That certain document entitled "California Building Code, 2025 Edition," which adopts by reference the International Building Code, 2025 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; Ord. No. 2831CCS, 10/14/2025
Notwithstanding any provisions of the California Building Code, California Building Standards Code, State Housing Law or other codes adopted by any Chapter in Article 8 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; Ord. No. 2831CCS, 10/14/2025
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 East. 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; Ord. No. 2803CCS, 2/25/2025; Ord. No. 2831CCS, 10/14/2025)
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; Ord. No. 2831CCS, 10/14/2025)
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 Section R904 or with roof coverings as set forth in R905. A minimum Class A, B, or C roofing shall be installed in areas designated by this Section or where the edge of the roof deck is less than three feet (914 mm) from a lot line. Where Class A, B, or C roof assemblies are required, they shall be tested in accordance with ASTM E108 or UL 790. Where required, the roof assembly shall be listed and identified as to class by an approved testing agency. The use of non-fire-retardant wood shingles or non-fire-retardant shakes for new or replacement roofing is prohibited.
(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; Ord. No. 2831CCS, 10/14/2025)
(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) 
Subdiaphragm Design. Section 1613.5.2 is added to Chapter 16 of the 2025 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. 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.
(c) 
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 (9,144 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 (9,144 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 (1,219 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 (9,144 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 (1,219 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 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 three-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 eight feet (2,438 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:
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 (1,219 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 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.
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.
(d) 
Suspended Ceilings. Add Section 1613.7 to Chapter 16 of the 2025 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; Ord. No. 2831CCS, 10/14/2025)
(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, 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.
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.
(b) 
Special Inspection for Concrete Construction. Amend Section 1705.3 of the 2025 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.
TABLE 1705.3
REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION
VERIFICATION AND INSPECTION
CONTINUOUS
PERIODIC
REFERENCED STANDARDa
IBC REFERENCE
1.
Inspection of reinforcing steel, including prestressing tendons, and placement.
—
X
ACI 318:3.5, 7.1-7.7
1910.4
2.
Inspection of reinforcing steel welding in accordance with Table 1705.2.2, Item 2b.
—
—
AWS D1.4
ACI 318:3.5.2
—
3.
Inspection of anchors cast in concrete where allowable loads have been increased or where strength design is used.
—
X
ACI 318:D.9.2
1908.5
4.
Inspection of anchors post-installed in hardened concrete members.b
ACI 318:D9.2.4
a.
Adhesive anchors installed in horizontally or upwardly inclined orientations to resist sustained tension loads.
X
b.
Mechanical Anchors and adhesive anchors not defined in 4.a.
X
ACI 318:D.9.2
5.
Verifying use of required design mix.
—
X
ACI 318: Ch. 4, 5.2-5.4
1904.2, 1910.2, 1910.3
6.
At the time fresh concrete is sampled to fabricate specimens for strength tests, perform slump and air content tests, and determine the temperature of the concrete.
X
—
ASTM C 172
ASTM C 31
ACI 318:5.6, 5.8
1910.10
7.
Inspection of concrete and shotcrete placement for proper application techniques.
X
—
ACI 318:5.9, 5.10
1910.6, 1910.7, 1910.8
8.
Inspection for maintenance of specified curing temperature and techniques.
—
X
ACI 318:5.11-5.13
1910.9
9.
Inspection of prestressed concrete:
a.
Application of prestressing forces
X
—
ACI 318:18.20
—
b.
Grouting of bonded prestressing tendons in the seismic force-resisting system.
X
ACI 318:18.18.4
10.
Erection of precast concrete members.
—
X
ACI 318: Ch. 16
—
11.
Verification of in-situ concrete strength, prior to stressing of tendons in post-tensioned concrete and prior to removal of shores and forms from beams and structural slabs.
—
X
ACI 318:6.2
—
12.
Inspect formwork for shape, location and dimensions of the concrete member being formed.
—
X
ACI 318:6.1.1
—
For SI: 1 inch = 25.4 mm.
a.
Where applicable, see also Section 1705.11, Special Inspections for seismic resistance.
b.
Specific requirements for special inspection shall be included in the research report for the anchor issued by an approved source in accordance with ACI 355.2 D.9.2 in ACI 318, or other qualification procedures. Where specific requirements are not provided, special inspection requirements shall be specified by the registered design professional and shall be approved by the building official prior to the commencement of the work.
(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; Ord. No. 2831CCS, 10/14/2025)
(a) 
Permanent Wood Foundation Systems. Amend Section 1807.1.4 of the 2025 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 2025 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 2025 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
(d) 
Prescriptive Footings. Amend Section 1809.7 and Table 1809.7 of the 2025 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. 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 FOOINTS SUPPORTING WALLS OF LIGHT-FRAME CONSTRUCTIONa, 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
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.
(e) 
Timber Footings. Amend Section 1809.12 of the 2025 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 2025 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 2025 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.
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.
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.
(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; Ord. No. 2831CCS, 10/14/2025)
Prior History: Former § 8.12.110, Concrete, derived from Ord. No. 2445CCS; Ord. No. 2527CCS ; Ord. No. 2623CCS, and Ord. No. 2727CCS, was repealed by Ord. No. 2831CCS, 10/14/2025.
(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; Ord. No. 2831CCS, 10/14/2025)
(a) 
Fastener Requirements. Amend Section 2304.10.2 of the 2025 California Building Code 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 2304.10.1. 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 ANCI/AWC SDPWS. For structures assigned to Seismic Design Category D, E, or F, application of Tables 4.3A 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, 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 2308.6.5 of the California Building Code to read as follows:
2308.6.5 Foundation Requirements. 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.
(h) 
Braced Wall Sheathing. Table 2308.6.1 of the 2022 Edition of the California Building Code is amended to read as follows:
(i) 
Attachment of Sheathing. Amend Section 2308.10.3 of the California Building Code to read as follows:
2308.10.3 Attachment of Sheathing. Fastening of braced wall panel sheathing shall not be less than that prescribed in Table 2308.10.3(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.
(j) 
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 1807.2.4. 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; Ord. No. 2831CCS, 10/14/2025)
(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.
(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; Ord. No. 2831CCS, 10/14/2025)
Prior History: Former § 8.12.160, Shipping container, derived from Ord. No. 2623CCS; and Ord. No. 2727CCS, was repealed by Ord. No. 2831CCS, 10/14/2025.