O2445City Council Meeting 11 -12 -2013 Santa Monica, California
ORDINANCE NUMBER 2445 (CCS)
(City Council Series)
AN ORDINANCE OF THE CITY COUNCIL OF THE CITY OF SANTA MONICA
AMENDING ARTICLE VIII OF THE SANTA MONICA MUNICIPAL CODE BY
ADOPTING THE CALIFORNIA BUILDING STANDARDS CODE
AND THE SANTA MONICA LOCAL AMENDMENTS
TO THE CALIFORNIA BUILDING STANDARDS CODE
WHEREAS, Health and Safety Code Section 18938 provides that the triennial
edition of the California Building Standards Code establishes building standards for all
occupancies throughout the State and requires that these standards incorporate the
latest editions of the Technical Codes with necessary California amendments; and
WHEREAS, on July 1, 2013, the State Building Standards Commission approved
and published the 2013 edition of the California Building Standards Code which
incorporated the various editions of the Technical Codes by reference with necessary
California amendments; and
WHEREAS, Health and Safety Code Sections 18938 and 17958 make the
California Building Standards Code applicable to all cities and counties throughout
California, including the City of Santa Monica, 180 days after publication by the State
Building Standards Commission, which is January 1, 2014; and
WHEREAS, Health and Safety Code Section 18941.5 provides that the City may
establish more restrictive building standards if they are reasonably necessary due to
local climatic, geological or topographical conditions; and
WHEREAS, the City Council has considered the 2013 edition of the California
Building Standards Code, which incorporates by reference the various editions of the
Technical Codes, and all of the referenced standards, tables, matrices and appendices
of each of these codes therein; and
WHEREAS, based upon the findings contained in the Resolution adopted
concurrently with this Ordinance, the City Council has found that certain modifications
and additions to the California Building Standards Code are reasonably necessary
based upon local climatic, geological and topographical conditions.
NOW, THEREFORE, THE CITY COUNCIL OF THE CITY OF SANTA MONICA
DOES ORDAIN AS FOLLOWS:
SECTION 1. Section 8.04.010 of the Santa Monica Municipal Code is hereby
amended to read as follows:
8.04.010 Criminal sanctions.
(a) No person shall erect, construct, enlarge, alter, repair, move, remove,
improve, convert, demolish, occupy, equip, use or maintain any building or structure,
mobile home or trailer, or fixture attached thereto, or commence or perform any grading,
or import or export any earth materials to or from any site, in violation of any condition,
provision or regulation contained in Article VIII of the Municipal Code.
Any person violating Article VIII of the Municipal Code shall be guilty of an
infraction, which shall be punishable by a fine not exceeding two hundred fifty dollars, or
a misdemeanor, which shall be punishable by a fine not exceeding one thousand dollars
per violation, or by imprisonment in the County Jail for a period not exceeding six
months, or by both such fine and imprisonment.
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Any person convicted of violating any provision of this Article shall be ordered to
reimburse the City its full investigative costs.
(b) Continuing Prosecution. Amendments to this Article VIII shall not in any
manner affect the prosecution for violations thereof, which violations were committed
prior to the effective date of the ordinance adopting the amendment to this Article VIII
and shall not affect any prosecution or action which may be pending in any court for the
violation of any of the provisions thereof. As to any such violation or as to any such
prosecution or pending prosecution or action, the provisions of this Article VIII in effect
prior to the adoption of the ordinance adopting the amendment shall be deemed to
continue and be in full force and effect.
(c) Restatements of Existing Law. The provisions of this Article VIII, insofar as
they are substantially the same as the provisions in effect prior to the adoption of the
ordinance adopting any amendment of this Article VIII, shall be construed as
restatements and continuations and not as new enactments.
(d) Creation and Enforcement of Local Laws. The provisions of Article VIII are
adopted pursuant to Article XI, Sections 5 and 7 of the California Constitution, in
addition to the authority contained in the Health and Safety Code, and are adopted to
protect the public health, safety and welfare of the City.
(e) Legislative Intent. The preamble to the ordinance adopting the Chapters in
Article VIII, and the Resolution adopted by the City Council concurrently therewith,
should be consulted for further findings, background and legislative history.
SECTION 2. Section 8.08.020 of the Santa Monica Municipal Code is hereby
amended to read as follows:
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8.08.020 Definitions.
For the purpose of this Chapter, certain terms, phrases, words and their
derivatives shall be construed as specified in this Section. Where terms are not defined,
they shall have their ordinarily accepted meanings within the context with which they are
used.
Addition is an extension or increase in floor area or height of a building or
structure.
Alter or Alteration is a change or modification in construction or building service
equipment.
Approved, as to materials, types of construction, equipment and systems, refers
to approval by the Building Officer as the result of investigation and tests conducted by
the Building Officer, or by reason of accepted principles or tests by recognized
authorities, technical or scientific organizations.
Approved Agency is an established and recognized agency regularly engaged
in conducting tests or furnishing inspection services, when the agency has been
approved by the Building Officer.
Building is a structure used or intended for supporting or sheltering a use or
occupancy.
Building Code is the Building Code of the City of Santa Monica.
Building, Existing is a building for which a legal building permit has been
issued.
Building Officer is the Building Officer of the City of Santa Monica appointed
pursuant to Article VII of the City Charter, or his or her regularly authorized deputy.
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Building Service Equipment is the plumbing, mechanical, electrical, elevator
equipment or other services that are essential to the occupancy of a building or
structure for its designated use.
noted.
Code and this Code is the Santa Monica Municipal Code, unless otherwise
Electrical Code is the Electrical Code of the City of Santa Monica.
Energy Code is the Energy Code of the City of Santa Monica.
Green Building Code is the Green Building Standards Code of the City of Santa
Monica.
Jurisdiction, as used in this Code, is the City of Santa Monica.
Listed and Listing are terms referring to equipment and materials included in a
list published by an approved testing laboratory, inspection agency, or other
organization concerned with product evaluation that maintains periodic inspection of
current productions of listed equipment or materials. The published list shall state that
the material or equipment complies with approved nationally recognized codes,
standards or tests and has been tested or evaluated and found suitable for use in a
specified manner.
Mechanical Code is the Mechanical Code of the City of Santa Monica.
Occupancy is the purpose for which a building, or part thereof, is used or
intended to be used.
Owner is any person, agent, firm or corporation having a legal or equitable
interest in the property.
Permit is an official document or certificate issued by the Building Officer
authorizing performance of a specified activity.
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Person is a natural person, heirs, executors, administrators or assigns, and also
includes a firm, partnership or corporation, its or their successors or assigns, or the
agent of any of the aforesaid.
Plumbing Code is the Plumbing Code of the City of Santa Monica.
Repair is the reconstruction or renewal of any part of an existing building,
structure or building service equipment for the purpose of its maintenance.
Residential Code is the Residential Code of the City of Santa Monica.
Shall, as used in this Code, is mandatory.
Structural Observation means the visual observation of the structural system,
for general conformance to the approved plans and specifications, at significant
construction stages and at completion of the structural system.
Structure is that which is built or constructed, an edifice or building of any kind,
or any piece of work artificially built up or composed of parts joined together in some
definite manner.
Technical Codes refer to those codes adopted by this jurisdiction containing the
provisions for design, construction, alteration, addition, repair, removal, demolition, use,
location, occupancy and maintenance of buildings and structures and building service
equipment as herein defined.
Valuation is the estimated fair market value of the cost of all construction, work
for which the permit is issued as determined by the Building Officer. To determine the
valuation, the Building Officer may use the most current building valuation table
published by the International Code Council, the mean of three responsible bids from
properly licensed contractors or any other commonly accepted method to estimate
construction costs.
SECTION 3. Section 8.08.030 of the Santa Monica Municipal Code is hereby
amended to read as follows:
8.08.030 Powers and duties of the Building Officer.
(a) General. The Building Officer is hereby authorized and directed to enforce
all the provisions of Article VIII of this Code and the referenced Technical Codes. For
such purposes, the Building Officer and authorized deputies shall have the powers of a
law enforcement officer.
The Building Officer shall have charge of the supervision and inspection of the
construction of all buildings and structures within the City and shall have power and be
required to:
(1) Examine building plans in order to determine conformity with State laws
and ordinances and issue building permits in connection therewith; and
(2) Enforce the laws and ordinances regulating the construction and
maintenance of buildings and other structures.
(b) Mobile Home Parks. The Building Officer is hereby authorized and
directed to enforce the provisions of the Mobile Home Parks Act, Division 2.1, Part 13 of
the Health and Safety Code and Title 25 California Code of Regulations and shall have
authority to promulgate and /or adopt administrative regulations governing the appeal of
orders, decisions and determinations of the Building Officer for matters related to such
enforcement.
(c) Deputies. The Building Officer may appoint such number of technical
officers and inspectors and other employees as shall be authorized from time to time.
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The Building Officer may deputize such inspectors or employees as may be necessary
to carry out the functions of this Chapter. In post disaster events, the Building Officer
may deputize private citizens who are qualified to provide damage assessment of
buildings and structures on behalf of the City.
(d) Rules and Interpretations. The Building Officer shall have the power to
render interpretations, and to adopt and enforce supplemental rules and regulations as
may be deemed necessary to clarify the application of the provisions of this Chapter
and the referenced Technical Codes. Such interpretations, rules and regulations shall
be in conformity with the intent and purpose of this Chapter and the referenced
Technical Codes.
(e) Right of Entry. When necessary to make an inspection to enforce any of
the provisions of this Chapter and the Technical Codes, or when the Building Officer
has reasonable cause to believe that there exists in any building or upon a premises a
condition which is contrary to or in violation of this Code, which makes the building or
premises unsafe, dangerous or hazardous, the Building Officer may enter the building
or premises at all reasonable times to inspect onto perform the duties imposed by this
Code. The Building Officer shall have recourse to all remedies provided by law to
secure entry.
(f) Orders to Stop Construction Work. When work is being done contrary
to any permit, to the provisions of the Technical Codes or ordinance implemented
through the enforcement of this Code, or other pertinent Federal, State or local
ordinances and regulations, the Building Officer, or any subordinate authorized to act on
behalf of the Building Officer, may order the work stopped by notice in writing on
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persons engaged in the doing or causing such work to be done. Any person in receipt of
such notice shall immediately comply with the stop work order.
(g) Suspension or Revocation of Permits or Certificate of Occupancy.
The Building Officer may, in writing, suspend or revoke a permit or Certificate of
Occupancy issued under the provisions of this Chapter whenever the permit or
Certificate of Occupancy has been issued in error, on the basis of incorrect information
supplied, without the payment of the required fees, or in violation of any Federal, State
or local ordinances or regulations.
Local ordinances and regulations include but shall not be limited to:
(1) Any provision of the approved plans, Technical Codes or any other
provision of the City's Municipal Code, which is applicable to the work, including but not
limited to exterior noise standards and permitted hours of operation pursuant to
Sections 4.12.130 and 4.12.140 of the Municipal Code;
(2) Any condition of City permit approval, including but not limited to, planning
and zoning requirements, required construction mitigation measures for occupied
buildings and adjacent properties and tenant protection during construction;
(3) Safety standards for onsite use or occupancy, adjacent properties or the
public way, as determined by the Building Officer;
(4) Any administrative citations and compliance orders including the payment
of any fines or penalties;
(5) Any air or water quality standards, including but not limited to asbestos
contamination;
(6) Any required license, security or insurance related to the work.
(h) Discontinue Use. When a building or structure or building service
equipment therein regulated by this Code and the Technical Codes is being used
contrary to the provisions of such codes, the Building Officer may order such use
discontinued by written notice served on any person causing such use to be continued.
Such person shall discontinue the use within the time prescribed by the Building Officer
after receipt of such notice to make the structure, or portion thereof, comply with the
requirements of such codes.
(i) Authority to Disconnect Utilities. The Building Officer or the Building
Officer's authorized representative shall have the authority to disconnect a utility service
or energy supplied to the building, structure or building service equipment therein
regulated by this Code or the Technical Codes in case of emergency where necessary
to eliminate an immediate hazard to life or property.
The Building Officer shall whenever possible notify the serving utility, the owner
and occupant of the building, structure or building service equipment of the decision to
disconnect prior to taking such action, and shall notify such serving utility, owner and
occupant of the building, structure or building service equipment, in writing, of such
disconnection immediately thereafter.
Q) Authority to Condemn Building Service Equipment. When the Building
Officer ascertains that building service equipment regulated in the Technical Codes has
become hazardous to life, health or property, or has become unsanitary, the Building
Officer shall order in writing that such equipment either be removed or restored to a safe
or sanitary condition, as appropriate. The written notice itself shall fix a time limit for
compliance with such order. Defective building service equipment shall not be
maintained after receiving such notice.
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When such equipment or installation is to be disconnected, the Building Officer
shall give a written notice of such disconnection and causes therefor to the serving
utility within twenty -four hours, the owner and occupant of such building structure or
premises.
When any building service equipment is maintained in violation of the Technical
Codes and in violation of a notice issued pursuant to the provisions of this Section, the
Building Officer shall institute appropriate action to prevent, restrain, correct or abate the
violation.
(k) Approval of Alternate Materials, Methods of Design and Methods of
Construction. The Building Officer may approve an alternate material, method of
design or method of construction not specifically prescribed by the Technical Codes,
provided the Building Officer finds that the proposed design is satisfactory and complies
with the provisions of the Technical Codes and that the material, method or work offered
is, for the purpose intended, at least the equivalent of that prescribed in the Technical
Codes in_ suitability, strength, effectiveness, fire resistance, durability, safety and
sanitation. The Building Officer shall require that sufficient evidence or proof be
submitted to substantiate claims that may be made regarding its use.
(1) Requiring of Tests. Whenever there is insufficient evidence of
compliance with the provisions of the Technical Codes or evidence that materials or
construction do not conform to the requirements of the Technical Codes, the Building
Officer may require tests as evidence of compliance to be made at no expense to the
jurisdiction.
Test methods shall be as specified by the Technical Codes or by other
recognized test standards. In the absence of recognized and accepted test methods,
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the Building Officer shall determine test procedures. Tests shall be made by an
approved agency. The Building Officer shall retain reports of such tests for the period
required for the retention of public records.
(m) Maintaining Records. The Building Officer shall maintain sufficient
records to show the approved use, occupancy and type of construction for all structures
requiring permits and the applicable code standards applicable to any existing building.
Such records shall include any special administrative approvals including alternate
materials, methods of design and construction, modifications and tests.
The Building Officer shall also maintain an official copy of the plans of every
building issued a building permit during the life of the building except for:
(1) Single- family dwelling not more than two stories and basement in height
and their accessory structures;
(2) Any one -story building where the span between bearing walls does not
exceed twenty -five feet except for steel frame or concrete buildings;
(3) Any building containing a bank, other financial institution, or public utility.
These exceptions shall not apply to a community apartment project,
condominium project, planned development, or a stock cooperative as defined in
Section 1351 of the Civil Code.
(n) Cooperation of Other Officials and Officers. The Building Officer may
request, and shall receive, the assistance and cooperation of other officials of this
jurisdiction so far as is required in the discharge of the duties required by this Code or
other pertinent laws or ordinances.
(o) Liability. The Building Officer charged with the enforcement of this Code
and the Technical Codes, acting in good faith and without malice in the discharge of
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duties, shall not thereby be rendered personally liable for damage that may accrue to
persons or property as a result of an act or omission in the discharge of the assigned
duties. A suit brought against the Building Officer or employee because of such act or
omission performed by the Building Officer or employee in the enforcement of the
provisions of such codes or other pertinent laws or ordinances implemented through the
enforcement of this Code or enforced by the code enforcement agency shall be
defended by this jurisdiction until final termination of such proceedings, and any
judgment resulting therefrom, shall be assumed by this jurisdiction.
This Section shall not be construed to relieve from or lessen the responsibility of
any person owning, operating or controlling a building, structure or building service
equipment therein for damages to persons or property caused by defects, nor shall the
code enforcement agency or its parent jurisdiction be held as assuming such liability by
reason of the inspections authorized by this Code or permits or certificates issued under
this Code.
SECTION 4. Section 8.08.040 of the Santa Monica Municipal Code is hereby
amended to read as follows:
8.08.040 Board of Appeal.
(a) General. Pursuant to this Chapter, Section 1002 of the Santa Monica City
Charter, the California Building Code and the California Fire Code, the Building and Fire
Life Safety Commission is hereby created as the Board of Appeal.
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Members of the Commission shall be appointed by the City Council to serve a
term of four years unless removed for cause. No Commission member shall hold any
paid office with the City.
The Commission shall adopt reasonable rules and regulations for conducting
investigations and business and shall render all decisions and findings in writing to the
responsible official and appellants. Said Commission may also recommend to the
appointing authority such new legislation as is consistent therewith.
The Building Officer and /or Fire Marshal or their designee shall be an ex- officio
member of the Commission and shall act as secretary.
(b) Membership. The Building and Fire Life Safety Commission shall be
composed of seven members. To the extent practicable as determined by the City
Council, the Commission's membership shall be composed as follows: at least one
State of California licensed or registered architect, civil engineer or structural engineer;
one State of California licensed building contractor; one State of California Certified
Access Specialist; and one State of California Registered Fire Protection Engineer.
(c) Jurisdiction. The jurisdiction of this Commission shall be. limited to
hearing appeals of determinations, decisions and orders, including stop work,
suspension or revocation orders, issued by the Building Officer or the Fire Marshal
relative to the application and interpretations of the Technical Codes.
Notwithstanding Section 1.10.050 of this Code, the Commission shall also have
jurisdiction to act as the Hearing Examiner under Section 1.10.050 and preside over the
hearing of any compliance order case that predominately involves a public nuisance
created as a result of a violation of this Article. The Commission may adopt rules to
facilitate the processing of such cases. If a case is rejected on jurisdictional grounds by
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the Commission, then a Hearing Examiner shall be appointed pursuant to Section .
1.10.050 of this Code.
Unless otherwise specified above, the Commission shall have no jurisdiction over
any matter reserved for any other board or commission established by City Charter or
this Code, any citations or orders issued pursuant to Chapter 1.09 or 1.10 of this Code,
or any abatement proceedings initiated under Chapter 8.84, 8.88, 8.92 or 8.96 of Article
VIII of this Code or their successors.
(d) Timing of Appeals of Stop Work, Suspension or Revocation Orders.
Any appeal of a stop work, suspension or revocation order issued by the Building
Officer or the Fire Marshal shall be filed with the Building Officer within three (3)
business days after the issuance of the order. Enforcement of the suspension or
revocation order is stayed pending resolution of the administrative appeal unless
immediate enforcement of the order is mandated because:
(1) Continuation of the work presents an actual or potential danger to
construction workers, occupants of adjacent structures, adjacent public infrastructure, or
members of the public,
(2) Continuation of the work would be in violation of Santa Monica Building
Code Section 108.1 or 108.4,
(3) Continuation of the work would constitute a nuisance, or
(4) No permit has been issued for the work.
When any of these factors are present, any person ordered to stop work shall
comply with such order forthwith. If the suspension or revocation order is stayed
pending appeal, any materials installed or constructed after issuance of the order may
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be required to be removed should the Building Officer or Building and Fire Life Safety
Commission affirm the order.
(e) Timing of Other Appeals. Unless otherwise specified by this Code, any
appeal to the Building and Fire Life Safety Commission shall be filed within ten (10)
business days after the issuance of the underlying decision by the Building Officer or
the Fire Marshal.
(f) Judicial Review. Any person aggrieved by any decision of the Building
and Fire Life Safety Commission may seek judicial review of the decision.
SECTION 5. Section 8.08.050 of the Santa Monica Municipal Code is hereby
amended to read as follows:
8.08.050 Permits required.
(a) General. No person shall erect, construct, enlarge, alter, repair, move,
improve, remove, convert or demolish any building, structure or building service
equipment regulated by this Chapter and the Technical Codes without first obtaining an
appropriate permit for each building, structure or building service equipment from the
Building Officer except as specified in this Section.
No person shall do any exterior sandblasting within the City without first obtaining
an appropriate permit for each separate work location or contractor.
No person shall perform any excavation or grading work without first obtaining an
appropriate permit from the Building Officer except as specified in this Section.
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No person shall erect any temporary structures within the City without first
obtaining an appropriate permit from the Building Officer except as specified in this
Section.
Exemption from the permit requirements of this Chapter shall not be deemed to
grant authorization for any work to be done in violation of the provisions of the Technical
Codes or any other laws or ordinances.
(b) Temporary Structures. Temporary structures such as reviewing stands,
platforms, displays and other miscellaneous structures, sheds, canopies or fences used
for the protection of the public around and in conjunction with construction work may be
erected by special permit from the Building Officer for a limited period of time. Buildings
or structures erected under a special permit need not comply with the type of
construction or fire - resistive time periods required by the Building Code. Temporary
buildings or structures shall be completely removed upon the expiration of the time limit
stated in the permit.
(c) Work Exempt from Building Permit. A- building permit shall not be
required for the following:
(1) One -story detached accessory buildings not more than fourteen feet in
height when used as tool and storage sheds, playhouses and similar uses,
provided the floor area does not exceed one hundred twenty square feet, the
structure does not contain electrical, mechanical or plumbing work and the
structure conforms to the applicable zoning regulations of Chapter 9.04 of the
Municipal Code.
(2) Exterior freestanding walls and fences not over six feet high.
(3) Oil derricks.
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(4) Movable cases, counters and partitions not over five feet nine inches high.
(5) Retaining walls that are not over four feet in height measured from the
bottom of the footing to the top of the wall, unless supporting a surcharge or
impounding flammable liquids.
(6) Water tanks supported directly upon grade if the capacity does not exceed
five thousand gallons and the ratio of height to diameter or width does not
exceed 2:1.
(7) Platforms, walks and driveways not more than thirty inches above grade
and not over or surcharging any basement or story below.
(8) Painting, papering and similar finish work, including color or texture
coating of exterior plaster.
(9) Flooring when installed on a concrete floor slab or when weighing not
more than four pounds per square foot or replacing the same weight per square
foot.
(10) Temporary motion picture, television and theater stage sets and scenery.
(11) Window awnings supported by an exterior wall when projecting not more
than fifty -four inches for one and two family dwellings and their accessory
structures.
(12) Prefabricated swimming pools accessory to one and two family dwellings
in which the pool walls are entirely above the adjacent grade and the capacity
does not exceed five thousand gallons.
(d) Work Exempt from a Grading Permit. A grading permit is not required
for the following:
(1) Any grading work authorized by a valid combination - building permit.
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(2) An excavation below finished grade for basements and footings of a
building, retaining wall or other structure authorized by a valid building permit.
(3) Cemetery graves.
(4) Refuse disposal sites controlled by other regulations.
(5) Excavations for wells or tunnels or utilities.
(6) Mining, quarrying, excavating, processing or stockpiling of rock, sand,
gravel, aggregate or clay where established and provided for by law, provided
such operations do not affect the lateral support or increase the stresses in or
pressure upon any adjacent or contiguous property.
(7) Exploratory excavations under the direction of geotechnical engineers or
engineering geologists.
(8) An excavation that is less than two feet in depth or does not create a cut
slope greater than five feet in height and steeper than one unit vertical in one and
one -half units horizontal (sixty -six and seven - tenths percent slope).
(9) A fill less than one foot in depth and placed on natural terrain with a slope
flatter than one unit vertical in five units horizontal (twenty percent slope), or less
than three feet in depth, not intended to support structures, that does not exceed
fifty cubic yards on any one lot and does not obstruct a drainage course.
(e) Work Exempt from Plumbing Permit. A plumbing permit shall not be
required for the following:
(1) Any plumbing work authorized by a valid combination - building permit.
(2) The stopping of leaks in drains, soil, waste or vent pipe, provided,
however, that should any concealed trap, drain pipe, soil, waste or vent pipe
become defective and it becomes necessary to remove and replace the same
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with new material, the same shall be considered as new work and a permit shall
be procured and inspection made as provided in this Code.
(3) The clearing of stoppages or the repairing of leaks in pipes, valves or
fixtures, nor for the removal and reinstallation of water closets, provided such
repairs do not involve or require the replacement or rearrangement of valves,
pipes or fixtures.
(f) Work Exempt from Electrical Permit. An electrical permit shall not be
required for the following:
(1) Any electrical work authorized by a valid combination - building permit.
(2) Portable motors or other portable appliances energized by means of a
cord or cable having an attachment plug end to be connected to an approved
receptacle when the Electrical Code permits that cord or cable.
(3) Repair of fixed motors, transformers or fixed approved appliances of the
same type and rating in the same location.
(4) Temporary decorative lighting.
(5) Repair or replacement of current - carrying parts of any switch, contactor or
control device.
(6) Reinstallation of attachment plug receptacles, but not the outlets therefor.
(7) Replacement of an over - current device where the device is installed in the
same location and is of the same manufacturer, same voltage, same ampere
rating, same characteristics, and has an interrupting capacity meeting conditions
at the time of replacement.
(8) Repair or replacement of electrodes or transformers of the same size and
capacity for signs or gas tube systems.
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(9) Taping joints.
(10) Removal of electrical wiring.
(11) Temporary wiring for experimental purposes in suitable experimental
laboratories.
(12) The wiring for temporary theater, motion picture or television stage sets.
(13) Electrical wiring, devices, appliances, apparatus or equipment operating at
less than twenty -five volts and not capable of supplying more than fifty watts of
energy.
(14) Low - energy power, control and signal circuits of Class II and Class III as
defined in the Electrical Code.
(15) Installation, alteration or repair of electrical wiring, apparatus or equipment
or the generation, transmission, distribution or metering of electrical energy or in
the operation of signals or the transmission of intelligence by a public or private
utility in the exercise of its function as a serving utility.
(g) Work Exempt from Mechanical Permit. A mechanical permit shall not be
required for the following:
(1) Any mechanical work authorized by a valid combination- building permit.
(2) Portable heating appliance, ventilating equipment, cooling unit or
evaporative cooler.
(3) Closed system of steam, hot or chilled _water piping within heating or
cooling equipment regulated by the Mechanical Code.
(4) Replacement of any component part of assembly of an appliance that
does not alter its original approval and complies with other applicable
requirements of the technical codes.
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(5) Refrigerating equipment that is part of the equipment for which a permit
has been issued pursuant to the requirements of the technical codes.
(6) A unit refrigerating system as defined in the Mechanical Code.
SECTION 6. Section 8.08.060 of the Santa Monica Municipal Code is hereby
amended to read as follows:
8.08.060 Permit application.
(a) Application. To obtain a permit, the applicant shall first file an application
in writing on a form furnished by the Building Officer for that purpose. Every such
application shall identify and describe the work to be covered by the permit for which
each application is made, the responsible party for the work and such other information
that the Building Officer may require to show conformance to applicable laws and
regulations. When an architect or engineer prepares or is required to prepare submittal
documents, the application shall designate the architect and /or engineer of record.
(b) Submittal Documents. When required by the Building Officer, plans,
specifications, engineering calculations, diagrams, soil investigation reports, sound
tests, material tests, special inspection and structural observation programs and other
data shall be submitted with each application for a permit. When an architect or
engineer does not prepare such plans, the Building Officer may require the applicant
submitting such plans or other data to demonstrate that State law does not require that
a licensed architect or engineer prepare the plans before accepting submittal
documents or permit application.
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Deferral of any submittal items shall require prior approval of the Building Officer.
If the Building Officer approves the deferral of submittals to a time after permit issuance,
the approved plans shall list the deferred submittals. The deferred submittal items shall
not be installed until the Building Officer has approved their design and submittal
documents.
(c) Investigation. Whenever work for which a permit is required by this
Chapter has been commenced without first obtaining a permit, a special investigation
shall be made before a permit may be issued for such work when so ordered by the
Building Officer.
(d) Information on Plans and Specifications. Plans and specifications shall
be drawn to scale and shall be of sufficient clarity to indicate the location, nature and
extent of the work proposed and show in detail that it will conform to the provisions of all
relevant laws, ordinances, rules and regulations. Plans for buildings of other than one -
and two - family dwellings and their accessory structures shall also indicate how required
structural and fire - resistive integrity will be maintained where penetrations will be made
for electrical, mechanical, plumbing and communication conduits, pipes and similar
systems.
(e) Special Inspection and Structural Observation Program. When the
Building Code requires special inspection and /or structural observation, the architect or
engineer of record shall prepare an- inspection program which shall be submitted to the
Building Officer for approval prior to issuance of the building permit. The inspection
program shall designate the portions of the work to have special inspection, the name or
names of the individuals or firms who are to perform the special inspections and
0493
indicate the duties of the special inspectors, including any required nondestructive
testing.
The Building Officer, or when approved by the Building Officer, the owner, the
engineer or architect of record, or an agent of the owner, but not the contractor or any
other person responsible for the work, shall employ the special inspector. When
structural observation is required, the inspection program shall name the individuals or
firms who are to perform structural observation and describe the stages of construction
at which structural observation is to occur. The inspection program shall include
samples of inspection reports and provide time limits for submission of reports.
(f) Preconstruction Meetings. The Building Officer may require the permit
holder to participate. in a preconstruction conference prior to the completion of plan
review and permit issuance to review the plans and specifications for adequacy and
sufficiency of details and conformance to building standards and interpretations.
(g) Change of Architect or Engineer of Record. If the circumstances
require, the owner may designate a substitute architect or engineer of record who shall
perform all the duties required of the original architect or engineer of record. In such
cases, the owner shall notify the Building Officer in writing if the architect or engineer of
record is changed or is unable to continue to perform the duties. The architect or
engineer of record shall be responsible for reviewing and coordinating all submittal
documents - prepared by others, including deferred submittal items, for compatibility with
the design of the building.
(h) Expiration of Application for Permit.
(1) A permit application shall expire if no permit is issued within one year after
the date the permit application is filed, except as provided below.
24
(A) An application for a demolition permit for the demolition of residential
buildings and structures, which are subject to the replacement project requirements of
Section 9.04.10.16.010, shall expire if no permit is issued within two years following the
date the application is filed.
(B) An application for a permit for a project subject to the construction rate
program of Section 9.04.10.02.450 shall not expire while that project remains on the
waiting list for a building permit.
(2) No action may be taken on an application after expiration. Plans and other
data submitted for review may thereafter be returned to the applicant or purged by the
Building Officer. To obtain a permit, applicants shall submit a new application, new
submittal documents and pay a new plan review fee. All applicable standards in effect at
the time of the new application shall then apply to the project.
(i) Extensions. The Building Officer may grant one six -month extension of
the one -year plan check time period set forth in subsection (h)(1) above, if the applicant
demonstrates that:
(1) No changes have been made or will be made to the original plans and
specifications except as required by the original plan review; and
(2) No pertinent laws or ordinances have been amended subsequent to the
date the original application was filed which would cause the development project at
issue to be inconsistent with such amended provisions; and
(3) Any approvals granted under Article IX of the Municipal Code are still valid
and have not expired; and
(4) Circumstances beyond the control of the applicant have prevented the
permit from being issued in the authorized time period.
25
SECTION 7. Section 8.08.075 of the Santa Monica Municipal Code is hereby
repealed.
SECTION 8. Section 8.08.090 of the Santa Monica Municipal Code is hereby
amended to read as follows:
8.08.090 Standard inspections.
(a) General. Construction or work for which a permit is required shall be
subject to inspection by the Building Officer and the construction or work shall remain
accessible and exposed for inspection purposes until approved by the Building Officer.
It shall be the duty of the permit holder to cause the work to remain accessible and
exposed for inspection purposes. Neither the Building Officer nor this jurisdiction shall
be liable for expense entailed in the removal or replacement of any material required to
allow inspection.
(b) Survey. The Building Officer may require a survey of the lot to verify that
the structure is located in accordance with the approved plans.
(c) Inspection Record Card. Work requiring a permit shall not be
commenced until the permit holder or the agent of the permit holder shall have posted
or otherwise made available an inspection record card such as to allow the Building
Officer conveniently to make the required entries thereon regarding inspection of the
work. The permit holder shall maintain this card available until the Building Officer has
granted final approval.
a'%9
(d) Maintenance of Approved Plans. Approved plans and specifications
shall not be changed, modified or altered without authorizations from the Building
Officer, and all work regulated by this Code shall be done in accordance with the
approved plans, which shall be kept on the site of the building or work at all times during
which the work authorized thereby is in progress.
(e) Inspection Requests. It shall be the duty of the person doing the work
authorized by a permit to notify the Building Officer that such work is ready for
inspection. The Building Officer may require that every request for inspection be filed at
least one working day before such inspection is desired. Such request may be in writing
or by telephone at the option of the Building Officer. It shall be the duty of the person
requesting any inspections required either by this Code or the Technical Codes to
provide access to and means for inspection of the work.
(f) Approval Required. Work shall not be done beyond the point indicated in
each successive inspection without first obtaining the approval of the Building Officer.
The Building Officer, upon notification, shall make the requested inspections and shall
either indicate that that portion of the construction is satisfactory as completed or shall
notify the permit holder or an agent of the permit holder wherein the same fails to
comply with this Code. Any portions that do not comply shall be corrected and such
portion shall not be covered or concealed until authorized by the Building Officer.
There shall be a final inspection and approval of all buildings and structures
when completed and ready for occupancy and use prior to such occupancy or use.
(g) Required Building Inspections. No work shall be covered or concealed
without first obtaining the approval of the Building Officer. The Building Officer may
27
make or require other inspections of construction work to ascertain compliance with the
provisions of this Code or technical codes and other laws applicable to the work.
SECTION 9. Section 8.08.100 of the Santa Monica Municipal Code is hereby
repealed.
SECTION 10. Section 8.08.160 of the Santa Monica Municipal Code is hereby
amended to read as follows:
8.08.160 Connection to utilities.
(a) Utility and Energy Connections. Persons shall not make connections
from a utility or other source of electrical power; natural gas; potable, reclaimed or gray
water; or solar energy, to building service equipment, which is regulated by the
Technical Codes and for which a permit is required by this Code, until approved by the
Building Officer.
(b) Temporary Connections. The Building Officer may authorize the
temporary connection of the building service equipment to a source of: electrical power;
natural gas; potable, reclaimed or gray water; or solar energy for the purpose of testing
building service equipment, or for use under a Temporary Certificate of Occupancy.
(c) Connection after Order to Disconnect. Persons shall not make
connections from a source of: electrical power; natural gas; potable, reclaimed or gray
water; or solar energy, nor supply energy or fuel to building service equipment which
has been disconnected or ordered to be disconnected by the Building Officer or the use
of which has been ordered to be discontinued by the Building Officer until the Building
Officer authorizes the reconnection and use of such equipment.
SECTION 11. Chapter 8.12 of the Santa Monica Municipal Code is hereby
amended to read as follows:
8.12.010 Adoption.
That certain document entitled "California Building Code, 2013 Edition," which
adopts by reference the International Building Code, 2012 Edition, as published by the
California Building Standards Commission and the International Code Council including
"Seismic Hazard Maps," as published by the United States Geological Survey
(excluding Chapter 1 Division II, and Chapters 7A, 16A, 17A, 18A, 19A, 21A, 22A, 34A),
including Chapter 1, Division I, and Appendix J are hereby adopted with the local
amendments and provisions of this Chapter, and with Chapters 8.20 and 8.48 through
8.80 of the Santa Monica Municipal Code, as the Building Code of the City of Santa
Monica.
8.12.020 Local amendments to the California Building Code.
Notwithstanding any provisions of the California Building Code California
Building Standards Code, State Housing Law or other codes adopted by any Chapter in
Article VIII of the Municipal Code to the contrary, the following local amendments shall
8.12.040 Essential facilities
The following facilities are designated as essential facilities, which are necessary
for emergency operations subsequent to a natural or man -made disaster: police
29
stations, fire stations and City Hall. Such facilities shall be categorized as Risk
Category IV as defined in Chapter 16 of the California Building Code.
8.12.050 Supplemental land hazard zone requirements.
In addition to those areas recognized under the State Seismic Hazards Mapping
Act, certain portions of the City are hereby established as Seismic Hazard Zones and
Geologic Hazard Zones. Said zones shall be known as outlined, illustrated and
designated in the Safety Element of the General Plan on the Districting Maps. Said
maps together with all legends, indices and explanatory notes thereon are hereby made
a part of these codes. It is further provided that adjustments and changes may be made
hereafter in the boundaries of said zones by the Building Officer to implement the Safety
Element of the General Plan as additional geologic or subgrade data is made public.
For the purposes of these codes, all construction within the scope of these codes
that is within a Land Hazard Zone shall be subject to special design requirements,
which are necessary to effect the stated purpose of these codes. Special design
requirements shall conform to the guidelines of the California Department of
Conservation, Division of Mines and Geology.
8.12.070 Fire retardant roofing.
All roofs shall be Class A or B roofing assemblies in accordance with the Building
Code. The use of non - fire - retardant wood shingles or non - fire - retardant shakes for new
or replacement roofing is prohibited.
8.12.080 General structural design provisions.
3l]
(a) Rooftop coverings. Section 1507.3.1 of the California Building Code is
amended to read as follows:
1507.3.1 Deck requirements. Concrete and clay tile shall be installed only over
solid structural sheathing boards.
(b) Vertical Combination of Lateral Force Resisting Systems.. Modify .
ASCE 7 Section 12.2.3.1 Exception 3 to read as follows:
3. Detached one and two- family dwellings up to two stories in height of light
frame construction.
(c) Subdiaphragm design. Modify ASCE 7, Section 12.11.2.2.3 to read as
follows:
12.11.2.2.3 Wood diaphragms. In wood diaphragms, the continuous ties shall
be in addition to the diaphragm sheathing. Anchorage shall not be accomplished by use
of toe nails or nails subject to withdrawal nor shall wood ledgers or framing be used in
cross -grain bending or cross -grain tension. The diaphragm sheathing shall not be
considered effective as providing ties or struts required by this section.
For structures assigned to Seismic Design Category D, E or F, wood diaphragms
supporting concrete or masonry walls shall comply with the following:
1. The spacing of continuous ties shall not exceed 40 feet. Added chords of
diaphragms may be used to form subdiaphragms to transmit the anchorage forces to
the main continuous crossties.
2. The maximum diaphragm shear used to determine the depth of the
subdiaphragm shall not exceed 75% of the maximum diaphragm shear.
(d) Suspended Ceilings. Add Section 1613.10 to Chapter 16 of the California
Building Code to read as follows:
31
1613.10 Suspended Ceilings. Minimum design and installation standards for
suspended ceilings shall be determined in accordance with the requirements of Section
2506.2.1 of this Code and this subsection.
1613.10.1 Scope. This part contains special requirements for suspended ceilings
and lighting systems. Provisions of Section 13.5.6 of ASCE 7 shall apply except as
modified herein.
1613.10.2 General. The suspended ceilings and lighting systems shall be limited
to 6 feet (1828 mm) below the structural deck unless the lateral bracing is designed by a
licensed engineer or architect.
1613.10.3 Design and Installation Requirements.
1613.10.3.1 Bracing at Discontinuity. Bracing to the structure shall be provided
at changes in the ceiling plane elevation or at discontinuities in the ceiling grid system.
1613.10.3.2 Support for Appendages. Cable trays, electrical conduits and
piping shall be independently supported and independently braced from the structure.
1613.10.4 Sprinkler Heads. All sprinkler heads (drops) except fire- resistance-
rated floor /ceiling or roof /ceiling assemblies, shall be designed to allow for free
movement of the sprinkler pipes.with oversize rings, sleeves or adaptors through the
ceiling tile. Sprinkler heads and other penetration shall have a 2 -inch (50 mm) oversize
ring, sleeve, or adapter through the ceiling tile to allow for free movement of at least 1-
inch (25 mm) in all horizontal directions. Alternatively, a swing joint that can
accommodate 1 -inch (25 mm) of ceiling movement in all horizontal directions is
permitted to be provided at the top of the sprinkler head extension.
Sprinkler heads penetrating fire- resistance -rated floor /ceiling or roof /ceiling
assemblies shall comply with Section 714 of this Code.
32
1613.10.5 Special Requirements for Means of Egress. Suspended ceiling
assemblies located along means of egress serving an occupant load of 30 or more shall
comply with the following provisions.
1613.10.5.1 General. Ceiling suspension systems shall be connected and
braced with vertical hangers attached directly to the structural deck along the means of
egress serving an occupant load of 30 or more and at lobbies accessory to Group A
Occupancies. Spacing of vertical hangers shall not exceed 2 feet (610 mm) on center
along the entire length of the suspended ceiling assembly located along the means of
egress or at the lobby.
1613.10.5.2 Assembly Device. All lay -in panels shall be secured to the
suspension ceiling assembly with two hold -down clips minimum for each tile within a 4-
foot (1,219 mm) radius of the exit lights and exit signs.
1613.10.5.3 Emergency Systems. Independent supports and braces shall be
provided for light fixtures required for exit illumination. Power supply for exit illumination
shall comply with the requirements of Section 1006.3 of this Code.
1613.10.5.4 Support for Appendages. Separate support from the structural
deck shall be provided for all appendages such as light fixtures, air diffusers, exit signs,
and similar elements.
8.12.090 Special Tests Special Instructions.
(a) Structural Observation— General. Amend Section 1704.5 of the
California Building Code to read as follows:
1704.5 Structural Observations. Where required by the provisions of Section
1704.5.1 or 1704.5.2, the owner shall employ a structural observer to perform structural
33
observations as defined in Section 1702.. The structural observer shall be one of the
following individuals:
1. The registered design professional responsible for the structural design, or
2. A registered design professional designated by the registered design
professional responsible for the structural design.
Prior to the commencement of observations, the structural observer shall submit
to the building official a written statement identifying the frequency and extent of
structural observations.
The owner or owner's representative shall coordinate and call a preconstruction
meeting between the structural observer, contractors, affected subcontractors and
special inspectors. The structural observer shall preside over the meeting. The purpose
of the meeting shall be to identify the major structural elements and connections that
affect the vertical and lateral load resisting systems of the structure and to review
scheduling of the required observations. A record of the meeting shall be included in the
report submitted to the building official.
Observed deficiencies shall be reported in writing to the owner or owner's
representative.,, special inspector, contractor and the :building official. Upon the form
prescribed by the building official, the structural observer shall submit to.the building
official a written statement at each significant construction stage stating that the site,
visits have been made and identifying any reported deficiencies which, to the best of the
structural observer's knowledge, have not been resolved. A final report by the structural
observer which states that all observed deficiencies have been resolved is required
before acceptance of the work by the building official.
34
As applied to this Section, a registered design professional is an individual who is
registered and licensed in the State of California as a Civil Engineer, Structural
Engineer or Architect by the California Board of Professional Engineers, Land
Surveyors and Geologists or the California Architects Board.
(b) Structural Observation— Seismic. Amend Section 1704.5.1 of the
California Building Code to read as follows:
1704.5.1 Structural Observation for Seismic Resistance. Structural
observations shall be provided for those structures assigned to Seismic Design
Category D, E or F, where one or more of the following conditions exist:
1. The structure is classified as Risk Category III or IV in accordance with
Table 1604.5.
base.
2. The height of the structure is greater than 75 feet (22,860 mm) above the
3. The structure is classified as Risk Category I or II in accordance with
Table 1604.5, and a lateral design is required for the structure or portion thereof.
Exception: One -story wood framed Group R -3 and Group U Occupancies less
than 2,000 square feet in area, provided the adjacent grade is not steeper than 1 unit
vertical in 10 units horizontal (10% sloped), assigned to Seismic Design Category D.
4.� When so designated by the registered design professional responsible for
- the structural design:
5. When such observation is specifically required by the building official.
As applied to this Section, a registered design professional is an individual who is
registered and licensed in the State of California as a Civil Engineer, Structural
'411
Engineer or Architect by the California Board of Professional Engineers, Land
Surveyors and Geologists or the California Architects Board.
(c)- Special Inspection for Concrete Construction. Amend Section 1705.3
of the California Building Code to read as follows:
1705.3 Concrete Construction. The special inspections and verifications for
concrete construction shall be as required by this section and Table 1705.3.
Exceptions: Special inspection shall not be required for:
1. Isolated spread concrete footings of buildings three stories or less above
grade plane that are fully supported on earth or rock, where the structural design of the
footing is based on a specified compressive strength, f., no greater than 2,500 pounds
per square inch (psi) (17.2 Mpa) regardless of the compressive strength specific in the
construction documents or used in the footing construction.
2. Continuous concrete footings supporting walls of buildings three stories or
less in height that are fully supported on earth or rock where:
2.1. The footings support walls of light -frame construction;
2.2. The footings are designed in accordance with Table 1805.4.2; or
2.3. The structural design of the footing is based on a specified compressive
strength, f',, no greater than 2,500 pounds per square inch (psi) (17.2 Mpa), regardless
of the compressive strength specified in the construction documents or used in the
footing construction.
3. Nonstructural concrete slabs supported directly on the ground, including
prestressed slabs on grade, where the effective prestress in the concrete is less than
150 psi (1.03 Mpa).
4. Concrete patios, driveways and sidewalks, on grade.
RN
TABLE 1705.3
REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION
VERIFICATION AND
CONTINUOUS
PERIODIC
REFERENCED
IBC
INSPECTION
STANDARD
REFERENCE
1. Inspection of reinforcing steel,
including prestressing tendons, and
X
ACI 318: 3.5, 7.1 -7.7
1910.4
placement.
2. Inspection of reinforcing steel welding
AWS D1.4
in accordance with Table 1705.2.2,
ACI 318.: 3.5.2
-
Item 2b.
3. Inspection of anchors cast in concrete
where allowable loads have been
_
X
ACI 318: D.9.2
1908.5,
increased or where strength design is
used.
4. Inspection of anchors post - installed in
hardened concrete members b.
ACI 318: D9.2.4
a. Adhesive anchors installed in
horizontally or upwardly inclined
orientations to resist sustained
X
tension loads.
ACI 318: D.9.2
b. Mechanical Anchors and
X
adhesive anchors not defined in
4.a.
5. Verifying use of required design mix.
X
ACI 318:5C4h. 4, 5.2-
1904.2, 1910.2, 1910.3
6. At the time fresh concrete is sampled
ASTM C 172
to fabricate specimens for strength
ASTM C31
tests, perform slump and air content
X
ACI 318: 5.6, 5.8
1910.10
tests, and determine the temperature
of the concrete.
7. Inspection of concrete and shotcrete
placement for proper application
X
ACI 318: 5.9, 5.10
191 0.6, 1910.7, 1910.8
techniques.
8. Inspection for maintenance of
specified curing temperature and
X
ACI 318: 5.11 -5.13
1910.9
techniques.
9. Inspection of prestressed concrete:
a. Application of prestressing forces
b. Grouting of bonded prestressing
X
ACI 318:118.20
tendons in the seismic force-
resisting system.
X
ACI 318: 18.18.4
10. Erection of precast concrete
X
ACI 318: Ch. 16
members.
11. Verification of in -situ concrete
strength, prior to stressing of tendons
in post - tensioned concrete and prior to
X
ACI 318: 6.2
removal of shores and forms from
beams and structural slabs.
12. Inspect formwork for shape, location
and dimensions of the concrete
X
ACI 318: 6.1.1
member being formed.
For SI: 1 inch = 25.4 mm.
a.. Where applicable, see also Section 1705.11, Special inspections for seismic resistance.
b. Specific requirements for special inspection shall be included in the research report for the anchor issued by an approved source in
accordance with ACI 355.2 D.9.2 in ACI 318, or other qualification procedures. Where specific requirements are not provided, special
inspection requirements shall be specified by the registered design professional and shall be approved by the building official prior to the -
commencement of the work.
37
(d) Seismic inspection for seismic resistance. Amend Section 1705.11 of
the California Building Code to read as follows:
1705.11 Seismic inspection for seismic resistance.
Exception: Special inspections itemized in Sections 1705.11.1 through 1705.11.8 are
not required for structures designed and constructed in accordance with one of the
following:
1. The structure consists of light -frame construction; the design spectral
response acceleration at short periods, Sos, as determined in Section 1613.5.4, does
not exceed 0.5g; and the building height of the structure does not exceed 35 feet (10
668 mm) above grade plane; or
2. The seismic force - resisting system of the structure consists for reinforced
masonry or reinforced concrete; the design spectral response acceleration at short
periods, Sos, as determined in Section 1613.3.4, does not exceed 0.5; and the building
height of the structure does not exceed 25 feet (7620 mm);
3. Detached one- or two- family dwellings not exceeding two stories above
- grade plane, provided the structure is not assigned to Seismic Design Category D, E or
F and does not have any of the following horizontal or vertical irregularities in
accordance with Section 12.3.2 of ASCE 7:
3.1 Torsional or extreme torsional irregularity.
3.2 Nonparallel systems irregularity.
3.3 Stiffness irregularity — extreme soft story and soft story.
3.4 Discontinuity in lateral strength - weak story irregularity
0
(e) Connecting grade beams and tie beams. Amend Sections 1705.7,
1705.8 and 1705.9 of the California Building Code to read as follows:
(i) Special Inspections. In addition to the provisions of Sections
1705.7, 1705.8 and 1705.9 of the California Building Code, special inspection shall be
provided for connecting grade beams and tie beams and the placement of all primary
and secondary anchors.
(f) Joist hangers. Amend Section 1711.1.1, Section 1711.1.2 and Chapter
35 of the California Building Code to read as follows:
1711.1.1 General. The vertical load- bearing capacity, torsional moment capacity
and deflection characteristics of joist hangers shall be determined in accordance with
ASTM D 1761 and ASTM D 7147 as specified below using lumber having a specific
gravity of 0.49 or greater, but not greater than 0.55, as determined in accordance with
AF &PA NDS for the joist and headers.
Exception: The joist length shall not be required to exceed 24 inches (610 mm).
1711.1.2 Vertical load capacity for joist hangers. The vertical load- bearing
capacity for the joist hanger shall be determined by testing a minimum of three joist
hanger assemblies .as specified in ASTM D 1761 or ASTM. D 7147..If.. the ultimate
vertical load for any one of the tests varies more than 20 percent from the average
ultimate vertical load, at least three additional tests shall be conducted. The allowable
vertical load- bearing of the joist hanger shall be the lowest value determined from the
following:
1. The lowest ultimate vertical load for a single hanger from any test divided by
three (where three tests are conducted and each ultimate vertical load does
not vary more than 20 percent from the average ultimate vertical load).
39
2. The average ultimate vertical load for a single hanger from all tests divided
by three (where six or more tests are conducted).
3. The average from all tests of the vertical loads that produce a vertical
movement of the joist with respect to the header of 1/8 inch (3.2 mm).
4. The sum of the allowable design loads for nails or other fasteners utilized to
secure the joist hanger to the wood members and allowable bearing loads
that contribute to the capacity of the hanger.
5. The allowable design load for the wood members forming the connection.
Amend the Reference Standards in Chapter 35 for ASTM as follows:
D 1761-
Test Method for Mechanical Fasteners in Wood
1711.1.1
88(2000) e1
1711.1.2
1711.1.3
D 7147 -05
Standard Specification for Testing and
1711.1.1
Establishing Allowable Loads of Joist Hangers
1711.1.2
8.12.100 Foundations.
(a) Permanent Wood Foundation Systems. Amend Section 1807.1.4 of the
California Building Code to read as follows:
1807.1.4 Permanent Wood Foundations Systems. Permanent wood
foundation systems shall be designed and installed in accordance with AF &PA PWF.
Lumber and plywood shall be treated in accordance with AWPA U1 (Commodity
Specification A, Use Category 4B and Section 5.2) and shall be identified in accordance
12111
with Section 2303.1.8.1. Permanent wood foundation systems shall not be used for
structures assigned to Seismic Design Category D, E or F.
(b) Prescriptive Design of Foundation Walls. Amend Section 1807.1.6 of
the California Building Code to read as follows:
1807.1.6 Prescriptive Design of Concrete and Masonry Foundation Walls.
Concrete and masonry foundation walls that are laterally supported at the top and
bottom shall be permitted to be designed and constructed in accordance with this
section. Prescriptive design of foundation walls shall not be used for structures assigned
to Seismic Design Category D, E or F.
(c) General. Amend Section 1809.3 of the California Building Code to read as
[toil nerin
1809.3 Stepped footings. The top surface of footings shall be level. The bottom
surface of footings is permitted to have a slope not exceeding one unit vertical in ten
units horizontal (ten percent slope). Footings shall be stepped where it is necessary to
change the elevation of the top surface of the footing or where the surface of the ground
slopes more than one unit vertical in ten units horizontal (ten percent slope).
For structures assigned to Seismic Design Category D, E or F, the stepping
requirement shall also apply to the top surface of grade beams supporting walls.
Footings shall be reinforced with four No. 4 rebar. Two bars shall be placed at the top
and bottom of the footings as shown in Figure 1809.3.
41
RECO>DMI 3 S b
a
a s ao
N11N, 2-84 RE8AR (TAP & AOTTT011)
PLATS{nt)
G E
STEPPEDFOU D.OJO+S
FIGURE 1809.3
STEPPED FOOTING
(d) Prescriptive Footings. Amend Section 1809.7 and Table 1809.7 of the
California Building Code to read as follows:
1809.7 Prescriptive Footings for Light -Frame Construction. Where a specific
design is not provided, concrete or masonry-unit footings supporting walls of light -frame
construction shall be permitted to be designed in accordance with Table 1809.7.
Prescriptive footings in Table 1809.7 shall not exceed one story above grade plane for
structures assigned to Seismic Design Category D, E or F.
42
TABLE 1809.7
PRESCRIPTIVE FOOTINGS
SUPPORTING WALLS OF LIGHT -FRAME CONSTRUCTION a, b, C, d
NUMBER OF
WIDTH
THICKNESS
FLOORS
OF
OF
SUPPORTED
FOOTING
FOOTING
BY THE
(inches)
(inches)
FOOTINGe
1
12
6
2
15
6
3
18
8
For Sl: 1 inch = 25.4 mm, 1 foot = 304.8 mm
a. Depth of footings shall be in accordance with Section 1809.4.
b. The ground under the floor shall be permitted to be excavated to the elevation of the top of the
footing.
C. See Section 1908 for additional requirements for concrete footings of structures assigned to
Seismic Design Category C, D, E or F.
d. For thickness of foundation walls, see Section 1807.1.6.
e. Footings shall be permitted to support a roof addition to the stipulated number of floors. Footings
supporting roof only shall be as required for supporting one floor.
(e) Timber Footings. Amend Section 1809.12 of the California Building Code
to read as follows:
1809.12 Timber footings. Timber footings shall be permitted for buildings of
Type V construction and as otherwise approved by the building official. Such footings
shall be treated in accordance with AWPA U1 (Commodity Specification A, Use
43
Category 4B). Treated timbers are not required where placed entirely below permanent
water level, or where used as capping for wood piles that project above the water level
over submerged or marsh lands. The compressive stresses perpendicular to grain in
untreated timber footing supported upon treated piles shallr not exceed 70 percent of the
allowable stresses for the species and grade of timber as specified in the AF &PA NDS.
Timber footings shall not be used in structures assigned to Seismic Design Category D,
E or F.
(f) Timber. Amend Section 1810.3.2.4 of the California Building Code to read
as follows:
1810.3.2.4 Timber. Timber deep foundation elements shall be designed as piles
or poles in accordance with AF &PA NDS. Round timber elements shall conform to
ASTM D 25. Sawn timber elements shall conform to DOC PS -20. Timber shall not be
used in structures assigned to Seismic Design Category D, E or F.
8.12.110 Concrete.
(a) Wall Pier. Amend Section 1905.1.3 of the California Building Code to read
as follows: -
1905.1.3 ACI 318, Section 21.4. Modify ACI 318, Section 21.4, by renumbering
Section 21.4.3 to become 21.4.4 and adding new Sections 21.4.3, 21.4.5, 21.4.6 and
21.4.7 to read as follows:
21.4.3. Connections that are designed to yield shall be capable of maintaining 80
percent of their design strength at the deformation induced by the design displacement
or shall use Type 2 mechanical splices.
,
21.4.4. Elements of the connection that are not designed to yield shall develop at
least 1.5 Sy.
21.4.5. In structures assigned to Seismic Design Category D, E or F,
intermediate precast wall panels and wall piers shall be designed in accordance with
Section 21.9 or 21.13.
21.4.6. Wall piers not designed as part of a moment frame in buildings assigned
to Seismic Design Category C shall have transverse reinforcement designed to resist
the shear forces determined from 21.3.3. Spacing of transverse reinforcement shall not
exceed 8 inches (203 mm). Transverse reinforcement shall be extended beyond the
pier clear height for at least 12 inches (305 mm).
Exceptions:
1. Wall piers that satisfy 21.13.
2. Wall piers along a wall line within a story where other shear wall segments
provide lateral support to the wall piers and such segments have a total
stiffness of at least six times the sum of the stiffnesses of all the wall piers.
.21.4.7. Wall segments with a horizontal length -to- thickness ratio less than 2.5
shall be designed as columns:
(b) Minimum Reinforcement. Amend Section 1905.1.8 of the 2013 California
Building Code to read as follows:
1905.1.8 ACI 318, Section 22.10. Delete ACI 318, Section 22.10, and replace
with the following:
or F.
22.10. Plain concrete in structures assigned to Seismic Design Category C, D, E
45
22.10.1. Structures assigned to Seismic Design Category C, D, E or F shall not
have elements of structural plain concrete, except as follows:
(a) Concrete used for fill with a minimum cement content of two (2) sacks of
Portland cement or cementious material per cubic yard.
(b) Isolated footings of plain concrete supporting pedestals or columns are
permitted, provided the projection of the footing beyond the face of the supported
member does not exceed the footing thickness.
(c) Plain concrete footings supporting walls are permitted provided the
footings have at least two continuous longitudinal reinforcing bars. Bars shall not be
smaller than No. 4 and shall have a total area of not less than 0.002 times the gross
cross - sectional area of the footing. A minimum of one bar shall be provided at the top
and bottom of the footing. Continuity of reinforcement shall be provided at corners and
intersections.
In detached one- and two- family dwellings three stories or less in height and
constructed with stud - bearing walls, plain concrete footings with at least two continuous
longitudinal reinforcing bars not smaller than No. 4 are permitted to have a total area of
less than 0.002 times the gross cross - sectional area of the footing.
Detached one- and two- family dwellings three stories or less in height and
constructed with stud - bearing walls, are permitted to have plain concrete footings with
at least two continuous longitudinal reinforcing bars not smaller than No. 4 are permitted
to have a total area of less than 0.002 times the gross cross - sectional area of the
footing.
EM
(c) Reinforcement. Amend Section 1905.1 to read as shown below and add
Sections 1905.1.10 through 1905.1.12 to Chapter 19 of the California Building Code to
read as follows:
(1) 1905.1 General. The text of ACI 318 shall be modified as indicated in
Sections 1905.1.1 through 1905.1.12.
1905.1.10 ACI 318, Section 21.6.4. Modify ACI 318, Section 21.6.4, by adding
Section 21.6.4.8 and 12.6.4.9 as follows:
21.6.4.8 Where the calculated point of contraflexure is not within the middle half
of the member clear height, provide transverse reinforcement as specified in ACI 318
Sections 21.6.4.1, Items (a) through (c), over the full height of the member.
21.6.4.9 — At any section where the design strength, cpPn, of the column is less
than the sum of the shears Ve computed in accordance with ACI 318 Sections 21.5.4.1
and 21.6.5.1 for all the beams framing into the column above the level under
consideration, transverse reinforcement as specified in ACI 318 Sections 21.6.4.1
through 21.6.4.3 shall be provided. For beams framing into opposite sides of the
column, the moment components are permitted to be assumed to be of opposite sign.
For the determination of the design strength, cpP,,, of the column, these moments are
permitted to be assumed to result from the deformation of the frame in any one principal
axis.
1905.1.11 ACI 318, Section 21.9.4. Modify ACI 318, Section 21.9.4, by adding
Section 21.9.4.6 as follows:
21.9.4.6 — Walls and portions of walls with P„ > 0.35Po shall not be considered to
contribute to the calculated shear strength of the structure for resisting earthquake-
induced forces. Such walls shall conform to the requirements of ACI 318 Section.21.13.
Cfl
1905.1.12 ACI 318, Section 21.11.6. Modify ACI 318, by adding Section
21.11.6.1 as follows:
21.11.6.1 Collector and boundary elements in topping slabs placed over precast .
floor and roof elements shall not be less than 3 inches (76 mm) or 6 db in thickness,
where db is the diameter of the largest reinforcement in the topping slab.
8.12.120 Concrete and masonry fireplaces and chimneys.
(a) Alteration and Repair Standards. Section 3403.5 of the California
Building Code is added to read as follows:
3403.5. For the purpose of altering or repairing masonry and /or concrete
chimneys, when the cumulative fair market value of the cost to alter or repair an existing
masonry or concrete chimney, within the preceding twelve -month period, exceeds ten
percent of the fair market value of its replacement cost, the entire chimney structure and
its anchorage to the structure shall comply with the current requirements of this Code.
(b) Fireplace Reinforcing and Seismic Anchorage. Section 2111.1.5 of the
California Building Code is added to read as follows:
Section 2.111.1.5 Scope. - -
Every element of a masonry or concrete fireplace or barbeque that extends six
feet (1829 mm) or more above grade or that is part of a building and all masonry veneer
that extends more than five feet above adjacent grade shall be designed in accordance
with Chapters 16, 18, 19, 21 and 22 and shall- be reinforced in accordance with the
requirements of Sections 2101 through 2108 of the California Building Code.
(c) Chimney Reinforcing and Seismic Anchorage. Sections 2113.1.5 of
the California Building Code is added to read as follows:
!f:]
Section 2.113.1.5 Scope.
Every element of a masonry or concrete chimney or flue that extends six feet
(1,829 mm) or more above grade or that is part of a building and all masonry veneer
that extends more than five feet above adjacent grade shall be designed in accordance
with Chapters 16, 18, 19, 21 and 22 and shall be reinforced in accordance with the
requirements of Sections 2101 through 2108 of the California Building Code.
8.12.140 Wood construction.
(a) Fastener Requirement. Amend Section 2304.9.1 of the California
Building Code to read as follows:
2304.9.1 Fastener Requirements. Connections for wood members shall be
designed in accordance with the appropriate methodology in Section 2301.2. The
number and size of fasteners connecting wood members shall not be less than that set
forth in Table 2304.9.1. Staple fasteners in Table 2304.9.1 shall not be used to resist or
transfer seismic forces in structures assigned to Seismic Design Category D, E or F.
Exception: Staples may be used to resist or transfer seismic forces when the
allowable shear values are substantiated by cyclic testing and approved by the building
official.
(b) Wood Used in Retaining Wall. Amend Section 2304.11.7 of the
California Building Code to read as follows:
2304.11.7 Wood Used in Retaining Walls- and Cribs. Wood installed in
retaining or crib walls shall be preservative treated in accordance with AWPA U1
(Commodity Specifications A or F) for soil and fresh water use. Wood shall not be used
in retaining or crib walls for structures assigned to Seismic Design Category D, E or F.
Glr:
(c) Quality of Mails. Section 2305.4 is added to Chapter 23 of the California
Building Code to read as follows:
2305.4 Quality of Mails. In Seismic Design .Category D, E or F, mechanically
driven nails used in wood structural panel shear walls shall meet the same dimensions
as that required for hand - driven nails, including diameter, minimum length and minimum
head diameter. Clipped head or box nails are not permitted in new construction. The
allowable design value for clipped head nails in existing construction may be taken at no
more than the nail- head -area ratio of that of the same size hand - driven nails.
(d) Hold -down Connectors. Section 2305.5 is added to Chapter 23 of the
California Building Code to read as follows:
2305.5 Hold -Down Connectors. In Seismic Design Category D, E or F, hold-
down connectors shall be designed to resist shear wall overturning moments using
approved cyclic load values or 75 percent of the allowable seismic load values that do
not consider cyclic loading of the product. Connector bolts into wood framing shall
require steel plate washers on the post on the opposite'side of the anchorage device.
Plate size shall be a minimum of 0.229 inch by 3 inches by 3 inches (5.82 mm by 76
mm by 76 mm) in size. Hold -down connectors shall be tightened to finger tight plus one -
half (1/2) wrench turn just prior to covering the wall framing.
(e) Wood -frame diaphragms. Amend Section 2306.2 of the California
Building Code is to read as follows:
2306.2 Wood -frame diaphragms. Wood -frame diaphragms shall be designed
and constructed in accordance with AF &PA SDPWS. Where panels are fastened to
framing members with staples, requirements and limitations of AF &PA SDPWS shall be
50
met and the allowable shear values set forth in Table 2306.2(1) or 2306.2(2) shall only
be permitted for structures assigned to Seismic Design Category A, B, or C.
Exception: Allowable shear values where panels are fastened to framing
members with staples may be used if such values are substantiated by cyclic testing
and approved by the building official.
The allowable shear values in Tables 2306.2(1) and 2306.2(2) are permitted to
be increased 40 percent for wind design.
Exception: [DSA -SS, DSA -SS /CC and OSHPD 1, 2 & 4] Wood structural panel
diaphragms using staples as fasteners are not permitted by DSA and OSHPD.
Wood structural panel diaphragms used to resist seismic forces in structures
assigned to Seismic Design Category D, E or F shall be applied directly to the framing
members.
Exception: Wood structural panel diaphragms are permitted to be fastened over
solid lumber planking or laminated decking, provided the panel joints and lumber
planking or laminated decking joints do not coincide.
(f) Wood frame shear walls. Amend Section 2306.3 and Section 2307.2 of
the California Building Code to read as follows:
2306.3 Wood -frame shear walls. Wood -frame shear walls shall be designed
and constructed in accordance with AF &PA SDPWS. For structures assigned to
Seismic Design Category D, E, -or -F, application of Tables 4.3A and 4.3B of AF &PA
SDPWS shall include the following:
1. Wood structural panel thickness for shear walls shall not be less than 3/8 inch
thick and studs shall not be spaced at more than 16 inches on center
51
2. The maximum nominal unit shear capacities for 3/8 inch wood structural panels
resisting seismic forces in structures assigned to Seismic Design Category D, E
or F is 400 pounds per linear foot (plf).
Exception: Other nominal unit shear capacities may be permitted if such values
are substantiated by cyclic testing and approved by the building official.
3. Where shear design values using allow stress design (ASD) exceed 350 plf or
load and resistance factor design (LRFD) exceed 500 plf, all framing members
receiving edge nailing from abutting panels shall not be less than a single 3 -inch
nominal member, or two 2 -inch nominal members fastened together in
accordance with Section 2306.1 to transfer the design shear value between
framing members. Wood structural panel joint and sill plate nailing shall be
staggered at all panel edges. See Section 4.3.6.1 and 4.3.6.4.3 of AF &PA
SDPWS for sill plate size and anchorage requirements.
4. Nails shall be placed not less than 1/2 inch in from the panel edges and not less
than 3 /8.inch from the edge of the connecting members for shear greater than
350 plf using ASD or 500 plf using LRFD. Nails shall be placed not less than 3/8
inch from panel _edges and not less than 1/4 inch from the edge of the connecting
members for shears of 350 plf or less using ASD or 500 plf or less using LRFD.
5. Table 4.31B application is not allowed for structures assigned to Seismic Design
Category D, E, -or F.
For structures assigned to Seismic Design Category D, application of Table 4.3C of
AF &PA SDPWS shall not be used below the top level in a multi -level building for
structures. -
52
Where panels are fastened to framing members with staples, requirements and
limitations of AF &PA SDPWS shall be met and the allowable shear values set forth in
Table 2306.3(1), 2306.3(2) or 2306.3(3) shall only be permitted for structures assigned
to Seismic Design Category A, B, or C.
Exception: Allowable shear values where panels are fastened to framing
members with staples may be used if such values are substantiated by cyclic testing
and approved by the building official.
The allowable shear values in Tables 2306.3(1) and 2306.3(2) are permitted to be
increased 40 percent for wind design. Panels complying with ANSI /APA PRP -210 shall
be permitted to use design values for Plywood Siding in the AF &PA SDPWS.
Exception: [DSA -SS, DSA -SS /CC and OSHPD 1, 2 & 4] Wood structural panel
shear walls using staples as fasteners are not permitted by DSA and OSHPD.
2307.2 Wood -frame shear walls. Wood -frame shear walls shall be designed
and constructed in accordance with Section 2306.3 as applicable.
(g) Braced wall line support. Amend Section 2308.3.4 of the California
Building Code to read as follows:
-: .2308.3.4 Braced wall line support. Braced wall lines shall be supported by
continuous foundations.
Exception: For structures with a maximum plan dimension not over 50 feet (15
240 mm), continuous foundations are required at exterior walls only for structures
assigned to Seismic Design Category A, B, or C.
(h) Bracing. Amend Sections 230 &.9.3.1 and 2308.9.3.2 and Figure
2308.9.3.2 of the California Building Code are amended to read as follow:
53
2308.9.3.1 Alternative bracing. Any bracing required by Section 2308.9.3 is
permitted to be replaced by the following:
1. In one -story buildings, each panel shall have a length of not less than 2 feet 8
inches (813 mm) and a height of not more than 10 feet (3048 mm). Each panel
shall be sheathed on one face with 3/8- inch - minimum - thickness (9.5 mm) wood
structural panel sheathing nailed with 8d common or galvanized box nails in
accordance with Table 2304.9.1 and blocked at wood structural panel edges.
For structures assigned to Seismic Design Category D or E, each panel shall be
sheathed on one face with 15/32- inch - minimum - thickness (11.9 mm) wood
structural panel sheathing nailed with 8d common nails spaced 3 inches on panel
edges, 3 inches at intermediate supports. Two anchor bolts installed in
accordance with Section 2308.6 shall be provided in each panel. Anchor bolts
shall be placed at each panel outside quarter points. Each panel end stud shall
have a tie -down device fastened to the foundation, capable of providing an
approved uplift capacity of not less than 1,800 pounds (8006 N). The tie -down
device shall be installed in accordance with the manufacturer's
recommendations. The panels shall be supported directly on a foundation or on
floor framing supported directly on a foundation that is continuous across the
entire length of the braced wall. line. This foundation shall be reinforced with not
less than one No. 4 bar top and bottom.
Where the continuous foundation is required to have a depth greater than 12
inches (305 mm), a minimum 12 -inch by 12 -inch (305 mm by 305 mm)
continuous footing or turned down slab edge is permitted at door openings in the
braced wall line. This continuous footing or turned down slab edge shall be
reinforced with not less than one No. 4 bar top and bottom. This reinforcement
shall be lapped 15 inches (381 mm) with the reinforcement required in the
continuous foundation located directly under the braced wall line.
2. In the first story of two -story buildings, each wall panel shall be braced in
accordance with Section 2308.9.3.1, Item 1, except that the wood structural
panel sheathing shall be provided on both faces, three anchor bolts shall be
placed at one - quarter points, and tie -down device uplift capacity shall not be. less
than 3,000 pounds (13 344 N).
2308.9.3.2 Alternate bracing wall panel adjacent to a door or window
opening. Any bracing required by Section 2308.9.3 is permitted to be replaced by the
following when used adjacent to a door or window opening with a full - length header:
1. In one -story buildings, each panel shall have a length of not less than 16 inches
(406 mm) and a height of not more than 10 feet (3048 mm). Each panel shall be
sheathed on one face with a single layer of 3/8 inch (9.5 mm) minimum thickness
wood structural panel sheathing nailed with 8d common or galvanized box nails
in accordance with Figure 2308.9.3.2. For structures assigned to Seismic Design
Category D or E,. each panel shall be sheathed on one. face with 95/32 -inch-
minimum - thickness (11.9 mm) wood structural panel sheathing nailed with 8d
common nails spaced 3 inches on panel edges, 3 inches at intermediate
supports and in accordance with Figure 2308.9.3.2. The wood structural panel
sheathing shall extend up over the solid sawn or glued - laminated header and
shall be nailed in accordance with Figure 2308.9.3.2. A built -up header
consisting of at least two 2 12s and fastened in accordance with Item 24 of
Table 2304.9.1 shall be permitted to be used. A spacer, if used, shall be placed
55
on the side of the built -.up beam opposite the wood structural panel sheathing.
The header shall extend between the inside faces of the first full - length outer
studs of each panel. The clear span of the header between the inner studs of
each panel shall be not less than 6 feet (1829 mm) and not more than 18 feet
(5486 mm) in length. A strap with an uplift capacity of not less than 1,000
pounds (4400 N) shall fasten the header to the inner studs opposite the
sheathing. One anchor bolt not less than 518 inch (15.9 mm) diameter and
installed in accordance with Section 2308.6 shall be provided in the center of
each sill plate. The studs at each end of the panel shall have a tie -down device
fastened to the foundation with an uplift capacity of not less than 4,200 pounds
M'MI
Where a panel is located on one side of the opening, the header shall extend
between the inside face of the first full - length stud of the panel and the bearing
studs at the other end of the opening. A strap with an uplift capacity of not less
than 1,000 pounds (4400 N) shall fasten the header to the bearing studs. The
bearing studs shall also have a tie -down device fastened to the foundation with
an uplift capacity of hot less than 1,000 pounds (4400 N).
The tie -down devices shall be an embedded strap type, installed in accordance
with the manufacturer's recommendations. The panels shall be supported directly
on a foundation that is continuous across the entire length of the braced wall line.
This foundation shall be reinforced with not less than one No. 4 bar top and
bottom.
Where the continuous foundation is required to have a depth, greater than 12
inches (305 mm), a minimum 12 -inch by 12 -inch (305 mm by 305 mm)
56
continuous footing or turned down slab edge is permitted at door openings in the
braced wall line. This continuous footing or turned down slab edge shall be
reinforced with not less than one No. 4 bar top and bottom. This reinforcement
shall be lapped not less than 15 inches (381 mm) with the reinforcement required
in the continuous foundation located directly under the braced wall line.
2. In the first story of two -story buildings, each wall panel shall be braced in
accordance with Item 1 above, except that each panel shall have a length of not
less than 24 inches (610 mm).
For SI: 1 foot = 304.8 mm; i inch = 25.4mm; 1 pound — 4.448 N.
a. For structures assigned to Seismic Design Category D or E, sheathed on one face with 15132 - inch - minimum - thickness
(11.9 mm) wood structural panel sheathing nailed with 8d common nails spaced 3 inches on panel edges, 3 inches at
intermediate supports.
FIGURE 2308.9.3.2
ALTERNATE BRACED WALL PANEL ADJACENT TO A DOOR OR WINDOW OPENING
57
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For SI: 1 foot = 304.8 mm; i inch = 25.4mm; 1 pound — 4.448 N.
a. For structures assigned to Seismic Design Category D or E, sheathed on one face with 15132 - inch - minimum - thickness
(11.9 mm) wood structural panel sheathing nailed with 8d common nails spaced 3 inches on panel edges, 3 inches at
intermediate supports.
FIGURE 2308.9.3.2
ALTERNATE BRACED WALL PANEL ADJACENT TO A DOOR OR WINDOW OPENING
57
(i) Braced Wall Sheathing. Amend Table 2308.12.4 of the California
Building Code to read as follows:
TABLE 2308.12.4
WALL BRACING IN SEISMIC DESIGN CATEGORIES D AND E
(Minimum Percentage of Wall Bracing per each Braced Wall Line)
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
a. Minimum length of panel bracing of one face of the wall for S -W sheathing shall be at least 4'-
0" long or both faces of the wall for G -P sheathing shall be at least 8' -0" long; h/w ratio shall
not exceed 2:1. For S -W panel bracing of the same material on two faces of the wall, the
minimum length is permitted to be one -half the tabulated value but the h/w ratio shall not
exceed 2:1 and design for uplift is required. The 2:1 h/w ratio limitation does not apply to
alternate braced wall panels constructed in accordance with Section 2308.9.3.1 or
2308.9.3.2. Wall framing to which sheathing used for bracing is applied shall be nominal 2
inch wide [actual 1112 inch (38 mm)] or larger members and spaced a maximum of 16 inches
on center. Braced wall panel construction types shall not be mixed within a braced wall line.
b. G -P = gypsum board, portland cement plaster or gypsum sheathing boards; S -W = wood
structural panels.
c. Nailing as specified below shall occur at all panel edges at studs, at top and bottom plates
and, where occurring, at blocking:
For 1/2 -inch gypsum board, 5d (0.113 inch diameter) cooler nails at 7 inches on center;
For 5/8 -inch gypsum board, No 11 gage (0.120 inch diameter) cooler nails at 7 inches on
center;
.'f:1
SHEATHING
CONDITION
0.50 <SDS <
0.75S SD S<
S Ds >
TYPE
SDS < 0.50
0.75
1.00
1.00
One
G -P°
43
59
75
100
Story
S-W
21
32
37
48
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
a. Minimum length of panel bracing of one face of the wall for S -W sheathing shall be at least 4'-
0" long or both faces of the wall for G -P sheathing shall be at least 8' -0" long; h/w ratio shall
not exceed 2:1. For S -W panel bracing of the same material on two faces of the wall, the
minimum length is permitted to be one -half the tabulated value but the h/w ratio shall not
exceed 2:1 and design for uplift is required. The 2:1 h/w ratio limitation does not apply to
alternate braced wall panels constructed in accordance with Section 2308.9.3.1 or
2308.9.3.2. Wall framing to which sheathing used for bracing is applied shall be nominal 2
inch wide [actual 1112 inch (38 mm)] or larger members and spaced a maximum of 16 inches
on center. Braced wall panel construction types shall not be mixed within a braced wall line.
b. G -P = gypsum board, portland cement plaster or gypsum sheathing boards; S -W = wood
structural panels.
c. Nailing as specified below shall occur at all panel edges at studs, at top and bottom plates
and, where occurring, at blocking:
For 1/2 -inch gypsum board, 5d (0.113 inch diameter) cooler nails at 7 inches on center;
For 5/8 -inch gypsum board, No 11 gage (0.120 inch diameter) cooler nails at 7 inches on
center;
.'f:1
For gypsum sheathing board, 1 -3/4 inches long by 7116 -inch head, diamond point galvanized
nails at 4 inches on center;
For gypsum lath, No. 13 gage (0.092 inch) by 1 -1/8 inches long, 19/64 -inch head,
plasterboard at 5 inches on center;
For Portland cement plaster, No. 11 gage (0.120 inch) by 11/2 inches long, 7/16- inch head at 6
inches on center;
d. S -W sheathing shall be a minimum of 15/32" thick nailed with 8d common placed 3/8 inches
from panel edges and spaced not more than 6 inches on center and 12 inches on center
along intermediate framing members.
0) Attachment of Sheathing. Amend Section 2308.12.5 of the California
Building Code to read as follows:
2308.12.5 Attachment of Sheathing. Fastening of braced wall panel sheathing
shall not be less than that prescribed in Table 2308.12.4 or 2304.9.1. Wall sheathing
shall not be attached to framing members by adhesives. Staple fasteners in Table
2304.9.1 shall not be used to resist or transfer seismic forces in structures assigned to
Seismic Design Category D, E or F.
Exception: Staples may be used to resist or transfer seismic forces when the
allowable shear values are substantiated by cyclic testing and approved by the building
official.
All braced wall panels shall extend to the roof sheathing and shall be attached to
parallel roof rafters or blocking above with framing clips (18 gauge minimum) spaced at
maximum 24 inches (6096 mm) on center with four 8d nails per leg (total eight 8d nails
per clip).
Braced
wall panels
shall be
laterally braced at
each top corner
and at
maximum
24 inch
(6096 mm)
intervals
along the top plate
of. discontinuous
vertical
framing.
59
SECTION 12. Section 8.20.050 of the Santa Monica Municipal Code is hereby
amended as follows:
8.20.050 Analysis and design.
(a) General. Every hillside building within the scope of this Section shall be
analyzed, designed, and constructed in accordance with the provisions of this Chapter.
When the code - prescribed wind design produces greater effects, the wind design shall
govern, but detailing requirements and limitations prescribed in this and referenced
Sections shall be followed.
(b) Base Level Diaphragm — Downhill Direction. The following provisions
shall apply to the seismic analysis and design of the connections for the base level
diaphragm in the downhill direction.
(1) Base for Lateral Force Design Defined. For seismic forces acting in the
downhill direction, the base of the building shall be the floor at or closest to the top of
the highest level of the foundation.
(2) Base Shear. In developing the base shear for seismic design, the
response modification coefficient (R) shall not exceed 5 for bearing wall and building
frame systems. The total base shear shall include the forces tributary to the base level
diaphragm including forces from the base level diaphragm.
(c) Base Shear Resistance— Primary Anchors.
(1) General. The base shear in the downhill direction shall be resisted
through primary anchors from diaphragm struts provided in the base level diaphragm to
the foundation.
.E
(2) Location of Primary Anchors. A primary anchor and diaphragm strut
shall be provided in line with each foundation extending in the downhill direction.
Primary anchors and diaphragm struts shall also be provided where interior vertical
lateral force resisting elements occur above and in contact with the base level
diaphragm. The spacing of primary anchors and diaphragm struts or collectors shall in
no case exceed thirty feet.
(3) Design of Primary Anchors and Diaphragm Struts. Primary anchors
and diaphragm struts shall be designed in accordance with the requirements of Section
8.20.050(f).
(4) Limitations. The following lateral force resisting elements shall not be
designed to resist seismic forces below the base level diaphragm in the downhill
direction:
(A) Wood structural panel wall sheathing;
(B) Cement plaster and lath;
(C) Gypsum wallboard;
(D) Tension only braced frames.
Braced frames designed in accordance with the requirements of Chapter 22 of
the California Building Code as amended herein may be used to transfer forces from the
primary anchors and diaphragm struts to the foundation, provided lateral forces do not
induce flexural stresses in any member of the frame or in the diaphragm struts.
Deflections of frames shall account for the variation in slope of diagonal members when
the frame is not rectangular.
(d) Base Shear Resistance— Secondary Anchors.
1011
(1) General. In addition to the primary anchors required by Section
8.20.050(c), the base shear in the downhill direction shall be resisted through secondary
anchors in the uphill foundation connected to diaphragm struts in the base level
diaphragm.
Exception: Secondary anchors are not required where foundations extending in
the downhill direction spaced at not more than thirty feet on center, extend up to and are
directly connected to the base level diaphragm for at least seventy percent of the
diaphragm depth.
(2) Secondary Anchor Capacity and Spacing. Secondary anchors at the
base level diaphragm shall be designed for a minimum force equal to the base shear,
including forces tributary to the base level diaphragm, but not less than six hundred
pounds per lineal foot at allowable loading. The secondary anchors shall be uniformly
distributed along the uphill diaphragm edge and shall be spaced a maximum of four feet
on center.
(3) Design. Secondary anchors and diaphragm struts shall be designed in
accordance with Section 8.20.050(f).
(e) Diaphragms Below the Base Level— Downhill Direction. The following
provisions shall apply to the lateral analysis and design of the connections for all
diaphragms below the base level diaphragm in the downhill direction.
(1) - Diaphragm Defined. For the purposes of this Section, every floor level
below the base level diaphragm shall be designed as a diaphragm.
(2) Design Force. Each diaphragm below the base level diaphragm shall be
designed for all tributary loads at that level using a minimum seismic force factor not
less than the base shear coefficient.
62
(3) Design Force Resistance — Primary Anchors. The design force
described above shall be resisted through primary anchors from diaphragm struts
provided in each diaphragm to the foundation. Primary anchors shall be provided and
designed in accordance with the requirements and limitations of Section 8.20.050(c).
(4) Design Force Resistance — Secondary Anchors.
(A) General. In addition to the primary anchors required above, the design
force in the downhill direction shall be resisted through secondary anchors in the uphill
foundation connected to diaphragm struts in each diaphragm below the base level.
Exception: Secondary anchors are not required where foundations extending in
the downhill direction, spaced at not more than thirty feet on center, extend up to and
are directly connected to each diaphragm below the base level for at least seventy
percent of the diaphragm depth.
(B) Secondary Anchor Capacity. Secondary anchors at each diaphragm
below the base level diaphragm shall be designed for a minimum force equal to the
design force but not less than three hundred pounds per lineal foot at allowable loading.
The secondary anchors shall be uniformly distributed along the uphill diaphragm edge
and shall be spaced a maximum of four:feet.on center.
(C) Design. Secondary anchors and diaphragm struts shall be designed in
accordance with the provisions of this Chapter.
(f) Primary and Secondary Anchorage and Diaphragm Strut Design.
Primary and secondary anchors and diaphragm struts shall be designed in accordance
with the following provisions:
(1) Fasteners. All bolted fasteners used to develop connections to wood
members shall be provided with square plate washers at all bolt heads and nuts.
tsiie3
Washers shall be a minimum of 0.229 inch by 3- inches by 3- inches (5.82 mm by 76 mm
by 76 mm) in size. Nuts shall be tightened to finger tight plus one half (112) wrench turn
prior to covering the frame.
(2) Anchorage. The diaphragm to foundation anchorage shall not be
accomplished by the use of toe nailing, nails subject to withdrawal, or wood in cross
grain bending or cross grain tension.
(3) Size of Wood Members. Wood diaphragm struts, collectors, and other
wood members connected to primary anchors shall not be less than three -inch (76 mm)
nominal width. The effects of eccentricity on wood members shall be evaluated as
required per subsection 9 below.
(4) Design. Primary and secondary anchorage, including diaphragm struts,
splices, and collectors shall be designed for one hundred twenty -five percent (125 %) of
the tributary force.
(5) Allowable Stress Increase. The one -third allowable stress increase
permitted under Section 1605.3.2 shall not be taken when the working .(allowable)
stress design method is used
(6) - -Steel Element of Structural Wall Anchorage System. The strength
design forces for steel elements of the structural wall anchorage system, with the
exception of anchor bolts and reinforcing steel,- shall be increased by 1.4 times the
forces otherwise required.
(7) Primary Anchors..The load path for primary anchors and diaphragm
struts shall be fully developed into the diaphragm and into the foundation. The
foundation must be shown to be adequate to resist the concentrated loads from the
primary anchors.
[:1:I
(8) Secondary Anchors. The load path for secondary anchors and
diaphragm struts shall be fully developed in the diaphragm but need not be developed
beyond the connection to the foundation.
(9) Symmetry. All lateral force foundation anchorage and diaphragm strut
connections shall be symmetrical. Eccentric connections may be permitted when
demonstrated by calculation or tests that all components of force have been provided
for in the structural analysis or tests.
(10) Wood Ledgers. Wood ledgers shall not be used to resist cross -grain
bending or cross -grain tension.
(g) Lateral Force Resisting Elements Normal to the Downhill Direction.
(1) General. Seismic force resisting elements, acting normal to the downhill
direction, shall be designed in accordance with the requirements of this Section.
(2) Base Shear. In developing the .base shear for seismic design, the
response modification coefficient (R) shall not exceed 5 for bearing wall and building
frame systems.
(3) Vertical Distribution of Seismic Forces. For seismic forces acting
normal to ,the downhill direction, the distribution of seismic forces over the height of the
building, using Section 12.8.3 of ASCE 7, shall be determined using the height
measured from the top of the lowest level of the building foundation to the top of the
utmost roof diaphragm.
(4) Drift Limitations. The story drift under allowable loading below the base
level diaphragm shall not exceed 0.007 times the story height. The total drift from the
base level diaphragm to the top of the foundation shall not exceed- three- fourths inch.
Where the story height or the height from the base level diaphragm to the top of the
65
foundation varies because of a stepped footing or story offset, the height shall be
measured from the average height of the top of the foundation. The story drift shall not
be reduced by the effect of horizontal diaphragm stiffness.
Where Code - prescribed wind forces govern the design of the lateral force
resisting system normal to the downhill direction, the drift limitation shall be 0.0025 for
the story drift and the total drift from the base level diaphragm to the top of the
foundation may exceed three - fourths inch when approved by the Building Officer. In no
case, however, shall the drift limitations for seismic forces be exceeded.
(5) Distribution of Lateral Forces.
(A) General. The design lateral force shall be distributed to lateral force
resisting elements of varying heights in accordance with the stiffness of each individual
element.
(B) Wood Structural Panel Sheathed Walls. The stiffness of a stepped
wood structural panel shear wall may be determined by dividing the wall into adjacent
rectangular elements, subject to the same top of wall deflection. Deflections of shear
walls shall be determined as per the Building Code. Sheathing and fastening
requirements for the stiffest section shall be used for the entire wall. Each.section of
wall shall be anchored for shear and uplift at each step. The minimum horizontal length
of a step shall be eight feet and the maximum vertical height of a step shall be two feet,
eight inches.
(C) Reinforced Concrete or Masonry Shear Walls. Reinforced concrete or
masonry shear walls shall have forces distributed in proportion to the rigidity of each
section of the wall.
..
(D) Limitations. The following lateral force resisting elements shall not be
designed to resist lateral forces below the base level diaphragm in the direction normal
to the downhill direction:
(i) Cement plaster and lath;
(ii) Gypsum wallboard;
(iii) Tension only braced frames.
Braced frames designed in accordance with the requirements of the California
Building Code as amended by the City of Santa Monica may be designed as lateral
force resisting elements in the direction normal to the downhill direction provided lateral
forces do not induce flexural stresses in any member of the frame. Deflections of frames
shall account for the variation in slope of diagonal members when the frame is not
rectangular.
(h) Specific Design Provisions.
(1) Footings and Grade Beams. All footings and grade beams shall comply
with the following:
(A) Grade beams shall extend at least twelve inches below the lowest
adjacent grade and provide a minimum twenty- four -inch distance horizontally from the
bottom outside face of the grade beam to the face of the descending slope.
(B) Continuous footings shall be reinforced with at least two one -half inch
nominal diameter steel reinforcing bars at the top and two at the bottom
(C) All main footing and grade beam reinforcement steel shall be bent into the
intersecting footing and fully developed around each corner and intersection.
(D) All concrete stem walls shall extend from the foundation and shall be
reinforced as required for concrete or masonry walls.
67
(2) Protection Against Decay and Termites. All wood to earth separation
shall comply with the following:
(A) Where a footing or grade beam extends across a descending slope, the
stem wall, grade beam, or footing shall extend up to a minimum of eighteen inches
above the highest adjacent grade.
Exception: At paved garage and doorway entrances to the building, the stem
wall need only extend to the finished concrete slab, provided the wood framing is
protected with a moisture -proof barrier.
(B) Wood ledgers supporting a vertical load of more than one hundred pounds
per lineal foot and located within forty -eight inches of adjacent grade are prohibited.
Galvanized steel ledgers and anchor bolts, with or without wood nailers, or treated or
decay resistant sill plates supported on a concrete or masonry seat, may be used.
(3) Sill Plates. All sill plates and anchorage shall comply with the following:
(A) All wood framed walls, including nonbearing walls, when resting on a
footing, foundation, or grade beam stem wall, shall be supported on wood sill plates
bearing on a level surface.
(B) Power driven fasteners shall not be used -to anchor sill plates except at
interior nonbearing walls not designed as shear walls.
(4) Column Base Plate Anchorage. The base of isolated wood posts that
supports a vertical load of four thousand pounds or more and the base plate for a steel
column shall comply with the following:
(A) When the post or column is supported on ,a pedestal extending above the
top of a footing or grade beam, the pedestal shall be designed and reinforced as
required for concrete or masonry columns. The pedestal shall be reinforced with a
.:
minimum of four one - half -inch nominal diameter steel reinforcing bars extending to the
bottom of the footing or grade beam. The top of exterior pedestals shall be sloped for
positive drainage.
(B) The base plate anchor bolts or the embedded portion of the post base,
and the vertical reinforcing bars for the pedestal, shall be confined with two one -half-
inch nominal diameter steel reinforcing bars or three three - eighths inch nominal
diameter steel reinforcing bar ties within the top five inches of the concrete or masonry
pedestal. The base plate anchor bolts shall be embedded a minimum of twenty bolt
diameters into the concrete or masonry pedestal. The base plate anchor bolts and post
bases shall be galvanized and each anchor bolt shall have at least two galvanized nuts
above the base plate.
(5) Steel Beam to Column Supports. All steel beam to column supports
shall be positively braced in each direction. Steel beams shall have stiffener plates
installed on each side of the beam web at the column. The stiffener plates shall be
welded to each beam flange and the beam web. Each brace connection or structural
member shall consist of at least two five - eighths inch diameter machine bolts.
(i) - Special Inspections. In.addition to the provisions of Item 11 of Section
1701.5 of the California Building Code, special inspection shall be provided for
connecting grade beams and tie beams and the placement of all primary and secondary
anchors.
SECTION 13. Section 8.22.010 of the Santa Monica Municipal Code is hereby
amended as follows:
.•
8.22.010 Adoption.
That certain document entitled "California Residential Code 2013 Edition," which
adopts by reference the International Residential Code, 2012 Edition, as published by
the California Building Standards Commission and the International Code Council
(excluding Sections R102 through R114, R313), including Chapter 1, Division I, Section
R101, Appendix H are hereby adopted with local amendments and provisions of this
Chapter of the Santa Monica Municipal Code, as the Residential Code of the City of
Santa Monica.
SECTION 14. Section 8.22.020 of the Santa Monica Municipal Code is hereby
amended as follows:
8.22.020 Local amendments to the California Residential Code.
Notwithstanding any provisions of the California Residential Code, California
Building Standards Code, State Housing Law or other codes adopted by any Chapter in
Article VIII of the Municipal Code to the contrary, the following local amendments shall
apply.
Section 15. Section 8.22.025 is hereby added to the Santa Monica Municipal
Code to read as follows:
8.22.025 General residential provisions.
(a) Window Fall Protection. Amend Section R312.2.1 of the California
Residential Code to read as follows:
70
R312.2.1 Window sills. In dwelling units, where the opening of an operable
window is located more than 72 inches (1829 mm) above the finished grade or surface
below, the lowest part of the clear opening of the window shall be a minimum of 36
inches (915 mm) above the finished floor of the room in which the window is located.
Operable sections of windows shall not permit openings that allow passage of a 4 -inch
diameter (102 mm) sphere where such openings are located within 36 inches (915 mm)
of the finished floor.
SECTION 16. Section 8.22.030 of the Santa Monica Municipal Code is hereby
amended as follows:
8.22.030 Residential structural provisions.
(a) Woodframe Structures. Amend Section R301.1.3.2 of the California
Residential Code to read as follows:
R301.1.3.2 Woodframe Structures. The building official shall require
construction documents to be approved and stamped by a California licensed architect
or engineer for all dwellings of woodframe construction more than two stories and
basement in height located in Seismic Design Category A, B or C. Notwithstanding
other sections of the law, the law establishing these provisions is found in Business and
Professions Code Sections 5537 and 6737.1.
The building official shall require construction documents to be approved and
stamped by a California licensed architect or engineer for all dwellings of woodframe
construction more than one story in height located in Seismic Design Category Do, D1,
D2 or E.
71
(b) Slopes Steeper than 33 -1/3 Percent. Add Section R301.1.4 to the
California Residential Code to read as follows:
R301.1.4 Seismic Design Provisions for Buildings Constructed On or Into
Slopes Steeper Than One Unit Vertical In Three Units Horizontal (33.3 Percent
Slope). The design and construction of new buildings and additions to existing buildings
when constructed on or into slopes steeper than one unit vertical in three units
horizontal (33.3 percent slope) shall comply with Section 1613.9 of the California
Building Code.
(c) Determination of seismic design category. Amend Table R301.2.2.1.1,
Sec. R301.2.2.1.2 of the Edition of the California Residential Code to read as follows:
R301.2.2.1 Determination of seismic design category.
TABLE R301.2.2.1.1
SEISMIC DESIGN CATEGORY DETERMINATION
CALCULATED SDS
SEISMIC DESIGN CATEGORY
SDS <_ 0.17g
A
0.17g < SDS <_ 0.339
B
0.33g < SDS 5 0.50g
C
0.50g < SDS <_ 0.67g
Do
0.67g < SDS <_ 0.83g
Di
0.83g < SDS <_ 1.009
D2
1.00g < SDS
E
R301.2.2.1.2 Alternative determination of Seismic Design Category E.
Buildings located in Seismic Design Category E in accordance with Figure R301.2(2)
72
are permitted to be reclassified as being in Seismic Design Category D2 provided one of
the following is done:
1. A more detailed evaluation of the seismic design category is made in
accordance with the provisions and maps of the International Building Code. Buildings
located in Seismic Design Category E per Table R301.2.2.1.1, but located in Seismic
Design Category D per the International Building Code, may be designed using the
Seismic Design Category D2 requirements of this code.
2. Buildings located in Seismic Design Category E that conform to the following
additional restrictions are permitted to be constructed in accordance with the provisions
for Seismic Design Category D2 of this code:
2.1. All exterior shear wall lines or braced wall panels are in one plane vertically
from the foundation to the uppermost story.
2.2. Floors shall not cantilever past the exterior walls.
2.3. The building is within all of the requirements of Section R301.2.2.2.5 for
being considered as regular.
2.4. For buildings over one story in height, the calculated Sps shall not exceed
1.25g.
(d) Irregular Buildings. Amend Section R301.2.2.2.5 to the California
Residential Code to read as follows:
R301.2.2.2.5
1. When exterior shear wall lines or braced wall panels are not in one plane
vertically from the foundation to the uppermost story in which they are required.
2. When a section of floor or roof is not laterally supported by shear walls or
braced wall lines on all edges.
73
below.
3. When the end of a braced wall panel occurs over an opening in the wall
4. When an opening in a floor or roof exceeds the lesser of 12 feet (3658
mm) or 50 percent of the least floor or roof dimension.
5. When portions of a floor level are vertically offset.
6. When shear walls and braced wall lines do not occur in two perpendicular
directions.
7. When stories above -grade partially or completely braced by wood wall
framing in accordance with Section R602 or steel wall framing in accordance with
Section R603 include masonry or concrete construction.
(e) Application. Amend Section R501.1 of the California Residential Code to
read as follows:
8501.1 Application. The provision of this chapter shall control the design and
construction of the floors for all buildings including the floors of attic spaces used to
house mechanical or plumbing fixtures and equipment. Mechanical or plumbing fixtures
and equipment shall be attached (or anchored) to the structure in accordance with
Section R301.2.2.3.8.
(f) Equipment Anchorage. Section R301.2.2.3.8 is added to Chapter 3 of the
California Residential Code to read as follows:
R301.2.2.3.8 Anchorage of Mechanical, Electrical, or Plumbing Components
and Equipment. Mechanical, electrical, or plumbing components and equipment shall
be anchored to the structure. Anchorage of the components and equipment shall be
designed to resist loads in accordance with the International Building Code and ASCE
7, except where the component is positively attached to the structure and flexible
74
connections are provided between the component and associated ductwork, piping, and
conduit; and either
1. The component weighs 400 lb (1780 N) or less and has a center of mass
located 4 ft (1.22 m) or less above the supporting structure; or
2. The component weighs 20 lb (89 N) or less or, in the case of a distributed
system, 5 lb/ft (73 N /m) or less.
(g) Openings in Horizontal Diaphragms. Add Section R503.2.4 to Chapter
5 of the California Residential Code to read as follows:
R503.2.4 Openings in Horizontal Diaphragms. Openings in horizontal
diaphragms with a dimension perpendicular to the joist that is greater than 4 feet (1.2 m)
shall be constructed in accordance with Figure R503.2.4.
Figure R503.2.4
a. Blockings shall be provided beyond headers.
b. Metal ties not less than 0.058 inch [1.47 mm (16 galvanized gage)] by 1.5
inches (38 mm) wide with eight 16d common nails on each side of the header -joist
intersection. The metal ties shall have a minimum yield of 33,000 psi (227 MPa).
75
C. Openings in diaphragms shall be further limited in accordance with
Section R301.2.2.2.5.
(h) Single Top Plate. Exception of Section R602.3.2 of the California
Residential Code is amended to read as follows:
Exception: In other than Seismic Design Category Do, D1 or D2, a single top
plate may be installed in stud walls, provided the plate is adequately tied at joints,
corners and intersecting walls by a minimum 3- inch -by -6 -inch by a 0.036- inch -thick (76
mm by 152 mm by 0.914 mm) galvanized steel plate that is nailed to each wall or
segment of wall by six 8d nails on each side, provided the rafters or joists are centered
over the studs with a tolerance of no more than 1 inch (25 mm). The top plate may be
omitted over lintels that are adequately tied to adjacent wall sections with steel plates or
equivalent as previously described.
(i) Bracing Requirement. Amend Table R602.10.3(3) of the California
Residential Code to read as follows:
BRACING REQUIREMENTS BASED ON SEISMIC DESIGN CATEGORY
(AS A FUNCTION OF BRACED WALL LINE LENGTH)
SOIL CLASS D' -
WALL HEIGHT =10 FT
10 PV FLOOR DEAD LOAD
15 PSF ROOFFCEILING DEAD LOAD MINIMUM TOTAL LENGTH ((Let) OF BRACED WALL PANELS REOUIRED
BRACED WALL LINE SPACING <25FT _ALONG EACH BRACED WALL LINE
sFlsmtc i
Design } METHODS OW9,
Category Braced Wall ` SFB,GB, FB$, RCF, Continuous
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Sp NP - NP 1 610 1 5.1
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TABLE 11602.10,3 (3)
BRACING REQUIREMENTS BASED ON SEISMIC DESIGN CATEGORY
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MINIMUTATOTAL LENGTN(FEMOF SRAt;FO WALL PANELS
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+ - SOlLC.AS. G
WALL HEIGHT s 1a FEET
10 ESE FLOOR DEAD LOAD
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NP
24.0
a.4.1: 7.5
&4
cs
40
NP
320
310 Io,O
8.5
50
NP
40.0
40.0 1 123
1015
�.._- ..._.v._. ID
NIP
NP
NP
31
NP
NP
NP 1.1,0
4,3
30
NP
NP
NP 1615
10
40
NP
NP
NP 22.0
181
50
NP
NP
NP 17.5
:23.4
D,
to
NP
NP
NP NP
NP
20
NT
NP
NP NP
NP
39
NP
NP
NP NP
NP
..
4u'
NP
NP
NP NP
NP
50
NP
NP
NP NP
NP
to
NP
NP
NP 15
6.4
20
NP
NP
NP 15.0
118
L "ipPtn wait below 31)
NP
NP
NP 215
19.1
nrc- n #HnstarydactkiPr
40
NP
NP
NP 300
2,5.5
50
NP
NP
NP 3i,5
:1119
For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 pound per square foot = 0.0479 kPa.
a. Linear interpolation shall be permitted.
b. Wall bracing lengths are based on a soil site class "D" Interpolation of bracing length between the S& values
associated with the Seismic Design Categories shall be permitted when a site - specific Sd, value is determitned in
accordance with Section 1613.3 of the Califomia Building Code.
c. Method LIB shall have gypsum board fastened to at least one side with nails or screws per Table R602.3(1) for
exterior sheathing or Table R702.3.5 for interior gypsum board. Spacing of fasteners at panel edges shall not
exceed 8 inches.
d. Method CS -SFB applies in SDC C only.
e. Methods GB and PCP braced wall panel h/w ratio shall not exceed 1:1 in SDC Do, Dt or D2. Methods DWB,
SFB, PBS, and HPS are not permitted in SDC Do, Di, or D2.
79
0) Bracing Methods. Amend Table R602.10.4 of the California Residential
Code to read as follows:
W
V'sp ong(canes edp) at 12 t
iij[
L
3 < sW a)Y3'Fmr gE
SPnciAI;(Ime"Qd; e5tij
"
gyp$ to (*8net ei7Qt
00
9t 1 121 R RP t j r
�H3 r
..,7`xP?t YS�aa.ed tiC� *4i r.f j
s�Sggiit$Et 6'��t!ia'f F1x F� "4fi1
t15 aS'S`ix f tF o 3f m;7 � ifj
p3!re9e ',F`04 tu�.m�! {y5�. j
3
t4= .7?IYJn {I r ef3rt' V t -g �
kasah. V 7 ft f£+i t
�afU ;.m f+' ii nkh C 5Pi4s< �4'..
z F'�44p f'i A41 (�SSflA iUi
y'
j
umltiiiW
'1
�t alt w5
i rnk,au sv ;`.p $(tr'Y3{Y.Et #i
i
8i
fit F, tS gage: t'-O.1 tl�u it
@ .
i�C'i C3 'La$5'izhi Ste stK tA1'
I -'q
oG,.a* F�tcar �„m 4t"x AYd spa €{ng
N t•N'
W
TABLE M02.10,4
BRACING METHODS i
(corlabared)
IN
CONNECTION CRITERIA'
6iETH000, hfATERiAL-
h11NiRiUiA THICiCNE85
fICiURE
Fasteners
5P +z�A
I x 3 A'axl Pt....
N tW: 2-W common nails
lVt,`ad: Per scud and
approwd c t ti sh-apc
or
lap and th llom plates
Gls
n14, °iotsG �n_Ic40
�� 1- i
1
3 -Sd fl' /g`long 8 0.113'dtt.1 nails
Lw- ut- irr�•m
nisxnnani 16"
L.1
W(al:
sand pacing
Metal trap: pet aumufivU'n.r
p.r nrnnubeiurer
DICE
`7 " {t nounnal }tor
�Sd t2'1; -lexi ;.0, F I Ydin.) nails
3is�acvu ^.3
mmilmlm 24'
({ (
ar
Per stud
sa veil kx,,nda
stub spacing
? -I'r, long maples
tt'SB
:K3=",l +2 ?a0 ;3t)n is
( cdgcs 12 "metal
i1 -<rxi
15 y32�,
T�j 1117( 'g((
s; T.ec o^stryaq e .ne
a>nmoxi.912uxt3s3;3n ==s
fi ed €es12 "field
n'tnCa3 Pallet
.v1�221;i
(Svc Sci'ticutltbUl3
t €k +.
r`.
_
Bt'IN%— '
y� i
1)t(W Structural
4" in panel eIlvvs
Panels %PWlStone
urfitasInr#amvu
�trc�
See Figure W ?02,10_(0
8d comnam(2'!; ^x 0.131l ncdls
1' it inteflnrdiafC
suppcorimd "atNaced
(Sac. Salon
u"ail panel end Ivsts
k(t3? ifa.G.SI
i't logxUh dia.!(ot �z thick
SFB
'jj Ar dy for
'
1131 lklirni} 1 �r hng'f. tl lh -t11n.
Sfrucd she
rfbcrhoard sheath-
nsasanman lfi"
y'
j }�19T1,11111
ti"ur I lhi }k ltcxtian-)
3 edge-x& "held
p`
-ul, a11�trng
i— ll
_
s. alsanvedriKntagnttlsc '�radczafluncn
-
(2'l, "lone x0, 131- dkooitils
ha❑ls otscrdttslxv `I'abie- I ?vir2.3tti for
i:rallkae« d %salt
�
r
extetior Witions
pact he atiofis. 7"
tx1 is (Including top
t;t'psvnt #o tt!
,
Nails of sIac per ibk 1t7t1'� , $ ie +r'
:and Munn plilco 7"
- �
IItICfl4r3f�Llibni
held
PCs
'd or 11 "fm°
—
For 1, ud cnnanum
P ntrcld,oald
nhlno
muxonunt lG"
it 1 1T
011,
(2 Iongr0l3't`dia,)nails
For /,I bd common
Vcdco6 °field
,1m
IW)si
Stull biLK'iog
r
"dia,3
(See Seddon
,. ,
r2a7;
TABLE 8602.10.4— continued
BRACING METHODS I
For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 degree = 0.0175 rad, 1 pound per square foot = 47.8 N /m2, 1 mile per
hour = 0.447 m /s.
a. Adhesive attachment of wall sheathing, including Method GB, shall not be permitted in Seismic Design
Categories C, Do, DI and D2.
b. Applies to panels next to garage door opening when supporting gable end wall or roof load only. May only be
used on one wall of the garage. In Seismic Design Categories Do, D1, and D2, roof covering dead load may not
exceed 3 psf.
c. Garage openings adjacent to a Method CS -G panel shall be provided with a header in accordance with Table
R502.5(1). A full height clear opening shall not be permitted adjacent to a Method CS -G panel.
d. Method CS -SFB does not apply in Seismic Design Categories Do, Di and D2 and in areas where the wind speed
exceeds 100 mph.
e. Method applies to detached one- and two- family dwellings in Seismic Design Categories Do through D2 only.
f. Methods GB and PCP braced wall panel h/w ratio shall not exceed 1:1 in SDC Do, Di, or D2. Methods LIB,
DWB, SFB, PBS, HPS, and PFG are not permitted in SDC Do, DI, or D2.
g. Use of staples in braced wall panels shall be prohibited in SDC Do, DI, or D2.
MN
CONNECTION CRITERIA'
METHODS.MATERIAL PUNINIUM THICKNESS
FIGURE
FatiOnett
spacing
PFH
Portal frame wilh
'
SetSrlihn 1002.10,6.2
Sty. Section R(402,10,6,2
-
tio9cl.clonns
E .
N,
j
F:
5/`• •
�
Sve Sr Lion R602AO.t;2
See Scclion 8602.10.6.3
PoiYa1 fr.PFCnY gt,ragt!
�n;vra12 "SAX0.1 31)t s
ynefo.5 cadge
W'idc <.I "Ne1d
ConunuouAyshcatdW 15132'
ul ..
woad Iaiatur,4 P c0el
Y 1
E3 carntt ^ 7 x4 ag n s
6" edges I-)" field
�jp d -Ase to plee$:e
E
CSdi`
>s
trllinuougY hgn0r;d
-
wood ,irnziurd 7 +anc1. 1S >a2"
(
See IledmAC "S,WSP
Set Nivth(A CS,WSP
Rai enY to g raga
!__
+rir.•ltines
'�`
t flllntl ll'iV IiC:dlh4i 1} ��"
� a- £
Svc 1i%: tl�'t1126t}S,iiS.fi.1
$ai �tL•CIi»11 d f+(}2,d0 {s•9
twrEtl fr3tut
} �Sj" lcsng x Q. t2"tlra_
€
(Tor'!." Ouck �i:calhvq�i
CS.SFS' ttl ors °Tor
..
t Y'lont xf9l?'dia.
t ontlnurwsi� .hc uhcd nt lem tuR 16
s
i j Ii E
t 1
viol Yn` t1uc1, 4ht tthGYg)
3 rxl,cs b ^ifokl
slam ril f{1T2rh(eifd stud sp,16",
g rlwnilc(f roofing flails Or
8d Common
(211:,' ougxITi81"dia,} ,,u]f
For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 degree = 0.0175 rad, 1 pound per square foot = 47.8 N /m2, 1 mile per
hour = 0.447 m /s.
a. Adhesive attachment of wall sheathing, including Method GB, shall not be permitted in Seismic Design
Categories C, Do, DI and D2.
b. Applies to panels next to garage door opening when supporting gable end wall or roof load only. May only be
used on one wall of the garage. In Seismic Design Categories Do, D1, and D2, roof covering dead load may not
exceed 3 psf.
c. Garage openings adjacent to a Method CS -G panel shall be provided with a header in accordance with Table
R502.5(1). A full height clear opening shall not be permitted adjacent to a Method CS -G panel.
d. Method CS -SFB does not apply in Seismic Design Categories Do, Di and D2 and in areas where the wind speed
exceeds 100 mph.
e. Method applies to detached one- and two- family dwellings in Seismic Design Categories Do through D2 only.
f. Methods GB and PCP braced wall panel h/w ratio shall not exceed 1:1 in SDC Do, Di, or D2. Methods LIB,
DWB, SFB, PBS, HPS, and PFG are not permitted in SDC Do, DI, or D2.
g. Use of staples in braced wall panels shall be prohibited in SDC Do, DI, or D2.
MN
(k) Alternate Braced Wall Panel. Amend Figure R602.10.6.1 of the
California Residential Code to read as follows:
u
s
w
S
c
NON. SS/32-WOOD
STRUCTURAL PANEL
SHEATH[ NO ON ONE FACE
Un�'E3 P $T�3t15 PE3tfikED.
i`f)tHOJ O,C,0V171 OR d2 }StR4P,TVK
ANCHORS PER TABLE P�U 10.61 iC
6i EACH 5H0*v FOR Ci -4RMY�
aTRhP TY€'L` Aihviii?ii3 Oi wll. $F
PZ;fRAITTED TO EE A7TACHEDOVEA
THE'4'00U) STRUCT URA;. PAQ:fL
PA,11EL IAUE4 SE,kTSACHED
TO CONORETE FCIOTJN4 OR
C41;t^faF.'T1: }s(j; #UA7ffltd
;`ALL. 0%TINVOVS0'FR mm
P-R =C ED YIALL LIRE
PAIIEL LEIIGTH PER TOP PLATE SHALL BE CONTINUOUS
TAFy.E R02 i'.t5 OVER BRACED WALL PANEL
1 t yi'
FOR P-NtL SPLICt�kl; NF OED)
ALWMH,' � i9NEL E'DGE3 SHALL MEET
OVER AND BE FASTENED TO a'04Md NN
9DC,QMMGN. PAK
!<A _�, FORSINGLESTORYAND @4°
O.C. PANEL EDGES FOR THE FIRST OF 2
STORIES
STUDS URGER ?SEADEk AS PEOUMPO
OD COMMON NAILS@ 12 °O.C. AT
INTFRIOR SUPPORTS
MIN. REINFORCING OF FOUNDATION,
O.NE,, BARTOPAND BOTTOM. LAP
BARS24" MINIMUM.
i'0iP'NA!AFTERANCHOR ""'" `' °°"'"""' MINIMUM FOOTING SIZEUNDER
VOLTS LOCATC@ ECTYrEEN - -- -.. - - OPENING IS 12 "X12 °.
61K'No13 or EACH ENO OF
To-HE $ErIACNT
FIGURE 8602,10.6.1
METHOD ABW— ALTERNATE BRACED WALL PANEL
(1) Portal Frame. Amend Figure R602.10.6.2 of the California Residential
Code to read as follows:
tit",
t'l A Ill kt
"rift
J "I LSdi bi
VA SJ4tU
Witt To
Wvol
T V 11 `I 1i i N
, lit C'
Rk 11
"CA" A
4 ij i iF'tt.�i
-to
'JIM"
OIL 0a3eu 2YA FRAVAW COVERED YM
r,
V, I V. I V52' T4 I r?, %%W D STWU�TM L
K-i
ViIN lun, %vocio
PANEL SMEAThqW 'ATN ZB COMM OR
I
STUICTLAAL
G ALVANVE0B0XXULSAT,`0_C. [NALL
PANEL
F&WAVS ESTLIM 5LO14W, AQ SILLS}
TYPI
BARTOPANDE,017OMOFFOUnW, LAP
9
SAU W MAN
-------------
—LIT,
rRF)Ur F1
FIGURE R602.10.6.2
METHOD PFH-PORTAL FRAME WITH HOLD-DOWNS
AT DETACHED GARAGE DOOR OPENINGS
M.,
(m) Minimum Length of Braced Wall Panels. Table R602.10.5 of the
California Residential Code is amended to read as follows:
TABLE RS(12.10Z
MINIMUM LENGTH OF BRACED WAIL PANELS
IteT"00
f3ee table P66110.4)
It f"t..
hVNIMUth LENOTir
1imhoa)
Wall Hapht
9TOM latod It teat
tit teat
GGNT0I0UTIN ; U0111
ihmnoc)
DW8 ,IVSP,,Sl:B. PUS. PCP.HPS,fiY -WSP
DB
IN
d9
48
«k
.9
55,
�,....
a
c.
Ar)Ual"
Doultleoided =Actual
S3t!t:da „drd - 65 x AmIal
LIB
"'M A, Itx)dC.
A.B11' wind 5Rxd < I It) tuph
SDC Dr„ D; 2nd P,..
win5s{kcd < 10 mph
53
,j
32
62
"
y2
69
34
IN
i4
NP
42
Actunp
S
hF
s<f'
PFH SUPIRI li ay tonf 1+111}
24
24
24
24
2-i
.`.kt...
SuNp ulp, ov Slofy and nh"
24
24
24
27
29`
»S
i'r�
CS-Ci
23
b+
2,
'.' 27
3t)
30
�w...
3,;2
33
ii
}b
37;z A Jvzd-
Actual'
CS -PP
dacbes)
_ F
5S
32
Ze}
8bt
$4
ss
92
tits
CS -WSP, 0 -91's 100
I0,,
his
lit
116
i
133
24
26
V
32
35
98
43
Sri
—
_
_
—
_
24
2:
27
2i
24
;tfi
32
35
a7
41
44
dU
Ss
_..
—
.®
24
t
. +0
SU
ail
;;it
32
;x3
35
38
40
43
55
N)
._
24
33
24
36
Amiat"
Aa0'
33
36
,_.,
33
...�...e._...,,.,
?6
33
:K+
- 33
.V,,...
3,3
116
33
36
35
:t6
36
-16
3$
40
LS
.39
41
d5
d
48
J5
R,
4
56
$1
66
S
72
Eot SP t i-101 R7M, I lm= Am i rnik pa hcw :0,447 ni$,
Limu inlst elvwn sail K, p.'tmiiwd.
h. try iln =tvcal Ic:t�kh -. Cii it i> er. w thaacrtqual v,vy,. niniminn kit,*
a_A%kilhVtj3 xt;•slnfithtdns t`F1l &0)koin dsntd.^xe%iiiii -,4im Nt3a2,fet b .2, bv.W01 F.t +)cti; may b;- imvNt4 1w 12 fv"g with p,.nr w0i.
d. Statimum tvidq,, hdol l3r I °tG k iii fen itt ccrn,Nzn0. vnh Pip-= A6112.10_6-Y tet mad h:lpht may h: i,',al�.i to to I. ka with panvtrasi,
C. maximum apmrovg h ithl lac CS -PP 6 to feat in attvrIvxcwd i• prc Rf C,410,R, bvt wz1 hi: i ht uuv be itt�s,iied 1cr 12 k i with jmn2 a ll.
lW
(n) Braced Wall Panel. Section R6O2.10.2.3 of the California Residential
Code is amended to read as follows:
R602.10.2.3 Minimum number of braced wall panels. Braced wall lines with a
length of 16 feet (4877 mm) or less shall have a minimum of two braced wall panels of
any length or one braced wall panel equal to 48 inches (1219 mm) or more. Braced wall
lines greater than 16 feet (4877 mm) shall have a minimum of two braced wall panels.
No braced wall panel shall be less than 48 inches in length in Seismic Design Category
Do, D1, or D2.
(o) Method CS -PF. Amend Figure R602.1O.46 of the California Residential
Code to read as follows:
For 61: i Inch = 26.4 mm, 1 foot = 804.8 mm.
GiC1 fa:3'fq�
FIGURE R602.10.6.4
METHOD CS -PF- CONTINUOUSLY SHEATHED PORTAL FRAME PANEL CONSTRUCTION
1.1.1
1J
--- - ... -----
-� {r i4
Hle AfR
i 5 4 {iK C
t t
k i i
awry r i} xtE
z t t
�(
F F
�
G4
€ 4 i .'4 f• Y .tia
��
i vt { {rti
X
5
k G F y }t3
� ,Sit
im p
x � •—
1 4� n i4 �" � r.„f
3
r .- N tx
�
t rt
1A 3 -�3C w a�C= n
M&I E.✓
a 3 is b. ?off .•
41 i
�
�e
�t k
tx 4P3'
i
3
K� _
tf l l �.'.• -y �M1 t
� —t;
xtSJt .r fix
vxV 4 0.
A4. Y fl it i
)� n 1 yEL
�p
�
tY�1ftG6'ri3[tf
fii NdSJ!(9Y EL(`iKR59iM1i4i
#k.AFC+C)vf
For 61: i Inch = 26.4 mm, 1 foot = 804.8 mm.
GiC1 fa:3'fq�
FIGURE R602.10.6.4
METHOD CS -PF- CONTINUOUSLY SHEATHED PORTAL FRAME PANEL CONSTRUCTION
1.1.1
1J
(p) Braced Wall Panel. Delete Section R602.10.9.1 of the California
Residential Code.
(q) Additional Requirements. Add Section R803.2.4 to Chapter 8 of the
California Residential Code to read as follows:
R803.2.4 Openings in Horizontal Diaphragms. Openings in horizontal
diaphragms shall conform with Section R503.2.4.
(r) Parapet Walls. Section R606.2.4 of the California Residential Code is
amended to read as follows:
R606.2.4 Parapet walls. Unreinforced solid masonry parapet walls shall
not be less than 8 inches (203 mm) thick and their height shall not exceed four times
their thickness. Unreinforced hollow unit masonry parapet walls shall be not less
than 8 inches (203 mm) thick, and their height shall not exceed three times their
thickness. Masonry parapet walls in areas subject to wind loads of 30 pounds per
square foot (1.44 kPa) or located in Seismic Design Category Do, DI or D2, or on
townhouses in Seismic Design Category C shall be reinforced in accordance with
Section R606.12.
(s) Masonry Elements. Section R606.12.2.2.3 of the California
Residential Code is amended to read as follows:
R606.12.2.2.3 Reinforcement requirements for masonry elements.
Masonry elements listed in Section R606.12.2.2.2 shall be reinforced in either the
horizontal or vertical direction as shown in Figure R606.11(3) and in accordance with
the following:
1. Horizontal reinforcement. Horizontal joint reinforcement shall consist of at
least one No. 4 bar spaced not more than 48 inches (1219 mm). Horizontal
IN
reinforcement shall be provided within 16 inches -(406 mm) of the top and bottom of
these masonry elements.
2. Vertical reinforcement. Vertical reinforcement shall consist of at least one
No. 4 bar spaced not more than 48 inches (1219 mm). Vertical reinforcement shall be
within 8 inches (406mm) of the ends of masonry walls.
SECTION 17. Section 8.22.050 of the Santa Monica Municipal Code is hereby
amended as follows:
8.22.050 Residential foundations.
(a) Foundation Application. Amend Section R401.1 of the California
Residential Code to read as follows:
R401.1 Application. The provisions of this chapter shall control the design and
construction of the foundation and foundation spaces for all buildings. In addition to the
provisions of this chapter, the design and construction of foundations in areas prone to
flooding as established by Table R301.2(1) shall meet the provisions of Section R322.
Wood foundations shall be designed and installed in accordance with AF &PA PWF.
Exception: The provisions of this chapter shall be permitted to be used for wood
foundations only in the following situations:
1. In buildings that have no more than two floors and .a roof.
2. When interior basement and foundation walls are constructed at intervals
not exceeding 50 feet (15 240 mm).
Wood foundations in Seismic Design Category Do, D, or Dz shall not be
permitted.
::
Exception: In non - occupied, single -story, detached storage sheds and similar
uses other than carport or garage, provided the gross floor area does not exceed 200
square feet, the plate height does not exceed 12 feet in height above the grade plane at
any point, and the maximum roof projection does not exceed 24 inches.
(b) Continuous footings. Sections R403.1.2, R403.1.3 and R403.1.5 of the
California Residential Code are amended to read as follows:
R403.1.2 Continuous footing in Seismic Design Categories Do, D, and DZ.
The braced wall panels at exterior walls of buildings located in Seismic Design
Categories Do, D, and DZ shall be supported by continuous footings. All required
interior braced wall panels in buildings shall be supported by continuous footings.
R403.1.3 Seismic reinforcing. Concrete footings located in Seismic Design
Categories Do, Di and D2, as established in Table R301.2(1), shall have minimum
reinforcement. Bottom reinforcement shall be located a minimum of 3 inches (76 mm)
clear from the bottom of the footing.
In Seismic Design Categories Do, D, and Dz where construction joint is created
between a concrete footing and a stem wall, a minimum of one No. 4 bar shall be
installed at not more than 4 feet (1219 mm) on center. The vertical bar shall extend
to 3 inches (76 mm) clear of the bottom of the footing, have a standard hook and
extend a minimum of 14 inches (357 mm) into the stem wall.
In Seismic Design Categories Do, Di and D2 where a grouted masonry stem wall
is supported on a concrete footing and stem wall, a minimum of one No. 4 bar shall be
installed at not more than 4 feet (1219 mm) on center. The vertical bar shall extend to 3
inches (76 mm) clear of the bottom of the footing and have a standard hook.
In Seismic Design Categories Do, D, and D2 masonry stem walls without solid
:•
grout and vertical reinforcing are not permitted.
Exception: In detached one- and two - family dwellings located in Seismic Design
Category A, B or C which are three stories or less in height and constructed with
stud bearing walls, isolated plain concrete footings, supporting columns or pedestals are
permitted.
403.1.5 Slope. The top surface of footings shall be level. The bottom surface of
footings shall be permitted to have a slope not exceeding one unit vertical in 10 units
horizontal (10- percent slope). Footings shall be stepped where it is necessary to
change the elevation of the top surface of the footing or where the surface of the ground
slopes more than one unit vertical in 10 units horizontal (10- percent slope).
For structures located in Seismic Design Categories Do, D, or D2, stepped
footings shall be reinforced with four No. 4 rebar. Two bars shall be placed at the top
and bottom of the footings as shown in Figure R403.1.5.
RECOA Eh'D; & > l
bS16,
9
STEPPED FOUNDATION'S
FIGURE R403.1.5
STEPPED FOOTING
DOZTONI)
.I
wins
(c) Wood Foundation Walls. Amend Section R404.2 of the California
Residential Code to read as follows:
sM
R404.2 Wood Foundation Walls. Wood foundation walls shall be constructed in
accordance with the provisions of Sections R404.2.1 through R404.2.6 and with the
details shown in Figures R403.1(2) and R403.2(3). Wood foundation walls shall not be
used for structures located in Seismic Design Category Do, D, or D2.
SECTION 18. Section 8.22.060 of the Santa Monica Municipal Code is hereby
amended as follows:
8.22.060 Residential concrete and masonry chimneys.
(a) Vertical Reinforcing. Amend Section R1001.3.1 of the California
Residential Code to read as follows: .
R1001.3.1 Vertical Reinforcing. For chimneys up to 40 inches (1016 mm) wide,
four No. 4 continuous vertical bars adequately anchored into the concrete foundation
shall be placed between wythes of solid masonry or within the cells of hollow unit
masonry and grouted in accordance with Section R609. Grout shall be prevented from
bonding with the flue liner so that the flue liner is free to move with thermal expansion.
For chimneys more than 40 inches (1016 mm) wide, two additional No. 4 vertical bars
adequately anchored into the concrete foundation shall be provided for each additional
flue incorporated into the chimney or for each additional 40 inches (1016 mm) in width
or fraction thereof.
SECTION 19. Section 8.22.070 of the Santa Monica Municipal Code is hereby
repealed.
91
SECTION 20. Section 8.22.080 of the Santa Monica Municipal Code is hereby
amended as follows:
8.22.080 Residential wood construction.
(a) Fastener Schedule. Amend Lines 37 and 38 of Table R602.3(1) of the
California Residential Code to read as follows:
TABLE R602.9(1)-- continued
FASTENER SCHEDULE FOR STRUCTURAL MEMBERS
a.Alln,tar,e,lg;;IJt,un inm,K"ei- difonan,I l,nN.,,J bq fram7og p:Ft{ii lnspfolaree nwx fhAff''oe minimum
t=neiog)iM A, Clip F, A'd.'I $I f-xl W L. l6all " I' le 4r'4 D1 92`reri.f_83a:vtflenrad¢.OnWfoe tharto,I4S tlkhbw
uni is es than A) M inch, b+Ri lt#li +s fin 'k"lL Ji A"'1v of@d,i2 hOb ea tern,
b.st.pl extrll, i"p' iw and krro a annfnwnl 'dl,.uah iN'Jixmcw CwAv aijlh
a_ Nail, ,lu.lh_ st,avJ aS9tfl n,'O'fireR t.u"lle,f "filel 'al allsuptw , ftcNlutce}raLn ,r at;u;h AtU pft`s er.
J.IOv' -( A tw A.io t.r: feel by 9 -fm 1 hb 4tAll kappii2t1 waically
a- if s r 'Af faucnes, mA iA fu" imihis bald¢ 41,ilI h bm+ l'A T.hte Rbo2 ba
iI'clnyln,Sr,ug1 a- nlnd' rwdotlplmpharfr,alnr „hd&- binAi( l” 1, 6i`nina),>hnllbeI JbitAltaisncp Iylx- eSwJ&."dmiwiurall *AraA
lloi'I . tlhingtofwni n. l�ni tbiltnn mmnInbI' w'- hJW. re From FaMi ,u"I'aAb.itnl:e) rxK.nn ^iilrl Ai Olorell.2- <fel.upo A krl latsii9ixinil,
ti +l region' Yalug baa wind',ivedo 'ttunq+neks,ladsPerealavhing uf+p3 sfeu.tne:dq+xrl r.xid:axmhing Ys exblr and uaslt Pivnting ilsalltrfitl ,td d,
in.6 ^s nn rrntet, When hn,ir'.6nd N j d ii gmatet iMmt l(Ad nIph. nn I, foa aIiA'b ry (usol ('4lWwwh.ne tonntcrmedna, +OppAdt ,hail k tpseed 6 of fi s at
fenlet fw naninlun 'a''bl lldSslax f r In sidg.n.cue' on3 p;rbie uid san4ls[ sad y ul.he, N1e tner t , fable'nJ A ilftunin°.
b 7azathhFe a,all toa(iule ao AS1:At C 096;loJ hAh beta,0l,d ill x.krtdan . reilhGA253.IArbavJ sb,,IWA9 *hall miltntln ra A,; C,t9R.
i, SVA 'Og '4 # r +:enrr an A,+ 'txalhwrg pan.3 edgrs'gq he h polI4 v4p, eup}Rnrsi ha felming na,Rhn And eequiteJ HaJcur BI's +l all fit» lvviewl'e
old? Sj'.i',_ u3 f., tru n an xsaf abr';hulp tqwj ie. uppl:es 0' pAWA eigee xn1>l,aisd by ft ....inl, n 9utees turd t quit I bb} ter-_ lib king of 1,,k7f <e
fkn +r.h.nihisF fl:Inet ojpec 1>egOlydiculxrio the Naming memivi, need wx h pt.vi&J ewetu as>aquinOf by otfw °r Ftusim'Al, 0 114, zxs#:. rkI q Fsnnacier
eh dl h:,uly.vr'd tp forming rwile- " *s'Pid bh't ioi,.
i• SWhele a lah" i, fa A ls.d rn An adt a_nf jOrAlel ceiling acdst in ae,',i turtt . i;h the 4Yr..iult. ix.nsde n,o lx arts enanv'W cf il# lopee and 00 nad<
boon lh9 <elbrr b" "I b, toll plaieia Am'OA.ec ufth (I'll "beJnR- The uv nAl cn the ey+lx?zift'W of dw oft nr Anill r. A b9 r'plitA4
.n,ki:cF;tzpt: sire. �;= Gn_11;.: ^ =Y_nailtnpo. *.iki£d i ^SeiAicDr >r.=e Czt = n'D�B:.mL:.
92
,. �1�5 +ap(;Sra9 cetu[axs7c ttz °��}zam.ad rctti•=n ta€ �
rr �f°s'� and s£aat6irtd
i't RON -Int. Ad me= A* e44 E[ _
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S
(b) Alternate Attachment. Amend footnote "b" of Table R602.3(2) of the
California Residential Code to read as follows:
b. Staples shall have a minimum crown width of 7/16 -inch on diameter except as
noted. Use of staples in roof, floor, subfloor, and braced wall panels shall be prohibited
in Seismic Design Category Do, Di, or D2.
Mond 3ttuctrtt aY t stela sitlriirrk +r � ronf end tvarl el +� trt� &!9 fa franrrert yr 1 [ aet, I�1 n�ret wvff xhn ttlihrq [a trnrrdu�
.. is >. and`Fa ._. 0 11 "fN14 2 ... .,,....
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t :,�r.F�✓ SiCnd.
ox) Clr-12,1 it
7 <
t tr,xa:+N�S$tz
F1041 re olwlayllma: PlYWO04fins lr�ani li tE�ic6aaer/
P"644
t b'F rn �. rfYt try 'IflnitLUts 3 _
rx ,4t!'ta�.
:tt 3r tot ,�'j'1 4
a. n � 12t+rl�
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v� h a t7tt �s ;3c�3')s'ts r.or�fi5¢� �
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7
r
SECTION 21. Section 8.24.010 of the Santa Monica Municipal Code is hereby
amended as follows:
8.24.010 Adoption.
That certain document entitled "California Electrical Code, 2013 Edition," which
adopts by reference the National Electrical Code, 2011 Edition, as published by the
California Building Standards Commission and the National Fire Protection Association
including Article 89, Informative Annex C, are hereby adopted with the local
amendments and provisions of this Chapter, as the Electrical Code of the City of Santa
Monica.
SECTION 22. Section 8.24.040 of the Santa Monica Municipal Code is hereby
amended as follows:
8.24.040 Electrical appliances, devices, materials and equipment
regulations.
(a) Use of Approved Materials. No person, firm or corporation shall use any
electrical material, device, appliance or equipment, designed or intended for
attachment, directly or indirectly, to any electrical system, circuit or electrical service for
light, heat or power in the City unless such electrical material, device, appliance or
equipment complies with the provisions of this Chapter. The Building Officer is hereby
empowered to enforce the provisions of this Chapter.
(b)
Rating.
All
electrical materials,
devices, appliances, or equipment
designed or
intended
for
attachment, directly
or indirectly, to any electrical system,
circuit or electrical service for light, heat or power, shall be only those that conform with
.,
the requirements of this Chapter. Each such article shall bear or contain the makers
name, trademark or identification symbol, together with such rating by the manufacturer
as may be necessary to determine the intended use. The correct operating voltage,
amperage and total watts shall be stated and no person shall remove, alter, deface or
obliterate any such marking.
(c) Approvals. All electrical materials, devices, appliances, or equipment
covered by and intended to be regulated by this Chapter shall conform to the published
National Safety Standards for such materials, devices, appliances or equipment on file
in the office of the United States Bureau of Standards. Listing or labeling by the
Underwriters Laboratories, Inc., or other recognized testing laboratory whose standards
are on file with the United States Bureau of Standards shall be prima facie evidence of
conformity with these required standards. Where no such standards exist for any
material, device, appliance or equipment, the Building Officer may designate a standard
for each article submitted, which shall specify the tests necessary to provide the degree
of safety to life and property as is generally required by the National Standards for
approved materials, devices, appliances and equipment of similar or related character
or nature.
(d) Revocation. Any approval granted by the Building Officer may be revoked
if the electrical material, device, appliance, or equipment is found to be hazardous,
unsuitable for the purpose used or intended, or does not conform with the standards
under which it was approved for use.
(e) Exceptions. The provisions of this Chapter shall not be deemed to apply
to:
(1) Safe, substantial, used or second -hand devices or appliances, provided
95
that all parts or equipment used in rebuilding or reconstruction shall conform in all
particulars with the National Standards for such article, and provided further, that such
articles shall have the same degree of safety to life and property as may then be
required in a new article of the same type.
(2) Electrical materials, devices, appliances and equipment which are safe
and suitable for the purpose used or intended, provided such materials, devices,
appliances and equipment are already fully covered and regulated by existing laws and
ordinances now in effect.
(3) Vehicles or motor vehicle equipment.
(4) Industrial or commercial appliances which are to be used in a specific
location, and which have been submitted to a recognized laboratory for approval as
conforming to the standards required hereof but on which final approval is still pending;
provided, however, that exemption from the provisions of this Code shall be granted
separately for each appliance only when satisfactory written evidence has been filed
that laboratory approval has been applied for, and shall continue in force only during
such time as the Building Officer has reason to believe that the testing laboratory will
grant final approval certifying compliance to the prescribed standards.
SECTION 23. Section 8.24.060 of the Santa Monica Municipal Code is hereby
repealed.
SECTION 24. Section 8.24.070 of the Santa Monica Municipal Code is hereby
repealed.
AN
SECTION 25. Section 8.24.080 of the Santa Monica Municipal Code is hereby
repealed.
SECTION 26. Section 8.24.090 of the Santa Monica Municipal Code is hereby
amended to read as follows:
8.24.090 Protection of metallic enclosures in a marine environment.
Where a metallic enclosure is installed outdoors within 402.4 meters (0.25 miles)
from the mean shoreline, the enclosure shall have adequate protection against severe
corrosive influences.
SECTION 27. Section 8.28.010 of the Santa Monica Municipal Code is hereby
amended to read as follows:
8.28.010 Adoption.
That certain document entitled "California Mechanical Code, 2013 Edition," which
adopts by reference the Uniform Mechanical Code; 2012 Edition, as published by the
California Building Standards Commission and the International Association of
Plumbing and Mechanical Officials, (excluding Sections 106.1, 106.2, 106.3, 106.4,
106.8, 106.9, 108, 109, 110 through 118), including Chapter 1, Division I, Sections 101,
102, 103, 104, 105, 106.5- 106.7, 107, Appendixes B, C, D, are hereby adopted as the
Mechanical Code of the City of Santa Monica.
4yl
SECTION 28. Section 8.32.010 of the Santa Monica Municipal Code is hereby
amended to read as follows:
8.32.010 Adoption.
That certain document entitled "California Plumbing Code, 2013 Edition," which
adopts by reference the Uniform Plumbing Code, 2012 Edition, as published by the
California Building Standards Commission and the International Association of
Plumbing and Mechanical Officials (excluding Sections 102.2.1, 102.2.2, 102.2.5, 102.3,
102.4, 102.5, 103, Appendix L), including Chapter 1, Division I, Sections 101, 102.1,
Appendices A, B, D, N, I, K, are hereby adopted with the local amendments and
provisions of this Chapter, as the Plumbing Code of the City of Santa Monica.
SECTION 29. Section 8.32.030 of the Santa Monica Municipal Code is hereby
repealed.
SECTION 30. Section 8.32.050 of the Santa Monica Municipal Code is hereby
repealed.
SECTION 31. Section 8.32.060 of the Santa Monica Municipal Code is hereby
repealed.
SECTION 32. Section 8.32.070 of the Santa Monica Municipal Code is hereby
IN= WoF1;> S111599 M,
8.32.070 Seismic gas shutoff devices.
(a) Purpose. The purpose of this Section is to reduce the risks of fires caused
by leaks in fuel gas piping caused from earthquakes by use of earthquake- actuated
automatic gas shutoff systems.
(b) Scope. The provisions of this section shall apply to:
(1) Any new building, structure or mobilehome park with fuel gas piping, for
which an application for permit for construction was first submitted on or after January 1,
KIIII:I
(2) Any existing building or structure or mobilehome park with fuel gas piping
for which an application for alteration or addition is submitted on or after January 1,
2008, when such alteration or addition is valued at more than ten thousand dollars.
(3) Any existing building or structure or mobilehome park with fuel gas piping
on or after January 1, 2008 for which an agreement for sale or exchange was first
entered into.
(c) Definitions. For the purpose of this Section, certain terms, phrases, words
and their derivatives shall be construed as specified in this Section. Where terms are
not defined, they shall have their ordinarily accepted meanings within the context with
which they are used.
(1) "Agreement of sale or exchange" shall mean any agreement or written
instrument which provides that title to any property shall thereafter be transferred from
one owner to another owner.
(2) "Customer -owned gas piping" means all parts of the gas piping system
downstream of the gas utility point of delivery, including, but not limited to, downstream
of the gas utility meter and service tee (also known as a bypass tee).
..
(3) "Application, for permit' means a written document submitted to the City in
order to obtain a permit to erect, construct, enlarge, alter, repair, move, improve,
convert or remove a portion of any building, structure or building service equipment
including but not limited to combination building permits and single trade permits.
(4) "Seismic gas shutoff device" means a seismic gas shutoff device installed
on customer -owned gas piping certified by the State Architect pursuant to Section
19202 of the Health and Safety Code. Notwithstanding any other provision of law,
"seismic gas shutoff device" does not include any device installed on a gas distribution
system owned or operated by a public utility.
(d) Duty to Install and Maintain Device. The owner of any building, structure
or mobilehome park subject to the provisions of this Section shall obtain a permit, install
and maintain a seismic gas shutoff device on the customer owned gas piping when one
of the triggering events specified in subsection (b) of this Section occurs.
(1) For agreement of sale or exchange or qualifying alterations or additions to
individual condominium units, the owner of the individual condominium shall obtain a
permit, install and maintain a seismic gas shutoff device on the portion of the customer
owned gas piping that serves the individual condominium unit if such a device does not
exist on the customer owned gas piping that serves the entire building.
(2) Seismic gas shutoff devices installed prior to. January 1, 2008 on either
customer owned gas piping or on a gas distribution system owned or operated by a
public utility are deemed to comply with the requirements of this section provided they
remain installed and maintained according to the terms of their original approval.
(e) Unreasonable Hardship. The Building Officer may grant exceptions to the
provisions of this Section when legal, physical or economic constraints will not allow
100
compliance without creating an unreasonable hardship. Unreasonable economic
hardship shall be deemed to exist when the Building Officer determines that the fair
market value of the cost of installation of the seismic gas shutoff device exceeds twenty
percent of the valuation of other alterations being proposed.
(f) Effect on Sale and Exchange of Property. No sale or exchange of property
shall be invalidated solely because of the failure of any person to comply with any
provision of this Section unless such failure is an act or omission which would be a valid
ground for rescission of such sale or exchange in the absence of this Section.
(g) Incentives. All such applications shall receive priority service as defined in
Santa Monica Municipal Code Chapter 1.20.
SECTION 33. Section 8.36.010 of the Santa Monica Municipal Code is hereby
amended to read as follows:
8.36.010 Adoption.
That certain document entitled "2013 Building Energy Efficiency Standards—
Standards for Residential and Nonresidential Buildings" which adopts Part 6 of Title 24
and Article 1 of Part 1 of the California Code of Regulations, as published by the
California Building Standards Commission and the California Energy Commission is
hereby adopted as the Energy Code of the City of Santa Monica.
SECTION 34. Section 8.40.010 of the Santa Monica Municipal Code is hereby
amended to read as follows:
101
8.40.010 Adoption.
That certain document entitled "California Fire Code, 2013 Edition," which adopts
by reference the International Fire Code, 2012 Edition, as published by the California
Building Standards Commission and the International Code Council (excluding Sections
105.3.2, 108, Appendix J), including Chapter 1, Division I, Chapter 1, Division ll,
Appendices Chapter 4, B, BB, C, CC, H, and the most recent referenced version,
adopted by the State of California, of the National Fire Codes as published by the
National Fire Protection Association, are hereby adopted with the local amendments
and provisions of this Chapter, and with Chapter 8.44 of the Santa Monica Municipal
Code, as the Fire Code of the City of Santa Monica.
SECTION 35. Section 8.40.020 of the Santa Monica Municipal Code is hereby
amended to read as follows:
8.40.020 Local amendments to the California Fire Code.
Notwithstanding any provisions of the California Fire Code, California Building
Standards Code, State Housing Law or other codes adopted by any Chapter in Article
VIII of the Municipal Code to the contrary, the following local amendments shall apply.
(a) Chapter 5, Section 505.1.1 of the California Fire Code is added to read as
follows:
505.1.1 Additional Requirements. Numbers shall be a minimum of 6 inches
high for commercial structures and 4 inches high for interior suites, offices, rooms etc.
and one- and two- family dwellings with a minimum stroke width of 0.5 inch. All buildings
shall display the assigned address number so as to be visible from the street and alley
102
upon which the address is based. Numbers shall be in contrast to their background.
(b) Chapter 9, Section 901.10 of the California Fire Code is added to read as
follows:
901.10 Problematic Systems and Systems Out of Service. In the event of a
failure of a fire - protection system or an excessive number of accidental activations, the
Fire Chief is authorized to require the building owner or occupant to provide fire watch
personnel until the system is repaired. The chief is authorized to require the building
owner or occupant to provide a fire watch.
(c) Chapter 9, Section 901.11 of the California Fire Code is added to read as
follows:
901.11 Firewatch. The chief is authorized to require the building owner or
occupant to provide a fire watch with personnel acceptable to the Fire Chief until
documentation is provided that the system is repaired and is operational. Such
individuals shall be provided with at least one approved means for notification of the fire
department and their only duty shall be to perform constant patrols of the protected
premises and keep watch for fires.
(d) Chapter 9, Section 905.3.2 Standpipe Systems Group A of the California Fire.
Code is hereby amended to read as follows:
905.3.2 Group A. Class I automatic wet standpipes shall be provided in
nonsprinklered Group A buildings having an occupant load exceeding 1,000 persons.
Exceptions:
1. Open -air seating spaces without enclosed spaces.
(e) Chapter 9, Section 906.1 Portable Fire Extinguishers of the California Fire
Code is hereby amended to read as follows:
103
906.1 Where required. Portable fire extinguishers shall be installed in the
following locations.
1. In new and existing Group A, B, E, F, H, I, L, M, R -1, R -2, R -2.1, R -3.1, R -4
and S occupancies.
2. Within 30 feet (9144 mm) of commercial cooking equipment.
3. In areas where flammable or combustible liquids are stored, used or
dispensed.
4. On each floor of structures under construction, except Group R -3 occupancies,
in accordance with Section 3315.1.
5. Where required by the section indicated in Table 906.1.
6. Special- hazard areas, including but not limited to laboratories, computer rooms
and generator rooms, where required by the fire code official.
7. Large and small family day -care homes shall be equipped with a portable fire
extinguisher having a minimum 2- A:10 -B:C rating.
8. Where required by California Code of Regulations, Title 19, Division 1.
(f) Chapter 56, Section 5615 of the California Fire Code is added to read as
follows:
5615 Seizure of Fireworks. All fireworks shall be illegal in the City of Santa
Monica including California State Fire Marshal Safe and Sane. The fire code official
shall have the authority to seize, take and remove fireworks and /or safe and sane
fireworks stored, sold, offered for sale, used or handled in violation of the provisions of
Title 19 CCR, Chapter 6 and Health and Safety Code, Chapter 9. Exception: When
permits are issued for such use.
104
SECTION 35. Section 8.44.090 of the Santa Monica Municipal Code is hereby
amended to read as follows:
8.44.090 High -rise building requirements.
New buildings or structures housing any occupancy classification having
floors used for human occupancy more than fifty -five feet above the lowest level of Fire
Department vehicle access shall be defined as a high -rise building or structure. Such
high -rise buildings or structures shall comply with the high -rise building requirements
contained in Section 403 of the California Building Code.
These requirements shall not apply to:
(1) Hospitals as defined in Health and Safety Code Section 1250;
(2) Buildings used exclusively as open parking garages;
(3) Buildings such as power plants, lookout towers, steeples, grain houses
and similar structures with noncontinuous human occupancy only when so determined
by the Fire Chief;
(4) Buildings owned by any public agency or school district.
Any full automatic fire sprinkler system installed in any high -rise building shall
have two connections with control valves to independent risers on each floor level, with
each riser being of the size necessary to supply the required water supply
SECTION 37. Section 8.48.050 of the Santa Monica Municipal Code is hereby
repealed.
SECTION 38. Section 8.56.020 of the Santa Monica Municipal Code is hereby
105
amended as follows:
8.56.020 Standards for repair, reconstruction and reinforcement of
unreinforced masonry buildings.
(a) General. In addition to the requirements of Chapter 8.60, the following
requirements shall apply to the repair, reconstruction and reinforcement of unreinforced
masonry buildings.
(1) Within sixty days of the date notice to the property owner is provided. by
the City, the property owner of any unreinforced masonry building damaged by the .
January 17, 1994 Northridge earthquake or its aftershocks, shall submit to the Building
Officer a report prepared by a licensed engineer, identifying the extent of damage to the
structure and the necessary repairs. Necessary repairs shall be made within eighteen
months from the date the notice is provided by the City.
(2) Except as provided in Subsection (c), when any portion of an unreinforced
masonry building such as a parapet, wall or other element has failed or collapsed,
repairs shall be made with wood frame or steel construction, or other material
structurally compatible with the unreinforced masonry. Reinforced masonry - and
concrete shall not be considered structurally compatible with the underlying
unreinforced masonry. Repairs shall be made by December 21, 1995.
(b) Parapets.
(1) Any unreinforced masonry parapet or portion thereof damaged by the
January 17, 1994 Northridge earthquake or its aftershocks, with ten percent or more of
damage on any side, or where the cost of repair exceeds fifty thousand dollars, shall be
braced by December 21, 1995 in accordance with Appendix Chapter Al of the
106
California Existing Building Code.
(2) Any unreinforced masonry parapet, or portion thereof located within Zone
1, shall be braced to the roof in accordance with Appendix Chapter Al of the California
Existing Building Code by December 21, 1995, or as part of any earthquake repair
building permit, whichever occurs first. For parapets located in Zone 2, all parapets shall
be braced according to the timetable for making structural alterations contained in
Chapter 8.60 of the Municipal Code.
(c) Walls.
(1) Any unreinforced masonry wall damaged by the January 17, 1994
Northridge earthquake or its aftershocks with less than ten percent of cracking on any
elevation where the wall remains connected to the floor and ceiling and the wall remains
in plane, may be repaired with grout or epoxy and shall be repaired by December 21,
1995.
(2) If any unreinforced masonry wall damaged by the January 17, 1994
Northridge earthquake or its aftershocks has any elevation out of plane, but by less than
two percent, a review and analysis by a licensed engineer is required to determine the
extent of damage and the necessary work to repair the damage: Such analysis shall be
submitted to the Building Officer by December 21, 1994. Repairs shall be completed by
December 21, 1995.
(3) If any unreinforced masonry wall damaged by the January 17, 1994
Northridge earthquake or its aftershocks has any elevation out of plane by more than
two percent, the entire wall shall be removed to the next available horizontal or vertical
structural boundary.
(d) Vacant Unreinforced Masonry Structures located in Zone 1. Any
107
portion of a vacant unreinforced masonry structure located in Zone 1 which was
damaged by the January 17, 1994 Northridge earthquake or its aftershocks, where the
cost of repair exceeds ten thousand dollars, shall be structurally supported by
December 21, 1995.
SECTION 39. Section 8.60.050 of the Santa Monica Municipal Code is hereby
amended as follows:
8.60.050 Seismic provisions.
(a) Essential and Hazardous Facilities. Essential and hazardous facilities
shall be strengthened to meet the requirements of the Building Code of the City of
Santa Monica for new buildings of the same occupancy category.
(b) All Other Buildings. All buildings, other than essential or hazardous
facilities, shall be strengthened to meet the requirements of Appendix Chapter Al of the
California Existing Building Code and the additional provisions of this Chapter.
SECTION 40. Section 8.60.080 of the Santa Monica Municipal Code is hereby
amended as follows:
8.60.080 Appeals.
(a) Initial Determination. The owner of any building may appeal the Building
Officer's initial determination that the building is within the scope of this Chapter to the
Building and Fire Life Safety Commission. Such appeal shall be filed with the
Commission by December 28, 1992, or within ninety days of date of initial
determination, whichever is later. Any such appeal shall be decided by the Building and
M.
Fire Life Safety Commission no later than ninety days after filing and the grounds
thereof shall be stated clearly and concisely.
(b) Abatement Proceedings. Appeals or requests for modifications from any
other determinations, orders, or actions by the Building Official pursuant to this Chapter
may be made to the Building and Fire Life Safety Commission.
SECTION 41. Section 8.60.090 of the Santa Monica Municipal Code is hereby
amended as follows:
8.60.090 Enforcement.
If the owner in charge or control of the subject building fails to comply with this
Code within any of the time limits set forth herein, the Building Officer may order that the
entire building be vacated and that the building remain vacated until this Code has been
complied with.
If compliance has not been initiated within ninety days after the date the building
has been ordered vacated or such additional time as may have been granted by the
Nuisance Abatement Board, the Building Officer may:
(1) Commence the building's demolition in accordance with the provisions of
the California Building Code; or
(2) Undertake and complete such structural alteration of the building as may
be necessary in the sole judgment of the Building Officer to cause the building to
conform to the earthquake standards specified in this Chapter, and to cause a lien for
the costs of such structural alteration to be placed against the property. No demolition
may occur pursuant to this Section without compliance with all City laws and regulations
109
governing demolitions.
SECTION 42. Section 8.60.110 of the Santa Monica Municipal Code is hereby
amended as follows:
8.60.110 Canopies.
Prior to commencement of construction of any of the structural alterations
required by this Chapter, a pedestrian protection canopy shall be constructed below any
unreinforced masonry wall adjacent to any public right -of -way. Said canopy shall
conform to the standards developed by the Director of Public Works.
SECTION 43. Section 8.60.120 of the Santa Monica Municipal Code is hereby
,F1N iii[TFt 15911 eM.
8.60.120 Shear test criteria for mortar quality.
(a) Test Equipment. An internal caliper, graduated in 0.001 of an inch (0.025
mm) increments shall be used to measure movement of the masonry unit. A hydraulic
jack equipped with a pressure gauge graduated in increments of fifty psi (345 kPa) or
less shall be used. The jack load shall be applied at a rate not exceeding five thousand
pounds (22 240 N) per minute.
(b) Minimum Number of Technicians and Test Readings. The test shall be
conducted by a minimum of two technicians. Load and displacement readings shall be
recorded at the following intervals:
(1) At a caliper reading of 0.001 inch (0.025 mm);
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(2) At the first visually observed sign of movement or cracking of the mortar or
masonry unit;
(3) At a caliper reading of 0.02 inch (0.51 mm); and
(4) The ultimate load on the unit.
(c) Representative Test Locations. The masonry unit to be tested shall not
be located adjacent to a bond course in a brick wall laid in common bond. Tests to
evaluate the mortar quality of structural walls shall not be conducted in masonry veneer.
Walls with mortar values which are consistently low and do not meet the
minimum quality values specified in this Section shall be entirely pointed per standards
referenced in the California Building Code, except that the depth of joint penetration
shall be one and one -half inch (38 mm) in lieu of the three - fourths inch (19 mm)
specified.
(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 - fifteen degrees from the axis of the applied load. The mortar joint
tested in shear shall have an average ultimate stress of twenty psi (138 kPa) 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, the shear value shall be reported as
zero.
SECTION 44. Section 8.72.080 of the Santa Monica Municipal Code is hereby
amended as follows:
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8.72.080 Analysis and design.
(a) General. Every building within the scope of this Chapter shall be
analyzed, designed and constructed in conformance with the Building Code except as
modified herein. No alteration of the existing lateral force - resisting or vertical load-
carrying system shall reduce the strength or stiffness of the existing structure.
When any portion of a building within the scope of this Chapter is constructed on
or into a slope steeper than one unit vertical in three units horizontal, the lateral - force-
resisting system at and below the base level diaphragm shall also comply with the
provisions of Chapter 8.20 of this Code.
When the portion of the building that requires strengthening is limited to the
underfloor area of the first floor and that area is used only as an uninhabited crawl
space, strengthening requirements shall also comply with the provisions of Chapter 8.68
of this Code.
(b)
Scope of
Load Path.
This Chapter
requires the alteration, repair,
replacement
or addition
of structural
elements and
their connections to meet the
- strength and stiffness requirements herein. The lateral load path analysis shall include -
the resisting elements and connections from the wood diaphragm above any soft, weak
or open front wall lines to the foundation soil interface or reinforced concrete slab or
masonry wall supporting elements below. The lateral load path analysis for added
structural elements shall also include evaluation of the allowable soil bearing and lateral
pressures in accordance with the Building Code.
When an open front, weak or soft wall line exists due to parking at the ground
level of a two -level building and the parking area is less than twenty percent of the
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ground floor level, then only the wall lines in the open, weak or soft directions of the
enclosed parking area, need comply with the provisions of this Chapter.
(c) Design Base Shear. The design base shear in a given direction shall be
equal to the base shear that the Building Code requires for new buildings.
(d) Vertical Distribution of Forces. The total seismic force shall be
distributed over the height of the structure in accordance with the Building Code except
that distribution of force by story weight shall be permitted for two -story buildings. The
value of R used in the design of any story shall be less than or equal to the value of R
used in the given direction for the story above.
(e) Weak Story Limitation. The structure shall not exceed thirty feet in height
or two levels if the lower level strength is less than sixty -five percent of the story above.
Existing walls shall be strengthened as required to comply with this provision unless the
weak level can resist a total lateral seismic force of three times the design force
prescribed in subsection (c) of this Section.
The story strength for each level of all other structures shall be a minimum of
eighty percent of the story above.
(f) Story Drift Limitation. The calculated story drift for each.. retrofitted level -
shall not exceed the allowable deformation compatible with all vertical load resisting
elements and the story drift limitations of the Building Code. The calculated story drift
shall not be reduced by the effects of horizontal diaphragm stiffness but shall be
increased when these effects produce rotation.
The effects of rotation and soil stiffness shall be included in the calculated story
drift when lateral loads are resisted by vertical elements whose required depth of
embedment based on the requirements of Section 1807.3 of the California Building
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Code. The coefficient of variation of subgrade reaction used in the deflection
calculations shall be provided from an approved geotechnical engineering report or
other approved methods.
(g) PA Effects. The requirements of the Building Code shall apply except as
modified herein. All framing elements not required by the design to be part of the lateral
force resisting system shall be investigated and shown to be adequate for vertical load
carrying capacity when displaced three times the displacements resulting from the
required lateral force. The stress analysis of cantilever columns shall use a buckling
factor of 2.1 for the direction normal to the axis of the beam.
(h) Ties and Continuity. All parts of the structure included in the scope of
subsection (b) of this Section shall be interconnected and the connection shall be
capable of resisting the seismic force created by the parts being connected. Any smaller
portion of a building shall be tied to the remainder of the building with elements having a
minimum strength equal to one -fifth of the tributary dead load of the smaller portion. A
positive connection for resisting a horizontal force acting parallel to the member shall be
provided for each beam, girder or truss included in the lateral load path. This force shall
not be less than one -tenth of the combined tributary dead and live loads-or as required
by the lateral load path transfer, whichever is greater.
(i) Collector Elements. Collector elements shall be provided that can
transfer the seismic forces originating in other portions of the building to the elements
within the scope of subsection (b) of this Section that provide resistance to those forces.
Q) Horizontal Diaphragms. The analysis of shear demand or capacity of an
existing plywood or diagonally sheathed horizontal diaphragm need not be investigated
unless the diaphragm is required to transfer lateral forces from the lateral resisting
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elements above the diaphragm to other lateral resisting elements below the diaphragm
due to offset in placement of the elements..
Wood diaphragms in structures that support floors or roofs above shall not be
allowed to transmit lateral forces by rotation or cantilever. However, rotational effects
shall be accounted for when unsymmetric wall stiffness increases shear demands.
Exception: Diaphragms that cantilever twenty -five percent or less of the distance
between lines of lateral load resisting elements from which the diaphragm cantilevers
may transmit their shears by cantilever provided that rotational effects on shear walls
parallel and perpendicular to the load are accounted for.
(k) Shear Walls. Shear walls shall have sufficient strength and stiffness to
resist the tributary seismic loads and shall conform to the special requirements of this
Section.
(1) Gypsum or Plaster Products. Gypsum or plaster products shall not be
used to provide lateral resistance.
(m) Wood Structural Panels. Shear walls sheathed with wood structural
panels may be used to resist horizontal forces that do not exceed the allowable shear
values and story drift limitations of the Building -Code,
Openings are permitted in shear walls if they do not exceed fifty percent of the
height or width of the shear wall. The remaining portion of the shear wall shall be
strengthened for the transfer and increase of all shearing forces caused by the opening.
The resulting shear wall shall be analyzed as a mosaic of shear resisting elements.
Blocking and steel strapping shall be employed at the corners of the opening to transfer
forces from discontinuous boundary elements into adjoining panel elements.
The effect of openings on the stiffness of the shear wall shall be demonstrated to
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comply with the story drift limitations of the Building Code. The stiffness shall be
calculated using the properties of the different shear elements making up the shear wall
or it shall be demonstrated by approved testing. When shear walls cannot be made to
conform to the requirements of this Section because of existing openings, the openings
shall be relocated or reduced in width to meet the strength and stiffness requirements of
the lateral loads.
Relocated and altered openings shall comply with the emergency escape and
rescue requirements of the Building Code. Relocated and altered openings shall comply
with the light and ventilation requirements for residential occupancies unless otherwise
approved by the Building Officer.
(n) Wood Species of Framing Members. Allowable shear values for wood
structural panels shall consider the species of the framing members. When the
allowable shear values are based on douglas fir -larch framing members and framing
members are constructed of other species of lumber, the allowable shear values shall
be multiplied by the following factors: 0.82 for species with specific gravities greater
than or equal to 0.42 but less than 0.49, and 0.65 for species with specific gravities less
than 0.42, Redwood shall - use 0.65 and hem fir shall use 0.82 unless otherwise
approved.
(o) Mechanical Penetrations. Mechanical penetrations in shear walls shall
be accounted for in the design or the shear wall shall be analyzed as two separate walls
on each side of the penetration.
(p) Substitution for Three -Inch Nominal Width Framing Members. Double
two -inch - nominal width framing members. shall be permitted in lieu of any required
three -inch nominal width framing member when the existing and new framing member
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are of equal dimensions, are connected as required to transfer the in -plane shear
between them and the sheathing for the shear wall is equally fastened between them.
(q) Hold Down Connectors. Expansion anchors that provide tension
strength by friction resistance shall not be used to connect hold down devices to
existing concrete or masonry elements. Expansion anchors shall be permitted to
provide tension strength by bearing.
The required depth of embedment or edge distance for the anchor used in the
hold down connector shall be provided in the concrete or masonry below any plain
concrete slab unless satisfactory evidence is submitted to the Building Officer that
shows that the concrete slab and footings are of monolithic construction.
Bolted hold down connectors shall be pre - loaded to reduce slippage of the
connector. Pre - loading shall consist of tightening the nut on the tension anchor after the
placement but before the tightening of the shear bolts in the panel flange member. The
tension anchor shall be tightened until the shear bolts are in firm contact with the edge
of the hole nearest the direction of the tension anchor. Hold down connectors with self -
jigging bolt standoffs shall be installed in a manner to permit pre - loading.
Deformation of hold down connectors at ultimate loads shall be compatible with
adjoining elements and shall be verified by approved testing.
SECTION 45. Section 8.72.090 of the Santa Monica Municipal Code is hereby
amended as follows:
8.72.090 Materials of construction.
(a) New Materials. All materials approved by the Building Code, including
117
their appropriate allowable stresses and minimum aspect ratios, shall be permitted to
meet the requirements of this Chapter.
(b) Allowable Foundation and Lateral Pressures. Allowable foundation and
lateral pressures shall be permitted to use the values from the Building Code. The
coefficient of variation of subgrade reaction shall be established by an approved
geotechnical engineering report or other approved methods when used in the deflection
calculations of embedded vertical elements as required in Section 8.72.080(f).
(c) Existing Materials. All existing materials shall be in sound condition and
constructed in conformance to the Building Code before they can be used to resist the
lateral loads prescribed in this Chapter. The verification of existing material conditions
and their conformance to these requirements, shall be made by physical observation
reports, material testing or record drawings as determined by the structural designer
and approved by the Building Officer.
(d) Wood Structural Panel Shear Walls.
(1) Allowable Nail Slip Values. When the required drift calculations of
Section 8.72.080(f) rely on the lower slip values for common nails or surfaced dry
. lumber, their -use in construction shall be verified by exposure. The use of box nails and
unseasoned lumber may be assumed without exposure. The verification of surfaced dry
lumber shall be by identification conforming to the Building Code.
(2) - - Reduction for Clipped Nail Heads. When exposed nails do not meet the
nominal head sizes required for hand driven nails in the Building Code, the allowable
shear capacity for shear wails sheathed with wood structural panels shall be reduced.
Allowable shear values for sheathing nailed with clipped nail heads shall be equal to
sheathing fastened with casing heads in the Building Code.
isK
(3) Plywood Panel Construction. When verification of the existing plywood
materials is by use of record drawings alone, the panel construction for plywood shall be
assumed to be of three plies.
(4) Framing Members of Other Species. When verification of the existing
wood material is by use of record drawings, the allowable shear capacity shall be
multiplied by the reduction factor of 0.82 for buildings built on or after 1960. Buildings
built before this period shall use the reduction factor 0.65. When verification of the
existing wood material is by identification in conformance .to the Building Code, the
allowable shear capacity in the Building Code may be used.
(e) Lumber. When the existing dimensioned lumber is not identified in
conformance to the Building Code, the allowable stresses for lumber shall be permitted
for the structural elements specified below.
Posts and beams Douglas Fir -larch No. 1
Joists and rafters Douglas -Fir -larch No. 2
Studs, blocking Hem Fir Stud.
(f) Structural Steel. All existing structural steel shall be permitted to use the
_ • _ -' ..allowable stresses for Grade A36: Existing pipe or tube columns shall be assumed to be
of minimum wall thickness unless verified by testing or exposure.
(g) Strength of Concrete. All existing concrete footings shall be permitted to
use the allowable stresses for plain concrete with a compressive strength of two
thousand psi. The strength of existing concrete with a record compressive strength
greater than two thousand psi shall be verified by testing, record drawings or records of
the enforcement agency.
(h) Existing Sill Plate Anchorage. Existing cast -in -place anchor bolts shall
119
be permitted to use the allowable service loads for bolts with proper embedment when
used for shear resistance to lateral loads and provided with plate washers as required in
the Building Code.
SECTION 46. Section 8.76.060 of the Santa Monica Municipal Code is hereby
amended as follows:
8.76.060 Time period for compliance.
(a) Engineering Report. Within two hundred seventy -five days of the date of
notice to the owner by the City, the owner of any welded steel frame structure shall
submit to the Building and Safety Department an engineering evaluation report
prepared by a California registered structural engineer based upon an inspection of a
representative sample of connections of the building ( "structural report").
(b) Strengthening and Repair Requirements. If the structural report
concludes that the building does not conform with approved standards and analysis, or
if other significant damage is found in the inspection, the building shall be repaired to
fully conform with -the referenced standards within the time periods shown in Table 8.76-
A below.
120
Building
Type
File for Permit/Submit
Plans
1 60 days from date of
engineering report
submittal
11 180 days from date of
engineering report
submittal
III 1 112 years from date of
engineering report
submittal
IV 2 years 5 months from
date of engineering
report submittal
SECTION 47.
amended as follows:
Table 8.76 -A
Time Limits for Owner
Commence
Construction
150 days from date of
engineering report
submittal
270 days from date of
engineering report
submittal
1 year 8 months from
date of engineering
report submittal
2 years 8 months from
date of engineering
report submittal
Complete
Construction
1 year from date of
engineering report
submittal
3 years from date of
engineering report
submittal
3 years frorn date of
engineering report
submittal
4 years from date of
engineering report
submittal
Section 8.106.010 of the Santa Monica Municipal Code is hereby
8.106.010 Adoption.
That certain document entitled "California Green Building Standards Code, 2013
Edition," as published by the California Building Standards Commission, is hereby
adopted as the Green Building Code of the City of Santa Monica.
SECTION 48. Section 8.106.030 of the Santa Monica Municipal Code is hereby
121
repealed.
SECTION 49. Section 8.106.040 of the Santa Monica Municipal Code is hereby
repealed.
SECTION 50. Section 8.106.050 of the Santa Monica Municipal Code is hereby
amended as follows:
8.106.050 Additional definitions.
Amend Section 202 of the California Green Building Standards Code to include
the following:
Sustainability. Consideration of present development and construction impacts
on the community, the economy, and the environment without compromising the needs
of the future.
Unshaded Roof Area. Roof area(s) where light emittance from the sun is
unobstructed by fixed objects during the majority of daylight hours between March 21st
and September 21st.
SECTION 51. Section 8.106.053 of the Santa Monica Municipal Code is hereby
added as follows:
8.106.053 Green Building.
Amend Section 301.1.1 of the California Green Building Standards Code to read
as follows:
301.1.1 Additions and alternations. The mandatory provisions of Chapter 4
122
shall be applied to additions or alterations of existing residential buildings. The
requirements shall apply only to and /or within the specific area of the addition or
alteration.
SECTION 52. Section 8.106.057 of the Santa Monica Municipal Code is hereby
repealed.
SECTION 53. Section 8.106.060 of the Santa Monica Municipal Code is hereby
repealed.
SECTION 54. Section 8.106.090 of the Santa Monica Municipal Code is hereby
repealed.
SECTION 55. Section 8.106.100 of the Santa Monica Municipal Code is hereby
added as follows.
Section 8.106.100 Residential Electric Vehicle Charging
(a) Multi- Family Dwellings. For new electrical services in multi - family
dwellings, the following shall apply:
(1) The total load calculations shall include a load for future electrical vehicle
charging. This load shall be calculated at 10 kilowatts per five - percent of
the parking spaces provided.
(2) The minimum rating of the main service panel and the ampacity of the
service entrance conductors shall be based on the total calculated load
and the requirements of Chapter 2 of the California Electrical Code.
123
(3) A separate multi -meter distribution section shall be provided for electrical
vehicle charging only. The minimum number of meters in this multi -meter
section shall be based on five - percent of the parking spaces provided.
The minimum rating of this multi -meter distribution section shall be
calculated at 10 kilowatts per five - percent of the parking spaces provided.
Each meter shall have a space for a two -pole 208/240 volt circuit breaker
where the space is identified as "Electric Vehicle Charging or ``Future.
Electric Vehicle Charging," as applicable. This distribution panel section
shall be permanently and conspicuously marked "Electric Vehicle
Charging Only ".
(4) If the continuous rating of Level 2 and /or Level 3 electric vehicle service
equipment is known at the time of installation then these ratings shall be
applied to the load calculations in subsection (a) above, but in no case
shall less than 10 kilowatts per five - percent of the parking spaces be
provided.
(5) Where the calculated number of parking spaces results in a fraction of 0.5
or greater, the calculated number shall be rounded to the next higher
whole number.
(b) Buildings of Mixed -Use Occupancies. For new electrical services in
buildings of mixed -use occupancies, the following shall apply:
(1) The requirements in subsection (a), above, shall be applicable to the
residential portion of the building. The residential distribution system shall
supply the charging source for electric vehicles.
(c) Exceptions., The requirements of this Section shall not apply under the
124
following conditions:
(1) new electrical service is installed in a building where there is no attached
or dedicated parking facility;
(2) new electrical service is not associated with a building or structure;
(3) new electrical service serving only commercial occupancies; or
(4) compliance is technically infeasible due to distance between dedicated
parking facility and the structure containing residential occupancies, or similar
conditions
SECTION 56. Chapter 8.16 of the Santa Monica Municipal Code is hereby
repealed.
SECTION 57. Chapter 8.84 of the Santa Monica Municipal Code is hereby
repealed.
SECTION 58. Chapter 8.88 of the Santa Monica Municipal Code is hereby
repealed.
SECTION 59. Chapter 8.104 of the Santa Monica Municipal Code is hereby
repealed.
SECTION 60. The Council finds that the adoption of this Ordinance is exempt
from the provisions of the California Environmental Quality Act pursuant to CEQA
Guidelines Section 15061(b)(3).
125
SECTION 61. Any provision of the Santa Monica Municipal Code or appendices
thereto, inconsistent with the provisions of this Ordinance, to the extent of such
inconsistencies and no further, are hereby repealed or modified to that extent necessary
to effect the provisions of this Ordinance.
SECTION 62. If any section, subsection, sentence, clause, or phrase of this
Ordinance is for any reason held to be invalid or unconstitutional by a decision of any
court of any competent jurisdiction, such decision shall not affect the validity of the
remaining portions of this Ordinance. The City Council hereby declares that it would
have passed this Ordinance, and each and every section, subsection, sentence, clause,
or phrase not declared invalid or unconstitutional without regard to whether any portion
of the Ordinance would be subsequently declared invalid or unconstitutional.
SECTION 63. The Mayor shall sign and the City Clerk shall attest to the passage
of this Ordinance. The City Clerk shall cause this ordinance, or a summary thereof to
be published once in the official newspaper within 15 days after its adoption. This
Ordinance shall become effective on January 1, 2014.
APPROVED AS TO FORM:
126
Approved and adopted this 12th day of November, 2013
Pam O'Connor, Mayor
State of California )
County of Los Angeles ) ss.
City of Santa Monica )
I, Sarah P. Gorman, City Clerk of the City of Santa Monica, do hereby certify that
the foregoing Ordinance No. 2445 (CCS) had its introduction on October 22,
2013, and was adopted at the Santa Monica City Council meeting held on
November 12, 2013, by the following vote:
Ayes: Councilmembers: Davis, Holbrook, McKeown, Vazquez, Winterer
Mayor Pro Tern O'Day, Mayor O'Connor
Noes: Councilmembers: None
Absent: Councilmembers: None
A summary of Ordinance No. 2445 (CCS) was duly published pursuant to
California Government Code Section 40806.
ATTEST:
5�j►- It P/,._
Sarah P. Gorman, City Clerk