Note: Sections 9-1.07 through 9-1.11, as added by Ordinance Nos. 1749 c.s., effective December 20, 1961, 1833 c.s., effective May 27, 1984, 1886 c.s., effective August 11, 1965, 1897 c.s., effective December 1, 1965, and 2034 c.s., effective January 13, 1971, as renumbered by Ordinance Nos. 1971 c.s., effective July 17, 1968, and 2050 c.s., effective July 28, 1971, repealed by Ordinance No. 2076 c.s., effective September 20, 1972.
Section 9-1.00 consisting of Ordinance Nos. 3009 c.s., eff. December 6, 2007, 3027 c.s., eff. December 18, 2008, 3039-09 c.s., eff. August 22, 2009, 3064 c.s., eff. January 7, 2011, 3153 c.s., eff. June 16, 2016, 3169 c.s., eff. May 4, 2017, and 3200 c.s., eff. February 6, 2020, was repealed by Ord. No. 3247 c.s., eff. January 1, 2023.
Pursuant to the provisions of Sections 50022.1 to 50022.10, inclusive, of the Government Code of the State and subject to the particular additions, deletions and amendments set forth in this chapter, the rules, regulations, provisions and conditions set forth in that certain Code entitled the "2025 California Building Code," including Chapter 33, and Appendices B, F, G, H, I, J, P and Q (including Chapter/Section 1, Division 2) therein contained, promulgated and published by the International Code Council and the California Building Standards Commission, one full printed copy of which, printed as a Code in book form were by the Council ordered filed and which have been filed in the office of the City Clerk, expressly incorporated herein and made a part hereof as fully and for all intents and purposes as though set forth herein at length, are hereby established and adopted as the rules, regulations, provisions and conditions to be observed and followed in the construction, alteration, improvements, movement, enlargement, replacement, repair, equipment, use and occupancy, location, maintenance, removal, demolition, conversion, area and height, of buildings or structures or any appurtenances connected or attached to such buildings or structures in the City; and subject to the additions, deletions and amendments set forth in this chapter, said Code with its Appendices B, F, G, H, I, J, P and Q and the said Standards containing said rules, regulations, standards, provisions and conditions is hereby established and adopted by reference, and the same shall be designated, known and referred to as the "Building Code" of and for the City.
(§ 1, Ord. 1749 c.s., eff. December 20, 1961, as amended by § 1, Ord. 1886 c.s., eff. August 11, 1965, § 1, Ord. 1971 c.s., eff. July 7, 1968, § 1, Ord. 2076 c.s., eff. September 20, 1972, § 1, Ord. 2231 c.s., eff. May 10, 1978, § 1, Ord. 2308 c.s., eff. May 27, 1981, § 1, Ord. 2404 c.s., eff. November 14, 1984, § 1, Ord. 2476 c.s., eff. October 15, 1987, § 1, Ord. 2565 c.s., eff. January 1, 1990, § 1, Ord. 2663 c.s., eff. July 9, 1992, § 1, Ord. 2753 c.s., eff. January 1, 1996, § 3, Ord. 2787 c.s., eff. January 16, 1997, § 1, Ord. 2834 c.s., eff. July 1, 1999, § 1, Ord. 2893 c.s., eff. October 31, 2002, § 9, Ord. 3009 c.s., eff. December 6, 2007, § 7, Ord. 3064 c.s., eff. January 7, 2011, § 11, Ord. 3153 c.s., eff. June 16, 2016, § 2, Ord. 3169 c.s., eff. May 4, 2017, § 2, Ord. 3200 c.s., eff. February 6, 2020, § 3, Ord. 3247 c.s., eff. January 1, 2023, and Ord. 3307-25 c.s., eff. January 1, 2026)
All administrative sections of the California Administrative Code, California Residential Code, California Electrical Code, California Mechanical Code, California Plumbing Code, California Energy Code, California Historical Building Code, California Existing Building Code, California Referenced Standards, 2021 International Swimming Pool and Spa and Hot Tub Code and 2021 International Solar Energy Provisions Code are hereby deleted and replaced by Chapter 1, Division ll of the California Building Code 2025 Edition.
(Added by § 3, Ord. 3200 c.s., eff. February 6, 2020, amended by § 3, Ord. 3247 c.s., eff. January 1, 2023, and Ord. 3307-25 c.s., eff. January 1, 2026)
Section [A], 105.1, Chapter 1 Division II of the California Building Code is hereby amended and shall read as follows:
[A] 105.1 Permits Required. Except as specified in Section [ A] 105.2 of this Section, no building or structure regulated by this code shall be erected, constructed, enlarged, altered, repaired, moved, improved, removed, converted, demolished, or change of occupancy of a building or structure, unless a separate permit for each building or structure has first been obtained from the Building Official.
Section [A] 105.2 Work Exempt from Permit, Items 1, 2, 9, of the California Building Code are hereby amended to read as follows:
1.
One-story detached accessory buildings used as tool and storage sheds, playhouses and similar uses, provided the floor area does not exceed 120 square feet (11 m2), when the surface of adjacent grade does not exceed one unit vertical in 10 units horizontal (10-percent slope); the building does not contain electrical, mechanical or plumbing work and the building conforms to the applicable zoning regulations of Title 10 Planning and Zoning of the Municipal Code.
2.
Wood fences not exceeding 6 feet (1,829 mm) in height including concrete or masonry pilasters unless fence is built on slope and retains earth, and masonry and concrete fences that are not over 5 feet (1,524 mm) in height unless built on a slope or retaining earth.
9.
Prefabricated swimming pools accessory to a Group R-3, Occupancy that are less than 18 inches (457.5 mm) deep, do not exceed 5,000 gallons (18,927 L) and are installed entirely above ground.
(§ 2, Ord. 1749 c.s., eff. December 20, 1961, as amended by § 1, Ord. 1886 c.s., eff. August 11, 1965; repealed by § 2, Ord. 2663 c.s., eff. July 9, 1992, reconstituted added by § 2, Ord. 2753 c.s., eff. January 1, 1996, amended by § 2, Ord. 2834 c.s., eff. July 1, 1999, § 1, Ord. 2857 c.s., eff. October 19, 2000, § 2, Ord. 2893 c.s., eff. October 31, 2002, § 10, Ord. 3009 c.s. eff. December 6, 2007, § 8, Ord. 3064 c.s., eff. January 7, 2011, § 1, Ord. 3102 c.s., eff. February 8, 2013, § 12, Ord. 3153 c.s., eff. June 16, 2016, § 3, Ord. 3169 c.s., eff. May 4, 2017, § 4, Ord. 3200 c.s., eff. February 6, 2020, § 4, Ord. 3247 c.s., eff. January 1, 2023, and Ord. 3307-25 c.s., eff. January 1, 2026)
Sections [A] 109.2, 109.3, 109.4, and 109.6 of the California Building Code are hereby amended to read as follows:
[A] 109.2 Schedule of Permit Fees. Plan review fees, permit fees, investigation fees, penalty and violation fees, and other charges required under this Title shall be as prescribed in the City’s Master Fee Schedule, as established and amended by ordinance of the City Council.
[A] 109.3 Building Permit Valuations. The applicant for a permit shall provide an estimated permit value at the time of application. Permit valuations shall include the total value of work, including materials and labor, for which the permit is being issued, such as electrical, gas, mechanical, plumbing equipment, fire extinguishing, and permanent systems. If in the opinion of the Building Official, the valuation is underestimated on the application, the permit shall be denied, unless the applicant can show detailed estimates to meet the approval of the Building Official. Final building permit valuation shall be set by the Building Official. The determination of value or valuation for residential remodels shall be 65 percent of the new cost of construction.
[A] 109.4 Work Commencing Before Permit Issuance. Any person who commences any work on a building, structure, electrical, gas, mechanical or plumbing system before obtaining the necessary permits shall be subject to double the total permit fees and all enforcement costs.
[A] 109.6 Refunds. The refund of fees shall be 80% of the permit fees that government resources have not been expended to complete.
(§ 1, Ord. 2050 c.s., eff. July 28, 1971, as amended by § 1, Ord. 2246 c.s., eff. July 19, 1978, § 2, Ord. 2308 c.s., eff. May 27, 1981, § 3, Ord. 2663 c.s., eff. July 19, 1992, § 3, Ord. 2753 c.s., eff. January 1, 1996, § 3, Ord. 2834 c.s., eff. July 1, 1999, § 11, Ord. 3009 c.s., eff. December 6, 2007, § 10, Ord. 3064 c.s., eff. January 7, 2011, § 1, Ord. 3102 c.s., eff. February 8, 2013, § 13, Ord. 3153 c.s., eff. June 16, 2016, § 4, Ord. 3169 c.s., eff. May 4, 2017, § 5, Ord. 3200 c.s., eff. February 6, 2020, § 5, Ord. 3247 c.s., eff. January 1, 2023, and Ord. 3307-25 c.s., eff. January 1, 2026)
Section [A] 114.4 of the California Building Code is hereby amended as follows:
[A] 114.4 Violation Penalties. It shall be unlawful for any person, firm or corporation to erect, construct, enlarge, alter, repair, move, improve, remove, convert or demolish, equip, use, occupy or maintain any building or structure or cause or permit the same to be done in violation of this code. The penalty for any violation, upon the conviction of any violation, shall be a fine of not more than one thousand dollars ($1,000.00), or imprisonment in a County Jail for a period not exceeding six (6) months, or both such fine and imprisonment. Each such person shall be guilty of a separate offense for each and every day during any portion of which any violation of any provision of the ordinances of Redondo Beach is committed, continued, or permitted by any such person, and shall be punished accordingly.
(§ 2, Ord. 1749 c.s., eff. December 20, 1961, as amended by § 1, Ord. 1886 c.s., eff. August 11, 1965, as renumbered by § 1, Ord. 2050 c.s., eff. July 28, 1971, § 2, Ord. 2076 c.s., eff. September 20, 1972, § 4, Ord. 2663 c.s., eff. July 9, 1992, and § 4, Ord. 2753 c.s., eff. January 1, 1996; repealed by § 4, Ord. 2834 c.s., eff. July 1, 1999, § 3, Ord. 2893 c.s., eff. October 31, 2002, § 12, Ord. 3009 c.s., eff. December 6, 2007, § 11, Ord. 3064 c.s., eff. January 7, 2011, § 14, Ord. 3153 c.s., eff. June 16, 2016, § 5, Ord. 3169 c.s., eff. May 4, 2017, § 6, Ord. 3200 c.s., eff. February 6, 2020, § 6, Ord. 3247 c.s., eff. January 1, 2023, and Ord. 3307-25 c.s., eff. January 1, 2026)
Section 903 of Chapter 9 of the California Building Code is hereby amended as follows:
Section [F] 903.2.1.1.1 is added to read as follows:
[F] 903.2.1.1.1 Group A-1. An automatic sprinkler system shall be provided for group A-1 undergoing remodel/tenant improvements under the following conditions:
1.
Additions exceeding 1,000 square feet.
2.
Addition of a second floor above ground level.
3.
Additions where combined area on all floors and mezzanines exceed 1,000 square feet.
4.
Change of occupancy classification to an assembly use or classification change of any other occupancy exceeding 1,000 square feet.
Section [F] 903.2.1.2.1 is added to read as follows:
[F] 903.2.1.2.1 Group A-2. An automatic sprinkler system shall be provided for group A-2 undergoing remodel/tenant improvements under the following conditions:
1.
Additions exceeding 1,000 square feet.
2.
Addition of a second floor above ground level.
3.
Additions where combined area on all floors and mezzanines exceed 1,000 square feet.
4.
Change of occupancy classification to an assembly use or classification change of any other occupancy exceeding 1,000 square feet.
Section [F] 903.2.1.3.1 is added to read as follows:
[F] 903.2.1.3.1 Group A-3. An automatic sprinkler system shall be provided for group A-3 undergoing remodel/tenant improvements under the following conditions:
1.
Additions exceeding 1,000 square feet.
2.
Addition of a second floor above ground level.
3.
Additions where combined area on all floors and mezzanines exceed 1,000 square feet.
4.
Change of occupancy classification to an assembly use or classification change of any other occupancy exceeding 1,000 square feet.
Section [F] 903.2.1.4.1 Group A-4 is added to read as follows:
[F] 903.2.1.4.1 Group A-4. An automatic sprinkler system shall be provided for group A-4 undergoing remodel/tenant improvements under the following conditions:
1.
Additions exceeding 1,000 square feet.
2.
Addition of a second floor above ground level.
3.
Additions where combined area on all floors and mezzanines exceed 1,000 square feet.
4.
Change of occupancy classification to an assembly use or classification change of any other occupancy exceeding 1,000 square feet.
Section [F] 903.2.1.5.2 is added to read as follows:
[F] 903.2.1.5.2 Group A-5. An automatic sprinkler system shall be provided for group A-5 undergoing remodel/tenant improvements under the following conditions:
1.
Additions exceeding 1,000 square feet.
2.
Addition of a second floor above ground level.
3.
Additions where combined area on all floors and mezzanines exceed 1,000 square feet.
4.
Change of occupancy classification to an assembly use or classification change of any other occupancy exceeding 1,000 square feet.
Section [F] 903.2.1.8 is added to read as follows:
[F] 903.2.1.8 Group B. An automatic sprinkler system shall be provided throughout buildings containing a Group B occupancy where one of the following conditions exists:
4.
Where a Group B fire area exceeds 1,000 square feet;
5.
Where a Group B fire area is located more than one story above grade plane; or
6.
Where the combined area of all fire areas on all floors, including any mezzanines, exceeds 1,000 square feet.
Section [F] 903.2.3 is amended to read as follows:
[F] 903.2.3 Group E. Except as provided for in Sections 903.2.3.19 and 903.2.3.20 for publics school campus and 907.2.3.7 (fire alarm and detection) for modernization of an existing public school campus building(s), an automatic sprinkler system shall be provided for Group E occupancies as follows:
1.
Throughout all Group E fire areas when greater than 1,000 square feet in area, or located more than one story above grade plane, or where the combined area of all fire areas on all floors, including any mezzanines, exceed 1,000 square feet.
2.
Throughout every portion of educational buildings below the level of exit discharge.
3.
In rooms or areas with special hazards such as laboratories, vocational shops and other such areas where hazardous materials in exempt amounts are used or stored.
Section [F] 903.2.4 is amended to read as follows:
[F] 903.2.4 Group F-1. An automatic sprinkler system shall be provided throughout all buildings containing a Group F-1 occupancy where one of the following conditions exists:
1.
Where a Group F-1 fire area exceeds 1,000 square feet;
2.
Where a Group F-1 fire area is located more than one story above grade plane; or
3.
Where the combined area of all fire areas on all floors, including any mezzanines, exceeds 1,000 square feet.
Section [F] 903.2.4.1 is amended to read as follows:
[F] 903.2.4.1 Woodworking operations. An automatic sprinkler system shall be provided throughout all Group F-1 occupancy fire areas that contain woodworking operations in excess of 1,000 square feet in area which generate finely divided combustible waste or use finely divided combustible materials.
Section [F] 903.2.6 is amended to read as follows:
[F] 903.2.6 Group I. An automatic sprinkler system shall be provided throughout buildings with a Group I fire area.
An automatic sprinkler system designed in accordance with Section 903.3.1.3 shall not be utilized in Group I-1.
Section [F] 903.2.7 is amended to read as follows:
[F] 903.2.7 Group M. An automatic sprinkler system shall be provided throughout buildings containing a Group M occupancy where one of the following conditions exists:
1.
Where a Group M fire area exceeds 1,000 square feet;
2.
Where a Group M fire area is located more than one story above grade plane; or
3.
Where the combined area of all fire areas on all floors, including any mezzanines, exceeds 1,000 square feet.
Section [F] 903.2.9 is amended to read as follows:
[F] 903.2.9 Group S-1. An automatic sprinkler system shall be provided throughout all buildings containing a Group S-1 occupancy where one of the following conditions exists:
4.
A Group S-1 fire area exceeds 1,000 square feet;
5.
A Group S-1 fire area is located more than one story above grade plane; or
6.
The combined area of all S-1 fire areas on all floors, including any mezzanines, exceeds 1,000 square feet.
Section [F] 903.2.9.1 is amended to read as follows:
[F] 903.2.9.1 Repair garages. An automatic sprinkler system shall be provided throughout all buildings used as repair garages in accordance with Section 406, as shown:
1.
Buildings with a fire area containing a repair garage exceeding 1,000 square feet.
2.
Buildings with a repair garage servicing vehicles parked in the basement.
Section [F] 903.2.9.2 is amended to read as follows:
[F] 903.2.9.2 Bulk storage of tires. Buildings and structures for the storage of tires shall be equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1.
Section [F] 903.2.10 is amended to read as follows:
[F] 903.2.10 Group S-2. An automatic sprinkler system shall be provided throughout buildings classified as enclosed parking garages in accordance with Section 406.4 or where located beneath other groups.
Section [F] 903.2.8 is amended to read as follows:
[F] 903.2.8 Group R3 and U. An automatic sprinkler system installed in accordance with Section 903.3 shall be provided throughout all buildings with a Group R and/or Group U fire area.
Exceptions:
1.
Detached ADU where the main dwelling unit is not protected by fire sprinklers.
2.
Detached Group U accessory buildings not exceeding 1,000 square feet.
Section [F] 903.2.8.3 is amended to read as follows:
[F] 903.2.8.3 Group R-4, Condition 1. An automatic sprinkler system designed in accordance with Section 903.3.1.3 shall not be utilized in Group R-4.
Section [F] 903.2.22 is added to read as follows:
[F] 903.2.22 Existing buildings of all occupancies. In existing buildings, an automatic sprinkler system shall be required throughout the entire building whenever more than a 1,200 square feet addition and/or an additional story is added to the existing building.
Section [F] 903.3.1.3 is amended to read as follows:
[F] 903.3.1.3 NFPA 13D sprinkler systems. Where allowed, automatic sprinkler systems in one- and two-family dwellings and multiple single-family dwellings (townhouses) not more than three stories above grade plane in height with a separate means of egress shall be installed throughout in accordance with NFPA 13D.
(§ 2, Ord. 1749 c.s., eff. December 20, 1961, as amended by § 1, Ord. 1886 c.s., eff. August 11, 1965, as renumbered by § 1, Ord. 2050 c.s., eff. July 28, 1971; repealed by § 2, Ord. 2076 c.s., eff. September 20, 1972; reenacted by § 3, said Ord. 2076 c.s., as amended by § 2, Ord. 2231 c.s., eff. May 10, 1978, § 3, Ord. 2308 c.s., eff. May 27, 1981, § 1, Ord. 2604 c.s., eff. December 7, 1990, § 1, Ord. 2637 c.s., eff. September 5, 1991, § 5, Ord. 2753 c.s., eff. January 1, 1996, § 1, Ord. 2769 c.s., eff. July 4, 1996, § 5, Ord. 2834 c.s., eff. July 1, 1999, § 13, Ord. 3009 c.s., eff. December 6, 2007, § 12, Ord. 3064 c.s., eff. January 7, 2011, § 15, Ord. 3153 c.s., eff. June 16, 2016, § 7, Ord. 3247 c.s., eff. January 1, 2023, and Ord. 3307-25 c.s., eff. January 1, 2026)
Section [A] 105.5 is hereby amended to read as follows:
[A] 105.5 Expiration. Every permit issued shall become invalid unless the work on the site authorized by such permit is commenced within 12 months after its issuance, or if the work authorized on the site by such permit is suspended or abandoned for a period of 12 months after the time the work is commenced. The Building Official is authorized to grant, in writing, one or more extensions of time, for periods not more than 180 days each and not exceeding two (2) calendar years. The extension shall be requested in writing and justifiable cause demonstrated.
Before such work can be recommenced, a new permit, or a renewed permit as specified below, shall be first obtained.
For permits where work has not commenced within 12 months from the date of such permit, a renewed permit may be obtained provided that: (1) no changes have been made or will be required in the original plans and specifications for such work; and (2) the expiration has not exceeded two (2) calendar years from the original issuance date.
For permits where work had commenced and was subsequently suspended or abandoned for a period exceeding 12 months (365 days), a renewed permit may be obtained provided that: (1) no changes have been made or will be required in the original plans and specifications for such work; and (2) the expiration has not exceeded two (2) calendar years from the issuance date, and/or (3) where construction has progressed and has been approved, to the point whereby only a final inspection(s) is required, a fee shall be determined based on the number of estimated inspections, estimated staff time, and required meetings as determined by the Building Official.
For permits that have exceeded two years beyond the issuance date, a new permit is required. The applicant shall pay the fee based on the valuation of the uncompleted work required for a plan check and a new permit and plans will be reviewed under the current codes and ordinances at the time of the new applications. The Building Official may determine that the applicable Building Codes issued under the original permit may be utilized based on the remaining scope of work to be completed on a case-by-case basis.
If the owner or applicant fails to complete the construction work within the time required, the Building Official is authorized to obtain the abatement of any unsafe condition or nuisance created by such incomplete work. The City Attorney is authorized to file an action for the abatement of any such unsafe condition or nuisance if required to do so by the Building Official.
(§ 2, Ord. 1749 c.s., eff. December 20, 1961, as amended by § 1, Ord. 1831 c.s., eff. May 27, 1964, § 1, Ord. 1886 c.s., eff. August 11, 1965, and § 1, Ord. 2042 c.s., eff. March 3, 1971, as renumbered by § 1, Ord. 2050 c.s., eff. July 28, 1971, as amended by § 2, Ord. 2076 c.s., eff. September 20, 1972, § 3, Ord. 2231 c.s., eff. May 10, 1978, and § 4, Ord. 2308 c.s., eff. May 27, 1981; repealed by § 2, Ord. 2476 c.s., eff. October 15, 1987; reenacted by § 5, Ord. 2663 c.s., eff. July 9, 1992, as amended by § 6, Ord. 2753 c.s., eff. January 1, 1996; repealed by § 6, Ord. 2834 c.s., eff. July 1, 1999; amended by § 2, Ord. 2857 c.s., eff. October 19, 2000, § 1, Ord. 3102 c.s., eff. February 8, 2013, § 16, Ord. 3153 c.s., eff. June 16, 2016, § 6, Ord. 3169 c.s., eff. May 4, 2017, § 7, Ord. 3200 c.s., eff. February 6, 2020, § 7, Ord. 3247 c.s., eff. January 1, 2023, and Ord. 3307-25 c.s., eff. January 1, 2026)
Sections [A] 107.1 is hereby amended, and [A] 107.1.1 is added to read as follows:
[A] 107.1 General. Submittal documents consisting of construction documents, statements of special inspections, geotechnical reports, and other data shall be submitted in two or more sets or in digital format where allowed by the Building Official, with each permit application. The construction documents for all new commercial buildings. commercial tenant improvements, and residential group R-2 shall be prepared by a registered design professional. Where special conditions exist, the Building Official is authorized to require additional construction documents to be prepared by a registered design professional.
[A] 107.1.1 Plan Review Fees. When submittal documents are required by the Building Official, a plan review fee shall be paid at the time of submitting the submittal documents for plan review. Said plan review fee shall be determined by the most current city Master Fee Schedule.
The plan review fees specified in this section are separate and in addition to any permit fees required by Section 109.1.
When submittal documents are incomplete or changed so as to require additional plan review or when the project involves deferred submittal items as defined in Section [A] 107.3.4.1, an additional plan review fee shall be charged as determined by the most current city Master Fee Schedule.
(§ 9, Ord. 3064 c.s., eff. January 7, 2011, as amended by § 1, Ord. 3102 c.s., eff. February 8, 2013, § 17, Ord. 3153 c.s., eff. June 16, 2016, § 7, Ord. 3169 c.s., eff. May 4, 2017, § 8, Ord. 3200 c.s., eff. February 6, 2020, § 8, Ord. 3247 c.s., eff. January 1, 2023, and Ord. 3307-25 c.s., eff. January 1, 2026)
Section [A] 105.3.2 is hereby amended to read as follows:
[A] 105.3.2 Time limitation of application. Applications for which no permit is issued within 12 months following the date of application shall expire by limitation, and plans and other data submitted for review may thereafter be returned to the applicant or destroyed by the Building Official. Upon written request by the applicant showing that circumstances beyond the control of the applicant have prevented action from being taken, the Building Official may provide a one-time extension not to exceed 180 days, at which time a permit shall be issued. An application may only be extended once unless otherwise determined by the Building Official on a case-by-case basis. Should the permit not be issued after a one-time extension has been granted, the applicant shall submit a new application, pay new plan review fees, and plans shall be reviewed under current codes and ordinances at the time of the new application.
(§ 18, Ord. 3153 c.s., eff. June 16, 2016, as amended by § 8, Ord. 3169 c.s., eff. May 4, 2017, § 9, Ord. 3200 c.s., eff. February 6, 2020, § 9, Ord. 3247 c.s., eff. January 1, 2023, and Ord. 3307-25 c.s., eff. January 1, 2026)
Section [A] 111.1 is hereby amended to read as follows:
[A] 111.1 Use and occupancy. No building or structure shall be used or occupied, and no change in the existing occupancy classification of a building or structure or portion thereof shall be made until the Building Official has issued a certificate of occupancy thereof as provided herein. The final of a building permit shall act as the certificate of occupancy for change of use in existing buildings or structures and new single-family dwellings and new condominiums. A certificate of occupancy shall only be issued for new commercial construction. Issuance of a certificate of occupancy shall not be construed as an approval of a violation of the provisions of this code or of other ordinances of the jurisdiction.
(§ 13, Ord. 3064 c.s., eff. January 7, 2011, as amended by § 1, Ord. 3102 c.s., eff. February 8, 2013, § 19, Ord. 3153 c.s., eff. June 16, 2016, § 9, Ord. 3169 c.s., eff. May 4, 2017, § 10, Ord. 3200 c.s., eff. February 6, 2020, and § 10, Ord. 3247 c.s., eff. January 1, 2023, and Ord. 3307-25 c.s., eff. January 1, 2026)
(§ 1, Ord. 2275 c.s., eff. August 22, 1979, as renumbered by § 5, Ord. 2308 c.s., eff. May 27, 1981; repealed by § 2, Ord. 2476 c.s., eff. October 15, 1987; reenacted by § 6, Ord. 2663 c.s., eff. July 9, 1992; repealed by § 7, Ord. 2753 c.s., eff. January 1, 1996; repealed by § 7, Ord. 2834 c.s., eff. July 1, 1999)
Section 1505.1 is hereby amended as follows:
The entire roof covering Class “C” of every existing structure where more than twenty-five percent (25%) of the total roof area is replaced within any one-year period, the entire roof covering of every new structure, and any roof covering applied in the alteration, repair or replacement of the roof of every existing structure, shall be a fire-retardant roof covering that is at least Class A or B roofs as defined in the California Building Code.
Table 1505.1 is hereby amended as follows:
All roof classifications of "C" shall be deleted from Table 1505.1 and replaced by class "B" roof classifications.
(§ 2, Ord. 2565 c.s., eff. January 1, 1990, as amended by § 7, Ord. 2663 c.s., eff. July 9, 1992, § 8, Ord. 2753 c.s., eff. January 1, 1996, § 8, Ord. 2834 c.s., eff. July 1, 1999, § 4, 2893 c.s., eff. October 31, 2002, § 14, Ord. 3009 c.s., eff. December 6, 2007, § 11, Ord. 3247 c.s., eff. January 1, 2023, and Ord. 3307-25 c.s., eff. January 1, 2026)
(a) 
General. Fees shall be assessed in accordance with the provisions of this section.
(b) 
Plan review fees. When a plan or other data are required to be submitted, a plan review fee shall be paid at the time of submitting plans and specifications for review. Said plan review fee shall be set as in the current Master Fee Schedule. Separate plan review fees shall apply to retaining walls or major drainage structures as required elsewhere in this Code. For excavation and fill on the same site, the fee shall be based on the volume of excavation and fill.
(c) 
Grading permit fees. The fee for each grading permit shall be set as in the current Master Fee Schedule. Separate permits and fees shall apply to retaining walls or major drainage structures as required elsewhere in this Code. There shall be no separate charge for standard terrace drains and similar facilities.
(§ 3, Ord. 2565 c.s., eff. January 1, 1990, as amended by § 8, Ord. 2663 c.s., eff. July 9, 1992, § 9, Ord. 2753 c.s., eff. January 1, 1996, § 9, Ord. 2834 c.s., eff. July 1, 1999, § 15, Ord. 3009 c.s., eff. December 6, 2007, § 12, Ord. 3247 c.s., eff. January 1, 2023, and Ord. 3307-25 c.s., eff. January 1, 2026)
The following sections are hereby amended to read as follows:
Section 1613.5 and 1613.5.1 are hereby added to read as follows:
1613.5 Amendments to ASCE 7. The provisions of Section 1613.5 shall be permitted as an amendment to the relevant provisions of ASCE 7.
1613.5.1 Values for vertical combinations. Modify ASCE 7 Section 12.2.3.1 Exception 3 as follows:
3.
Detached one- and two-family dwellings up to two stories in height of light-frame construction.
Section 1613.5.2 is added to read as follows:
1613.5.2 Wood diaphragms. Modify ASCE 7 Section 12.11.2.2.3 as follows:
12.11.2.2.3 Wood diaphragms. The anchorage of concrete or masonry structural walls to wood diaphragms shall be in accordance with AWC SDPWS 4.1.5.1 and this section. Continuous ties required by this section shall be in addition to the diaphragm sheathing. Anchorage shall not be accomplished by use of toenails or nails subject to withdrawal, nor shall wood ledgers or framing be used in cross-grain bending or cross-grain tension. The diaphragm sheathing shall not be considered effective for providing the ties or struts required by this section.
For structures assigned to Seismic Design Category D, E or F, wood diaphragms supporting concrete or masonry walls shall comply with the following:
1.
The spacing of continuous ties shall not exceed 40 feet. Added chords of diaphragms may be used to form subdiaphragms to transmit the anchorage forces to the main continuous crossties.
2.
The maximum diaphragm shear used to determine the depth of the subdiaphragm shall not exceed 75% of the maximum diaphragm shear.
Section 1613.5.3 is added to read as follows:
1613.5.3 Structural separation. Modify ASCE 7 Section 12.12.3 Equation 12.12-1 as follows:
(12.12-1)
Section 1613.6 is added 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 4 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 4 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 3 inch (76 mm) nominal width. The effects of eccentricity on wood members shall be evaluated as required per Item 9.
4.
Design. Primary and secondary anchorage, including diaphragm struts, splices, and collectors shall be designed for 125% of the tributary force.
5.
Allowable Stress Increase. The one-third allowable stress increase permitted under Section 1605.3.2 shall not be taken when the working (allowable) stress design method is used.
6.
Steel Element of Structural Wall Anchorage System. The strength design forces for steel elements of the structural wall anchorage system, with the exception of anchor bolts and reinforcing steel, shall be increased by 1.4 times the forces otherwise required.
7.
Primary Anchors. The load path for primary anchors and diaphragm struts shall be fully developed into the diaphragm and into the foundation. The foundation must be shown to be adequate to resist the concentrated loads from the primary anchors.
8.
Secondary Anchors. The load path for secondary anchors and diaphragm struts shall be fully developed in the diaphragm but need not be developed beyond the connection to the foundation.
9.
Symmetry. All lateral force foundation anchorage and diaphragm strut connections shall be symmetrical. Eccentric connections may be permitted when demonstrated by calculation or tests that all components of force have been provided for in the structural analysis or tests.
10.
Wood Ledgers. Wood ledgers shall not be used to resist cross-grain bending or cross-grain tension.
1613.6.9 Lateral-force-resisting elements normal to the downhill direction.
1613.6.9.1 General. In the direction normal to the downhill direction, lateral-force-resisting elements shall be designed in accordance with the requirements of this section.
1613.6.9.2 Base shear. In developing the base shear for seismic design, the response modification coefficient (R) shall not exceed 5 for bearing wall and building frame systems.
1613.6.9.3 Vertical distribution of seismic forces. For seismic forces acting normal to the downhill direction the distribution of seismic forces over the height of the building using Section 12.8.3 of ASCE 7 shall be determined using the height measured from the top of the lowest level of the building foundation.
1613.6.9.4 Drift limitations. The story drift below the base level diaphragm shall not exceed 0.007 times the story height at strength design force level. The total drift from the base level diaphragm to the top of the foundation shall not exceed 3/4 inch (19 mm). Where the story height or the height from the base level diaphragm to the top of the foundation varies because of a stepped footing or story offset, the height shall be measured from the average height of the top of the foundation. The story drift shall not be reduced by the effect of horizontal diaphragm stiffness.
1613.6.9.5 Distribution of lateral forces.
1613.6.9.5.1 General. The design lateral force shall be distributed to lateral-force-resisting elements of varying heights in accordance with the stiffness of each individual element.
1613.6.9.5.2 Wood structural panel sheathed walls. The stiffness of a stepped wood structural panel shear wall may be determined by dividing the wall into adjacent rectangular elements, subject to the same top of wall deflection. Deflections of shear walls may be estimated by AWC SDPWS Section 4.3.2. Sheathing and fastening requirements for the stiffest section shall be used for the entire wall. Each section of wall shall be anchored for shear and uplift at each step. The minimum horizontal length of a step shall be 8 feet (2,438 mm) and the maximum vertical height of a step shall be 2 feet 8 inches (813 mm).
1613.6.9.5.3 Reinforced concrete or masonry shear walls. Reinforced concrete or masonry shear walls shall have forces distributed in proportion to the rigidity of each section of the wall.
1613.6.9.6 Limitations. The following lateral force-resisting-elements shall not be designed to resist lateral forces below the base level diaphragm in the direction normal to the downhill direction:
1.
Cement plaster and lath,
2.
Gypsum wallboard, and
3.
Tension-only braced frames.
Braced frames designed in accordance with the requirements of Section 2205.2.1.2 of this Code may be designed as lateral-force-resisting elements in the direction normal to the downhill direction, provided lateral forces do not induce flexural stresses in any member of the frame. Deflections of frames shall account for the variation in slope of diagonal members when the frame is not rectangular.
1613.6.10 Specific design provisions.
1613.6.10.1 Footings and grade beams. All footings and grade beams shall comply with the following:
1.
Grade beams shall extend at least 12 inches (305 mm) below the lowest adjacent grade and provide a minimum 24 inch (610 mm) distance horizontally from the bottom outside face of the grade beam to the face of the descending slope.
2.
Continuous footings shall be reinforced with at least two No. 4 reinforcing bars at the top and two No. 4 reinforcing bars at the bottom.
3.
All main footing and grade beam reinforcement steel shall be bent into the intersecting footing and fully developed around each corner and intersection.
4.
All concrete stem walls shall extend from the foundation and reinforced as required for concrete or masonry walls.
1613.6.10.2 Protection against decay and termites. All wood to earth separation shall comply with the following:
1.
Where a footing or grade beam extends across a descending slope, the stem wall, grade beam, or footing shall extend up to a minimum 18 inches (457 mm) above the highest adjacent grade.
Exception: At paved garage and doorway entrances to the building, the stem wall need only extend to the finished concrete slab, provided the wood framing is protected with a moisture proof barrier.
2.
Wood ledgers supporting a vertical load of more than 100 pounds per lineal foot (1.46 kN/m) based on Allowable Stress Design (ASD) levels and located within 48 inches (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 5 inches (127 mm) of the concrete or masonry pedestal. The base plate anchor bolts shall be embedded a minimum of 20 bolt diameters into the concrete or masonry pedestal. The base plate anchor bolts and post bases shall be galvanized and each anchor bolt shall have at least 2 galvanized nuts above the base plate.
1613.6.10.5 Steel beam to column supports. All steel beam to column supports shall be positively braced in each direction. Steel beams shall have stiffener plates installed on each side of the beam web at the column. The stiffener plates shall be welded to each beam flange and the beam web. Each brace connection or structural member shall consist of at least two 5/8 inch (15.9 mm) diameter machine bolts.
Section 1613.7 is added to read as follows:
1613.7 Suspended ceilings. Minimum design and installation standards for suspended ceilings shall be determined in accordance with the requirements of Section 2506.2.1 of this Code and this section.
1613.7.1 Scope. This part contains special requirements for suspended ceilings and lighting systems. Provisions of Section 13.5.6 of ASCE 7 shall apply except as modified herein.
1613.7.2 General. The suspended ceilings and lighting systems shall be limited to 6 feet (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 penetrations 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 and at lobbies accessory to Group A Occupancies shall comply with the following provisions.
1613.7.4.1 General. Ceiling suspension systems shall be connected and braced with vertical hangers attached directly to the structural deck along the means of egress serving an occupant load of 30 or more and at lobbies accessory to Group A Occupancies. Spacing of vertical hangers shall not exceed 2 feet (610 mm) on center along the entire length of the suspended ceiling assembly located along the means of egress or at the lobby.
1613.7.4.2 Assembly device. All lay-in panels shall be secured to the suspension ceiling assembly with two holddown 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 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 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 that states that all observed deficiencies have been resolved is required before acceptance of the work by the Building Official.
Section 1704.6.1 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 1704.6.2 is added to read as follows:
1704.6.2 Structural observations for seismic resistance. Structural observations shall be provided for those structures assigned to Seismic Design Category D, E or F where one or more of the following conditions exist:
1.
The structure is classified as Risk Category III or IV.
2.
The structure is classified as Risk Category I or II, and a lateral design is required for the structure or portion thereof.
Exception: One-story wood framed Group R-3 and Group U Occupancies less than 2,000 square feet in area, provided the adjacent grade is not steeper than 1 unit vertical in 10 units horizontal (10% sloped), assigned to Seismic Design Category D.
Section 1705.3 is amended to read as follows:
1705.3 Concrete construction. 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:
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, not more than 2,500 pounds per square inch (psi) (17.2 Mpa), regardless of the compressive strength specified in the construction documents or used in the footing construction.
3.
Nonstructural concrete slabs supported directly on the ground, including prestressed slabs on grade, where the effective prestress in the concrete is less than 150 psi (1.03 Mpa).
4.
Concrete patios, driveways, and sidewalks, on grade.
Section 1705.13 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 (7,620 mm).
3.
The structure is a detached one- or two-family dwelling not exceeding two stories above grade plane, is not assigned to Seismic Design Category D, E or F, and does not have any of the following horizontal or vertical irregularities in accordance with Section 12.3 of ASCE 7:
3.1
Torsional or extreme torsional irregularity.
3.2
Nonparallel systems irregularity.
3.3
Stiffness-soft story or stiffness-extreme soft story irregularity.
3.4
Discontinuity in lateral strength-weak story irregularity.
Section 1807.1.4 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 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 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 assigned to Seismic Design Category D, E or F shall not be partially or wholly constructed of wood.
Section 1807.3.1 is amended to read as follows:
1807.3.1 Limitations. The design procedures outlined in this section are subject to the following limitations:
1.
The frictional resistance for structural walls and slabs on silts and clays shall be limited to one-half of the normal force imposed on the soil by the weight of the footing or slab.
2.
Posts embedded in earth shall not be used to provide lateral support for structural or nonstructural materials such as plaster, masonry or concrete unless bracing is provided that develops the limited deflection required.
Wood poles shall be treated in accordance with AWPA U1 for sawn timber posts (Commodity Specification A, Use Category 4B) and for round timber posts (Commodity Specification B, Use Category 4B). Wood poles and posts embedded in direct contact with soil shall not be used for structures assigned to Seismic Design Category D, E or F.
Exception: Wood poles and posts embedded in direct contact with soil may be used to support nonhabitable, nonoccupiable structures such as fences when approved by the Building Official.
Section 1809.3 is amended to read as follows:
1809.3 Stepped footings. The top surface of footings shall be level. The bottom surface of footings shall be permitted to have a slope not exceeding one unit vertical in 10 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 1809.3 STEPPED FOOTING
Section 1809.7 and Table 1809.7 are amended to read as follows:
1809.7 Prescriptive footings for light-frame construction. Where a specific design is not provided, concrete or masonry-unit footings supporting walls of light-frame construction shall be permitted to be designed in accordance with Table 1809.7. Light-frame construction using prescriptive footings in Table 1809.7 shall not exceed one story above grade plane for structures assigned to Seismic Design Category D, E or F.
TABLE 1809.7
PRESCRIPTIVE FOOTINGS SUPPORTING WALLS OF LIGHT-FRAME CONSTRUCTION a, b, c, d, e
NUMBER OF FLOORS SUPPORTED BY THE FOOTING f
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.
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 is amended to read as follows:
1809.12 Timber footings. Timber footings shall be permitted for buildings of Type V construction and as otherwise approved by the Building Official. Such footings shall be treated in accordance with AWPA U1 (Commodity Specification A, Use Category 4B). Treated timbers are not required where placed entirely below permanent water level, or where used as capping for wood piles that project above the water level over submerged or marsh lands. The compressive stresses perpendicular to grain in untreated timber footings supported on treated piles shall not exceed 70 percent of the allowable stresses for the species and grade of timber as specified in the ANSI/AWC NDS. Timber footings shall not be used in structures assigned to Seismic Design Category D, E or F.
Section 1810.3.2.4 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 1905.1.7 is amended to read as follows:
1905.1.7 ACI 318, Section 14.1.4. Delete ACI 318, Section 14.1.4, and replace with the following:
14.1.4 – Plain concrete in structures assigned to Seismic Design Category C, D, E or F.
14.1.4.1 – Structures assigned to Seismic Design Category C, D, E or F shall not have elements of structural plain concrete, except as follows:
(a)
Concrete used for fill with a minimum cement content of two sacks of Portland cement or cementious material per cubic yard.
(b)
Isolated footings of plain concrete supporting pedestals or columns are permitted, provided the projection of the footing beyond the face of the supported member does not exceed the footing thickness.
(c)
Plain concrete footings supporting walls are permitted, provided the footings have at least two continuous longitudinal reinforcing bars. Bars shall not be smaller than No. 4 and shall have a total area of not less than 0.002 times the gross cross-sectional area of the footing. A minimum of one bar shall be provided at the top and bottom of the footing. Continuity of reinforcement shall be provided at corners and intersections.
Exception: 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 1905.1.9 through 1905.1.11 are added to read as follows:
Section 1905.1 General. The text of ACI 318 shall be modified as indicated in Sections 1905.1.1 through 1905.1.11. 1905.1.9 ACI 318, Section 18.7.5. Modify ACI 318, Section 18.7.5, by adding Section 18.7.5.8 and 18.7.5.9 as follows:
18.7.5.8 Where the calculated point of contraflexure is not within the middle half of the member clear height, provide transverse reinforcement as specified in ACI 318 Section 18.7.5.1, Items (a) through (c), over the full height of the member.
18.7.5.9 At any section where the design strength, Pn, of the column is less than the sum of the shears Ve computed in accordance with ACI 318 Sections 18.7.6.1 and 18.6.5.1 for all the beams framing into the column above the level under consideration, transverse reinforcement as specified in ACI 318 Sections 18.7.5.1 through 18.7.5.3 shall be provided. For beams framing into opposite sides of the column, the moment components are permitted to be assumed to be of opposite sign. For the determination of the design strength, Pn, of the column, these moments are permitted to be assumed to result from the deformation of the frame in any one principal axis.
1905.1.10 ACI 318, Section 18.10.4. Modify ACI 318, Section 18.10.4, by adding Section 18.10.4.7 as follows:
18.10.4.7 Walls and portions of walls with Pu > 0.35Po shall not be considered to contribute to the calculated shear strength of the structure for resisting earthquake-induced forces. Such walls shall conform to the requirements of ACI 318 Section 18.14.
1905.1.11 ACI 318, Section 18.12.6. Modify ACI 318, by adding Section 18.12.6.2 as follows:
18.12.6.2 Collector and boundary elements in topping slabs placed over precast floor and roof elements shall not be less than 3 inches (76 mm) or 6 db in thickness, where db is the diameter of the largest reinforcement in the topping slab.
Section 2304.10.2 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 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 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 freshwater 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 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.
Section 2306.2 is amended to read as follows:
2306.2 Wood-frame diaphragms. Wood-frame diaphragms shall be designed and constructed in accordance with AWC SDPWS. Where panels are fastened to framing members with staples, requirements, and limitations of AWC SDPWS shall be met and the allowable shear values set forth in Table 2306.2(1) or 2306.2(2) shall only be permitted for structures assigned to Seismic Design Category A, B, or C.
Exception: Allowable shear values where panels are fastened to framing members with staples may be used if such values are substantiated by cyclic testing and approved by the Building Official.
The allowable shear values in Tables 2306.2(1) and 2306.2(2) are permitted to be increased 40 percent for wind design.
Wood structural 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 is amended to read as follows:
2306.3 Wood-frame shear walls. 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 California Building Code to read as follows:
2307.2 Wood-frame shear walls. Wood-frame shear walls shall be designed and constructed in accordance with Section 2306.3 as applicable.
Table 2308.6.1 is amended to read as follows:
Sections 2308.6.5.1 and 2308.6.5.2 and Figures 2308.6.5.1 and 2308.6.5.2 are amended to read as follows:
2308.6.5.1 Alternate braced wall (ABW). An ABW shall be constructed in accordance with this section and Figure 2308.6.5.1. In one-story buildings, each panel shall have a length of not less than 2 feet 8 inches (813 mm) and a height of not more than 10 feet (3048 mm). Each panel shall be sheathed on one face with 3/8-inch (3.2 mm) minimum-thickness wood structural panel sheathing nailed with 8d common or galvanized box nails in accordance with Table 2304.10.1 and blocked at wood structural panel edges. For structures assigned to Seismic Design Category D or E, each panel shall be sheathed on one face with 15/32-inch-minimum-thickness (11.9 mm) wood structural panel sheathing nailed with 8d common nails spaced 3 inches on panel edges, 3 inches at intermediate supports. Two anchor bolts installed in accordance with Section 2308.3.1 shall be provided in each panel. Anchor bolts shall be placed at each panel outside quarter points. Each panel end stud shall have a hold-down device fastened to the foundation, capable of providing an approved uplift capacity of not less than 1,800 pounds (8006 N). The hold-down device shall be installed in accordance with the manufacturer's recommendations. The ABW shall be supported directly on a foundation or on floor framing supported directly on a foundation that is continuous across the entire length of the braced wall line. This foundation shall be reinforced with not less than one No. 4 bar top and bottom. Where the continuous foundation is required to have a depth greater than 12 inches (305 mm), a minimum 12-inch by 12-inch (305 mm by 305 mm) continuous footing is permitted at door openings in the braced wall line. This continuous footing shall be reinforced with not less than one No. 4 bar top and bottom. This reinforcement shall be lapped 24 inches (610 mm) with the reinforcement required in the continuous foundation located directly under the braced wall line.
Where the ABW is installed at the first story of two-story buildings, the wood structural panel sheathing shall be provided on both faces, three anchor bolts shall be placed at one-quarter points and tie-down device uplift capacity shall be not less than 3,000 pounds (13,344 N).
FIGURE 2308.6.5.1 ALTERNATE BRACED WALL PANEL (ABW)
2308.6.5.2 Portal frame with hold-downs (PFH). A PFH shall be constructed in accordance with this section and Figure 2308.6.5.2. The adjacent door or window opening shall have a full-length header.
In one-story buildings, each panel shall have a length of not less than 16 inches (406 mm) and a height of not more than 10 feet (3,048 mm). Each panel shall be sheathed on one face with a single layer of 3/8-inch (9.5 mm) minimum-thickness wood structural panel sheathing nailed with 8d common or galvanized box nails in accordance with Figure 2308.6.5.2. For structures assigned to Seismic Design Category D or E, each panel shall be sheathed on one face with 15/32-inch-minimum-thickness (11.9 mm) wood structural panel sheathing nailed with 8d common nails spaced 3 inches on panel edges, 3 inches at intermediate supports and in accordance with Figure 2308.6.5.2. The wood structural panel sheathing shall extend up over the solid sawn or glued-laminated header and shall be nailed in accordance with Figure 2308.6.5.2. A built-up header consisting of at least two 2-inch by 12-inch (51 mm by 305 mm) boards, fastened in accordance with Item 26 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 (1,829 mm) and not more than 18 feet (5,486 mm) in length. A strap with an uplift capacity of not less than 1,000 pounds (4,400 N) shall fasten the header to the inner studs opposite the sheathing. One anchor bolt not less than 5/8 inch (15.9 mm) diameter and installed in accordance with Section 2308.3.1 shall be provided in the center of each sill plate. The studs at each end of the panel shall have a hold-down device fastened to the foundation with an uplift capacity of not less than 3,500 pounds (15,570 N).
Where a panel is located on one side of the opening, the header shall extend between the inside face of the first fulllength 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 (4,400 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 (4,400 N). The hold-down devices shall be an embedded strap type, installed in accordance with the manufacturer's recommendations. The PFH panels shall be supported directly on a foundation that is continuous across the entire length of the braced wall line. This foundation shall be reinforced with not less than one No. 4 bar top and bottom. Where the continuous foundation is required to have a depth greater than 12 inches (305 mm), a minimum 12-inch by 12-inch (305 mm by 305 mm) continuous footing is permitted at door openings in the braced wall line. This continuous footing shall be reinforced with not less than one No. 4 bar top and bottom. This reinforcement shall be lapped not less than 24 inches (610 mm) with the reinforcement required in the continuous foundation located directly under the braced wall line.
Where a PFH is installed at the first story of two-story buildings, each panel shall have a length of not less than 24 inches (610 mm).
FIGURE 2308.6.5.2 PORTAL FRAME WITH HOLD-DOWNS (PFH)
Section 2308.6.8.1 is amended to read as follows:
2308.6.8.1 Foundation requirements. Braced wall lines shall be supported by continuous foundations.
Exception: For structures with a maximum plan dimension not more than 50 feet (15,240 mm), continuous foundations are required at exterior walls only for structures assigned to Seismic Design Category A, B, or C.
For structures in Seismic Design Categories D and E, exterior braced wall panels shall be in the same plane vertically with the foundation or the portion of the structure containing the offset shall be designed in accordance with accepted engineering practice and Section 2308.1.1.
Section 2308.6.9 is amended to read as follows:
2308.6.9 Attachment of sheathing. Fastening of braced wall panel sheathing shall not be less than that prescribed in Table 2308.6.1 or 2304.10.2. Wall sheathing shall not be attached to framing members by adhesives. Staple fasteners in Table 2304.10.2 shall not be used to resist or transfer seismic forces in structures assigned to Seismic Design Category D, E or F.
Exception: Staples may be used to resist or transfer seismic forces when the allowable shear values are substantiated by cyclic testing and approved by the Building Official.
All braced wall panels shall extend to the roof sheathing and shall be attached to parallel roof rafters or blocking above with framing clips (18 gauge minimum) spaced at a maximum of 24 inches (6,096 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 (6,096 mm) along the top plate of discontinuous vertical framing.
Section 3115 is amended to read as follows:
SECTION 3115
INTERMODAL SHIPPING CONTAINERS
3115.1 General. The provisions of Section 3115 and other applicable sections of this code shall apply to intermodal shipping containers that are repurposed for use as buildings or structures or as a part of buildings or structures.
Exceptions:
1.
Intermodal shipping containers previously approved as existing relocatable buildings complying with Chapter 14 of the California Existing Building Code.
2.
Stationary battery storage arrays located in intermodal shipping containers complying with Chapter 12 of the California Fire Code.
3.
Intermodal shipping containers that are listed as equipment complying with the standard for equipment, such as air chillers, engine generators, modular data centers, and other similar equipment.
4.
Intermodal shipping containers housing or supporting experimental equipment are exempt from the requirements of Section 3115, provided they comply with all of the following:
4.1.
Such units will be single stand-alone units supported at grade level and used only for occupancies as specified under Risk Category I in Table 1604.5.
4.2.
Such units are located a minimum of 8 feet (2,438 mm) from adjacent structures, and are not connected to a fuel gas system or fuel gas utility.
4.3.
In hurricane-prone regions and flood hazard areas, such units are designed in accordance with the applicable provisions of Chapter 16.
5.
[HCD] Shipping containers constructed or converted off-site that meet the definition of Factory-built Housing in Health and Safety Code Section 19971 or Commercial Modular(s) as defined in Health and Safety Code Section 18001.8 shall be approved by the Department of Housing and Community Development.
6.
Single-unit stand-alone intermodal shipping containers used as temporary storage or construction trailer on active construction sites. Construction support facilities for uses and activities not directly associated with the actual processes of construction, including but not limited to, offices, meeting rooms, plan rooms, other administrative or support functions shall not be exempt from Section 3115.
3115.2 Construction documents. The construction documents shall contain information to verify the dimensions and establish the physical properties of the steel components and wood floor components of the intermodal shipping container, in addition to the information required by Sections 107 and 1603.
3115.3 Intermodal shipping container information. Intermodal shipping containers shall bear an existing data plate containing the following information as required by ISO 6346 and verified by an approved agency. A report of the verification process and findings shall be provided to the building owner.
1.
Manufacturer's name or identification number.
2.
Date manufactured.
3.
Safety approval number.
4.
Identification number.
5.
Maximum operating gross mass or weight (kg) (lbs).
6.
Allowable stacking load for 1.8G (kg) (lbs).
7.
Transverse racking test force (Newtons).
8.
Valid maintenance examination date.
Where approved by the Building Official, the markings and existing data plate are permitted to be removed from the intermodal shipping containers before they are repurposed for use as buildings or structures or as part of buildings or structures.
3115.4 Protection against decay and termites. Wood structural floors of intermodal shipping containers shall be protected from decay and termites in accordance with the applicable provisions of Section 2304.12.1.1.
3115.5 Under-floor ventilation. The space between the bottom of the floor joists and the earth under any intermodal shipping container, except spaces occupied by basements and cellars, shall be provided with ventilation in accordance with Section 1202.4.
3115.6 Roof assemblies. Intermodal shipping container roof assemblies shall comply with the applicable requirements of Chapter 15.
Exception: Single-unit, stand-alone intermodal shipping containers not attached to, or stacked vertically over, other intermodal shipping containers, buildings or structures.
3115.7 Joints and voids. Joints and voids that create concealed spaces between intermodal shipping containers, that are connected or stacked, at fire-resistance-rated walls, floor or floor/ceiling assemblies and roofs or roof/ceiling assemblies shall be protected by an approved fire-resistant joint system in accordance with Section 715.
3115.8 Structural. Intermodal shipping containers that conform to ISO 1496-1 and are repurposed for use as buildings or structures, or as a part of buildings or structures, shall be designed in accordance with Chapter 16 and this section.
3115.8.1 Foundations and supports. Intermodal shipping containers repurposed for use as a permanent building or structure shall be supported on foundations or other supporting structures designed and constructed in accordance with Chapters 16 through 23.
3115.8.1.1 Anchorage. Intermodal shipping containers shall be anchored to foundations or other supporting structures as necessary to provide a continuous load path for all applicable design and environmental loads in accordance with Chapter 16.
3115.8.1.2 Stacking. Intermodal shipping containers used to support stacked units shall comply with Section 3115.8.4.
3115.8.2 Welds. The strength of new welds and connections shall be no less than the strength provided by the original connections. All new welds and connections shall be designed and constructed in accordance with Chapters 16, 17 and 22.
3115.8.3 Structural design. The structural design of the intermodal shipping containers repurposed for use as a building or structure, or as part of a building or structure, shall comply with Section 3115.8.4 or 3115.8.5.
3115.8.4 Detailed structural design procedure. A structural analysis meeting the requirements of this section shall be provided to the Building Official to demonstrate the structural adequacy of the intermodal shipping containers.
Exception: Structures using an intermodal shipping containers designed in accordance with Section 3115.8.5.
3115.8.4.1 Material properties. Structural material properties for existing intermodal shipping container steel components shall be established by Section 2202.
3115.8.4.2 Seismic design parameters. The seismic force-resisting system shall be designed and detailed in accordance with ASCE 7 and one of the following:
1.
Where all or portions of the profiled steel panel elements are considered to be the seismic force-resisting system, design and detailing shall be in accordance with AISI S100 and ASCE 7, Table 12.2-1 requirements for steel systems not specifically detailed for seismic resistance, excluding cantilevered column systems,
2.
Where all or portions of the profiled steel panel elements are not considered to be part of the seismic forceresisting 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 forceresisting system other than as permitted by Section 3115.8.4.2 Item 1, seismic design parameters shall be developed from testing and analysis in accordance with Section 104.11 and ASCE 7, Section 12.2.1.1 or 12.2.1.2.
3115.8.4.3 Allowable shear value. The allowable shear values for the profiled steel panel side walls and end walls shall be determined in accordance with the design approach selected in Section 3115.8.4.2. Where penetrations are made in the side walls or end walls designated as part of the lateral force-resisting system, the penetrations shall be substantiated by rational analysis.
3115.8.5 Simplified structural design procedure of single-unit containers. Single-unit intermodal shipping containers conforming to the limitations of Section 3115.8.5.1 shall be permitted to be designed in accordance with Sections 3115.8.5.2 and 3115.8.5.3.
3115.8.5.1 Limitations. Use of Section 3115.8.5 is subject to all the following limitations:
1.
The intermodal shipping container shall be a single-unit, stand-alone unit supported on a foundation and shall not be in contact with or supporting any other shipping container or other structure.
2.
The intermodal shipping container's top and bottom rails, corner castings, and columns or any portion thereof shall not be notched, cut, or removed in any manner.
3.
The intermodal shipping container shall be erected in a level and horizontal position with the floor located at the bottom.
4.
The intermodal shipping container shall be located in Seismic Design Category A, B, C and D.
3115.8.5.2 Simplified structural design assumptions. Where permitted by Section 3115.8.5.1, single-unit standalone, 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 (2,900 mm).
3115.8.5.3 Allowable shear value. The allowable shear values for the profiled steel panel side walls (longitudinal) and end walls (transverse) for wind design and seismic design using the coefficients of Section 3115.8.5.2 shall be in accordance with Table 3115.8.5.3, provided that all of the following conditions are met:
1.
The total linear length of all openings in any individual side walls or end walls shall be limited to not more than 50 percent of the length of that side walls or end walls, as shown in Figure 3115.8.5.3(1).
2.
Any full height wall length, or portion thereof, less than 4 feet (305 mm) long shall not be considered as a portion of the lateral force-resisting system, as shown in Figure 3115.8.5.3(2).
3.
All side walls or end walls used as part of the lateral force-resisting system shall have an existing or new boundary element on all sides to form a continuous load path, or paths, with adequate strength and stiffness to transfer all forces from the point of application to the final point of resistance, as shown in Figure 3115.8.5.3(3). The existing door interlocking mechanism shall not be considered as a component of the required load path.
4.
Where openings are made in container walls, floors or roofs, for doors, windows and other openings:
4.1
The opening shall be framed with steel elements that are designed in accordance with Chapters 16 and 22.
4.2
The cross section and material grade of any new steel element shall be equal to or greater than the steel element removed.
5.
A maximum of one penetration not greater than a 6-inch (152 mm) diameter hole for conduits, pipes, tubes or vents, or not greater than16 square inches (10,322 mm2) for electrical boxes, is permitted for each individual 8 feet (2,438 mm) length of lateral force-resisting wall. Penetrations located in walls that are not part of the wall lateral force resisting system shall not be limited in size or quantity. Existing intermodal shipping container's vents shall not be considered a penetration, as shown in Figure 3115.8.5.3(4).
6.
End wall door or doors designated as part of the lateral force-resisting system shall be intermittently welded closed around the full perimeters of the door panels.
TABLE 3115.8.5.3
ALLOWABLE SHEAR VALUES FOR PROFILED STEEL PANEL
SIDE WALLS AND END WALLS FOR WIND OR SEISMIC LOADING
CONTAINER DESIGNATION b
CONTAINER DIMENSION (Nominal Length)
CONTAINER DIMENSION (Nominal Height)
ALLOWABLE SHEAR VALUES (PLF) a,c
Side Wall
End Wall
1EEE
45 feet (13.7 M)
9.5 feet (2,896 mm)
75
 
1EE
8.6 feet (2,591 mm)
 
1AAA
40 feet (12.2 M)
9.5 feet (2,896 mm)
1AA
8.5 feet (2,592 mm)
 
 
1A
8.0 feet (2,438 mm)
 84
 
1AX
<8.0 feet (2,483 mm)
 
 
1BBB
30 feet (9.1 M)
9.5 feet (2,896 mm)
843 
1BB
8.5 feet (2,591 mm)
112 
 
1B
8.0 feet (2,438 mm)
 
 
1BX
<8.0 feet (2,438 mm)
 
 
1CC
20 feet (9.1 M)
8.5 feet (2,591 mm)
 
1C
8.0 feet (2,438 mm)
 168
 
1CX
<8.0 feet (2,438 mm)
 
 
a.
The allowable shear values for the side walls and end walls of the intermodal shipping containers are derived from ISO 1496-1 and reduced by a factor of safety of 5.
b.
Container designation type is derived from ISO 668.
c.
Limitations of Sections 3115.8.5.1 and 3115.8.5.3 shall apply.
FIGURE 3115.8.5.3(1) Bracing Unit Distribution – Maximum Linear Length
FIGURE 3115.8.5.3(2) Bracing Unit Distribution – Minimum Linear Length
FIGURE 3115.8.5.3(3) Bracing Unit Distribution – Boundary Elements
FIGURE 3115.8.5.3(4) Bracing Unit Distribution – Penetrating Limitations
(§ 10, Ord. 2753 c.s., eff. January 1, 1996, as amended by § 10, Ord. 2834 c.s., eff. July 1, 1999, § 3, Ord. 2857 c.s., eff. October 19, 2000, § 16, Ord. 3009 c.s., eff. December 6, 2007, § 14, Ord. 3064 c.s., eff. January 7, 2011, § 1, Ord. 3102 c.s., eff. February 8, 2013, § 20, Ord. 3153 c.s., eff. June 16, 2016, § 10, Ord. 3169 c.s., eff. May 4, 2017, § 11, Ord. 3200 c.s., eff. February 6, 2020, and § 13, Ord. 3247 c.s., eff. January 1, 2023)
(a) 
Garage doors.
(1) 
Single-family dwellings. Doors of enclosed private garages for single-family dwellings shall be a minimum of eight (8′) feet in width for each single parking space, and a minimum of sixteen (16′) feet in width for a standard two car garage.
(2) 
Multi-family dwellings. Doors of enclosed private garages or common parking garages for all multi-family dwellings shall be a minimum of eight (8′) feet in width for a single parking space, and a minimum of sixteen (16′) feet in width for a standard two car garage.
(b) 
Vertical clearance for garages. The vertical clearance for any entrance to a garage or for any overhead obstruction within any type of garage shall be not less than eighty-eight (88″) inches. Over-the-hood storage cabinets may encroach into a required parking space when located a minimum of four (4′) feet above the floor, and projecting not more than four (4′) feet into the required nineteen (19′) foot parking space depth.
(§ 17, Ord. 3009 c.s., eff. December 6, 2007)
(a) 
All construction activity shall be prohibited, except between hours of 7:00 a.m. and 6:00 p.m. on Monday, Tuesday, Wednesday, Thursday, and Friday and between the hours of 9:00 a.m. and 5:00 p.m. on Saturday. No construction activity shall be permitted on Sundays, or the days on which the holidays designated as Memorial Day, the Fourth of July, Labor Day, Thanksgiving Day, Christmas Day, and New Year's Day are observed.
(b) 
In the case of an emergency, the Building Officer may issue a permit for construction activity for periods during which construction activity is prohibited by subsection (a) of this section. Such permit shall be issued for only the period of the emergency. Where feasible, the Building Officer shall notify the residential occupants within 300 feet of any emergency construction activity of the issuance of any permit authorized by this subsection.
(c) 
If the Building Officer should determine that the peace, comfort, and tranquility of the occupants of residential property will not be impaired because of the location or nature of the construction activity, the Building Officer may issue a permit for construction activity for periods during which construction activity is prohibited by subsection (a) of this section.
(d) 
For purposes of this section, "construction activity" shall mean the erection, excavation, demolition, alteration, or repair of any building.
(e) 
Exemption. This section shall not be applicable to minor repairs or routine maintenance of residential dwelling units.
(§ 17, Ord. 3009 c.s., eff. December 6, 2007)
The operation or permitting the operation of any device which creates vibration which is above the vibration perception threshold of an individual at or beyond the property boundary of the source if on private property, or at 150 feet (46 m) from the source if on a public space or public right-of-way, shall be prohibited. For the purposes of this section, "vibration perception threshold" shall mean the minimum ground or structure-borne vibrational motion necessary to cause a normal person to be aware of the vibration by such direct means as, but not limited to, sensation by touch or the visual observation of moving objects. The perception threshold shall be presumed to be .001 "Gs" in the frequency range from zero to 30 Hz and .003 "Gs" in the frequency range between 30 and 100 Hz.
(§ 17, Ord. 3009 c.s., eff. December 6, 2007)
(a) 
All development shall be in conformance with the stormwater standards of the State of California as implemented by Chapter 7 of Title 5 of the Redondo Beach Municipal Code (Stormwater and Urban Runoff Pollution Control Regulations), the Stormwater Pollution Mitigation Guidelines for Development Projects and the most recent standards of the Regional Water Quality Control Board pursuant to the Standard Urban Stormwater Mitigation Plan. Such development shall conform to any amendment to, or re-issuance of these State, Federal and Municipal standards.
(b) 
All development on the first row of lots adjacent to the beach that is not exempt from the requirement to obtain a Coastal Development Permit pursuant to Section 10-5.2208(a) of this Code shall be considered a "priority project" pursuant to Section 5-7.210 of the Redondo Beach Municipal Code and therefore subject to preparation and implementation of an Urban Stormwater Mitigation Plan pursuant to the provisions contained in Chapter 7, Title 5 of the Redondo Beach Municipal Code.
(c) 
All development shall be designed to minimize the creation of impervious surfaces, and, to the maximum extent possible, to reduce directly-connected impervious area on the site. Setback areas should remain permeable (vegetated, porous pavement, crushed gravel, etc.) where feasible.
(§ 17, Ord. 3009 c.s., eff. December 6, 2007)
For purposes of this chapter, a construction site is defined as any site for which a building or demolition permit has been issued, except any single-family residence undergoing remodeling and which is inhabited during remodeling.
(§ 17, Ord. 3009 c.s., eff. December 6, 2007)
Every holder of a building permit or demolition permit shall completely enclose by fencing the construction site which is the subject of the permit prior to the start of demolition or construction, provided, however, the Chief Building Officer or his or her designee may waive this requirement whenever the terrain, size of the lot, location of neighboring lots, scope of construction or demolition or one or more other factors make it infeasible or unnecessary to completely enclose the construction site by fencing. Any waiver of this provision shall be in writing.
(§ 17, Ord. 3009 c.s., eff. December 6, 2007)
Every holder of a building permit or demolition permit shall be required to prevent the storage of construction materials on the public right-of-way unless the written permission of the City Engineer or designee is obtained. Such permission shall be granted only if no other feasible alternative exists to the use of the public right-of-way and upon such conditions as the City Engineer or his or her designee may prescribe to eliminate or reduce any adverse impacts from the storage of construction materials on the public right-of-way.
(§ 17, Ord. 3009 c.s., eff. December 6, 2007)
Every holder of a building permit or demolition permit shall provide for the removal of all litter on the construction site which is the subject of the permit at the close of each day on which there is construction activity. As used in this section, "litter" shall include, but not be limited to, all waste matter ordinarily carried on or about the person, including beverage containers and closures, packaging, wrappers, wastepaper, newspapers, and magazines; discarded tar paper, insulation wrappers, cement bags, nails, nail boxes and any construction material container or wrapper.
(§ 17, Ord. 3009 c.s., eff. December 6, 2007)
The Chief Building Officer or designee shall have the authority to require trash bins or trash receptacles to be placed and maintained on construction sites as necessary.
(§ 17, Ord. 3009 c.s., eff. December 6, 2007)
Every holder of a building permit or demolition permit shall provide unobstructed access to all portable toilets, temporary power poles and the building under construction. For purposes of this section "unobstructed access" shall mean access unimpeded by debris, construction equipment or materials.
(§ 17, Ord. 3009 c.s., eff. December 6, 2007)
Whenever, during the course of construction or demolition, any sidewalk is removed or damaged, the holder of the building permit or the demolition permit for the subject construction or demolition shall provide a replacement walkway and any barricades necessary, as determined by the City Engineer or designee, to protect pedestrians from vehicular traffic.
(§ 17, Ord. 3009 c.s., eff. December 6, 2007)
Every holder of a building permit or a demolition permit for construction or demolition shall prevent all construction equipment, machinery, trailers and sheds from blocking any driveway, sidewalk or alley or any means of ingress or egress from or to any public or private property.
(§ 17, Ord. 3009 c.s., eff. December 6, 2007)
Every holder of any building permit or demolition permit shall prevent the placement of any portable toilets in the public right-of-way unless the written permission of the City Engineer or designee has been obtained. Such permission shall be granted only when the terrain, size of the lot, scope of construction or demolition or one or more other factors make it infeasible to place said portable toilets on the construction site.
(§ 17, Ord. 3009 c.s., eff. December 6, 2007)
Every holder of a permit from the Building Division of the Community Development Department including any single-family residence undergoing remodeling and which is inhabited during remodeling shall post a highly visible, yellow, eleven (11″) inch by seventeen (17″) inch sign posted conspicuously at the work site on a street facing window, garage, front door or construction fence. Lamination for waterproofing will be required if the sign is posted in a position that exposes the sign to inclement weather. The sign will contain the job address, a description of work, the names of the individual(s) or firm responsible for the construction or demolition, an emergency contact telephone number for the individual(s) or firm responsible for the construction or demolition, the construction or demolition start date, the Community Development and Police Department contact numbers, the legal construction days and hours, the noise, parking and site maintenance requirements, the permit issuance date and permit number.
(§ 17, Ord. 3009 c.s., eff. December 6, 2007, as amended by § 1, Ord. 3108 c.s., eff. February 8, 2013)
Every holder of a building permit or a sandblasting permit shall protect through the erection of plastic cloth or other barrier approved in writing by the Chief Building Officer or designee, contiguous properties from over spray, dust or other materials that may damage those properties or objects on those properties during sandblasting, painting or stucco application.
(§ 17, Ord. 3009 c.s., eff. December 6, 2007)
Whenever any activity on any construction site requires vehicular traffic on any street under the jurisdiction of the City to be interrupted, halted, or re-routed no such vehicular traffic shall be interrupted, halted, or re-routed unless the holder of the permit for the construction or demolition on said site obtains the written permission of the City Engineer or designee. Said permission shall be granted whenever the terrain, size of the lot, location of neighboring lots, scope of construction or demolition or one or more other factors make it necessary to temporarily interrupt, halt or re-route vehicular traffic adjacent to the construction site. The City Engineer or designee may require the presence of flaggers to direct traffic, appropriate warning or directional signs and other measures necessary to provide safe traffic flow.
(§ 17, Ord. 3009 c.s., eff. December 6, 2007)
Demolition permits. The contractor or owner is required to send by certified mail a notification letter to all the apartment units, condominiums, or house addresses located on the 10 adjacent properties to the construction site. Proof of paid certified mail notification letters are required to be submitted to the Building and Safety Division 14 days prior to commencing demolition.
Building permits. The contractor or owner is required to send by certified mail a notification letter to all the apartment units, condominiums, or house addresses located on the 10 adjacent properties to the construction site. Proof of paid certified mail notification letters are required to be submitted to the Building and Safety Division 14 days prior to commencing construction.
This notification letter would apply only to building permits with a valuation listed at $150,000 or more, and to all demolition permits. The Building and Safety Division will provide a list of all the apartment units, condominiums, or house addresses located on the 10 adjacent properties the contractor/owner is required to notify. The contractor/owner is required to notify the five adjacent properties surrounding the construction site, as well as the three properties directly across the street, and two further properties, notified from an optional four properties, with frontage on the same street as the permitted construction. In the case of a property located on a street corner, the contractor/owner is required to notify the three adjacent properties surrounding the construction site, as well as the five properties located across the two intersecting streets, and the two remaining properties (notified from an optional four properties) with frontage on the same street as the permitted construction. For construction sites not meeting either condition listed above, the Building and Safety Division will assign the 10 required properties to be notified.
Exception:
(1) 
Where the valuation is less than $150,000 and an addition greater than 50 square feet is being constructed construction notification shall be required.
(2) 
Remodels that include removal of exterior siding/stucco where framing is exposed, or roof pitch modification and is less than $150,000 construction notification shall be required.
The notification letter shall include the following information: the name and address of contractor and owner, the contact telephone number for contractor and owner, the job address, a description of work, and the approximate construction start date.
(§ 17, Ord. 3009 c.s., eff. December 6, 2007, as amended by § 2, Ord. 3027 c.s., eff. December 18, 2008, § 1, Ord. 3108 c.s., eff. February 8, 2013, § 14, Ord. 3247 c.s., eff. January 1, 2023, and Ord. 3307-25 c.s., eff. January 1, 2026)