Torrance Municipal Code Art. 2 AMENDMENTS TO CALIFORNIA BUILDING CODE Revised 2/26

Section 1011.12.3 of the California Building Code, 2025 Edition, is hereby added to read in its entirety as follows:

1011.12.3 Exit Door to Roof. The exit doors at the roof shall be locked at all times and shall not comply to Section 1010.2.4. Locking mechanisms shall have the capacity of being unlocked simultaneously without unlatching upon a signal from the central control station or the fire and sprinkler alarm system if a central control system is not required. Upon failure of electrical power, the locking mechanisms shall be retracted to the unlocked position.

Sections 1023.12.3 of the California Building Code, 2025 edition is hereby added to read in its entirety as follows:

1023.12.3 Building Owners Responsibility. The building engineer shall test all the equipment referred to in these requirements at least once every thirty (30) days and maintain a log attesting to the results. The log shall be available for inspection by the Building Official and the Fire Chief.

Section 1502.4 of the California Building Code, 2025 Edition, is hereby added to read in its entirety, as follows:

Unless otherwise approved by the Building Official, roof drainage water from a building shall be conducted from the roof by gutters to downspouts or roof drains by conduit underground to the street, or other approved drainage way.

Exception: Groups R, Division 3 and U Occupancies

Section 1507.10.1 the California Building Code, 2025 Edition, is hereby amended to read in its entirety as follows:

1507.10.1 Slope. Built-up roofs shall have a design slope of a minimum of one-fourth unit vertical in 12 units horizontal (2-percent slope) for drainage.

Sections 1613.8 and 1613.8.1 are added to Chapter 16 of the 2025 Edition of the California Building Code to read as follows:

The provisions of Section 1613.8 shall be permitted as an amendment to the relevant provisions of ASCE 7.

1613.8.1 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 1613.8.2 is added to Chapter 16 of the 2025 Edition of the California Building Code to read as follows:

1613.8.2 Wood diaphragms. Modify ASCE 7 Section 12.11.2.2.3 as follows:

Section 1613.8.3 is added to Chapter 16 of the 2025 Edition of the California Building Code to read as follows:

1613.8.3 Structural Separation. Modify ASCE 7 Section 12.8.6.3 Equation 12.8-16 as follows:[Figure]

(12.8-16)

Section 1613.9 is added to Chapter 16 of the 2025 Edition of the California Building Code to read as follows:

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.

1613.9.1 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.

1613.9.2 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.

1613.9.3 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.

1613.9.4 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.

1613.9.4.1 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.

1613.9.4.2 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.

1613.9.4.3 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.

1613.9.4.4 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 1704.6 of the 2025 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 1704.6.1 of the 2025 Edition of the California Building Code is amended to read as follows:

1704.6.1 Structural observations for structures. Structural observations shall be provided for those structures where one or more of the following conditions exist:

1. The structure is classified as Risk Category III or IV.

2. The structure is a high-rise building.

3. 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 1705.3 of the 2025 Edition of the California Building Code is amended to read as follows:

Special inspections and tests of concrete construction shall be performed in accordance with 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, 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:

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 1705.13 of the 2025 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, SDS, as determined in Section 1613.2.4, does not exceed 0.5; and the building height of the structure does not exceed 25 feet (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:

Section 1807.1.4 of the 2025 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 1807.1.6 of the 2025 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 1807.2 of the 2025 Edition of the California Building Code is amended to read as follows:

Section 1809.3 of the 2025 Edition of the California Building Code is amended to read as follows:

The top surface of footings shall be level. The bottom surface of footings shall be permitted to have a slope not exceeding one unit vertical in 10 units horizontal (10-percent slope). Footings shall be stepped where it is necessary to change the elevation of the top surface of the footing or where the surface of the ground slopes more than one unit vertical in 10 units horizontal (10-percent slope).

For structures 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.[Figure]

FIGURE 1809.3

STEPPED FOOTING

Section 1809.7 and Table 1809.7 of the 2025 Edition of the California Building Code are amended to read as follows:

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

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. Not Adopted.

d. See Section 1905 for additional requirements for concrete footings of structures assigned to Seismic Design Category C, D, E or F.

e. For thickness of foundation walls, see Section 1807.1.6.

f. 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 1809.12 of the 2025 Edition of the California Building Code is amended to read as follows:

Section 1809.16 is added to the 2025 California Building Code to read as follows:

When expansive soils are present, the Building Official shall require that footings supporting light-frame construction shall, at a minimum, comply with the following provisions:

1. MINIMUM FOUNDATION REQUIREMENTS FOR BEARING WALLS LOCATED IN EXPANSIVE SOIL

2. MINIMUM FOOTINGS AND FOUNDATION WALL REQUIREMENTS

Footings and foundation walls when located on expansive soil shall be of concrete poured integrally and continuous under all exterior and interior bearing walls. Footings and foundation walls shall be reinforced continuously top and bottom. Footings and foundation walls for one-story buildings shall have a minimum of two (2) one-half (1/2) inch diameter steel bar. Footings and foundation walls for two story and three story buildings and over shall have a minimum of two (2) five-eighths (5/8) inch diameter steel bars. All access openings through foundation walls shall be provided with additional concrete and steel below access openings. Crawl holes through interior foundation walls shall not be closer than ten (10) feet to any intersecting exterior wall. Footings below any such crawl hole shall be dropped to provide a reinforced concrete beam section with a depth of at least twelve (12) inches between reinforcing rods. Foundation walls supporting wood shall extend six (6) inches above the finish grade adjacent to the wall at all points.

3. MINIMUM SLAB FLOOR REQUIREMENTS

Concrete slab floors shall be a minimum of four (4) inches thick reinforced with one-half (1/2) inch diameter steel bars @ sixteen (16) inches on center in each direction. Concrete to be underlain by two (2) layers of two (2) inch sand fill with six (6) mils thick moisture barrier membrane between the two layers. Subgrade shall be saturated to 18” depth prior to placement of concrete.

Section 1810.3.2.4 of the 2025 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 1905.6.2 of the 2025 Edition of the California Building Code is amended to read as follows:

1905.6.2 Seismic Design Categories C, D, E, and F.

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 cementitious material per cubic yard.

(b) Isolated footings of plain concrete supporting pedestals or columns are permitted, provided the projection of the footing beyond the face of the supported member does not exceed the footing thickness.

(c) Plain concrete footings supporting walls are permitted, provided the footings have at least two continuous longitudinal reinforcing bars. Bars shall not be smaller than No. 4 and shall have a total area of not less than 0.002 times the gross cross-sectional area of the footing. A minimum of one bar shall be provided at the top and bottom of the footing. Continuity of reinforcement shall be provided at corners and intersections.

Exceptions:

1. Detached one- and two-family dwellings three stories or less in height and constructed with stud-bearing walls, are permitted to have plain concrete footings with at least two continuous longitudinal reinforcing bars not smaller than No. 4 and are permitted to have a total area of longitudinal reinforcement less than 0.002 times the gross cross-sectional area of the footing.

Section 1905.1 is amended and Sections 1905.8 through 1905.10 are added to Chapter 19 of the 2025 Edition of the California Building Code to read as follows:

In addition to the provisions of ACI 318, structural concrete shall comply with the requirements of Section 1905.

1905.8 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:

Section 2113.4 of the 2025 Edition of the California Building Code is amended as follows:

Section 2304.10.2 of the 2025 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 2304.10.3.1 is added to Chapter 23 of the 2025 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 penetration 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 shall be multiplied by the nail-head-area ratio of clipped head nails to that of the same size hand-driven nails.

Section 2304.12.2.8 of the 2025 Edition of the California Building Code is amended to read as follows:

2304.12.2.8 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 2305.4 is added to Chapter 23 of the 2025 Edition of the California Building Code to read as follows:

Section 2306.2 of the 2025 Edition of the California Building Code is amended to read as follows:

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 panels used to resist seismic diaphragm forces in structures assigned to Seismic Design Category D, E or F shall be applied directly to the framing members.

Exception: Wood structural panels 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 2306.3 of the 2025 Edition of the California Building Code is amended to read as follows:

Wood-frame shear walls shall be designed and constructed in accordance with ANSI/AWC SDPWS. For structures assigned to Seismic Design Category D, E, or F, application of Table 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, E or F, application of Table 4.3B 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 2307.2 is added to the 2025 Edition of the California Building Code to read as follows:

Table 2308.6.1 of the 2022 Edition of the California Building Code is amended to read as follows:[Figure]

Sections 2308.10.5.1 and 2308.10.5.2 and Figures 2308.10.5.1 and 2308.10.5.2 of the 2025 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 2308.10.5.1. 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 2304.10.2 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 2308.7.1 shall be provided in each panel. Anchor bolts shall be placed at each panel outside quarter points. Each panel end stud shall have a hold-down device fastened to the foundation, capable of providing an approved uplift capacity of not less than 1,800 pounds (8006 N). The hold-down device shall be installed in accordance with the manufacturer’s recommendations. The ABW shall be supported directly on a foundation or on floor framing supported directly on a foundation that is continuous across the entire length of the braced wall line. This foundation shall be reinforced with not less than one No. 4 bar top and bottom. Where the continuous foundation is required to have a depth greater than 12 inches (305 mm), a minimum 12-inch by 12-inch (305 mm by 305 mm) continuous footing is permitted at door openings in the braced wall line. This continuous footing shall be reinforced with not less than one No. 4 bar top and bottom. This reinforcement shall be lapped 24 inches (610 mm) with the reinforcement required in the continuous foundation located directly under the braced wall line.[Figure]

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).

2308.10.5.2 Portal frame with hold-downs (PFH). A PFH shall be constructed in accordance with this section and Figure 2308.10.5.2. 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 2308.10.5.2. 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 2308.10.5.2. The wood structural panel sheathing shall extend up over the solid sawn or glued-laminated header and shall be nailed in accordance with Figure 2308.10.5.2. 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 2304.10.2 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 2308.7.1 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).[Figure]

Section 2308.10.8.1 of the 2025 Edition of the California Building Code is amended to read as follows:

2308.10.8.1 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 2308.3.

Section 2308.10.9 of the 2025 Edition of the California Building Code is amended to read as follows:

2308.10.9 Attachment of sheathing. Fastening of braced wall panel sheathing shall not be less than that prescribed in Tables 2308.10.1 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 a maximum of 24 inches (6096 mm) on center with four 8d nails per leg (total eight 8d nails per clip, minimum). Braced wall panels shall be laterally braced at each top corner and at intervals not to exceed 24 inches (6096 mm) along the top plate of discontinuous vertical framing.

Section 3114 of the 2025 Edition of the California Building Code is amended to read as follows:

SECTION 3114

INTERMODAL SHIPPING CONTAINERS

The provisions of Section 3114 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 3114, provided they comply with all of the following:

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 3114.

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) (lbs).

7. Transverse racking test force (Newtons).

8. Valid maintenance examination date.

Where approved by the building official, the markings and existing data plate are permitted to be removed from the intermodal shipping containers before they are repurposed for use as buildings or structures or as part of buildings or structures.

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.

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.

3114.8.1 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.

3114.8.1.1 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.

3114.8.1.2 Stacking. Intermodal shipping containers used to support stacked units shall comply with Section 3114.8.4.

3114.8.2 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.

3114.8.3 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 3114.8.4 or 3114.8.5.

3114.8.4 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 3114.8.5.

3114.8.4.1 Material properties. Structural material properties for existing intermodal shipping container steel components shall be established by Section 2202.

3114.8.4.2 Seismic design parameters. The seismic force-resisting system shall be designed and detailed in accordance with ASCE 7 and one of the following:

1. Where all or portions of the profiled steel panel elements are considered to be the seismic force-resisting system, design and detailing shall be in accordance with AISI S100 and ASCE 7, Table 12.2-1 requirements for steel systems not specifically detailed for seismic resistance, excluding cantilevered column systems.

2. Where all or portions of the profiled steel panel elements are not considered to be part of the seismic force-resisting system, an independent seismic force-resisting system shall be selected 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 3114.8.4.2 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.

3114.8.4.3 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 3114.8.4.2. 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.

3114.8.5 Simplified structural design procedure of single-unit containers. Single-unit intermodal shipping containers conforming to the limitations of Section 3114.8.5.1 shall be permitted to be designed in accordance with Sections 3114.8.5.2 and 3114.8.5.3.

3114.8.5.1 Limitations. Use of Section 3114.8.5 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.

3114.8.5.2 Structural design assumptions. Where permitted by Section 3114.8.5.1, 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, Ω0= 2.5.

4. Deflection amplification factor, Cd = 2.

5. Limits on structural height, hn = 9.5 feet (2900 mm).

3114.8.5.3 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 3114.8.5.2 shall be in accordance with Table 3114.8.5.3, 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 3114.8.5.3(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 3114.8.5.3(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 3114.8.5.3(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:

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 3114.8.5.3(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 3115.8.5.3 ALLOWABLE SHEAR VALUES FOR PROFILED STEEL PANEL SIDE WALLS AND END WALLS FOR WIND OR SEISMIC LOADING

For SI: 1 foot = 304.8 mm.

a. The allowable shear values for the side walls and end walls of the intermodal shipping containers are derived from ISO 1496-1 and reduced by a factor of safety of 5.

b. Container designation type is derived from ISO 668.

c. Limitations of Sections 3114.8.5.1 and 3114.8.5.3 shall apply.

[Figure]

FIGURE 3115.8.5.3(1)

Bracing Unit Distribution – Maximum Linear Length

[Figure]

FIGURE 3115.8.5.3(2)

Bracing Unit Distribution – Minimum Linear Length

[Figure]

FIGURE 3115.8.5.3(3)

Bracing Unit Distribution – Boundary Elements

[Figure]

FIGURE 3115.8.5.3(4)

Bracing Unit Distribution – Penetrating Limitations

Section I105.1 of Appendix I of the California Building Code, 2025 Edition, is hereby deleted and a new Section I105.1 added to read in its entirety as follows:

Section I105.1 Patio Cover Design Loads. Patio covers shall be designed and constructed to sustain, within the stress limits of this code, all dead loads, plus a minimum vertical live load of ten (10) pounds per square foot for detached patios, and twenty (20) pounds per square foot for patios attached to Group R-3 and to Group U occupancies. Such patio covers shall be designed to resist the minimum wind and seismic loads set forth in this code.

A new Section J101.3 of Appendix J of the California Building Code, 2025 Edition, is added to read as follows:

Section J101.3 Hazards.

J101.3.1 General. Excavations, embankments or fills for buildings or structures shall be so constructed or protected that they do not endanger life or property. No fill or other surcharge loads shall be placed adjacent to any building, slope or structure unless such building, slope or structure is capable of withstanding the additional loads caused by the fill or surcharge.

J101.3.2 Excavation, Grading, Geologic and Hillside Hazard. Whenever the Building Official determines that any existing excavation, embankment, fill, hillside or slope area has become or constitutes a hazard to safety or public welfare, or endangers property, or adversely affects the safety, use or stability of a public way or drainage course, the Building Official may declare these areas hazard areas. All such hazard areas are hereby declared a public nuisance and shall be rendered safe by repair, removal, reconstruction, or proper erosion planting in accordance with procedures specified in this chapter, or by any other procedures approved by the Building Official. The owner of the property upon which the excavation or fill is located, or other person or agent in control of said property, upon receipt of notice in writing from the Building Official, shall within the period specified therein repair, remove, reconstruct, or plant so as to be in conformance with the requirements of this code.

J101.3.3 Geological, Seismological or Flood Hazard. If, in the opinion of the Building Official, the land area for which grading or construction is proposed is subject to geological, seismological, or flood hazard to the extent that no reasonable amount of corrective work can eliminate or sufficiently reduce the hazard to human life or property, the grading permit and building permits for habitable structures shall be denied.

J101.3.4 Safety Precautions. If, at any stage of the work on an excavation, slope, embankment or fill, the Building Official believes that the nature of the formation is such that further work as authorized by an existing permit is likely to endanger any property or public way, the Building Official may require, as a condition of allowing the work to be done, that such reasonable safety precautions be taken as the Building Official considers advisable to avoid such likelihood of danger. Safety precautions may include, but shall not be limited to, specifying a flatter exposed slope, construction of additional drainage facilities, berm terracing compaction, or cribbing.

Section J102 of Appendix J of the California Building Code, 2025 Edition, is hereby deleted in its entirety and a new Section J102 added to read in its entirety as follows:

Section J102 Definitions. For the purposes of this chapter, the definitions listed hereunder shall be construed as specified in this section.

APPROVAL shall mean a written engineering or geological opinion concerning the progress and completion of the work, and the proposed or completed work conforms to this Division of the code in the opinion of the Building Official.

ASPHALTIC CONCRETE is a mixture of mineral aggregate and liquid asphalt mixed at a central mixing plant.

AS GRADED is the extent of surface conditions on completion of grading.

BEDROCK is in-place solid rock.

BENCH is a relatively level step excavated into earth material on which fill is to be placed.

BENCHMARK shall mean a point of elevation accepted by the City of Torrance based on the latest adjusted datum, as a point of reference for survey elevations.

BORROW is earth material acquired from an off-site location for use in grading on a site.

CIVIL ENGINEER shall mean a professional engineer registered in the State of California to practice in the field of civil engineering works.

COMPACTION is the densification of a fill by mechanical means.

CRUSHED AGGREGATE is crushed rock and rock dust. This does not include decomposed granite.

DAYLIGHT LINES are boundary lines of either the cut or fill where they meet the natural ground and the exposed surface.

DOWN DRAIN is a device for collecting water from a swale of ditch located on or above a slope, and safely delivering it to an approved drainage facility.

EARTH MATERIAL is any rock crushed aggregate, natural soil or fill and/or any combination thereof.

EMBANKMENT is built up soil used to protect, screen or support structures or designated areas.

ENGINEERING GEOLOGIST shall mean a geologist experienced and knowledgeable in engineering geology and registered in the State of California as an Engineering Geologist.

ENGINEERING GEOLOGY shall mean the application of geologic and seismic knowledge and principles in the investigation and evaluation of naturally occurring rock and soil for use in the design of civil works.

EROSION is the wearing away of the ground surface as a result of the movement of wind, water, and/or ice.

EXCAVATION is the mechanical removal of earth material by artificial means, also referred to as cut.

EXISTING GRADE is the grade prior to grading and/or demolition of structures.

FILL is a deposit of earth material placed by artificial means.

FINISH GRADE is the grade of the site at the conclusion of all grading efforts.

GEOTECHNICAL ENGINEER See Soils Engineer.

GRADE shall mean the vertical location of the ground surface.

GRADING is any excavating or filling or combination thereof.

HILLSIDE AREAS shall mean any land designated as being located within the Hillside Overlay District per Section 91.41.1.

HILLSIDE LANDSCAPING shall mean the application of landscaping knowledge and principles in the investigation and evaluation of planting over natural and placed soils in hillside areas for the purpose of slope protection.

KEY is a designed compacted fill placed in a trench excavated in earth material beneath the toe of a proposed fill slope.

LANDSCAPE ARCHITECT shall mean a landscape architect licensed by the State of California to practice in the field of landscape architecture and acceptable to the Building Official as an expert in hillside planting design.

NONCOMPLYING FILL is fill, which was placed without the supervision and approval of a geotechnical engineer, or otherwise not in compliance with Section 81.2.49.

PAVEMENT is asphaltic concrete or Portland Cement Concrete placed upon a prepared base.

PORTLAND CEMENT CONCRETE is a mixture of mineral aggregate and cement mixed at a central mixing plant.

PROFESSIONAL INSPECTION is the inspection required by this code to be performed by the civil engineer, geotechnical engineer or engineering geologist. Such inspections include that performed by persons supervised by such engineers or geologists and shall be sufficient to form an opinion relating to the conduct of the work.

RAINY SEASON is the period of wet weather starting October 01 and ending April 15.

ROUGH GRADE is the stage at which the grade approximately conforms to the approved plan.

SEISMIC FAULT is an active earth plane associated with earthquakes.

SEISMOLOGY is the science of the study of earthquakes and their effect on site development.

SITE is any lot or parcel of land or contiguous combination thereof, under the same ownership, where grading is performed or permitted.

SLOPE is an inclined ground surface, the inclination of which is expressed as a ratio of horizontal distance to vertical distance. Any inclined surface with a ratio greater the ten (10) horizontal to one (1) vertical, or ten (10) percent, shall be considered a slope.

SOIL is naturally occurring surficial deposits overlying bedrock.

SOIL ENGINEER (Geotechnical Engineer) shall mean a civil engineer experienced and knowledgeable in the practice of soil engineering and acceptable to the Building Official as an expert in soil engineering.

SOIL ENGINEERING (Geotechnical Engineering) shall mean the application of the principles of soil mechanics in the investigation, evaluation, and design of Civil works involving the use of earth materials and the inspection and testing of the construction thereof.

STOCKPILE is any amount of material stored upon a lot not in compliance with the grading provisions of this chapter.

TERRACE is a relatively level step constructed in the face of a graded slope surface for drainage and maintenance purposes.

Section J103 of Appendix J of the California Building Code, 2025 Edition, is hereby deleted in its entirety and a new Section J103 added to read in its entirety as follows:

Section J103. Permits Required.

J103.1 Permits Required. Except as exempted in Section J103.2, no person shall do any grading or paving without first having obtained a grading permit from the Building Official. A grading permit does not include the construction of retaining walls or other structures.

J103.2 Exempt. A grading permit shall not be required for the following:

1. Grading in an isolated, self-contained area if there is no danger apparent to private or public property and will not alter or increase the flow of the drainage of the area when approved by the Building Official.

2. An excavation below finished grade for basements and footings of a building, retaining wall or other structure authorized by a valid building permit. This shall not exempt any fill made with the material from such excavation nor exempt any excavation having an unsupported height greater than five (5) feet after the completion of such structure.

3. Cemetery graves.

4. Refuse disposal sites controlled by other regulations.

5. Excavations for wells, or trenches for utilities.

6. Mining, quarrying, excavating, processing, or stock piling of rock, sand, gravel, aggregate, or clay where established and provided for by law, provided such operations do not affect the lateral support or increase the stresses in or pressure upon any adjacent or contiguous property.

7. Exploratory excavations performed under the direction of a geotechnical engineer or engineering geologist.

8. Basements or roof improvement authorized by a valid building permit.

9. Resurfacing of existing paved areas provided existing pavement is not removed and the drainage pattern is not modified.

10. Repair of paved areas of less than one thousand (1,000) square feet.

Exemption from the permit requirements of this appendix shall not be deemed to grant authorization for any work to be done in any manner in violation of the provisions of this code or any other laws or ordinances of this jurisdiction.

Section J104 of Appendix J of the California Building Code, 2025 Edition, is hereby deleted in its entirety and a new Section J104 added to read in its entirety, as follows:

J104 Permit Application and Submittals.

J104.1 Submittal Requirements. In addition to the provisions of Sections 105.3 and 1.8.4, as applicable, the applicant shall state the estimated quantities of grading works.

J104.2 General Grading Requirements. In granting a grading permit, the Building Official shall impose the following restrictions or conditions thereon, in addition to those otherwise provided herein. Such restrictions or conditions shall include but not be limited to:

1. Whenever any grading, excavation, filling, or paving requires entry onto adjacent property for any reason, the permit applicant shall obtain the written consent of the adjacent property owner or his authorized representative, and shall file a copy of said consent with the Building Official, before a permit for such grading or paving work may be issued. In the event that contours on adjacent properties are permanently changed, structures or drainage devices are added or modified, and/or the work done requires a grading permit under Section J103, a separate permit shall be required for each of such affected adjoining properties in addition to the consent letter. The consent letter will not be required if the adjoining owner obtains such grading permit.

2. No person shall conduct any grading, excavation, filling or paving, including the export or import of earth material between the hours of 8:00 P.M. and 7:00 A.M. of any day, except in emergencies as determined by the Building Official.

3. No person shall conduct any grading, excavation, or filling in excess of two hundred (200) cubic yards or any paving operations in excess of five thousand (5,000) square feet during the period between October 1and April 5 unless a winter grading or paving plan and specifications and other plans or specifications, as required by the Building Official, are filed with the Building and Safety Division and approved by the Building Official. Whenever it appears that any grading or paving project previously commenced pursuant to a permit issued by the Building and Safety Division will not be completed by October 1, the Building Official may require the permit applicant to submit plans for winter protection and erosion control to safeguard adjacent properties.

4. Paved streets, sidewalks and other improvements shall be maintained in a neat and clean condition free of loose soil, construction debris and trash. Street sweeping or other equally effective means shall be performed on a regular basis to prevent storm flows from transporting sediment and debris beyond the project boundaries. All improvements shall comply with NPDES requirements.

5. The civil engineer or other qualified professional who prepared the grading plans and designed the erosion control measures shall be responsible for inspection and modification of those measures, as necessary. Any significant modifications to the erosion control plan shall be subject to approval by the Building Official.

In addition, the Building Official in granting a grading or paving permit, may impose such conditions thereon in addition to those otherwise provided herein, as are reasonably necessary to prevent the proposed operations from being conducted in such a manner as to constitute or create a hazard to life or property. Such conditions may include, but shall not be limited to:

1. The designation of routes along which earth, sand, gravel, asphaltic concrete, or similar materials shall be transported where grading permit is for more than five hundred (500) cubic yards, or paving permits is for more than ten thousand (10,000) square feet.

2. Restrictions as to size, type, and number of pieces of equipment to be used, including trucks, where grading permit is for more than five hundred (500) cubic yards or paving permit is for more than ten thousand (10,000) square feet.

3. A provision that the applicant carry a policy of insurance insuring the City, its agents and employees, and the public against any loss or damage to persons or property resulting from the work to be performed under said permit in an amount not to exceed one million dollars ($1,000,000) or double the amount of the bond required therefore, whichever sum is greater, in a form approved by the Building Official.

4. Requirements for fencing or temporary protection for excavations or fills which would otherwise be hazardous.

5. A requirement for dust control during the course of grading or stockpile operation by watering or other approved method approved by the Building Official.

6. A requirement to provide a stabilized site access, using temporary asphalt concrete paving of two (2) inch thickness or more, or approved compacted base material, to allow for the removal of debris from vehicles leaving the development site, and prevent the tracking of debris into the public right of way.

J104.3 Plans and Specifications. Each application for a grading or paving permit shall be accompanied by two (2) sets of plans and specifications and, when required, supporting data consisting of, but not limited to, a geotechnical report, engineering geology report, drainage report, and hillside landscape report. The plans and specifications shall be prepared and signed by a civil engineer when required by the Building Official. Plans shall be drawn to scale on substantial paper ,cloth, or in an approved electronic format, and shall be of sufficient clarity to indicate the nature and scope of the proposed work. The plans must demonstrate, in detail, conformance with the provisions of this code and all relevant laws, ordinances, rules and regulations. The first sheet of each set of plans shall include the project location, legal description of the property, and the name and address of preparer. The plans shall include, but not be limited to, the following information:

1. General vicinity sketch of the proposed site location and known seismic faults.

2. Property limits, accurate contours of existing ground, and details of terrain and drainage patterns on the subject property. This shall include contributory drainage areas and conditions on adjacent properties extending enough to allow for sufficient data to demonstrate compliance with grading code requirements.

3. Detailed plans of pavement, planters, landscaped areas, all surface and subsurface drainage devices, walls, cribbing, dams, and other protective features. A drainage map showing drainage areas and estimated runoff for areas served by any drainage facilities shall also be provided.

4. The location of any buildings or structures on the subject property and the location of any building or structures on adjacent properties within fifteen (15) feet of the property line or that may be affected by the proposed grading activity.

5. The location of top and toe of all cuts and fills, as well as the location of all “daylight” lines.

6. Planting and irrigation plans of all hillside or slope areas, when required by the Building Official.

7. The quantity of excavation and fill involved, including the recompaction of existing uncompacted fill.

8. Limiting dimensions, finish elevations or contours to be achieved by the grading, and the layout of proposed drainage channels and related improvements.

9. The dates of the geotechnical engineering and engineering geology reports together with the names, addresses and phone numbers of the firms or individuals who prepared the reports.

10. Existing and proposed improvements within the public right of way.

Specifications shall contain information covering construction and material requirements.

J104.4 Grading and Paving Designation. All grading in excess of five thousand (5,000) cubic yards or paving in excess of fifty thousand (50,000) square feet shall be performed in accordance with the approved grading or paving plans prepared by a civil engineer, and shall be designated as “engineered grading or paving”. Grading involving less than 5,000 cubic yards or paving of less than fifty thousand (50,000) square feet shall be designated “regular grading or paving” unless the permittee with the approval of the Building Official chooses to have the grading performed as “engineered grading or paving.” The Building Official may designate grading of less than five thousand (5,000) cubic yards or paving of less than fifty thousand (50,000) square feet as “engineered grading or paving” if the grading takes place in the Hillside Area or the nature of the work requires special design consideration.

J104.5 Engineered Grading and Paving Requirements. For engineered grading or paving , the plans and specifications shall be prepared and signed by aa registered design professional licensed by the state to prepare such plans or specifications, when required by the Building Official. It shall be the responsibility of the registered design professional to incorporate all recommendations from the geotechnical engineering, engineering geology, seismological, drainage and landscape planting reports into the grading or paving plans. The registered design professional shall also act as the coordinating agent in the event the need arises for liaison between the other professionals, the contractor, and the Building Official.

The landscape architect shall also be responsible for the preparation of landscape planting and irrigation plans and specifications. These plans and specifications shall be submitted to the Building Official for approval prior to the issuance of the grading permit.

All undocumented fill shall be removed, until competent native soils have reached, and recompacted from property line to property line.

Exception: The building official is authorized to waive or modify the requirement if it found that the nature of the work is not necessary.

J104.6 Geotechnical Report. The geotechnical report prepared by a registered design professional required by Section J104.3 shall include at least the following:

1. Data regarding the nature, distribution, and strength of existing soils;

2. Conclusions, and recommendations for grading and paving procedures;

3. Soil design criteria for any structures or embankments required to accomplish the proposed grading;

4. Where necessary, slope stability studies, and recommendations and conclusions regarding site geology; and

5. Effect of the development on adjacent properties.

Recommendations included in the report and approved by the Building Official shall be incorporated in the grading or paving plans and specifications.

J104.7 Engineering Geology Report. The engineering geology report prepared by a registered geologist required by Section J104.3 shall include at least the following:

1. An adequate description of the geology of the site, conclusions, and recommendations regarding the effect of geologic conditions on the proposed development;

2. Opinions and recommendations covering the adequacy of sites to be developed by the proposed grading or construction; and

3. Analysis of seismic activity and seismic fault zones and their influence of the proposed development.

Recommendations included in the report, and approved by the Building Official, shall be incorporated in the grading plans or specifications.

J104.8 Liquefaction Study. For sites with mapped maximum considered earthquake spectral response accelerations at short periods (Ss) greater than 0.5g as determined by Chapter 11 of ASCE 7, a study of the liquefaction potential of the site shall be provided and the recommendations incorporated in the plans.

Exception: A liquefaction study is not required where the Building Official determines from established local data that the liquefaction potential is low.

J104.9 Drainage Report. Developments in excess of one acre, and using a subsurface drainage system shall submit a drainage study prepared by a civil engineer. The drainage report shall use the Los Angeles County Department of Public Works Hydrology Handbook methodology. A design frequency of 50-years shall be used for all developments located within sumped areas or required to retain drainage on site. All other developments may use a design frequency of 25-years.

J104.10 Hillside Landscaping Report. The landscaping report required by J104.3 shall include a plant list and data regarding the nature and method for promotion of growth of ground cover plants and shrubs to protect the slopes against erosion, conclusions, and recommendations for planting procedures, and criteria for corrective measures when necessary; and opinions and recommendations covering adequacy of protection of sites to be developed by the proposed grading. This report shall be prepared by a licensed landscape architect and approved by the Building Official.

Recommendations included in the report and approved by the Building Official shall be incorporated in the grading plans or specifications.

J104.11 Issuance. The provisions of Sections 107.3, 107.4 and 107.5 of the California Building Code are applicable to grading permits. The Building Official may require that grading or paving operations and project designs be modified if delays occur which incur weather-generated problems not considered at the time the permit was issued. Grading and paving operations on a single site may be conducted under a single permit provided fees have been paid.

The Building Official may require professional inspection and testing by the geotechnical engineer. When the Building Official has cause to believe that geologic factors may be involved, the grading will be required to conform to engineered grading.

J104.12 Stockpile Permit. The Building Official may issue a permit to stockpile soil on a lot upon submission by the owner of such a lot or his authorized agency, a scaled plan showing the lot dimensions, location in which the stockpile is to be placed, the approximate amount of soil to be stockpiled, height of stockpile and method of dust and erosion control. Soil so stockpiled must not be disturbed or leveled unless a regular grading permit has been obtained for the work. Stockpile permits shall be valid for no longer than 180 days unless a written extension request is received from the owner, or his authorized agency, and approved by the Building Official.

J104.13 Bonds. [Administrative]

a) General. The Building Official may require bonds in such form and amounts as may be deemed necessary to assume that the work, if not completed in accordance with the approved plans and specifications, will be corrected to eliminate hazardous conditions or assure performance under conditions imposed by the pertinent governing body.

When required, bonds shall be filed with the Building Official for the benefit of the City prior to the issuance of the permit for grading. The bond shall be on a form approved by the Building Official, executed by the owner and a corporate surety sufficient to cover correction elimination of hazardous conditions or to assure completion of conditions imposed by the pertinent governing body.

b) Hillside. Bonds shall be required for excavation or fill of earth in a hillside area unless the Building Official determines that the proposed grading is neither actually or potentially hazardous.

c) Cash Bond. In lieu of a surety bond the applicant may file a cash bond or instrument of credit with the Building Official in an amount equal to that which would be required in the surety bond.

d) Conditions of the Bond. Every bond shall be conditioned such that the owner shall:

1. Comply with all applicable provisions of this Code and all other applicable laws.

2. Comply with all of the terms and conditions of the grading permit to the satisfaction of the Building Official.

3. Complete all of the work described by the permit, and the plans and specifications relating thereto, within the time limit specified in the permit. Upon application by the permittee, the Building Official, for sufficient cause, may extend the time specified in the permit, but no such extension shall release any surety on the bond.

4. Install temporary erosion control devices when required to do so by the provisions of this Chapter.

e) Term of the Bond. The term of each bond shall begin upon the date of filing with the City and shall remain in effect until the completion of the work to the satisfaction of the Building Official or until replaced by a new bond in the event of a change of ownership. In the event of a failure to complete the work and failure to comply with all of the conditions and terms of the permit, the Building Official may order the work to be completed as required by the permit and to the satisfaction of the Building Official.

f) Bond Amount. The amount of the bond shall be based upon the number of cubic yards of material in either excavation or fill, whichever is the greater amount, and in addition shall include the cost of all drainage or other protective devices as may be required by the civil engineer and approved by the Building Official. That portion of the bond valuation covering the costs of excavation or fill shall be computed as set forth in Table B-J-A, unless increased by the Building Official.

TABLE B-J-A—BONDS

Section J107 of Appendix J of the California Building Code, 2025 Edition, is hereby deleted in its entirety and a new Section J107 added to read in its entirety as follows:

J107 Fills.

J107.1 General. Unless otherwise recommended in the approved geotechnical engineering report, fills shall conform to the provisions of this section.

In the absence of an approved geotechnical engineering report, these provisions may be waived for minor fills not intended to support structures.

J107.2 Preparation of Ground. Fill slopes shall not be constructed on natural slopes steeper than two to one. The ground surface shall be prepared to receive fill by removing vegetation, noncomplying fill, topsoil and other unsuitable materials scarifying to provide a bond with the new fill and where slopes are steeper than five to one, and the height is greater than five (5) feet, by benching into sound bedrock or other competent material, as determined by the geotechnical engineer. The bench under the toe of a fill on a slope steeper than five to one shall be at least ten (10) feet wide. The area beyond the toe of fill shall be sloped for sheet overflow or a paved drain shall be provided. When fill is to be placed over a cut, the bench under the toe of the fill shall be at least ten (10) feet wide but the cut shall be made before placing the fill and acceptance by the geotechnical engineer or engineering geologist or both as a suitable foundation for fill. Unsuitable soil is soil which, in the opinion of the Building Official or the civil engineer or the geotechnical engineer or the geologist, is not competent to support other soil or fill, to support structures, or to satisfactorily perform the other functions for which the soil is intended.

J107.3 Fill Material. Detrimental amounts of organic material shall not be permitted in fills. Except as permitted by the Building Official, no rock or similar irreducible material with a maximum dimension greater than twelve (12) inches shall be buried or placed in fills.

Exception: The Building Official may permit placement of larger rock when the geotechnical engineer properly devises a method of placement, continuously inspects its placement, and approves the fill stability.

The following conditions shall also apply:

1. Prior to issuance of the Grading Permit, potential rock disposal areas shall be delineated on the grading plan.

2. Rock sizes greater than twelve (12) inches in maximum dimension shall be ten (10) feet or more below grade, measured vertically.

3. Rocks shall be placed so as to assure filling of all voids with fines.

J107.4 Compaction. All manufactured fills shall be placed on natural undisturbed material or approved compacted fill, and compacted to a minimum of 90 percent relative compaction as determined by ASTM D 1557. Every manufactured fill shall be tested for relative compaction by a soil testing agency approved by the Building Official. A compaction report including a Certificate of Compliance setting forth densities so determined shall be submitted to the Building Official for review before approval of any fill is given.

Exception:

1. The Building Official may approve uncompacted fill in self-contained areas where the fills are not to be used to support buildings or structures and no hazard will be created.

2. Compaction report is not required for gravel backfill behind retaining walls provided the following conditions are met:

(a) The retaining wall does not exceed 5 feet in height from the bottom of the footing to the top of the wall.

(b) The maximum distance between the retaining wall and the backcut shall not exceed 24 inches.

(c) The gravel backfill shall be mechanically compacted and covered with concrete pavement or be capped with a 24-inch thick soil blanket mechanically compacted to the Building Official’s satisfaction.

3. The gravel backfill does not provide vertical or lateral support for any structures or adverse bedding planes.

J107.5 Slope. The slope of fill surfaces shall be no steeper than is safe for the intended use. Fill slopes shall be no steeper than two (2) horizontal to one (1) vertical unless justified by a geotechnical report or engineering data.

J107.6 Grade. All lots shall have a minimum grade of one (1) percent unless waived by the Building Official. The lot shall be graded to drain to the adjacent street(s). If the natural grade of any lot slopes away from the adjacent street an average grade greater than two (2) percent, or if the grade of adjacent lots causes adherence to the provisions of this section to not be in the best engineering practices, then the Building Official may allow an alternate method of conducting the drainage to adjacent streets as provided in Section J109. All paved parking areas, except driveways, shall have a maximum grade of ten (10) percent unless waived by the Building Official.

J107.7 Subgrade. All areas over which paving is to be placed shall be prepared in accordance with Sections J107.2, J107.3 and J107.4. Before the placing of pavement or before the construction of any structures, the geotechnical engineer shall approve or certify as to the conformance of the fill.

J107.8 Pavement.

J107.8.1 Asphalt Concrete Payment. Asphalt Concrete Pavement shall be designed to be of sufficient thickness to safeguard against damage due to soil and load conditions. Pavement sections may be designed by a geotechnical engineer or civil engineer in compliance with the California R-Value Method and approved by the Building Official. However, asphalt concrete shall not be less than two (2) inches in thickness. Minimum asphalt concrete pavement designed shall conform to the following: two (2) inches of asphalt concrete on four (4) inches of untreated rock base on sandy soils, and two (2) inches of asphalt concrete on six (6) inches of untreated rock base on expansive soils. Pavement shall have a minimum grade of one (1) percent unless waived by the Building Official.

J107.8.2 Portland Cement Concrete. Portland Cement Concrete paving shall consist of not less than three and one-half (3 ½) inches in thickness for sandy soils or 3 ½ inches in thickness over four (4) inches of select material base for expansive soils. Concrete shall have a minimum grade of 0.4 percent unless waived by the Building Official.

J107.8.3 Minimum Material Standards. Base material, asphaltic concrete, and Portland Cement Concrete shall be of a type approved by the Building Official. The Building Official may require base compaction to a minimum of ninety-five (95) percent of maximum density as determined by ASTM D 1557. Field density shall be determined in accordance with ASTM D 1556, ASTM D 2167, ASTM D 2937 or ASTM D 2922 and ASTM D 3017.

Section J109.5 and J109.6 are added to read in its entirety as follows:

J109.5 Disposal. All drainage facilities shall be designed to carry waters to the nearest practicable drainage way approved by the Building Official and/or other appropriate jurisdiction as a safe place to deposit such waters. Erosion of ground in the area of discharge shall be prevented by installation of non-erosive downdrains or other devices. Concentrated drainage water from drainage devices shall not be permitted to flow over the sidewalks or parkways.

Building pads shall have drainage of one (1) percent towards approved drainage facilities.

Drainage devices shall service no more than one property unless said device is located within an approved easement.

Sump pumps shall be designed per the Los Angeles County Sump Pump Manual. Sump pumps shall provide check valve, gate/ball valve, alarms. Sump pit shall be reinforced concrete, reinforced cement masonry units, or other material approved by the Building Official.

Bubble catch basin is not permitted, unless approved by the Building Official.

Each horizontal drainage pipe shall be provided with a cleanout for each 100 feet, or fraction thereof, in length of such piping. An additional cleanout shall be provided in a drainage line for each aggregate horizontal change in direction exceeding 135 degrees.

Stormdrain line under buildings and structures shall be removed and abandoned.

J109.6 Ponding. Ponding of water shall not be permitted to occur on pavement, concrete or in landscape areas.

Exception: Upon the approval of the Building Official, a maximum ponding depth of 6 (six) inches in parking or paved areas is permitted where it is determined, as recommended in an approved drainage report, that storm water must be retained on site to comply with the provisions of this Chapter.

Section J110 of Appendix J of the California Building Code, 2025 Edition is hereby deleted in its entirety and a new Section J110 added to read in its entirety, as follows:

J110 Erosion Control of Cut and Fill Slopes in Hillside Areas.

J110.1 Slopes. The faces of cut and fill slopes shall be prepared and maintained to control against erosion. This control may consist of effective planting. The protection for the slopes shall be installed as soon as practicable and prior to calling for final approval. The Building Official may require landscaping plans, plant lists, and sprinkler plans to be prepared and signed by a licensed landscape architect and approved by the Building Official prior to issuance of a grading permit. Slopes shall be planted with grass or ground cover plants and an adequate irrigation system installed.

J110.2 Other Devices. Where necessary, check dams, cribbing, riprap, or other devices or methods shall be employed to control erosion and provide safety.

Section J112 is added to read in its entirety, as follows:

J112 Completion of Work.

J112.1 Final Reports. Upon completion of the rough grading work and at the final completion of the work, the following reports and drawings and supplements thereto shall be required unless waived by the Building Official:

1. If substantial changes, as determined by the Building Official, have taken place from the approved grading plan, an as-graded grading plan or paving plan prepared by the individual of record, including original ground surface elevations, as-graded ground surface elevations, lot drainage patterns and locations, and elevation of all surface and subsurface drainage facilities. In addition, the Building Official shall state that to the best of his knowledge the work was done in accordance with the final approved grading plan or paving plan.

2. A report prepared by the geotechnical engineer retained to provide such services in accordance with Section J104.2, including locations and elevations of field density tests, summaries of field and laboratory test, a statement that all subdrains were inspected prior to backfill, other substantiating data and comments on any changes made during grading and their effect on the recommendations made in the approved geotechnical engineering investigation report. The geotechnical engineer shall provide a professional opinion of the suitability of the fill material and their placement, and the ability of the natural materials to support the compacted fill without excessive settlement of the fill or potential damage to structures erected thereon; geotechnical engineers shall submit a statement that, to the best of their knowledge, the work within their area of responsibilities is in accordance with the approved geotechnical engineering report and applicable provisions of this chapter.

3. A report prepared by the engineering geologist retained to provide such services in accordance with Section J104.2, including a final description of the geology of the site and any new information disclosed during the grading and the effect of same on recommendations incorporated in the approved grading plan. The report shall include the geologist’s certification that inspections were performed on all cut and fill slopes prior to placement of fill material. Engineering geologists shall submit a statement that, to the best of their knowledge, the work within their area of responsibility is in accordance with the approved engineering geologist’s report and applicable provisions of this chapter.

4. The grading contractor shall submit in a form prescribed by the Building Official a statement of conformance to said as-built plan and the specifications.

5. A landscape planting report prepared by the landscape architect, including a final planting list and layout of the planting of the hillside area. The Building Official shall provide approved the adequacy of the planting for the intended use.

6. Final grading certification from geotechnical engineer, civil engineer, and licensed surveyor indicating that project(s) were completed per the approved plans shall be provided to the Building Official upon the completion.

J112.2 Notification of Completion. The permittee or his agent shall notify the

Building Official when the grading operation is ready for the final inspection. Final approval shall not be given until all work, including installation of all drainage facilities and their protective devices and all erosion control measures, have been completed in accordance with the final approved grading plan and the required reports have been submitted.

1. Grading Plan Checking Fee. For excavation and fill on the same site, the fee shall be based on the volume of the excavation or fill, whichever is greater. Before accepting a set of plans and specifications for checking, the Building Official shall collect a plan checking fee. Separate permits and fees shall apply to retaining walls or major drainage structures as indicated elsewhere in this Code. There shall be no separate charge for standard terrace drains and similar facilities. The amount of the plan checking fee for grading plans shall be set by resolution of the City Council from time to time.

2. Grading Permit Fees. A fee for each grading permit shall be paid to the Building Official as set forth in a resolution of the City Council from time to time.

3. Stockpile Permit Fee. The permit fee for stockpiling shall be set forth in a resolution of the City Council from time to time.

4. Paving Plan Checking Fee. For paving, the fee shall be based on the square footage of the pavement placed. Before accepting a set of plans and specifications for checking, the Building Official shall collect a plan checking fee. The amount of the plan checking fee for paving plans shall be set forth in a resolution of the City Council from time to time.

5. Paving Permit Fee. A fee for each paving permit shall be paid to the Building Official as set forth in a resolution of the City Council from time to time.