That certain document entitled "California Building Code, 2022 Edition," which adopts by reference the International Building Code, 2021 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), including Chapter 1, Division I, and Appendix J are hereby adopted with the local amendments and provisions of this Chapter, and with Chapters 8.18 and 8.48 through 8.80 of the Santa Monica Municipal Code, as the Building Code of the City of Santa Monica.
(Added by Ord. No. 1945CCS §
3, adopted 6/8/99; amended by Ord. No. 2054CCS § 3, adopted 10/8/02; Ord. No. 2244CCS § 3,
adopted 11/27/07; Ord.
No. 2328CCS § 5, adopted 11/9/10; Ord. No. 2445CCS § 11,
adopted 11/12/13; Ord.
No. 2527CCS § 3, adopted 11/22/16; Ord. No. 2623CCS § 4,
adopted 10/22/19; Ord.
No. 2727CCS § 4, adopted 10/25/22)
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 apply.
(Added by Ord. No. 1945CCS §
3, adopted 6/8/99; amended by Ord. No. 2054CCS § 3, adopted 10/8/02; Ord. No. 2244CCS § 3,
adopted 11/27/07; Ord.
No. 2328CCS § 5, adopted 11/9/10; Ord. No. 2445CCS § 11,
adopted 11/12/13; Ord.
No. 2527CCS § 3, adopted 11/22/16; Ord. No. 2623CCS § 4,
adopted 10/22/19; Ord.
No. 2727CCS § 4, adopted 10/25/22)
The following facilities are designated as essential facilities,
which are necessary for emergency operations subsequent to a natural
or man-made disaster: police 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.
(Added by Ord. No. 1945CCS §
3, adopted 6/8/99; amended by Ord. No. 2054CCS § 3, adopted 10/8/02; Ord. No. 2244CCS § 3,
adopted 11/27/07; Ord.
No. 2328CCS § 7, adopted 11/9/10; Ord. No. 2445CCS § 11,
adopted 11/12/13; Ord.
No. 2527CCS § 3, adopted 11/22/16; Ord. No. 2623CCS § 4,
adopted 10/22/19; Ord.
No. 2727CCS § 4, adopted 10/25/22)
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.
(Added by Ord. No. 1945CCS §
3, adopted 6/8/99; amended by Ord. No. 2054CCS § 3, adopted 10/8/02; Ord. No. 2244CCS § 3,
adopted 11/27/07; Ord.
No. 2445CCS § 11, adopted 11/12/13; Ord. No. 2527CCS § 3,
adopted 11/22/16; Ord.
No. 2623CCS § 4, adopted 10/22/19; Ord. No. 2727CCS § 4,
adopted 10/25/22)
Section 1505.1 of the California Building Code is amended to
read as follows:
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.
Class A or B roof assemblies and roof coverings shall be listed and
tested in accordance with ASTM E108 or UL 790. In addition, fire-treated
wood roof covering shall be tested in accordance with ASTM D2898.
Section R902.1 of the California Residential Code is amended
to read as follows:
Roofs shall be covered with materials as set forth in Sections
R904 and R905. A minimum Class A or B roofing shall be installed.
The use of non-fire-retardant wood shingles or non-fire-retardant
shakes for new or replacement roofing is prohibited. Class A or B
roofing shall be listed and tested in accordance with UL 790 or ASTM
E108.
(Added by Ord. No. 2054CCS §
3, adopted 10/8/02; amended by Ord. No. 2244CCS § 3, adopted 11/27/07; Ord. No. 2445CCS § 11,
adopted 11/12/13; Ord.
No. 2527CCS § 3, adopted 11/22/16; Ord. No. 2623CCS § 4,
adopted 10/22/19; Ord.
No. 2727CCS § 4, adopted 10/25/22)
(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.
(b)
Building Separations. Section 1613.5.3 is added to Chapter
16 of the California Building Code to read as follows:
1613.5.3. Modify ASCE 7 Equation 12.12-1 of Section
12.12.3 to read as follows:
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δM = Cd δmax
(12.12-1)
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(c)
Vertical Combination of Lateral Force Resisting Systems. Sections 1613.5 and 1613.5.1 are added to Chapter 16 of the California
Building Code to read as follows:
1613.5 Amendments to ASCE 7. The provisions of
Section 1613.5 shall be permitted as an amendment to the relevant
provisions of ASCE 7.
1613.5.1 Values for vertical combinations. 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.
(d)
Subdiaphragm Design. Section 1613.5.2 is added to Chapter
16 of the California Building Code to read as follows:
1613.5.2 Wood Diaphragms. 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.
(e)
Hillside Building. Section 1613.6 is added to Chapter 16 of
the California Building Code to read as follows:
1613.6 Seismic Design Provisions for Hillside Buildings.
1613.6.1 Purpose. The purpose of this section is
to establish minimum regulations for the design and construction of
new buildings and additions to existing buildings when constructing
such buildings on or into slopes steeper than one unit vertical in
three units horizontal (33.3%). These regulations establish minimum
standards for seismic force resistance to reduce the risk of injury
or loss of life in the event of earthquakes.
1613.6.2 Scope. The provisions of this section
shall apply to the design of the lateral-force-resisting system for
hillside buildings at and below the base level diaphragm. The design
of the lateral-force-resisting system above the base level diaphragm
shall be in accordance with the provisions for seismic and wind design
as required elsewhere in this division.
Exception: Non-habitable accessory buildings and
decks not supporting or supported from the main building are exempt
from these regulations.
1613.6.3 Definitions. For the purposes of this
section certain terms are defined as follows:
BASE LEVEL DIAPHRAGM is the floor at, or closest to, the top
of the highest level of the foundation.
DIAPHRAGM ANCHORS are assemblies that connect a diaphragm to
the adjacent foundation at the uphill diaphragm edge.
DOWNHILL DIRECTION is the descending direction of the slope
approximately perpendicular to the slope contours.
FOUNDATION is concrete or masonry which supports a building,
including footings, stem walls, retaining walls, and grade beams.
FOUNDATION EXTENDING IN THE DOWNHILL DIRECTION is a foundation
running downhill and approximately perpendicular to the uphill foundation.
HILLSIDE BUILDING is any building or portion thereof constructed
on or into a slope steeper than one unit vertical in three units horizontal
(33.3%). If only a portion of the building is supported on or into
the slope, these regulations apply to the entire building.
PRIMARY ANCHORS are diaphragm anchors designed for and providing
a direct connection as described in Sections 1613.6.5 and 1613.6.7.3
between the diaphragm and the uphill foundation.
SECONDARY ANCHORS are diaphragm anchors designed for and providing
a redundant diaphragm to foundation connection, as described in Sections
1613.6.6 and 1613.6.7.4.
UPHILL DIAPHRAGM EDGE is the edge of the diaphragm adjacent
and closest to the highest ground level at the perimeter of the diaphragm.
UPHILL FOUNDATION is the foundation parallel and closest to
the uphill diaphragm edge.
1613.6.4 Analysis and Design.
1613.6.4.1 General. Every hillside building within
the scope of this section shall be analyzed, designed, and constructed
in accordance with the provisions of this division. 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.
1613.6.4.2 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.
1613.6.4.2.1 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.
1613.6.4.2.2 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.
1613.6.5 Base Shear Resistance-Primary Anchors.
1613.6.5.1 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.
1613.6.5.2 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 30 feet (9144 mm).
1613.6.5.3 Design of Primary Anchors and Diaphragm Struts. Primary anchors and diaphragm struts shall be designed in accordance
with the requirements of Section 1613.6.8.
1613.6.5.4 Limitations. The following lateral-force-resisting
elements shall not be designed to resist seismic forces below the
base level diaphragm in the downhill direction:
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1.
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Wood structural panel wall sheathing,
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2.
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Cement plaster and lath,
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3.
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Gypsum wallboard, and
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4.
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Tension only braced frames.
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Braced frames designed in accordance with the requirements
of Section 2205.2.1.2 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.
1613.6.6. Base Shear Resistance-Secondary Anchors.
1613.6.6.1 General. In addition to the primary
anchors required by Section 1613.6.5, 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 30 feet (9144 mm) on center extend up to and are directly connected
to the base level diaphragm for at least 70% of the diaphragm depth.
1613.6.6.2 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 600 pounds per lineal
foot (8.76 kN/m) based on Allowable Stress Design (ASD) levels. The
secondary anchors shall be uniformly distributed along the uphill
diaphragm edge and shall be spaced a maximum of four feet (1219 mm)
on center.
1613.6.6.3 Design. Secondary anchors and diaphragm
struts shall be designed in accordance with Section 1613.6.8.
1613.6.7 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.
1613.6.7.1 Diaphragm Defined. Every floor level
below the base level diaphragm shall be designed as a diaphragm.
1613.6.7.2 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.
1613.6.7.3 Design Force Resistance-Primary Anchors. The design force described in Section 1613.6.7.2 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 1613.6.5.
1613.6.7.4 Design Force Resistance-Secondary Anchors.
1613.6.7.4.1 General. In addition to the primary
anchors required in Section 1613.6.7.3, 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 30 feet (9144 mm) on center, extend up to and are directly connected
to each diaphragm below the base level for at least 70% of the diaphragm
depth.
1613.6.7.4.2 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 300 pounds per lineal foot (4.38 kN/m) based on Allowable Stress
Design (ASD) levels. The secondary anchors shall be uniformly distributed
along the uphill diaphragm edge and shall be spaced a maximum of four
feet (1219 mm) on center.
1613.6.7.4.3 Design. Secondary anchors and diaphragm
struts shall be designed in accordance with Section 1613.6.8.
1613.6.8 Primary and Secondary Anchorage and Diaphragm
Strut Design. Primary and secondary anchors and diaphragm struts
shall be designed in accordance with the following provisions:
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1.
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Fasteners. All bolted fasteners used to develop connections
to wood members shall be provided with square plate washers at all
bolt heads and nuts. Washers shall be minimum 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 1/2 wrench turn prior to covering the framing.
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2.
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Fastening. The diaphragm to foundation anchorage shall not be
accomplished by the use of toenailing, nails subject to withdrawal,
or wood in cross-grain bending or cross-grain tension.
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3.
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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 Item 9.
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4.
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Design. Primary and secondary anchorage, including diaphragm
struts, splices, and collectors shall be designed for 125% of the
tributary force.
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5.
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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.
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6.
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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.
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7.
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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.
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8.
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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.
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9.
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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.
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10.
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Wood Ledgers. Wood ledgers shall not be used to resist cross-grain
bending or cross-grain tension.
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1613.6.9 Lateral-Force-Resisting Elements Normal
to the Downhill Direction.
1613.6.9.1 General. In the direction normal to
the downhill direction, lateral-force-resisting elements shall be
designed in accordance with the requirements of this section.
1613.6.9.2 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.
1613.6.9.3 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.
1613.6.9.4 Drift Limitations. The story drift below
the base level diaphragm shall not exceed 0.007 times the story height
at strength design force level. The total drift from the base level
diaphragm to the top of the foundation shall not exceed 3/4 inch (19
mm). Where the story height or the height from the base level diaphragm
to the top of the 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.
1613.6.9.5 Distribution of Lateral Forces.
1613.6.9.5.1 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.
1613.6.9.5.2 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
may be estimated by AWC SDPWS Section 4.3.2. 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 (2438 mm) and the maximum vertical height of a step shall be
two feet, eight inches (813 mm).
1613.6.9.5.3 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.
1613.6.9.6 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:
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1.
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Cement plaster and lath,
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2.
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Gypsum wallboard, and
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3.
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Tension-only braced frames.
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Braced frames designed in accordance with the requirements
of Section 2205.2.1.2 of this Code 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.
1613.6.10 Specific Design Provisions.
1613.6.10.1 Footings and Grade Beams. All footings
and grade beams shall comply with the following:
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1.
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Grade beams shall extend at least 12 inches (305 mm) below the
lowest adjacent grade and provide a minimum 24-inch (610 mm) distance
horizontally from the bottom outside face of the grade beam to the
face of the descending slope.
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2.
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Continuous footings shall be reinforced with at least two No.
4 reinforcing bars at the top and two No. 4 reinforcing bars at the
bottom.
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3.
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All main footing and grade beam reinforcement steel shall be
bent into the intersecting footing and fully developed around each
corner and intersection.
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4.
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All concrete stem walls shall extend from the foundation and
reinforced as required for concrete or masonry walls.
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1613.6.10.2 Protection Against Decay and Termites. All wood to earth separation shall comply with the following:
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1.
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Where a footing or grade beam extends across a descending slope,
the stem wall, grade beam, or footing shall extend up to a minimum
18 inches (457 mm) above the highest adjacent grade.
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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.
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2.
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Wood ledgers supporting a vertical load of more than 100 pounds
per lineal foot (1.46 kN/m) based on Allowable Stress Design (ASD)
levels and located within 48 inches (1219 mm) 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.
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1613.6.10.3 Sill Plates. All sill plates
and anchorage shall comply with the following:
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1.
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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.
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2.
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Power-driven fasteners shall not be used to anchor sill plates
except at interior nonbearing walls not designed as shear walls.
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1613.6.10.4 Column Base Plate Anchorage. The base of isolated wood posts (not framed into a stud wall) supporting
a vertical load of 4,000 pounds (17.8 kN) based on Allowable Stress
Design (ASD) levels or more and the base plate for a steel column
shall comply with the following:
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1.
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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 No. 4 bars extending to
the bottom of the footing or grade beam. The top of exterior pedestals
shall be sloped for positive drainage.
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2.
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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 No. 4 or three No. 3 ties within the top five inches
(127 mm) of the concrete or masonry pedestal. The base plate anchor
bolts shall be embedded a minimum of 20 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.
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1613.6.10.5 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 5/8 inch (15.9
mm) diameter machine bolts.
(f)
Suspended Ceilings. Add Section 1613.7 to Chapter 16 of the
California Building Code to read as follows:
1613.7 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.
1613.7.1 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.
1613.7.2 General. The suspended ceilings and lighting
systems shall be limited to 6 feet (1,828 mm) below the structural
deck unless the lateral bracing is designed by a licensed engineer
or architect.
1613.7.3 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.
1613.7.4 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.
1613.7.4.1 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.
1613.7.4.2 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.
1613.7.4.3 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 1008.3 of this Code.
1613.7.4.4 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.
(Added by Ord. No. 2445CCS §
11, adopted 11/12/13; amended
by Ord. No. 2527CCS § 3, adopted 11/22/16; Ord. No. 2623CCS § 4, adopted 10/22/19; Ord. No. 2727CCS § 4, adopted 10/25/22)
(a)
Structural Observation—General. Amend Section 1704.6
of the California Building Code to read as follows:
1704.6 Structural Observations. Where required
by the provisions of Section 1704.6.1, 1704.6.2, or 1704.6.3, the
owner or the owner's authorized agent shall employ a structural observer
to perform structural observations. Structural observation does not
include or waive the responsibility for the inspections in Section
110 or the special inspections in Section 1705 or the other section
of this code. 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.
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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.
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The owner or owner's authorized agent 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.
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Observed deficiencies shall be reported in writing to the owner
or owner's authorized agent, 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.
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(b)
Structural Observation—Seismic. Amend Section 1704.6.2
of the California Building Code to read as follows:
1704.6.2 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.
2.
The
structure is a high-rise building.
3.
The
structure is classified as Risk Category I or II, and a lateral design
is required for the structure or portion thereof.
4.
Such
observation is required by the registered design professional responsible
for the structural design.
5.
Such
observation is specifically required by the Building Official.
|
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.
|
|
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.
|
(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 tests for concrete construction shall be as required by this section
and Table 1705.3.
Exceptions: Special inspections and tests 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'c, 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 1809.7 or
2.3.
The structural design of the footing is based on a specified compressive
strength, f'c, 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.
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TABLE 1705.3
REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION
 |
(d)
Special Inspection for Seismic Resistance. Amend Section 1705.13
of the California Building Code to read as follows:
1705.13 Special Inspection for Seismic Resistance. Special inspections for seismic resistance shall be required as
specified in Sections 1705.13.1 through 1705.13.9, unless exempted
by the exceptions of Section 1704.2.
Exception: Special inspections itemized in Sections
1705.13.1 through 1705.13.9 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, SDS, as determined in Section
1613.2.4, does not exceed 0.5 g; 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, SDS, as determined in Section 1613.2.4, does not
exceed 0.5; and the building height of the structure does not exceed
25 feet (7,620 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 of ASCE 7:
(Added by Ord. No. 2445CCS §
11, adopted 11/12/13; amended
by Ord. No. 2527CCS § 3, adopted 11/22/16; Ord. No. 2623CCS § 4, adopted 10/22/19; Ord. No. 2727CCS § 4, adopted 10/25/22)
(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 AWC PWF. Lumber and plywood shall be treated in accordance with
AWPA U1 (Commodity Specification A, Special Requirement 4.2) and shall
be identified in accordance with Section 2303.1.9.1. 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. Prescriptive design of concreate 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 follows:
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.
 FIGURE 1809.3
STEPPED FOOTING
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(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.
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TABLE 1809.7
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|---|---|---|
|
PRESCRIPTIVE FOOTINGS SUPPORTING WALLS OF LIGHT-FRAME CONSTRUCTION a, b, c, d, e
| ||
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NUMBER OF FLOORS SUPPORTED BY THE FOOTINGe
|
WIDTH OF FOOTING
(inches)
|
THICKNESS OF FOOTING
(inches)
|
|
1
|
12
|
6
|
|
2
|
15
|
6
|
|
3
|
18
|
8
|
|
For SI: 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 1905 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.
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(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 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 footings supported
on treated piles shall not exceed 70 percent of the allowable stresses
for the species and grade of timber as specified in the ANSI/AWC 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 ANSI/AWC NDS.
Round timber elements shall conform to ASTM D 25. Sawn timber elements
shall conform to DOC PS-20. Timber deep foundation elements shall
not be used in structures assigned to Seismic Design Category D, E
or F.
(g)
Embedded Posts and Poles. Section 1807.3.1 of the California
Building Code is amended to read as follows:
1807.3.1 Limitations. The design procedures outlined
in this section are subject to the following limitations:
1.
The
frictional resistance for structural walls and slabs on silts and
clays shall be limited to one-half of the normal force imposed on
the soils by the weight of the fooling or slab.
2.
Posts
embedded in earth shall not be used to provide lateral support for
structural or nonstructural materials such as plaster, masonry or
concrete unless bracing is provided that develops the limited deflection
required.
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Wood poles shall be treated in accordance with AWPA U1 for sawn
timber posts (Commodity Specification A, Use Category 4B) and for
round timber posts (Commodity Specification B, Use Category 4B). Wood
poles and posts embedded in direct contact with soil shall not be
used for structures assigned to Seismic Design Category D, E or F.
|
|
Exception: Wood poles and posts embedded in direct
contact with soil may be used to support nonhabitable, nonoccupiable
structures such as fences when approved by the building official.
|
(Added by Ord. No. 2445CCS §
11, adopted 11/12/13; amended
by Ord. No. 2527CCS § 3, adopted 11/22/16; Ord. No. 2623CCS § 4, adopted 10/22/19; Ord. No. 2727CCS § 4, adopted 10/25/22)
(a)
Minimum Reinforcement. Amend Section 1905.1.7 of the 2022
California Building Code to read as follows:
1905.1.7 ACI 318, Section 14.1.4. Delete ACI 318,
Section 14.1.4, and replace with the following:
14.1.4. Plain concrete in structures assigned to Seismic
Design Category C, D, E or F.
14.1.4.1. 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
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.
|
|
Exceptions:
| |
|
1.
|
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.
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(b)
Reinforcement. Amend Section 1905.1 to read as shown below
and add Sections 1905.1.9 through 1905.1.11 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 1905.1.11.
1905.1.9 ACI 318, Section 18.7.5. Modify ACI 318,
Section 18.7.5, by adding Section 18.7.5.7 and 18.7.5.8 as follows:
18.7.5.7 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 Section 18.7.5.1,
Items (a) through (c), over the full height of the member.
18.7.5.8 At any section where the design strength,
fPn, of the column is less than the sum of the shears Ve computed
in accordance with ACI 318 Sections 18.7.6.1 and 18.6.5.1 for all
the beams framing into the column above the level under consideration,
transverse reinforcement as specified in ACI 318 Sections 18.7.5.1
through 18.7.5.3 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,
fPn, of the column, these moments are permitted to be assumed to result
from the deformation of the frame in any one principal axis.
1905.1.10 ACI 318, Section 18.10.4. Modify ACI
318, Section 18.10.4, by adding Section 18.10.4.6 as follows:
18.10.4.6 Walls and portions of walls with Pu >
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 18.14.
1905.1.11 ACI 318, Section 18.12.6. Modify ACI
318, by adding Section 18.12.6.2 as follows:
18.12.6.2 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.
(Added by Ord. No. 2445CCS §
11, adopted 11/12/13; amended
by Ord. No. 2527CCS § 3, adopted 11/22/16; Ord. No. 2623CCS § 4, adopted 10/22/19; Ord. No. 2727CCS § 4, adopted 10/25/22)
(a)
Existing Concrete and Masonry Fireplaces and Chimneys. Where
construction work of any kind is on the same wall or plane as an existing
concrete or masonry fireplace and/or chimney, and where the fireplace
and/or chimney does not meet the requirements of the current California
Building Code, the fireplace and/or chimney shall:
(1)
Be retrofitted, to meet a minimum of seventy-five percent of the
design load requirements in the California Building Code and in accordance
with all applicable laws, including the City's Zoning, and Landmark
and Historic Preservation laws;
(2)
Be demolished, in accordance with all applicable laws, including
the City's Zoning, and Landmark and Historic Preservation laws.
(Added by Ord. No. 2445CCS §
11, adopted 11/12/13; amended
by Ord. No. 2527CCS § 3, adopted 11/22/16; Ord. No. 2623CCS § 4, adopted 10/22/19; Ord. No. 2727CCS § 4, adopted 10/25/22)
(a)
Fastener Requirements. Amend Section 2304.10.2 of the California
Building Code to read as follows:
2304.10.2 Fastener Requirements. Connections for
wood members shall be designed in accordance with he appropriate methodology
in Section 2302.1. The number and size of fasteners connecting wood
members shall not be less than that set forth in Table 2304.10.1.
Staple fasteners in Table 2304.10.2 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 and Cribs. Amend Section 2304.12.8
of the California Building Code to read as follows:
2304.12.8 Wood Used in Retaining Walls and Cribs. Wood used in retaining walls and cribs. Wood installed in retaining
or crib walls shall be preservative treated in accordance with AWPA
U1 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.
(c)
Quality of Nails. Section 2304.10.3.1 is added to Chapter
23 of the California Building Code to read as follows:
2304.10.3.1 Quality of Nails. 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 2305.4 is added to Chapter 23
of the California Building Code to read as follows:
2305.4 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 1/2 wrench turn
just prior to covering the wall framing.
(e)
Wood-Frame Diaphragms. Amend Section 2306.2 of the California
Building Code to read as follows:
2306.2 Wood-Frame Diaphragms. Wood-frame diaphragms
shall be designed and constructed in accordance with AWC SDPWS. Where
panels are fastened to framing members with staples, requirements
and limitations of AWC SDPWS shall be 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.
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 AWC 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.
|
|
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.
|
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.
|
For structures assigned to Seismic Design Category D,
application of Table 4.3C of AWC SDPWS shall not be used below the
top level in a multi-level building.
Where panels are fastened to framing members with staples, requirements
and limitations of AWC 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 AWC SDPWS.
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 2308.6.8.1 of the
California Building Code to read as follows:
2308.6.8.1 Foundations. Braced wall lines shall
be supported by continuous foundations. For structures in Seismic
Design Categories D and E, exterior braced wall panels shall be in
the same plane vertically with the foundation or the portion of the
structure containing the offset shall be designed in accordance with
accepted engineering practice and Section 2308.1.1.
Exception: For structures with a maximum plan dimension
not more than 50 feet (15240mm), continuous foundations are required
at exterior walls only for structures assigned to Seismic Design Category
A, B, or C.
(h)
Alternative Bracing. Amend Section 2308.6.5.1 and Figure 2308.6.5.2
of the California Building Code to read as follows:
2308.6.5.1 Alternate Braced Wall (ABW). An ABW
shall be constructed in accordance with this section and Figure 2308.6.5.1.
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
(3.2 mm) minimum-thickness wood structural panel sheathing nailed
with 8d common or galvanized box nails in accordance with Table 2304.10.1
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 2308.3.1 shall be provided in each panel.
Anchor bolts shall be placed at each panel outside quarter points.
Each panel end stud shall have a hold-down device fastened to the
foundation, capable of providing an approved uplift capacity of not
less than 1,800 pounds (8006 N). The hold-down device shall be installed
in accordance with the manufacturer's recommendations. The ABW 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 is permitted
at door openings in the braced wall line. This continuous footing
shall be reinforced with not less than one No. 4 bar top and bottom.
This reinforcement shall be lapped 24 inches (610 mm) with the reinforcement
required in the continuous foundation located directly under the braced
wall line.
Where the ABW is installed at the first story of two-story buildings,
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 be not less than 3,000 pounds (13,344
N).
 FIGURE 2308.6.5.1
ALTERNATE BRACED WALL PANEL (ABW)
|
2308.6.5.2 Portal Frame with Hold-Downs (PFH). A PFH shall be constructed in accordance with this section and Figure
2308.6.5.2. The adjacent door or window opening shall have a full-length
header.
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 2308.6.5.2. 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
and in accordance with Figure 2308.6.5.2. The wood structural panel
sheathing shall extend up over the solid sawn or glued-laminated header
and shall be nailed in accordance with Figure 2308.6.5.2. A built-up
header consisting of at least two 2-inch by 12-inch (51 mm by 305
mm) boards, fastened in accordance with Item 24 of Table 2304.10.1
shall be permitted to be used. A spacer, if used, shall be placed
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 (4,400
N) shall fasten the header to the inner studs opposite the sheathing.
One anchor bolt not less than 5/8 inch (15.9 mm) diameter and installed
in accordance with Section 2308.3.1 shall be provided in the center
of each sill plate. The studs at each end of the panel shall have
a hold-down device fastened to the foundation with an uplift capacity
of not less than 3,500 pounds (15570 N).
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 hold-down device fastened to the foundation with
an uplift capacity of not less than 1,000 pounds (4400 N). The hold-down
devices shall be an embedded strap type, installed in accordance with
the manufacturer's recommendations. The PFH 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) continuous footing is permitted at door
openings in the braced wall line. This continuous footing shall be
reinforced with not less than one No. 4 bar top and bottom. This reinforcement
shall be lapped not less than 24 inches (610 mm) with the reinforcement
required in the continuous foundation located directly under the braced
wall line.
Where a PFH is installed at the first story of two-story buildings,
each panel shall have a length of not less than 24 inches (610 mm).
 FIGURE 2308.6.5.2
PORTAL FRAME WITH HOLD-DOWNS (PFH)
|
(i)
Braced Wall Sheathing. Table 2308.6.1 of the 2022 Edition
of the California Building Code is amended to read as follows:
 |
(j)
Attachment of Sheathing. Amend Section 2308.6.9 of the California
Building Code to read as follows:
2308.6.9 Attachment of Sheathing. Fastening of
braced wall panel sheathing shall not be less than that prescribed
in Table 2308.6.1 or 2304.10.2. Wall sheathing shall not be attached
to framing members by adhesives. Staple fasteners in Table 2304.10.2
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 (6,096
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 (6,096 mm) intervals along the top plate of
discontinuous vertical framing.
(k)
Retaining Walls. Section 1807.2 of the California Building
Code is amended to read as follows:
1807.2 Retaining walls. Retaining walls shall be
designed in accordance with Sections 1807.2.1 through 1807.2.3. Retaining
walls over 4' in height assigned to Seismic Design Category D, E or
F shall not be partially or wholly constructed of wood.
(Added by Ord. No. 2445CCS §
11. adopted 11/12/13; amended
by Ord. No. 2527CCS § 3, adopted 11/22/16; Ord. No. 2623CCS § 4, adopted 10/22/19; Ord. No. 2727CCS § 4, adopted 10/25/22)
(a)
Fencing Regulations.
(1)
Standards for New Enclosures. Every person, firm or
corporation owning land on which there is situated a swimming pool,
spa, hot tub, pond or other body of water which contains water eighteen
inches or more in depth at any point shall completely surround such
body of water or property with a fence, wall or other structure not
less than five feet above the adjacent grade at all places and with
no opening therein more than four inches in maximum dimensions. Any
gate in such fence shall have a latch at least five feet above the
underlying ground and such gate shall be self-closing and secured
when adults are not present.
(2)
Existing Enclosures. Every person, firm or corporation
owning land on which there is situated a swimming pool, pond or other
body of water which contains water eighteen inches or more in depth
at any point shall completely surround such body of water or property
with a fence, wall or other structure not less than four and one-half
feet above the adjacent grade at all places and with no opening therein
more than four inches in maximum dimensions. Any gate in such fence
shall have a latch at least four and one-half feet above the underlying
ground and such gate shall be self-closing and secured when adults
are not present.
For the purposes of this Section, existing enclosures are those
enclosures that were constructed under valid permit issued prior to
July 1, 1999.
(3)
Requirements for Nonconforming Enclosures. When an existing
pool enclosure is replaced or repaired in excess of fifty percent
of its length, the enclosure shall be made to conform to all of the
requirements for a new enclosure under prevailing law.
(4)
Applicability of Other Codes and Laws. The provisions
of this Section are in addition to the pool enclosure requirements
for public or private pools as required in Chapter 31 B of the California
Building Code.
When conflicting provisions or requirements occur between the
provisions of this Section, the Technical Codes, and other codes or
laws, the most restrictive provisions or requirements shall govern.
(b)
Pool Water Clarity. The re-circulation and purification system
of any swimming pool, fish pond or any other body of water shall be
operated and maintained so as to keep the water in such pool or other
body of water clean and of reasonable clarity.
The following standards shall be used to define reasonable clarity
of the water in such pool, pond or body of water:
A painted black disk, six inches in diameter on a twelve-inch
by twelve-inch white tile, placed at the bottom of the pool at its
deepest point, shall be clearly visible from the sidewalks around
the pool from all distances up to ten yards from such disk, or the
water shall be determined to not be of reasonable clarity.
(Added by Ord. No. 2527CCS §
3, adopted 11/22/16; amended by Ord. No. 2623CCS § 4, adopted 10/22/19; Ord. No. 2727CCS § 4,
adopted 10/25/22)
Section 3115 is added to read as follows:
3115 Intermodal Shipping Containers.
3115.1 General. The provisions of Section 3115
and other applicable sections of this code shall apply to intermodal
shipping containers that are repurposed for use as buildings or structures
or as a part of buildings or structures.
Exceptions:
|
1.
|
Intermodal shipping containers previously approved as existing
relocatable buildings complying with Chapter 14 of the California
Existing Building Code.
|
|
2.
|
Stationary battery storage arrays located in intermodal shipping
containers complying with Chapter 12 of the California Fire Code.
|
|
3.
|
Intermodal shipping containers that are listed as equipment
complying with the standard for equipment, such as air chillers, engine
generators, modular data centers, and other similar equipment.
|
|
4.
|
Intermodal shipping containers housing or supporting experimental
equipment are exempt from the requirements of Section 3115, provided
they comply with all of the following:
|
|
4.1.
|
Such units will be single stand-alone units supported at grade
level and used only for occupancies as specified under Risk Category
I in Table 1604.5.
|
|
4.2.
|
Such units are located a minimum of 8 feet (2438 mm) from adjacent
structures, and are not connected to a fuel gas system or fuel gas
utility.
|
|
4.3.
|
In hurricane-prone regions and flood hazard areas, such units
are designed in accordance with the applicable provisions of Chapter
16.
|
|
5.
|
[HCD] Shipping containers constructed or converted off-site
that meet the definition of Factory-built Housing in Health and Safety
Code Section 19971 or Commercial Modular(s) as defined in Health and
Safety Code Section 18001.8 shall be approved by the Department of
Housing and Community Development.
|
|
6.
|
Single-unit stand-alone intermodal shipping containers used
as temporary storage or construction trailer on active construction
sites. Construction support facilities for uses and activities not
directly associated with the actual processes of construction, including
but not limited to, offices, meeting rooms, plan rooms, other administrative
or support functions shall not be exempt from Section 3115.
|
3115.2 Construction documents. The construction
documents shall contain information to verify the dimensions and establish
the physical properties of the steel components and wood floor components
of the intermodal shipping container, in addition to the information
required by Sections 107 and 1603.
3115.3 Intermodal shipping container information. Intermodal shipping containers shall bear an existing data plate
containing the following information as required by ISO 6346 and verified
by an approved agency. A report of the verification process and findings
shall be provided to the building owner.
|
1.
|
Manufacturer's name or identification number.
|
|
2.
|
Date manufactured.
|
|
3.
|
Safety approval number.
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|
4.
|
Identification number.
|
|
5.
|
Maximum operating gross mass or weight (kg) (lbs).
|
|
6.
|
Allowable stacking load for 1.8G (kg) (lbs).
|
|
7.
|
Transverse racking test force (Newtons).
|
|
8.
|
Valid maintenance examination date.
|
Where approved by the building official, the markings and existing
data plate are permitted to be removed from the intermodal shipping
containers before they are repurposed for use as buildings or structures
or as part of buildings or structures.
3115.4 Protection against decay and termites. Wood
structural floors of intermodal shipping containers shall be protected
from decay and termites in accordance with the applicable provisions
of Section 2304.12.1.1.
3115.5 Under-floor ventilation. The space between
the bottom of the floor joists and the earth under any intermodal
shipping container, except spaces occupied by basements and cellars,
shall be provided with ventilation in accordance with Section 1202.4.
3115.6 Roof assemblies. Intermodal shipping container
roof assemblies shall comply with the applicable requirements of Chapter
15.
Exception: Single-unit, stand-alone intermodal
shipping containers not attached to, or stacked vertically over, other
intermodal shipping containers, buildings or structures.
3115.7 Joints and voids. Joints and voids that
create concealed spaces between intermodal shipping containers, that
are connected or stacked, at fire-resistance-rated walls, floor or
floor/ceiling assemblies and roofs or roof/ceiling assemblies shall
be protected by an approved fire-resistant joint system in accordance
with Section 715.
3115.8 Structural. Intermodal shipping containers
that conform to ISO 1496-1 and are repurposed for use as buildings
or structures, or as a part of buildings or structures, shall be designed
in accordance with Chapter 16 and this section.
3115.8.1 Foundations and supports. Intermodal shipping
containers repurposed for use as a permanent building or structure
shall be supported on foundations or other supporting structures designed
and constructed in accordance with Chapters 16 through 23.
3115.8.1.1 Anchorage. Intermodal shipping containers
shall be anchored to foundations or other supporting structures as
necessary to provide a continuous load path for all applicable design
and environmental loads in accordance with Chapter 16.
3115.8.1.2 Stacking. Intermodal shipping containers
used to support stacked units shall comply with Section 3115.8.4.
3115.8.2 Welds. The strength of new welds and connections
shall be no less than the strength provided by the original connections.
All new welds and connections shall be designed and constructed in
accordance with Chapters 16, 17 and 22.
3115.8.3 Structural design. The structural design
of the intermodal shipping containers repurposed for use as a building
or structure, or as part of a building or structure, shall comply
with Section 3115.8.4 or 3115.8.5.
3115.8.4 Detailed structural design procedure. A
structural analysis meeting the requirements of this section shall
be provided to the building official to demonstrate the structural
adequacy of the intermodal shipping containers.
Exception: Structures using an intermodal shipping
containers designed in accordance with Section 3115.8.5.
3115.8.4.1 Material properties. Structural material
properties for existing intermodal shipping container steel components
shall be established by Section 2202.
3115.8.4.2 Seismic design parameters. The seismic
force-resisting system shall be designed and detailed in accordance
with ASCE 7 and one of the following:
|
1.
|
Where all or portions of the profiled steel panel elements are
considered to be the seismic force-resisting system, design and detailing
shall be in accordance with AISI S100 and ASCE 7, Table 12.2-1 requirements
for steel systems not specifically detailed for seismic resistance,
excluding cantilevered column systems.
|
|
2.
|
Where all or portions of the profiled steel panel elements are
not considered to be part of the seismic force-resisting system, an
independent seismic force-resisting system shall be selected, designed
and detailed in accordance with ASCE 7, Table 12.2-1, or
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3.
|
Where all or portions of the profiled steel panel elements are
retained and integrated into a seismic force-resisting system other
than as permitted by Section 3115.8.4.2 Item 1, seismic design parameters
shall be developed from testing and analysis in accordance with Section
104.11 and ASCE 7, Section 12.2.1.1 or 12.2.1.2.
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3115.8.4.3 Allowable shear value. The allowable
shear values for the profiled steel panel side walls and end walls
shall be determined in accordance with the design approach selected
in Section 3115.8.4.2. Where penetrations are made in the side walls
or end walls designated as part of the lateral force-resisting system,
the penetrations shall be substantiated by rational analysis.
3115.8.5 Simplified structural design procedure of single-unit
containers. Single-unit intermodal shipping containers conforming
to the limitations of Section 3115.8.5.1 shall be permitted to be
designed in accordance with Sections 3115.8.5.2 and 3115.8.5.3.
3115.8.5.1 Limitations. Use of Section 3115.8.5
is subject to all the following limitations:
|
1.
|
The intermodal shipping container shall be a single-unit, stand-alone
unit supported on a foundation and shall not be in contact with or
supporting any other shipping container or other structure.
|
|
2.
|
The intermodal shipping container's top and bottom rails, corner
castings, and columns or any portion thereof shall not be notched,
cut, or removed in any manner.
|
|
3.
|
The intermodal shipping container shall be erected in a level
and horizontal position with the floor located at the bottom.
|
|
4.
|
The intermodal shipping container shall be located in Seismic
Design Category A, B, C and D.
|
3115.8.5.2 Simplified structural design assumptions. Where permitted by Section 3115.8.5.1, single-unit stand-alone,
intermodal shipping containers shall be designed using the following
assumptions for the profiled steel panel side walls and end walls:
|
1.
|
The appropriate detailing requirements contained in Chapters
16 through 23.
|
|
2.
|
Response modification coefficient, R = 2.
|
|
3.
|
Over strength factor, O0 = 2.5.
|
|
4.
|
Deflection amplification factor, Cd = 2.
|
|
5.
|
Limits on structural height, hn = 9.5 feet (2900 mm).
|
3115.8.5.3 Allowable shear value. The allowable
shear values for the profiled steel panel side walls (longitudinal)
and end walls (transverse) for wind design and seismic design using
the coefficients of Section 3115.8.5.2 shall be in accordance with
Table 3115.8.5.3, provided that all of the following conditions are
met:
|
1.
|
The total linear length of all openings in any individual side
walls or end walls shall be limited to not more than 50 percent of
the length of that side walls or end walls, as shown in Figure 3115.8.5.3(1).
|
|
2.
|
Any full height wall length, or portion thereof, less than 4
feet (305 mm) long shall not be considered as a portion of the lateral
force-resisting system, as shown in Figure 3115.8.5.3(2).
|
|
3.
|
All side walls or end walls used as part of the lateral force-resisting
system shall have an existing or new boundary element on all sides
to form a continuous load path, or paths, with adequate strength and
stiffness to transfer all forces from the point of application to
the final point of resistance, as shown in Figure 3115.8.5.3(3). The
existing door interlocking mechanism shall not be considered as a
component of the required load path.
|
|
4.
|
Where openings are made in container walls, floors or roofs,
for doors, windows and other openings:
|
|
4.1.
|
The opening shall be framed with steel elements that are designed
in accordance with Chapters 16 and 22.
|
|
4.2.
|
The cross section and material grade of any new steel element
shall be equal to or greater than the steel element removed.
|
|
5.
|
A maximum of one penetration not greater than a 6-inch (152
mm) diameter hole for conduits, pipes, tubes or vents, or not greater
than 16 square inches (10,322 mm2) for
electrical boxes, is permitted for each individual 8 feet (2,438 mm)
length of lateral force-resisting wall. Penetrations located in walls
that are not part of the wall lateral force resisting system shall
not be limited in size or quantity. Existing intermodal shipping container's
vents shall not be considered a penetration, as shown in Figure 3115.8.5.3(4).
|
|
6.
|
6. End wall door or doors designated as part of the lateral
force-resisting system shall be intermittently welded closed around
the full perimeters of the door panels.
|
|
TABLE 3115.8.5.3
| ||||
|---|---|---|---|---|
|
ALLOWABLE SHEAR VALUES FOR PROFILED STEEL PANEL
SIDE WALLS AND END WALLS FOR WIND OR SEISMIC LOADING
| ||||
|
CONTAINER DESIGNATION b
|
CONTAINER DIMENSION
(Nominal Length)
|
CONTAINER DIMENSION
(Nominal Height)
|
ALLOWABLE SHEAR VALUES
(PLF) a,c
| |
|
Side Wall
|
End Wall
| |||
|
1EEE
|
45 feet (13.7 M)
|
9.5 feet (2896 mm)
|
75
|
843
|
|
1EE
|
8.6 feet (2591 mm)
| |||
|
1AAA
|
40 feet (12.2 M)
|
9.5 feet (2896 mm)
|
84
| |
|
1AA
|
8.5 feet (2592 mm)
| |||
|
1A
|
8.0 feet (2438 mm)
| |||
|
1AX
|
> 8.0 feet (2483 mm)
| |||
|
1BBB
|
30 feet (9.1 M)
|
9.5 feet (2896 mm)
|
112
| |
|
1BB
|
8.5 feet (2591 mm)
| |||
|
1B
|
8.0 feet (2438 mm)
| |||
|
1BX
|
> 8.0 feet (2438 mm)
| |||
|
1CC
|
20 feet (9.1 M)
|
8.5 feet (2591 mm)
|
168
| |
|
1C
|
8.0 feet (2438 mm)
| |||
|
1CX
|
> 8.0 feet (2438 mm)
| |||
|
a.
|
The allowable shear values for the side walls and end walls
of the intermodal shipping containers are derived from ISO 1496-1
and reduced by a factor of safety of 5.
|
|
b.
|
Container designation type is derived from ISO 668.
|
|
c.
|
Limitations of Sections 3115.8.5.1 and 3115.8.5.3 shall apply.
|
 FIGURE 3115.8.5.3(1)
Bracing Unit Distribution – Maximum Linear Length
|
 FIGURE 3115.8.5.3(2)
Bracing Unit Distribution – Minimum Linear Length
|
 FIGURE 3115.8.5.3(3)
Bracing Unit Distribution – Boundary Elements
|
 FIGURE 3115.8.5.3(4)
Bracing Unit Distribution – Penetrating Limitations
|
(Added by Ord. No. 2623CCS §
4, adopted 10/22/19; amended by Ord. No. 2727CCS § 4, adopted 10/25/22)
