E"
TABLE HI-I
,ArrOWABLE SHF.,AR STRE88 FOR TES~D
UNREDllrORCED MASONRY WALLS
80~ OF TEST RE~I~,TS AVERAGE TEar RE~3LT~ ~'/SanC ~'~
~N~~~ ~~~ ~~ON
~ plus ~ s~ ~ 3 ~*
~ pl~ ~ s~ 27 4 ~*
~ plus ~ s~ ~ 5 ~*
100 plus ~ s~ ~
more 67 ~ ~ 10 ~ ~
*~le ~ s~s my be ~ by ad~m of 1~ ~ ~ ~ s~ due
to ~e wei~t of ~e w~ ~ a~e.
TABLE HI-J: TIME ~ FOR COMPL/ANCE
RXgtru~D CO!~fEIK~ COMPIZrZ
ACTION BY OBTAIN B~H,DING
OWNEIt TO P!:RMIT WITHIN CONSIItlEIlON CO~II1tlEIION
WITm'M
Complete
Structural
Alterations or
Building
Demolition I year 180 dayss 2 yesrs
Wall Anchor
Installation 180 days
*Measured from date of ~ permit issusnce.
Ordinance No. 417
Page 25
EXHIBIT "F"
TABLE rrt-K
SERVICE PRIORITIES AND EXTENDED TIME PROVISIONS
RATIlqG OCCUPANT MINIMUM EXTENS/G8 (W
CLASS/~ICATION LOAD TIME PElt/ODe TIME AiPrER WALL
It~ItS/R~.(:Z AN(2OitS~
(t ~ INSTALLED
High l~sk Building 100 or more 270 dsp 180 clays
Medium P, tsk More than 20 270 chys 180 days
Bu~dlng but less than
100
Low Risk Building Less than 20 270 days 1 year
· Measured from the effective date of this artide,
TABLE HI-L: HORIZONTAL FORCE FACTORB
BASED ON RATING CIASSIlqCATION
RATING CLASSWICATION IKC2
High Risk Building 0.133
Medium/Low lqlsk Buildings 0.100
Ordinance No. ~17
Page 25
EXHIBIT "G"
TABLE m-M: HOI~r~ONTAL FORCE FACTOR "Cp"
FOR PARTS OR PORTIONS OF
BUILDINGS OR OTHER STRUCTURES x
PART OR PORTION OF BUILDING D/RECTION
OF FORCE VALUE OF C p
Exterior bearing & non-bearing walls.
interior bearing wails & partiUons,
interior non-bearing walls & partitions
over 10' in height, masonry fences over 6' Normal to
In height. Flat Surface 0.20
Cantilever parapet &other cantfiever No~u.~l to
walls. except retaining walls. FIat Surface 1.00
Exterior & interior ornamentations and
appendages. Any direction 1.00
When connected to or part of a buffcling:
towers, tanks, towex-s & tanks + contents
racks over 8'3" in height ~ contents,
chimneys, smokestacks, and
penthouses. Any direction 0.20
When connec:ed to or part of a bu/ldlng:
Rigid and rigidly mounted equipment
and machinery not required for
cont. trlued operation of essential Any Horizontal
occupancies. 5 Direction 0.20 3
Tanks + ei~ective contents resting on
ground. Any direction 0.12
Floors and roofs acting as diaphragms. In the plane of
the diaphra~n 0. 12 ·
Prefabricated structural elements, other
than w~tl$, with force applied at center Any Horizontal
of gravity of a~sembly. Direction 0.30
Connection-s for exterior panels or
elements. Any direction 2.0
See Section 15.42.080Co| for use of Cp
When located in the upper portion of any building with a ratio of 5 to I or
greater the value shall be increased by 50%.
For flexible and fiexlbly mounted equipment and machinery, the appropriate
values for C~ shall be d~,tm~nined with consideration given to beth the
dynamic l~gpm, tl~$ of the equipment and machinery, and to the building or
structux~ in which it is placed.
The W fro' _$~$mge racks shall be the weight of the racks plus contents. The
value of fw rae, k~ over two storage support levels in height shall be 0. 16 for
the lev~lsC~ the top two levels.
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
ru~ting the anchorage forces (see also Section 23 13 (k], UBC, '8~ Ed.).
Floor and roofs acting as diaphragms shall be designed for · mintmum force
r~ulting from · Cpof .12 applied to W unle$$· Feater force results from the
distribution of lateral force in accordance with Section 23 12 (e), IJBC, '88 Ed.
Ordinance No. 417
Page 27
EXHIBIT "H"
Glossary of Symbols and Notations
C = Numerical Coefficient as specified in Section 2312(d), UBC,
1988 Edition.
Cp = Numerical Coefficient as specified in Section 2312(g) and as set
forth in Table ,No. 23-j, UBC, 1988 Edition.
I) = The dimension of the structure, in feet, in a direction parallel to
the applied forces.
f~ = Specified compresslye strength of concrete, psi.
Fp = Lateral forces on a part of the structure and in the direction under
consi dera tion.
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. III-C.
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 Section 2302, UBC, 1988 Edition,
including the partition loading specified in Section 2304(d) therein
where appl icable.
Wp = The weight of a portion of a structure or nonstructural component.
Z : Numerical Coefficient for locations in Zone 4, Z:I.