Ordinance 23-10ORDINANCE NO. 23-10
AN ORDINANCE OF THE CITY COUNCIL OF THE CITY OF EASTVALE AMENDING
CHAPTER 110.04 (BUILDING CODE) OF THE EASTVALE MUNICIPAL CODE AND
ADOPTING BY REFERENCE THE 2022 CALIFORNIA BUILDING CODE (CALIFORNIA
CODE OF REGULATIONS, TITLE 24, PART 2) AND MAKING LOCAL AMENDMENTS
THERETO
WHEREAS, Sections 17922, 17958, and 18941.5 of the California Health and Safety Code
provide that the governing body of every city or county shall adopt ordinances or regulations
imposing the same requirements as those contained in the most recently adopted version of
the California Building Standards Code; and,
WHEREAS, Sections 17958, 17958.5, 17958.7, and 18941.5 of the California Health &
Safety Code provide that a city or county may make such changes or modifications to the
requirements contained in the California Building Standards Code which are reasonably
necessary because of local climatic, geological, or topographical conditions; and,
WHEREAS, Sections 17958, 17958.7, and 18941.5 of the California Health & Safety Code
provide that prior to making any change or modification to the California Building Standards
Code authorized by the Health & Safety Code, the City Council of the City of Eastvale is required
to make an express finding that such modifications or changes are reasonably necessary
because of local climatic, geological, or topographical conditions; and,
WHEREAS, the City Council of the City of Eastvale is not required to make an express
finding for amendments necessary to carry out the application of the Building Standards Code
and/or that do not otherwise modify a Building Standard; and,
WHEREAS, the City of Eastvale is in a liquefaction zone; and,
WHEREAS, the City of Eastvale is in Climate Zone 11 and, therefore, is required to have
more stringent energy efficiency requirements; and,
WHEREAS, the City of Eastvale is subject to ground tremors from large seismic events
along, but not limited to, the San Andreas Fault.
NOW, THEREFORE, THE CITY COUNCIL OF THE CITY OF EASTVALE DOES HEREBY
ORDAIN AS FOLLOWS:
SECTION 1: Findings. The City Council hereby finds that the proposed amendments to
the 2022 California Building Code are reasonably necessary because of local climatic, geologic
of topographic conditions, and adopts the findings provided below to support the modifications
to the 2022 California Building Code. The City Council further finds that some changes and
modifications are of an administrative or procedural nature or concern themselves with
subjects not covered by the code or are reasonably necessary to safeguard life and property
within the City. The City Council hereby adopts the following (Climatic, geological, and
topographical, where applicable) findings to support the proposed amendments to the 2022
California Building Code made in this Ordinance:
Climatic Conditions
A. The jurisdiction of the City of Eastvale (or, "City") is located in a warm
Mediterranean type climate. It annually experiences extended periods of high
temperatures with little or no precipitation. For example, during July, August
and September, temperatures often exceed 100 degrees Fahrenheit. During the
same months humidity is usually less than 40%, and humidity measurements less
than 10% are not uncommon. These conditions contribute to an increased
likelihood of fire. Frequent periods of drought and low humidity add to the fire
danger. This predisposes the area to large destructive fires
(conflagration). In addition to directly damaging or destroying buildings, these
fires are also prone to disrupt utility services throughout the City. .
B. Water demand in this densely populated area far exceeds the quantity supplied
by natural precipitation; and although the population continues to grow, the
already -taxed water supply does not. California is projected to increase in
population by nearly 10 million over the next quarter of a century with 50
percent of that growth centered in Southern California. Due to storage
capacities and consumption, and a limited amount of rainfall, future water
allocation is not fully dependable. This necessitates the need for additional and
on -site fire protection features. It would also leave tall buildings vulnerable to
uncontrolled fires due to a lack of available water and an inability to pump
sufficient quantities of available water to floors in a fire.
C. These dry climatic conditions contribute to the rapid spread of even small fires
originating in high -density housing or vegetation. These fires spread very quickly
and create a need for increased levels of fire protection. The added protection
of fire sprinkler systems and other fire protection features will supplement
normal fire department response by providing immediate protection for the
building occupants and by containing and controlling the fire spread to the area
of origin. Fire sprinkler systems will also reduce the use of water for firefighting
by as much as 50 to 75 percent.
II. Topographical conditions
A. Development has occurred in the City and continues to occur in the City and
such development has resulted in severe traffic congestion during peak business
hours, weekends and holidays, thus decreasing the response time of fire and
emergency service vehicles, particularly on the following streets: Limonite
Avenue, Hammer Avenue, Archibald Avenue and River Road.
B. These topographical conditions combine to create a situation which places fire
department response time to fire occurrences at risk and makes it necessary to
provide automatic on -site fire -extinguishing systems and other protection
measures to protect occupants and property. Due to these topographical
conditions and the expected infrastructure damage inherent in seismic zones
described below, it is prudent to rely on automatic fire sprinkler systems to
mitigate extended fire department response time and keep fires manageable
with reduced fire flow (water) requirements for a given structure. Numerous
fires have occurred within the City in residential structures (houses, apartments,
hotels, motels, and dormitories) over the past several years that have automatic
fire protection systems, and in all of these fires, the automatic fire protection
systems have successfully controlled and/or suppressed the fire before the
emergency response personnel have been able to arrive at the structure.
Additional fire protection is also justified to match the current resources of
firefighting equipment and personnel within the fire department.
III. Geological Conditions
A. The City of Eastvale is located in Southern California, in an extremely active
seismic region, with high levels of historic earthquake shaking in the recent past
(earthquakes measuring larger than a magnitude 5 on the Richter Scale) and can
be expected to experience significant strong ground shaking within the
foreseeable future.
B. The seismotectonic setting of the City is dominated by the Chino -Central Avenue
fault. The City is also near the Whitter Fault, which is located 9 miles, and the
Elsinore fault, located 9 miles. In the event of a severe earthquake, these faults
present the potential for catastrophic damage, including fire, damage to
roadways and other impairments of emergency apparatus. Existing and planned
developments are at risk from structural damage from earthquake faults.
Improved standards are necessary to ensure that maximum safety is provided to
persons and property.
C. Previous earthquakes have been accompanied by disruption of traffic flow and
fires. A severe seismic event has the potential to negatively impact any rescue or
fire suppression activities because it is likely to create obstacles similar to those
indicated under the high wind section above. This situation creates the need for
both additional fire protection and automatic on -site fire protection for building
occupants.
IV. The findings above are applicable to the Amendments to the 2022 California Building Code
as follows:
2022 CBC Section
Amended
TITLE/DESCRIPTION
Findings
I, II, III
1613.5 and
1613.5.1
Add CBC Sections 1613.5 and 1613.5.1 Amendments to ASCE 7
III
1613.5.2
Add CBC Section 1613.5.2 Wood Diaphragms
III
1613.5.3
Add CBC Section 1613.5.3 Structural Separation
III
1613.6
Add CBC Section 1613.6 Seismic Design Provisions for Hillside
Buildings
III
1613.7
Add CBC Section 1613.7 Suspended Ceilings
III
1704.6
Amend CBC Section 1704.6 Structural Observations
III
1704.6.1
Amend CBC Section 1704.6.1 Structural Observations for Seismic
Resistance
III
1705.3
Amend CBC Section 1705.3 Concrete Construction
III
1705.13
Amend CBC Section 1705.13 Special Inspections for Seismic
Resistance
III
1807.1.4
Amend CBC Section 1807.1.4 Permanent Wood Foundation
System
III
1807.1.6
Amend CBC Section 1807.1.6 Prescriptive Design of Concrete and
Masonry Foundation Walls
III
1807.2
Amend CBC Section 1807.2 Retaining Walls
III
1807.3.1
Amend CBC Section 1807.3.1 Limitations
III
1809.3
Amend CBC Section 1809.3 Stepped Footings
III
1809.7 and Table
1809.7
Amend CBC Section 1809.7 and Table 1809.7 Prescriptive Footings
for Light -Frame Construction
III
1809.12
Amend CBC Section 1809.12 Timber Footings
III
1810.3.2.4
Amend CBC Section 1810.3.2.4 Timber
III
1905.1.7
Amend CBC Section 1905.1.7 ACI 318, Section 14.1.4
III
1905.1
Amend CBC Section 1905.1 and Add Sections 1905.1.9 thru
1905.1.11 General
III
2304.10.2
Amend CBC Section 2304.10.2 Fastener Requirement
III
2304.10.3.1
Add CBC Section 2304.10.3.1 Quality of Nails
III
2304.12.8
Amend CBC Section 2304.12.8 Wood Used in Retaining Walls and
Cribs
III
2305.4
Add CBC Section 2305.4 Hold-down Connectors
III
2306.2
Amend CBC Section 2306.2 Wood -Frame Diaphragms
III
2306.3
Amend CBC Section 2306.3 Wood -Frame Shear Walls
III
2307.2
Add CBC Section 2307.2 Wood -Frame Shear Walls
III
2308.6.1
Amend CBC Table 2308.6.1 Wall Bracing Requirements
III
2308.6.5,
2308.6.5.1 and
2308.6.5.2 and
Figures 2308.6.5.1
and 2308.6.5.2
Amend CBC Sections 2308.6.5.1 and 2308.6.5.2, and Figures
2308.6.5.1 and 2308.6.5.2 Alternative Bracing
III
2308.6.8.1
Amend CBC Section 2308.6.8.1 Foundation Requirements
III
2308.6.9
Amend CBC Section 2308.6.9 Attachment of Sheathing
III
3115
Amend CBC Section 3115 Intermodal Shipping Containers
III
SECTION 2. Chapter 110.04 ("Building Code") of the Eastvale Municipal Code is
amended in its entirety to read as follows:
"CHAPTER 110.04
BUILDING CODE
SECTION 110.04.010 — Adoption by Reference of California Building Code. Except as provided
herein, Chapters 2-35 of the 2022 Edition of the California Building Code, (California Code of
Regulations, Title 24, Part 2), based upon the 2021 International Building Code are hereby
adopted by reference as fully set forth herein, and shall constitute and is hereby established as
the "Eastvale Building Code". A copy of the 2022 Edition of the California Building Code is on
file in the Building and Safety Division and the Office of the City Clerk for use and examination
by the public.
SECTION 110.04.020 — Sections 1613.5 and 1613.5.1 are added to Chapter 16 of the
2022 Edition 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 as
follows:
3. Detached one- and two-family dwellings up to two stories in height of light
frame construction.
SECTION 110.04.030 — Section 1613.5.2 is added to Chapter 16 of the 2022 Edition of
the California Building Code to read as follows:
1613.5.2 Wood diaphragms. Modify ASCE 7 Section 12.11.2.2.3 as follows:
12.11.2.2.3 Wood diaphragms. The anchorage of concrete or masonry structural walls to
wood diaphragms shall be in accordance with AWC SDPWS 4.1.5.1 and this section.
Continuous ties required by this section shall be in addition to the diaphragm sheathing.
Anchorage shall not be accomplished by use of toenails 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 for providing the 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.
SECTION 110.04.040 — Section 1613.5.3 is added to Chapter 16 of the 2022 Edition of the
California Building Code to read as follows:
1613.5.3 Structural separation. Modify ASCE 7 Section 12.12.3 Equation 12.12-1 as follows:
Cd S max =
NI — I` (12.12-1)
SECTION 110.04.050 — Section 1613.6 is added to Chapter 16 of the 2022 Edition 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:
1. Wood structural panel wall sheathing,
2. Cement plaster and lath,
3. Gypsum wallboard, and
4. Tension only braced frames.
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 4
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 4 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:
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. 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 one half (1/2) wrench turn prior to covering the framing.
2. 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.
3. Size of Wood Members. Wood diaphragm struts collectors, and other wood members
connected to primary anchors shall not be less than 3 inch (76 mm) nominal width. The
effects of eccentricity on wood members shall be evaluated as required per Item 9.
4. Design. Primary and secondary anchorage, including diaphragm struts, splices, and
collectors shall be designed for 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.
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.
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 8 feet (2438
mm) and the maximum vertical height of a step shall be 2 feet 8 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:
1. Cement plaster and lath,
2. Gypsum wallboard, and
3. Tension -only braced frames.
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:
1. 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.
2. 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.
3. All main footing and grade beam reinforcement steel shall be bent into the intersecting
footing and fully developed around each corner and intersection.
4. All concrete stem walls shall extend from the foundation and reinforced as required for
concrete or masonry walls.
1613.6.10.2 Protection against decay and termites. All wood to earth separation shall
comply with the following:
1. 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.
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.
2. 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.
1613.6.10.3 Sill plates. All sill plates and anchorage shall comply with the following:
1. 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.
2. Power -driven fasteners shall not be used to anchor sill plates except at interior
nonbearing walls not designed as shear walls.
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:
1. 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.
2. 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 5 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 2 galvanized nuts above the base plate.
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.
SECTION 110.04.060 — Section 1613.7 is added to Chapter 16 of the 2022 Edition 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 section.
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 (1828
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
penetrations shall have a 2 inch (50mm) oversize ring, sleeve, or adapter through the ceiling
tile to allow for free movement of at least 1 inch (25mm) 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 and at lobbies accessory to
Group A Occupancies 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 (1219 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 Supports for appendage. Separate support from the structural deck shall be
provided for all appendages such as light fixtures, air diffusers, exit signs, and similar
elements.
SECTION 110.04.070 — Section 1704.6 of the 2022 Edition of the California Building Code is
amended to read as follows:
1704.6 Structural observations. Where required by the provisions of Section 1704.6.1, the
owner or the owner's authorized agent shall employ a structural observer to perform
structural observations. The structural observer shall visually observe representative
locations of structural systems, details and load paths for general conformance to the
approved construction documents. Structural observation does not include or waive the
responsibility for the inspections in Section 110 or the special inspections in Section 1705 or
other sections 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.
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 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.
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.
SECTION 110.04.080 — Section 1704.6.1 of the 2022 Edition of the California Building Code is
amended to read as follows:
1704.6.1 Structural observations 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.
1. The structure is a high-rise building.
3. 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. Such observation is required by the registered design professional responsible for the
structural design.
5. Such observation is specifically required by the building official.
SECTION 110.04.090 — Section 1705.3 of the 2022 Edition of the California Building Code is
amended to read as follows:
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, Fc, not more 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.
2. Continuous concrete footings supporting walls of buildings three stories or less above
grade plane 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, Fc, not more 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
SECTION 110.04.100 — Section 1705.13 of the 2022 Edition of the California Building Code is
amended to read as follows:
1705.13 Special inspections 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: The special inspections specified 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;
and the building height of the structure does not exceed 35 feet (10 668 mm).
2. The seismic force -resisting system of the structure consists of reinforced masonry or
reinforced concrete; the design spectral response acceleration at short periods, Sos, as
determined in Section 1613.2.4, does not exceed 0.5; and the building height of the
structure does not exceed 25 feet (7620 mm)
3. The structure is a detached one- or two-family dwelling not exceeding two stories above
grade plane, 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:
3.1 Torsional or extreme torsional irregularity.
3.2 Nonparallel systems irregularity.
3.3 Stiffness -soft story or stiffness -extreme soft story irregularity.
3.4 Discontinuity in lateral strength -weak story irregularity.
SECTION 110.04.110 — Section 1807.1.4 of the 2022 Edition of the California Building Code is
amended to read as follows:
1807.1.4 Permanent wood foundation 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.
SECTION 110.04.120 — Section 1807.1.4 of the 2022 Edition of the California Building Code is
amended 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.
SECTION 110.04.130 — Section 1807.2 of the 2022 Edition of the California Building Code is
amended to read as follows:
1807.2 Retaining walls. Retaining walls shall be designed in accordance with Section 1807.2.1
through 1807.2.3. Retaining walls assigned to Seismic Design Category D, E or F shall not be
partially or wholly constructed of wood.
SECTION 110.04.140 — Section 1807.3.1 of the 2022 Edition 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 footing 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.
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.
SECTION 110.04.150 — Section 1809.3 of the 2022 Edition of the California Building Code is
amended to read as follows:
1809.3 Stepped footings. 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 unit's
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 assigned to Seismic Design Category D, E or F, the stepping requirement shall
also apply to the top surface of continuous footings supporting walls. Footings shall be
reinforced with four No. 4 deformed reinforcing bars. Two bars shall be placed at the top and
bottom of the footings as shown in Figure 1809.3.
REML1IEND; a > b
b g `V
a
_b
N11N..-A REHAdt (TOP & BOTTOM)
BOrrotii PLATE (M)
lilti i_1A,- --a--
.�`tiii^=il�ii�
Wil- I 119g. !1 E I it 19I F7I
mlu if
STEPPED FOL'NU:tTIOII S
FIGURE 1809.3
STEPPED FOOTING
SECTION 110.04.160 — Section 1809.7 and Table 1809.7 of the 2022 Edition of the California
Building Code are amended 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. Light -frame construction
using 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.
TABLE 1809.7
PRESCRIPTIVE FOOTINGS SUPPORTING WALLS OF
LIGHT -FRAME CONSTRUCTION a, b, c, d, e
NUMBER OF FLOORS
SUPPORTED BY THE
FOOTING'
WIDTH OF
FOOTING
(inches)
THICKNESS OF
FOOTING (inches)
1
12
6
2
15
6
3
18
89
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.
SECTION 110.04.170 — Section 1809.12 of the 2022 Edition of the California Building Code is
amended 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.
SECTION 110.04.180 — Section 1810.3.2.4 of the 2022 Edition of the California Building Code is
amended 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.
SECTION 110.04.190 — Section 1905.1.7 of the 2022 Edition of the California Building Code is
amended 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 (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.
Exception-s:
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.
SECTION 110.04.200 — Section 1905.1 is amended and Sections 1905.1.9 thru 1905.1.11 are
added to Chapter 19 of the 2022 Edition of the California Building Code to read as follows:
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 18.7.5.8
and 18.7.5.9 as follows:
18.7.5.8 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
18.7.5.1, Items (a) through (c), over the full height of the member.
18.7.5.9 — 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 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, cpPn, 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
18.10.4.7 as follows:
18.10.4.7 — 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 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.
SECTION 110.04.210 — Section 2304.10.2 of the 2022 Edition of the California Building Code is
amended to read as follows:
2304.10.2 Fastener requirements. Connections for wood members shall be designed in
accordance with the 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 2304.10.2.
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.
SECTION 110.04.220 — Section 2304.10.3.1 is added to Chapter 23 of the 2022 Edition 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.
SECTION 110.04.230 — Section 2304.12.5 of the 2022 Edition of the California Building Code is
amended to read as follows:
2304.12.5 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.
SECTION 110.04.240— Section 2305.4 is added to Chapter 23 of the 2022 Edition 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 one half (1/2) wrench turn just prior to covering the
wall framing.
SECTION 110.04.250 — Section 2306.2 of the 2022 Edition of the California Building Code is
amended 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.
SECTION 110.04.260 — Section 2306.3 of the 2022 Edition of the California Building Code is
amended to read as follows:
2306.3 Wood -frame shear walls. Wood -frame shear walls shall be designed and constructed
in accordance with AWC SDPWS. For structures assigned to Seismic Design Category D, E, or
F, application of Tables 4.3A and 4.3B of ANSI/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, E or F application of Table 4.313 of
ANSI/AWC SDPWS shall not be allowed.
For structures assigned to Seismic Design Category D, E or F, application of Table 4.3C of
ANSI/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 ANSI/AWC SDPWS.
SECTION 110.04.270 — Section 2307.2 is added to the 2022 Edition of the California Building Code
to read as follows:
2307.2 Wood -frame shear walls. Wood -frame shear walls shall be designed and constructed
in accordance with Section 2306.3 as applicable.
Table 2308.6.1 of the 2022 Edition of the California Building Code is amended to read as
follows:
TABLE 2308.6.1'
WALL BRACING REQUIREMENTS
MAXIMUM
BRACED PANEL LOCATION,
MAXIMUM DISTANCE
SEISMIC
STORY
SPACING OF
SPACING (D.C.) AND MINIMUM PERCENTAGE (X)
OF BRACED WALL
DESIGN
CONDITION (SEE
BRACED
PANELS FROM EACH
CATEGORY
SECTION 2308.2)
WALL LINES
END OF BRACED
WALL LINE
Bracing method"
LIB
DWB, WSP
SFB, PBS, PCP, HPS, GB`d
AP
35'- 0"
Each end and
5 25'- 0" o.c.
Each end and < 25'- 0" o.c.
Each end and < 25'- 0" o.c.
12'- 6"
A and B
-
35'- 0"
Each end and
Each end and < 25'- W o.c.
Each end and < 25'- 0" o.c.
12'- 6"
❑
5 25'- 0" o.c.
35'- 0"
NP
Each end and < 25'- 0" o.c.
Each end and _< 25'- 0" o.c.
12'- 6"
❑
35'- 0"
NP
Each end and < 25'- 0" o.c.
Each end and < 25'- 0" o.c.
12'- G"
C.
Each end and 5 25'- 0" o.c.
Each end and 5 25'- 0" o.c.
35'- 0"
NP
(minimum 25% of wall
(minimum 25% of wall
12'- ('
IF
length)`
length)`
SDS < 0.50: Each end and 5
SDS < 0.50: Each end and :<
25'- 0" o.c. (minimum 21 %
25'- 0" o.c. (minimum 43%
of wall length)`
of wall length)`
0.5 5 SDS < 0.75: Each end
0.5 5 SDS < 0.75: Each end
and < 25'- 0" o.c. (mini-
and 5 25'- 0" o.c. (minimum
Lz lh
mum 32% of wall length)`
59% of wall length)'
D and E
15'- 0"
NP
0.75 5 SDS < 1.00: Each end
0.75 5 SDS < 1.00: Each end
and < 25'- 0" o.c. (mini-
and <25'- 0" o. c. (minimum
mum 37% of wall length)`
75% of wall length)
SD, > 1.00: Each end and <
SDS > 1.00: Each end and 5
25'- 0" o.c. (minimum48%
25'- 0" o.c. (minimum
of wall length)'
100% of wall length)'
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
NP = Not Permitted.
a. This table specifies minimum requirements for braced wall panels along interior or exterior braced wall lines.
b. See Section 2308.6.3 for full description of bracing methods.
c. For Method GB, gypsum wallboard applied to framing supports that are spaced at 16 inches on center.
d. The required lengths shall be doubled for gypsum board applied to only one face of a braced wall panel.
e. Percentage shown represents the minimum amount of bracing required along the building length (or wall length if the structure has an irregular shape).
i DWB, SFB, PBS, and HPS wall braces are not permitted in Seismic Design Cateraories D or E.
Minimum length of panel bracing of one face of the wall for WSP sheathing shall be at least T-0" lone or both faces of the wall for GB or PCP sheathing shall
be at least T-0" long: h4 ratio shall not exceed 2:1. Wall framing to which sheathing used for bracing is applied shall be nominal 2 inch wide [actual 1 1/2 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 bmcedwall line.
h, WSP sheathing shall be a minimum of 1 �:32" thick nailedwith 8d common placed 3/8 inches from parcel edges and spaced not more than 6 inches on center and
12 inches on center alone intermediate framing members.
SECTION 110.04.280—Sections 2308.6.5.1 and 2308.6.5.2 and Figures 2308.6.5.1 and 2308.6.5.2
of the 2022 Edition of the California Building Code are amended 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 9F turned , ewR slab edge is permitted at door openings in the braced wall line. This
continuous footing eF turRed dewR slab e art^ shall be reinforced with not less than one No.
4 bar top and bottom. This reinforcement shall be lapped -1-5 24 inches (384 610 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).
2'-8" MIN PANEL FOR PANEL SPLICE (IF NEEDED) ADJOINING PANEL
LENGTH / EDGES SHALL MEET OVER AND BE FASTENED TO
COMMON FRAMING
i
= MIN 31a" THICK WOOD
�I II
i
f
STRUCTURAL PANEL =
II I
—8d COMON GR r ^' """"ZE^ SGX NAILS AT 6' O.C.
w SHEATHING ON ONE FACE- --
AT PANEL EDGES FOR SINGLE STORY AND AT4' O.C.
AT PANEL EDGES FOR THE FIRST OF 2 STORIES
MIN. 2x4 FRAMING. MIN DOUBL
11 II
STUDS REQUIRED
jl II
9 /I
II I
—ANCHOR BOLTS PER SECTION 2308.6.5.1
o STUDS UNDER HEADER AS—'
REQUIRED
al II
HOLD-DOWN PER SECTION,
II
MINIMUM REINFORCING OF FOUNDATION, ONE ##4
BAR TOP AND BOTTOM
2308 6 5.1
�� II
OF FOOTING. REINFORCING
SHALL BE LAPPED 4-9 24 INCHES PAIN
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 ram.
a For structures assimed to Seismic Desim Catemry D or E. sheathed on one face with 15l32-mch-minimiun-thickness (11.9 rum) wood structural Panel sheathing.
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 (15 570 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).
EXTENT OF HEADER
40
DOUBLE PORTAL FRAME (TWO BRACED
WALL PANELS)
10
EXTENT OF HEADER
SINGLE PORTAL FRAME (ONE BRACED WALL PANEL)
`��IIN 1000 LB TIE-D04VN
DEVICE
�!
3
MIN. 3"x11.25" NET HEADER
TYPICAL PORTAL FRAME
6' TQ 18'
CONSTRUCTION
d
'*'�1000 Ib STRAP OPPOSITE SHEATHING
M I
I
I
III
FASTEN TOP PLATE TO HEADER WITH TWO
FOR PANEL SPLICE (IF
p
1 I
o
j i
ROWS OF 16d SINKER NAILS AT 3" O.C. TYP
NEEDED) PANEL EDGES
11 I
0
1
y
SHALL BE BLOCKED AND
Q i
a
FASTEN SHEATHING TO HEADER WITH 8d COMMON
OCCUR WITHIN MIDDLE
I
o
i
OR GAI VANIoZIZr. I nin c IN 3'' GRID PATTERN AS
2 4 IN OF PORTAL HEIGHT
N I
1 6
SHOWN AND 3" O,C, IN ALL FRAMING (STUDS,
ONE ROW OF TYPICAL
I
V
BLOCKING AND SILLS)TYP.
SHEATHING -TO -FRAMING
u
1
NIIN. WIDTH = 16" FOR ONE-STORY STRUCTURES
NAILING IS REQUIRED
p
=
1
�'I
MIN. WIDTH = 24" FOR USE IN FIRST OF TWO STORY
AT EACH PANEL EDGE.
t I
x
STRUCTURES
IF 2x4 DOUBLE BLOCKING
h I
9
IS USED THE 2x4S MUST
-.--MIN 2x4 FRArvIING
BE NAILED TOGETHER
WITH (3) 16d SINKERS
I
'A"MIN THICKNESS WOOD a
1
STRUCTURAL PANEL SHEATH IN
.—IAN DOUBLE 2x4 POST
MIN 3500 LBTIE-DOWN DEVICE (EMBEDDED INTO
CONCRETEAND NAILED INTO FRAMING IN
, MIN. 1000 LB TIE -DOWN
ACCORDANCE WITH MANUFACTURER'S
DEVICE
RECOMMENDATIONS)
. .. .,
SEE SECTION 2308.6.5.2
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.448 N.
a. For structures assisted to Seismic Design Cate¢ory D or E, sheathed on one face with 15/32-inch-minimum-thickness (11.9 mu) wood structural panel sheathing.
FIGURE 230B.6.5.2
PORTAL FRAME WITH HOLD-DOWNS (PFH)
SECTION 110.04.290 — Section 2308.6.8.1 of the 2022 Edition of the California Building Code is
amended to read as follows:
2308.6.8.1 Foundation requirements. Braced wall lines shall be supported by continuous
foundations.
Exception: For structures with a maximum plan dimension not more than 50 feet (15240
mm), continuous foundations are required at exterior walls only for structures assigned
to Seismic Design Category A, B, or C.
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.
SECTION 110.04.300 — Section 2308.6.9 of the 2022 Edition of the California Building Code is
amended to read as follows:
2308.6.9 Attachment of sheathing. Fastening of braced wall panel sheathing shall not be less
than that prescribed in Tables 2308.6.1 or 2304.10.1. Wall sheathing shall not be attached to
framing members by adhesives. Staple fasteners in Table 2304.10.1 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 inches (6096 mm)
intervals along the top plate of discontinuous vertical framing.
SECTION 110.04.310 — Section 3115 of the 2022 Edition of the California Building Code is
amended to read as follows:
SECTION 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.
4. Identification number.
5. Maximum operating gross mass or weight (kg) (lbs).
6. Allowable stacking load for 1.8G (kg) (Ibs).
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 FetaiRed, but are
not considered to be part of_the seismic force -resisting system, an independent
seismic force -resisting system shall be selected deSigRed and detailed in
accordance with ASCE 7, Table 12.2-1, or
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.
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, 00 = 2.5.
4. Deflection amplification factor, Cd = 2.
5. Limits on structural height, h = 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 than16 square inches (10
322mm2) for electrical boxes, is permitted for each individual 8 feet (2438 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. 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 3114.8.5.3
ALLOWABLE SHEAR VALUES FOR PROFILED STEEL PANEL
SIDE WALLS AND END WALLS FOR WIND OR SEISMIC LOADING
CONTAINER
DESIGNATION 2
CONTAINER
DIMENSION
(Nominal Length)
CONTAINER
DIMENSION
(Nominal Height)
ALLOWABLE SHEAR VALUES
(PLF) 1,3
Side Wall
End Wall
1EEE
45 feet (13.7 M)
9.5 feet (2896 mm)
75
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
843
1B6
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)
1. The allowable strength 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.
2. Container designation type is derived from ISO 668.
3. Limitations of Sections 3114.8.5.1 and 3114.8.5.3 shall apply.
max 12 L
existing existing hole in
top railing corner casting
opening
existlna collie!_.
COI U 11111
l
existing fork existing
lift pocket bottom railing
L
L = length of wall
FIGURE 3114.8.5.3(1)
Bracing Unit Distribution — Maximum Linear Length
> 1 H min
TT
existing
top railing
L
existing fork
lift pocket
existing hole in
corner casting .
i
opening
i
existing corner
column
existing
bottom railing
L = length of wall
FIGURE 3114.8.5.3(2)
Bracing Unit Distribution — Minimum Linear Length
boundary elements
existing existing hole in
top railing corner casting
opening
existing corned
column
existing fork existing
lift pocket bottom railing
FIGURE 3114.8.5.3(3)
Bracing Unit Distribution — Boundary Elements
8 ft. ruin max 6 in. diam. penetration �c
existing existing hole in
top railing corner casting
existing vent
opening
existing corner
column
existing fork existing
} lift pocket bottom railing
L
L = length of wall
FIGURE 3114.8.5.3(4)
Bracing Unit Distribution — Penetrating Limitations
SECTION 3. CEQA. The City Council finds that this Ordinance is not subject to the
California Environmental Quality Act (CEQA) pursuant to Sections 15060(c)(2) (the activity will
not result in a direct or reasonably foreseeable indirect physical change in the environment) and
15060(c)(3) (the activity is not a project as defined in Section 15378) of the CEQA Guidelines,
California Code of Regulations, Title 14, Chapter 3, because it has no potential for resulting in
physical change to the environment, directly or indirectly. Buildings and development projects
that are subject to CEQA are reviewed individually prior to issuance of building permit.
Moreover, State law provides that the 2022 Building Codes will take effect in the City even if the
City does not adopt this ordinance, as is required by law. The City Council hereby directs City
staff to file a Notice of Exemption with the Clerk of Riverside County within five (5) days of the
adoption of this Ordinance.
SECTION 4. If any section, subsection, paragraph, sentence, clause or phrase of this
Ordinance is declared by a court of competent jurisdiction to be unconstitutional or otherwise
invalid, such decision shall not affect the validity of the remaining portions of this Ordinance.
The City Council declares that it would have adopted this Ordinance, and each section,
subsection, sentence, clause, phrase or portion thereof, irrespective of the fact that any one or
more sections, subsections, phrases, or portions be declared invalid or unconstitutional.
SECTION 5. That when this Ordinance takes effect, it shall not change any of the
provisions of the previous codes and Ordinances or affect any offense, acts done or required to
be done, penalties, forfeitures or punishments incurred, rights or liabilities accrued or claims
arising out of the provisions of the previous Ordinances and amendments. Any pending actions
shall not be affected by the enactment of this Ordinance. Any previous discontinuance,
abatement, or liabilities of any person shall not be affected by the enactment of this Ordinance.
SECTION 6. The City Clerk shall certify to the adoption of this Ordinance and cause
the same to be published in the manner prescribed by law.
PASSED, APPROVED AND ORDAINED this 11 day of January, 2023.
APPROVED AS TO FORM:
L UJ2-�
Erica Vega
City Attorney
Todd Rigby
Mayor
ATTEST:
W —
Marc A. Donohue, MMC
City Clerk/Communications Director
STATE OF CALIFORNIA)
COUNTY OF RIVERSIDE) §
CITY OF EASTVALE )
I, Marc A. Donohue, City Clerk/Communications Director of the City of Eastvale, California, do
hereby certify that the foregoing Ordinance No. 23-10, was introduced at a regular meeting of
the City Council of the City of Eastvale held on the 14 of December, 2022, and was passed by the
City Council of the City of Eastvale at a regular meeting held on the 11 of January, 2023, by the
following vote:
AYES: Councilmembers Lorimore, Yow, Mayor Pro Tern Dinco, and Mayor Rigby
NOES:
ABSENT: Councilmember McMinn
ABSTAIN:
VP
Marc A. Donohue, MMC
City Clerk/Communications Director