Monrovia Municipal Code Ch. 15.04 Codes Adopted

Sections:

• I. CODES ADOPTED

• II. ADMINISTRATIVE CODE AMENDMENTS

• III. BUILDING CODE AMENDMENTS

• IV. MECHANICAL CODE AMENDMENTS

• V. PLUMBING CODE AMENDMENTS

• VI. HOUSING CODE AMENDMENTS

• VII. SOLAR ENERGY CODE AMENDMENTS

• VIII. RESIDENTIAL CODE AMENDMENTS

• IX. GREEN BUILDING STANDARDS CODE AMENDMENTS

• X. ABATEMENT OF DANGEROUS BUILDINGS CODE AMENDMENTS

I. CODES ADOPTED

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 foundation walls constructed in accordance with Table 1807.1.6.2.

5. Concrete patios, driveways and sidewalks, on grade.

Section 1705.13 of the 2022 Edition of the California Building Code is amended to read as follows:

1705.13 Special inspections for seismic resistance. Special inspections for seismic resistance shall be required as specified in Sections 1705.13.1 through 1705.13.9, unless exempted by the exceptions of Section 1704.2.

Exception: The special inspections specified in Sections 1705.13.1 through 1705.13.9 are not required for structures designed and constructed in accordance with one of the following:

1. The structure consists of light-frame construction; the design spectral response acceleration at short periods, SDS, as determined in Section 1613.2.4, does not exceed 0.5; and the building height of the structure does not exceed 35 feet (10 668 mm).

2. The seismic force-resisting system of the structure consists of reinforced masonry or reinforced concrete; the design spectral response acceleration at short periods, SDS, as determined in Section 1613.2.4, does not exceed 0.5; and the building height of the structure does not exceed 25 feet (7620 mm)

3. The structure is a detached one- or two-family dwelling not exceeding two stories above grade plane, is not assigned to Seismic Design Category D, E or F, and does not have any of the following horizontal or vertical irregularities in accordance with Section 12.3 of ASCE 7:

• 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.

(`83 Code, § 15.04.280) (Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1 (part), 2007; 2010-16 § 1, 2010; Ord. 2013-05 § 1, 2013; Ord. 2016-12 § 3, 2016; Ord. 2019-11 § 3, 2019; Ord. 2022-09 § 3 (part), 2022)

The following codes (collectively 'technical codes") are hereby adopted by reference, with the exception of the additions, deletions and amendments set forth in this chapter:

(A) Building Code adopted. Except as hereinafter amended, the California Building Code, 2025 Edition (Cal. Code of Regulations Title 24, Part 2), is hereby adopted by reference as the Building Code of the city. A copy of the Building Code of the city shall be maintained in the office of the City Clerk, and shall be made available for public inspection while the code is in force.

(B) Mechanical Code adopted. Except as hereinafter amended, the California Mechanical Code, 2025 Edition (Cal. Code of Regulations Title 24, Part 4), is hereby adopted by reference as the Mechanical Code of the city. A copy of the Mechanical Code of the city shall be maintained in the office of the City Clerk, and shall be made available for public inspection while the code is in force.

(C) Plumbing Code adopted. Except as hereinafter amended, the California Plumbing Code, 2025 Edition (Cal. Code of Regulations, Title 24, Part 5), is hereby adopted by reference as the Plumbing Code of the city. A copy of the Plumbing Code of the city shall be maintained in the office of the City Clerk, and shall be made available for public inspection while the code is in force.

(D) Electrical Code adopted. Except as hereinafter amended, the 2025 California Electrical Code (Cal. Code of Regulations, Title 24, Part 3) is hereby adopted by reference and incorporated herein as though set forth in full as the Electrical Code of the city. A copy of the Electrical Code of the city shall be maintained in the office of the City Clerk, and shall be made available for public inspection while the code is in force.

(E) California Existing Building Code adopted. Except as hereinafter amended, the California Existing Building Code, 2025 Edition (Cal. Code of Regulations Title 24, Part 10), is hereby adopted by reference as the California Existing Building Code of the city. A copy of the California Existing Building Code of the city shall be maintained in the office of the City Clerk, and shall be made available for public inspection while the code is in force.

(F) Administrative code adopted. Except as hereinafter amended, the Uniform Administrative Code, 1997 Edition, is hereby adopted by reference as the Administrative Code of the city. A copy of the Administrative Code of the city shall be maintained in the office of the City Clerk, and shall be made available for public inspection while the code is in force.

(G) Housing Code adopted. Except as hereinafter amended, the Uniform Housing Code, 1997 Edition is hereby adopted by reference as the Housing Code of the city. A copy of the Housing Code of the city shall be maintained in the office of the City Clerk, and shall be made available for public inspection while the code is in force.

(H) Building Security Code adopted. Except as hereinafter amended, the Uniform Building Security Code, 1997 Edition, is hereby adopted by reference as the Building Security Code of the city. A copy of the Building Security Code of the city shall be maintained in the office of the City Clerk, and shall be made available for public inspection while the code is in force.

(I) Solar Energy Code adopted. Except as hereinafter amended, the Uniform Solar Energy and Hydronics Code, 2024 Edition, is hereby adopted by reference as the Solar Energy and Hydronics Code of the city. A copy of the Solar Energy and Hydronics Code of the city shall be maintained in the office of the City Clerk, and shall be made available for public inspection while the code is in force.

(J) California Residential Code adopted. Except as hereinafter amended, the California Residential Code, 2025 Edition (Cal. Code of Regulations Title 24, Part 2.5), is hereby adopted by reference as the California Residential Code of the city. A copy of the California Residential Code of the city shall be maintained in the office of the City Clerk, and shall be made available for public inspection while the code is in force.

(K) California Green Building Standards Code adopted. Except as hereinafter amended, the California Green Building Standards Code, 2025 Edition (Cal. Code of Regulations Title 24, Part 11), is hereby adopted by reference as the California Green Building Standards Code of the city. A copy of the California Green Building Standards Code of the city shall be maintained in the office of the City Clerk, and shall be made available for public inspection while the code is in force.

(L) California Historical Building Code adopted. Except as hereinafter amended, the California Historical Building Code, 2025 Edition (Cal. Code of Regulations Title 24, Part 8), is hereby adopted by reference as the California Historical Building Code of the city. A copy of the California Historical Building Code of the city shall be maintained in the office of the City Clerk, and shall be made available for public inspection while the code is in force.

(M) California Energy Code adopted. Except as hereinafter amended, the California Energy Code, 2025 Edition (Cal. Code of Regulations Title 24, Part 6) is hereby adopted by reference as the California Energy Code of the city. A copy of the California Energy Code of the city shall be maintained in the office of the City Clerk, and shall be made available for public inspection while the code is in force.

(N) California Wildland Urban Interface Code adopted. Except as hereinafter amended, the California Wildland Urban Interface Code, 2025 Edition (Cal. Code of Regulations Title 24, Part 7) is hereby adopted by reference as the California Wildland Urban Interface Code of the city. A copy of the California Wildland Urban Interface Code of the city shall be maintained in the office of the City Clerk, and shall be made available for public inspection while the code is in force.

(O) Abatement of Dangerous Buildings Code adopted. Except as hereinafter amended, the Uniform Code for the Abatement of Dangerous Buildings, 1997 Edition, is hereby adopted by reference as the Abatement of Dangerous Buildings Code of the city. A copy of the Abatement of Dangerous Buildings Code of the city shall be maintained in the office of the City Clerk, and shall be made available for public inspection while the code is in force.

(`83 Code, § 15.04.010) (Ord. 82-60 § 1 (part), 1982; Ord. 89-26 § 1, 1989; Ord. 91-11 § 1, 1991; Ord. 92-10 § 1, 1992; Ord. 95-16U § 1, 1995; Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2005-09, § 1, 2005; Ord. 2007-21, § 1 (part), 2007; Ord. 2010-16 § 1, 2010; Ord. 2013-05 § 1, 2013; Ord. 2016-12 § 3, 2016; Ord. 2019-11 § 3, 2019; Ord. 2022-09, § 3 (part), 2022; Ord. 2025-14 § 3 (part), 2025)

The following word and phrase substitutions are made in all codes adopted in § 15.04.010 wherever they appear:

(`83 Code, § 15.04.020) (Ord. 82-60 § 1 (part), 1982; Ord. 89-26 § 2, 1989; Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1 (part), 2007; Ord. 2010-16 § 1, 2010; Ord. 2013-05 § 1, 2013; Ord. 2016-12 § 3, 2016; Ord. 2019-06 § 5, 2019; Ord. 2019-11 § 3, 2019; Ord. 2022-09, § 3 (part), 2022; Ord. 2025-14 § 3 (part), 2025)

(A) Unlawful acts. It shall be unlawful for any person (including but not limited to any individual, corporation, limited liability company, trust or other entity or responsible person) to erect, construct, enlarge, alter, repair, move, improve, remove, convert or demolish, equip, use or occupy or maintain any building, structure or building service equipment, or cause or permit same to be done in violation of this code and the technical codes.

(B) Occupancy or use violations. It shall be unlawful for any person to own, use, occupy, or allow, permit or suffer any use of a building, structure, or premises, or portion thereof in violation of any of the any of the technical codes. Whenever any structure or portion thereof or equipment therein is being used contrary to the provisions of these codes, or other pertinent laws or ordinances, or whenever any structure or portion thereof which was built contrary to the provisions of this code or other pertinent laws or ordinances, is being used or occupied, the Building Official may order such use discontinued and the structure, or portion thereof, vacated by notice served on any person causing such use to be continued. Such person shall discontinue the use within ten days after receipt of such notice to make the structure, or portion thereof, comply with the requirements of this code. No person shall own, use, occupy or maintain any unpermitted structure. For the purposes of this code, UNPERMITTED STRUCTURE shall be defined as any structure, or portion thereof, that was erected, constructed, enlarged, altered, repaired, moved, improved, removed, connected, converted, demolished, or equipped, at any point in time, without the required permit(s) having first been obtained from the Building Official, or any work for which a permit has expired.

(C) Any person, entity, firm, or corporation violating any of the provisions of this chapter or any of the codes adopted herein by reference shall be deemed guilty of a misdemeanor, unless prosecuted as an infraction in the discretion of the City Prosecutor or as an administrative citation as provided herein, and shall be punishable by a fine or by imprisonment not to exceed six calendar months in jail, or by both such fine and imprisonment. Each such person shall be deemed guilty of a separate offense for each and every day or portion thereof during which any violation of any of the provisions of this chapter or the said code is committed, continued or permitted.

(D) Separately and distinctly, any violation of the provisions of this chapter or any of the codes adopted herein by reference on any property in the city shall be deemed a public nuisance and may be abated by the city by civil process through the means of an injunction or restraining order, or pursuant to the provisions of this code and other applicable law pertaining to the abatement of public nuisances.

(E) Any person, entity, firm, or corporation violating any of the provisions of this chapter or any of the codes adopted herein by reference may be issued an administrative citation and fine pursuant to Chapter 1.17 of this code, provided that no such person, entity, firm, or corporation may be both prosecuted pursuant to § 15.04.025(C) and receive an administrative citation for the same violation.

(Ord. 2013-05 § 1, 2013; Ord. 2016-12 § 3, 2016; Ord. 2019-06 § 6, 2019; Ord. 2019-11 § 3, 2019; Ord. 2022-09, § 3 (part), 2022; Ord. 2025-14 § 3 (part), 2025)

II. ADMINISTRATIVE CODE AMENDMENTS

Section 102.4 of the Administrative Code is hereby amended to read as follows:

102.4 Existing Occupancy. Buildings in existence at the time of the adoption of the Building Code may have their existing use or occupancy continued if the use or occupancy was legal at the time of the adoption of the Building Code, and provided continued use is not dangerous to life, health and safety.

A change in the use or occupancy of any existing building or structure shall comply with the provisions of Section 309 of this code and the current version of Chapter 10 of the California Existing Building Code.

Section 103 of the Administrative Code is hereby amended by revising a definition to read as follows:

BUILDING CODE is the current edition of the California Building Code promulgated by the International Code Council, as adopted by the city.

(`83 Code, § 15.04.030) (Ord. 90-17 § 1, 1990; Ord. 92-10 § 16 (part), 1992; Ord. 95-16U § 2, 1995; Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1 (part), 2007; Ord. 2025-14 § 3 (part), 2025)

Subsection 201.1 of Section 104 of the Administrative Code is hereby amended to read as follows:

There is hereby established in the City of Monrovia a Community Development Department, which employs a Building Official and other officers, assistants, deputies and employees, and which shall be under the jurisdiction of the Director of Community Development.

(`83 Code, § 15.04.040) (Ord. 82-60 § 1 (part), 1982; Ord. 89-26 § 3, 1989; Ord. 92-10 § 16 (part), 1992; Ord. 95-16U § 3, 1995; Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1 (part), 2007)

(A) The first paragraph of Section 201.2 of the Administrative Code is amended to read as follows:

201.2 General. The Building Official is within the Building Division of the city and is under the administrative direction of the Community Development Director.

(B) Subsection 201.2 is further amended by adding a new second paragraph to read as follows:

The Building Official shall enforce the provisions of this code and other codes adopted by § 15.04.010 of the Monrovia Municipal Code, and shall perform any other duties specifically assigned or delegated to him or her by the Director of Community Development. For such purposes, the Building Official and his or her deputies shall have the powers of a police officer in performing their duties under the codes adopted by § 15.04.010 of the Monrovia Municipal Code. No oversight or dereliction on the part of the Building Official or his or her deputies shall make lawful the violation of any provision of any ordinance of the City of Monrovia.

(`83 Code, § 15.04.050) (Ord. 99-7 § 1, 1999; Ord. 95-16U § 3, 1995; Ord. 92-10 § 16 (part), 1992; Ord. 89-26 § 4, 1989; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1 (part), 2007)

Section 204.3 of the Administrative Code is added to read as follows:

204.3 Time Limit for Filing Appeal. Appeals to the Board of Appeals shall be filed with the Building Official within 10 days from the date that the Building Official renders his or her order, decision or determination.

(`83 Code, § 15.04.060) (Ord. 82-60 § 1 (part), 1982; Ord. 89-26 § 5, 1989; Ord. 92-10 § 16 (part), 1992; Ord. 95-16U § 3, 1995; Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1 (part), 2007)

Items 2, 5 and 7 of Section 301.2.1 of the Administrative Code, respectively, are revised to read as follows:

2. Fences not over 3 feet in height.

3. Retaining walls which are not over 2 feet measured from the bottom of the footing to the top of the wall, unless supporting a surcharge or impounding flammable liquids.

4. Platforms, decks, walks and driveways not more than 12 inches above grade and not over any basement or story below.

(`83 Code, § 15.04.070) (Ord. 82-60 § 1 (part), 1982; Ord. 89-26 § 6, 1989; Ord. 92-10 § 16 (part), 1992; Ord. 95-16U § 3, 1995; Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1 (part), 2007)

Section 301.2.2 of the Administrative Code is amended by amended by adding an ending paragraph to read as follows:

A plumbing permit shall not be issued for the installation of a landscape irrigation system subject to the provisions of Chapter 17.26 of the Monrovia Municipal Code until all required documentation has been approved.

(`83 Code, § 15.04.080) (Ord. 93-02 § 1, 1993; Ord. 95-16U § 3, 1995; Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1 (part), 2007)

Subsection 302.1 of the Administrative Code is hereby amended by adding an item 8 to read as follows:

8. Include a list of all subcontractors who are performing work or furnishing material connected with such permit. In the event that any of the subcontractors on the project are not known at the time of the application, their names and addresses shall be supplied within ten days after the subcontractor is selected by the contractor. No final inspection shall be conducted or a certificate of occupancy shall be issued unless this provision has been complied with.

(`83 Code, § 15.04.090) (Ord. 82-60 § 1 (part), 1982; Ord. 92-10 § 16 (part), 1992; Ord. 95-16U § 3, 1995; Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1 (part), 2007)

The second paragraph of Section 303.4 of the Administrative Code is amended to read as follows:

303.4 Expiration.

(A) Every permit issued by the Building Official under the provisions of the technical codes shall become invalid if the work on the site authorized by such permit is not commenced within 12 months after its issuance, or if the work authorized on the site by such permit is suspended or abandoned for 12 months at any time after the work is commenced.

(B) The Building Official is authorized to grant, in writing, one or more extensions of time. Each extension period shall not exceed 180 days. The permittee shall request an extension in writing and demonstrate justifiable cause for the extension. An extension granted under the provisions of this code shall not be construed as authorizing, and shall not authorize, an extension of time for taking action under or in violation of any law or ordinance.

(C) Expiration of Permit for Unlawful Structure. If a building permit was issued in order to bring an unpermitted structure or other unlawful, substandard, or hazardous condition into compliance with any applicable law, or ordinance, such permit shall expire by limitation and become null and void 90 calendar days after the date on which the permit was issued. The Building Official may extend the validity of the permit for a period not exceeding 90 calendar days beyond the initial 90-day limit upon written request by the applicant filed with the Building Official prior to the expiration date of the original permit.

(`83 Code, § 15.04.100) (Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1 (part), 2007; Ord. 2019-06 § 7, 2019; Ord. 2024-03 § 1, 2024)

Sections 303.6 and 303.7 of the Administrative Code are added to read as follows:

303.6 Development Review Committee. A building permit shall not be issued to construct a new building nor alter the exterior appearance of an existing building until plans have been reviewed and approved by the Development Review Committee in the manner set forth in Chapter 2.56 of the Monrovia Municipal Code.

EXCEPTION: Plans for the construction of buildings and structures accessory to a single-family dwelling and minor additions or alterations to existing buildings or structures which do not change the exterior appearance nor increase the intensification of the use thereof need not be submitted to the Development Review Committee.

303.7 Historic Preservation Commission. A building permit shall not be issued to construct a new building in the HCD District nor demolish or alter the exterior appearance of an existing building located in the HCD District until plans have been approved by the Historic Preservation Commission in the manner set forth in Chapter 17.14 of the Monrovia Municipal Code. Further, a building permit shall not be issued to construct a new building nor demolish or alter the exterior appearance of an existing building on a property designated as a historic landmark or within a historic district until plans have been approved by the Historic Preservation Commission in a manner set forth in Chapter 17.40 of the Monrovia Municipal Code.

(`83 Code, § 15.04.110) (Ord. 82-60 § 1 (part), 1982; Ord. 89-26 § 7, 1989; Ord. 91-13 § 1, 1991; Ord. 92-10 § 16 (part), 1992; Ord. 95-16U § 3, 1995; Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007- 21, § 1 (part), 2007; Ord. 2019-06 § 8, 2019)

Section 304 of the Administrative Code is amended as follows:

Add: A. General. Fees shall be assessed in accordance with the provisions of this section or shall be as set forth in the fee schedule adopted by this jurisdiction.

(A) Section 304.2 is amended to read as follows:

304.2 Permit Fees. The fee for each permit shall be as established by the City Council of the City of Monrovia.

B. Permit Fees. For each and every permit issued pursuant to Title 24, California Building Standards there shall be paid to the City a permit fee in such amount as established by resolution of the City Council. The permit fees shall be established by state or local agencies or by resolution of the city council. The determination of value or valuation under any of the provisions of these codes shall be made by the Building Official. The value to be used in computing the permit and plan review fees shall be the total value of all construction work for which the permit is issued as well as all finish work, painting, roofing, electrical, plumbing, heating, air-conditioning, elevators, fire-extinguishing systems and other permanent equipment. In addition to the permit fees, if buildings or structures are required to meet energy, sound insulation and/or seismic zone standards as mandated by the state, then the Building Official shall collect a fee in the amount established by state or local agencies or by resolution of the city council.

(B) Section 304.3 is amended to read as follows:

304.3 Plan Review Fees.

(1) Plan Review Fees. When a plan review is required, a plan review fee shall be paid at the time of submitting plans and specifications for review. The plan review fee shall be those fees established by resolution of the city council. Additional review fees may be assessed for changes and revisions to the plans beyond those required to address the plan review corrections and for those changes made after issuance of the permit. Applications for extension of the plan review expiration date, which are submitted in accordance with this code, shall be accompanied by payment of fees. In addition to the plan check fee, if buildings or structures are required to meet energy, sound insulation and/or seismic zone standards as mandated by the state, then the Building Official shall collect a fee in the amount established by state or local agencies or by resolution of the city council. When the Building Official determines that the construction or work poses a hazard or that the nature of the construction or work requires a degree of specialized knowledge, skill or experience beyond that possessed by any regular employee of the city, or when there are differences of opinions between the department staff and the project's consultants, the Building Official may employ a consultant or consultants. The owner, or his agents, shall pay to the city all direct and indirect costs of such consultants and shall maintain a cash deposit with the city at all times in a sufficient amount for the purpose of paying such costs.

(2) Fee for Duplicate Buildings. When two or more buildings are to be erected from identical plans and specifications and items (A) through (D) below are complied with, the plan review fee for the second or subsequent buildings shall be 25% of the plan review fee for the first building.

a) Applications for separate permits for each building shall be filed prior to the reviewing of the plans.

b) A site plan shall accompany each application for a permit.

c) The number of sets of plans and specifications submitted to the city shall be one more than the number of applications for permits.

d) Plans and specifications for all buildings, including the foundation system, shall be identical.

(C) Section 304.4 is amended to read as follows:

304.4 Expiration of Plan Review. An application for a permit for any proposed work shall be deemed to have been abandoned 180 days after the date of filing, unless such application has been pursued in good faith, a permit has been issued, or the Building Official grants one or more extensions of time to the applicant for additional periods not exceeding 90 days each. The applicant shall request an extension in writing and demonstrate justifiable cause. An extension granted under the provisions of this code shall not be construed as authorizing, and shall not authorize, an extension of time for taking action under or in violation of any law or ordinance.

(D) Section 304.5 is amended to read as follows:

D. Investigation Fees: Work without a Permit.

304.5.1 Investigation. Whenever work for which a permit is required by this code has been commenced without first obtaining a permit, a special investigation shall be made before a permit may be issued for such work.

304.5.2 Fee. An investigation fee, in addition to the permit fee, shall be collected whether or not a permit is then or subsequently issued. The investigation fee shall be equal to the amount of the permit fee requited by this code. The payment of such investigation fee shall not exempt an applicant from compliance with all other provisions of either this code or the technical codes nor from the penalty prescribed by law.

(E) Subsection 304.6 is amended to read as follows:

304.6 Fee Refunds. The Building Official may authorize refunding of a fee paid hereunder which was erroneously paid or collected.

The Building Official may authorize refunding of not more than 80 percent of the permit fee paid when no work has been done under a permit issued in accordance with this code.

The Building Official may authorize refunding of not more than 80 percent of the plan review fee paid when an application for a permit for which a plan review fee has been paid is withdrawn or canceled before any examination time has been expended.

The Building Official shall not authorize the refunding of any fee paid except upon written application filed by the original permittee not later than 180 days after the date of fee payment.

(`83 Code, § 15.04.120) (Ord. 82-60 § 1 (part), 1982; Ord. 89-26 § 8, 1989; Ord. 91-13 § 2, 1991; Ord. 92-10 §§ 2, 16 (part), 1992; Ord. 95-16U § 3, 1995; Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1 (part), 2007; Ord. 2019-06 § 9, 2019; Ord. 2024-03 § 2, 2024)

Section 305.5 of the Administration Code is amended by adding a new item 4 and by renumbering the existing items 4 and 5. New item 4 to read as follows:

4. Sound-proofing and Insulation Inspection: To be made following framing inspection after installation of all required sound-proofing assemblies and building insulation and prior to being covered.

(`83 Code, § 15.04.130) (Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1 (part), 2007)

Section 305.8 of the Administrative Code is amended by amending the fourth paragraph to read as follows:

To obtain a reinspection, the applicant shall file an application therefor in writing upon a form furnished for the purpose, and pay the reinspection fee as established by the City Council of the City of Monrovia.

(`83 Code, § 15.04.140) (Ord. 82-60 § 1 (part), 1982; Ord. 89-26 § 9, 1989; Ord. 92-10 § 16 (part), 1992; Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1 (part), 2007)

Section 309.1 of the Administrative Code is amended as follows:

(A) The first paragraph is amended by deleting the exception.

(B) Add a new third paragraph to read as follows:

A certificate of occupancy shall not be issued nor shall clearances for connection to any source of energy, fuel or power be issued until final building, plumbing, mechanical and electrical inspections have been made and approval obtained from the Building Official. The Building Official shall withhold final approval until inspections and approvals required by other officials of this jurisdiction have been granted.

(`83 Code, § 15.04.150) (Ord. 89-26 § 10, 1989; Ord. 92-10 §§ 3, 16 (part), 1992; Ord. 95-16U § 3, 1995; Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1 (part), 2007)

The Administrative Code is amended by adding a new Subsection 310 to read as follows:

Section 310 - Post Disaster Safety Assessment.

310.1(a) Purpose and Scope. The purpose of this section is to establish procedures for performing safety assessments and posting buildings following a natural or man-made disaster resulting from wind, storm, earthquake, floods, wild fire, explosion or similar event.

The provisions of this section shall apply to all buildings and structures regulated by the Building Code following a natural or man-made disaster.

(b) Posting of Buildings. Following a natural or man-made disaster, the Building Official shall cause buildings and structures within the city of Monrovia to be inspected in order to determine whether such buildings or structures may continue to be occupied. For this purpose, one of three placards as listed below shall be used.

310.2 Placards shall be as follows:

310.2.1 INSPECTED - Lawful Occupancy Permitted. To be posted on any building or structure wherein no apparent structural hazard has been found. The INSPECTED placard is not intended to imply that a building or structure is undamaged, merely that there is no apparent structural hazard.

310.2.2 RESTRICTED USE. To be posted on each building or structure that has been damaged wherein the damage has resulted in some form of restriction to the continued occupancy.

310.2.3 UNSAFE - Do Not Enter or Occupy. To be posted on each building or structure that has been damaged such that continued occupancy appears to pose a threat to life safety. Buildings or structures posted with this placard shall not be entered under any circumstances except as authorized in writing by the Building Official. This placard shall not be considered as a demolition order.

310.2.4 Placards. The Building Official shall prescribe the form to be used for each placard considering the wording and format of placards in general use in California.

310.2.5 Removal of Placards. It shall be unlawful for a person, firm or corporation to remove, alter, or cover any placard once posted until authorized to do so by the Building Official.

310.2.6 Deputies. Duly registered Disaster Service Workers who are qualified by experience and training are hereby deputized for the purpose of performing safety assessments and posting buildings on behalf of the city of Monrovia within the purpose and scope of this section.

310.2.7 Standard of Performance. The “Procedures for Post Earthquake Safety Evaluation of Buildings” commonly referenced as “ATC-20,” developed for the Governor’s Office of Emergency Services, shall serve as a standard reference for performing post-disaster safety assessments for earthquake-damaged buildings and structures. ATC-20, so far as applicable, shall be used to assess damage from other natural or man-made disasters.

(`83 Code, § 15.04.160) (Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1 (part), 2007)

The Administrative Code is amended by adding a new Section 311 to read as follows:

Section 311 - Special Housing Inspections.

311.1 General. Whenever an addition has been made to a Group R, Division 3 Occupancy for which no permit was obtained or for which no record of permit exists in city records, the owner or the owner’s authorized agent may request that a Special Housing Inspection be performed for the purpose of determining what additional actions, if any, are necessary in order to enter the addition into city records.

311.2 Application and Fee. To obtain a Special Housing Inspection the applicant shall first file an application therefor in writing on a form furnished by the Code Enforcement Agency for the purpose and shall pay the fee established by the City Council of the City of Monrovia.

311.3 Limitations and Applicability. A Special Housing Inspection is not a building permit and shall not be construed as such. As a result of a Special Housing Inspection, it may be necessary to obtain a building permit or other permits in order to enter the addition for which the Special Housing Inspection was performed into city records. Fees for such permits shall be as established by Section 304.2.

EXCEPTION: Where fees are based on value or valuation, a value equal to one-half the value or valuation as established under the provisions of Section 304.2 may be used, provided, however, that the value or valuation resulting therefrom shall not be less than $500.00.

(`83 Code, § 15.04.170) (Ord. 92-10 §§ 4, 16 (part), 1992; Ord. 95-16U § 3, 1995; Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1 (part), 2007)

III. BUILDING CODE AMENDMENTS

Chapter 1 of the Building Code is amended to read as follows:

The Administrative Code, as adopted by § 15.04.010 of the Monrovia Municipal Code, shall serve as the administrative, organizational and enforcement rules and regulations for this code.

(`83 Code, § 15.04.180) (Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1 (part), 2007)

Chapter 2 of the Building Code is amended by adding the following new definitions:

(1) To Section 202 add:

DEVELOPMENT REVIEW COMMITTEE is a committee established by Chapter 2.56 of the Monrovia Municipal Code.

HCD DISTRICT is the Historic Commercial Downtown District as defined in Title 17 of the Monrovia Municipal Code.

HISTORIC PRESERVATION COMMISSION is a commission established by Chapter 2.54 of the Monrovia Municipal Code.

INTERMODAL SHIPPING CONTAINER. A six-sided steel unit originally constructed as a general cargo container used for the transport of goods and materials.

(`83 Code, § 15.04.190) (Ord. 82-60 § 1 (part), 1982; Ord. 89-26 § 11, 1989; Ord. 92-10 § 16 (part), 1992; Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1 (part), 2007; Ord. 2019-06 § 10, 2019; Ord. 2019-11 § 3, 2019)

The exception in Section 406.1.3 of the Building Code is amended by adding a new second sentence to read as follows:

See Title 17 of the Monrovia Municipal Code for limitations on the use of asphaltic paving for residential developments.

(`83 Code, § 15.04.200) (Ord. 82-60 § 1 (part), 1982; Ord. 89-26 § 13, 1989; Ord. 92-10 §§ 5, 16 (part), 1992; Ord. 95-16U § 4, 1995; Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1 (part), 2007)

Section 704 of the Building Code is amended by adding a new section 709.9 to read as follows:

704.15 Exterior Wall Coverings. Wood shakes or shingles used as an exterior wall finish shall comply with the requirements of Chapter 15 for Class B roof coverings. The Building Official may make periodic inspections of wood shake or shingle systems to determine if they are still in compliance with the terms of their approval and may require retreatment of shake or shingle material with approved fire retardant materials when deemed necessary.

(`83 Code, § 15.04.230) (Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1 (part), 2007)

Section 704 of the Building Code is amended by adding a new second sentence to read as follows:

Not permitted in the High Fire Zone Area.

(Ord. 2007-21, § 1 (part), 2007)

Section 701A.1 is amended to read as follows:

701A.1 Scope. This chapter applies to building materials, systems and/or assemblies used in the exterior design and construction of new buildings and additions to existing buildings located within the Wildland-Urban Interface Fire Area.

Section 701A.3 is amended to read as follows:

701A.3 Application. New buildings located in the Wildland-Urban Interface Area shall comply with the provisions of this chapter.

EXCEPTION:

1. Buildings of an accessory character classified as a Group U occupancy of any size located at least 50 feet from a Group R-3 structure.

Additions to existing buildings and/or construction of the existing structure located in the Wildland-Urban Interface Area shall comply with the provisions of this chapter.

EXCEPTION:

1. Additions made during the previous 60 months to the existing structure less than 10 percent of the original area.

The construction requirements of the existing structure located in the Wildland-Urban Interface Area is based on the following:

1. Over 10% but less than 50% addition. The construction of the existing structure or building being added to may be left in place providing the cumulative area of additions made during the previous 60 months to the existing structure is over 10 percent but less than 50 percent of the original area.

2. 50% or more addition. The construction of the existing structure or building being added to shall be made to comply with the provisions of this chapter when the cumulative area of additions made during the previous 60 months to the existing structure is 50 percent or more of the original area.

(Ord. 2010-16 § 1, 2010; Ord. 2013-05 § 1, 2013)

Section 701A.3 is amended to read as follows:

701A.3 Application. New buildings located in the Wildland-Urban Interface Area shall comply with the provisions of this chapter.

EXCEPTION:

1. Buildings of an accessory character classified as a Group U occupancy of any size located at least 50 feet from a Group R-3 structure.

Additions to existing buildings and/or construction of the existing structure located in the Wildland-Urban Interface Area shall comply with the provisions of this chapter.

EXCEPTION:

1. Additions made during the previous 60 months to the existing structure less than 10 percent of the original area.

The construction requirements of the existing structure located in the Wildland-Urban Interface Area is based on the following:

1. Over 10% but less than 50% addition. The construction of the existing structure or building being added to may be left in place providing the cumulative area of additions made during the previous 60 months to the existing structure is over 10 percent but less than 50 percent of the original area.

2. 50% or more addition. The construction of the existing structure or building being added to shall be made to comply with the provisions of this chapter when the cumulative area of additions made during the previous 60 months to the existing structure is 50 percent or more of the original area.

(Ord. 2010-16 § 1, 2010)

Section 903.2 of the Building Code is hereby amended to read as follows:

1. In all new buildings regardless of the type of construction or occupancy.

EXCEPTIONS:

A) Detached Group U occupancies, providing the floor area does not exceed 1000 square feet.

B) Other minor buildings and/or occupancies as approved by the Fire Chief.

2. In existing buildings with new occupancies as required by other sections of the Fire Code.

(`83 Code, § 15.04.260) (Ord. 82-60 § 1 (part), 1982; Ord. 89-26 § 17, 1989; Ord. 92-10 §§ 10, 16 (part), 1992; Ord. 95-16U § 4, 1995; Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1 (part), 2007; Ord. 2010-16 § 1, 2010; Ord. 2013-05 § 1, 2013)

Section 903.2.18 of the Building Code is hereby amended to read as follows:

Carports with habitable space above, detached private garages over 1000 square feet in area, and attached private garages shall be protected by fire sprinklers in accordance with this section. These areas shall have a design density of an Ordinary Hazard Group 1 occupancy with a design area of two (2) heads. Quick-response intermediate temperature commercial type heads shall be used.

(Ord. 2013-05 § 1, 2013)

Section 903.3.1.2 of the Building Code is hereby amended to read as follows:

Where allowed in buildings of Group R, up to and including buildings four stories in height, automatic sprinkler systems shall be installed throughout in accordance with NFPA 13R with the following additions:

(a) Attics shall be fully sprinklered with quick-response intermediate temperature heads.

(b) Private garages shall be sprinklered and shall have a design density of an Ordinary Hazard Group 1 occupancy with a design area of two (2) heads. Quick-response intermediate temperature commercial type heads shall be used for the garage area.

(Ord. 2013-05 § 1, 2013)

Section 903.3.1.3 of the Building Code is hereby amended to read as follows:

Where allowed in buildings of Group R, automatic sprinkler systems shall be installed throughout in accordance with NFPA 13D with the following additions:

(a) Attics containing forced air units shall have one or more quick-response intermediate temperature sprinkler heads adjacent to each unit.

(b) Private garages shall be sprinklered and shall have a design density of an Ordinary Hazard Group 1 occupancy with a design area of two (2) heads. Quick-response intermediate temperature commercial type heads shall be used for the garage area.

(c) Attics and basements used for storage purposes shall be fully sprinklered with residential type heads.

(d) A single exterior bell activated by the waterflow switch shall be provided at an approved location.

(Ord. 2013-05 § 1, 2013)

Section 1507.1 of the Building Code is amended to read as follows:

(A) The first paragraph of Section 1507.1 is revised by adding a new second sentence to read as follows:

No wood roof covering or roof covering material containing wood or wood products, whether treated or untreated, may be installed.

EXCEPTION: Additions to Group R, Division 3 Occupancies which have existing wood roof coverings may be covered with matching materials, provided the new material qualifies as a Class A or B roof covering.

(B) Subsection 1505.5 is deleted entirety.

(C) Table 15 amended by referencing a new Footnote 1 at the table title with said footnote to read as follows:

1. No wood roof covering or roof covering material containing wood or wood products, whether treated or untreated, may be installed. See Section 1507.1 for exception.

Section 1507.3.1 of the 2019 Edition of the California Building Code is amended to read as follows:

1507.3.1 Deck requirements. Concrete and clay tile shall be installed only over solid sheating or spaced structural sheathing boards.

Exception: Spaced lumber shall be permitted in Seismic Design Categories A, B, and C.

TABLE 1507.3.7

CLAY AND CONCRETE TILE ATTACHMENTa, b, c

GENERAL - CLAY OR CONCRETE ROOF TILE

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 4.882 kg/m2.

a. Minimum fastener size. Hot dipped galvanized ring shank or other corrosion-resistant nails not less than No. 11 gage with 5/16-inch head. Fasteners shall be long enough to penetrate into the sheathing 0.75 inch or through the thickness of the sheathing, whichever is less. Attaching wire for clay and concrete tile shall not be smaller than 0.083 inch and shall be copper, brass or stainless steel.

b. Snow areas. A minimum of two fasteners per tile are required or battens and one fastener.

c. Roof slopes greater than 24:12. The nose of all tiles shall be securely fastened.

d. Horizontal battens. Battens shall be not less than 1 inch by 2 inch nominal. Provisions shall be made for drainage by a minimum of 1/8-inch riser at each nail or by 4-foot-long battens with at least a 0.5-inch separation between battens. Horizontal battens are required for slopes over 7:12.

e. Perimeter fastening areas include three tile courses but not less than 36 inches from either side of hips or ridges and edges of eaves and gable rakes.

(Ord. 2013-05 § 1, 2013; Ord. 2016-12 § 3, 2016; Ord. 2019-11 § 3, 2019)

Sections 1613.5 and 1613.5.1 are added to Chapter 16 of the 2022 Edition of the California Building Code to read as follows:

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 Chapter 16 of the 2022 Edition of the California Building Code to read as follows:

1613.5.2 Wood diaphragms. Modify ASCE 7 Section 12.11.2.2.3 as follows:

1613.6.1 Purpose. The purpose of this section is to establish minimum regulations for the design and construction of new buildings and additions to existing buildings when constructing such buildings on or into slopes steeper than one unit vertical in three units horizontal (33.3%). These regulations establish minimum standards for seismic force resistance to reduce the risk of injury or loss of life in the event of earthquakes.

1613.6.2 Scope. The provisions of this section shall apply to the design of the lateral-force-resisting system for hillside buildings at and below the base level diaphragm. The design of the lateral-force-resisting system above the base level diaphragm shall be in accordance with the provisions for seismic and wind design as required elsewhere in this division.

Exception: Non-habitable accessory buildings and decks not supporting or supported from the main building are exempt from these regulations.

1613.6.3 Definitions. For the purposes of this section certain terms are defined as follows:

BASE LEVEL DIAPHRAGM is the floor at, or closest to, the top of the highest level of the foundation.

DIAPHRAGM ANCHORS are assemblies that connect a diaphragm to the adjacent foundation at the uphill diaphragm edge.

DOWNHILL DIRECTION is the descending direction of the slope approximately perpendicular to the slope contours.

FOUNDATION is concrete or masonry which supports a building, including footings, stem walls, retaining walls, and grade beams.

FOUNDATION EXTENDING IN THE DOWNHILL DIRECTION is a foundation running downhill and approximately perpendicular to the uphill foundation.

HILLSIDE BUILDING is any building or portion thereof constructed on or into a slope steeper than one unit vertical in three units horizontal (33.3%). If only a portion of the building is supported on or into the slope, these regulations apply to the entire building.

PRIMARY ANCHORS are diaphragm anchors designed for and providing a direct connection as described in Sections 1613.6.5 and 1613.6.7.3 between the diaphragm and the uphill foundation.

SECONDARY ANCHORS are diaphragm anchors designed for and providing a redundant diaphragm to foundation connection, as described in Sections 1613.6.6 and 1613.6.7.4.

UPHILL DIAPHRAGM EDGE is the edge of the diaphragm adjacent and closest to the highest ground level at the perimeter of the diaphragm.

UPHILL FOUNDATION is the foundation parallel and closest to the uphill diaphragm edge.

1613.6.4 Analysis and design.

1613.6.4.1 General. Every hillside building within the scope of this section shall be analyzed, designed, and constructed in accordance with the provisions of this division. When the code-prescribed wind design produces greater effects, the wind design shall govern, but detailing requirements and limitations prescribed in this and referenced sections shall be followed.

1613.6.4.2 Base level diaphragm-downhill direction. The following provisions shall apply to the seismic analysis and design of the connections for the base level diaphragm in the downhill direction.

1613.6.4.2.1 Base for lateral force design defined. For seismic forces acting in the downhill direction, the base of the building shall be the floor at or closest to the top of the highest level of the foundation.

1613.6.4.2.2 Base shear. In developing the base shear for seismic design, the response modification coefficient (R) shall not exceed 5 for bearing wall and building frame systems. The total base shear shall include the forces tributary to the base level diaphragm including forces from the base level diaphragm.

1613.6.5 Base shear resistance-primary anchors.

1613.6.5.1 General. The base shear in the downhill direction shall be resisted through primary anchors from diaphragm struts provided in the base level diaphragm to the foundation.

1613.6.5.2 Location of primary anchors. A primary anchor and diaphragm strut shall be provided in line with each foundation extending in the downhill direction. Primary anchors and diaphragm struts shall also be provided where interior vertical lateral-force-resisting elements occur above and in contact with the base level diaphragm. The spacing of primary anchors and diaphragm struts or collectors shall in no case exceed 30 feet (9144 mm).

1613.6.5.3 Design of primary anchors and diaphragm struts. Primary anchors and diaphragm struts shall be designed in accordance with the requirements of Section 1613.6.8.

1613.6.5.4 Limitations. The following lateral-force-resisting elements shall not be designed to resist seismic forces below the base level diaphragm in the downhill direction:

• 1. Wood structural panel wall sheathing,
• 2. Cement plaster and lath,
• 3. Gypsum wallboard, and
• 4. Tension only braced frames.

Braced frames designed in accordance with the requirements of Section 2205.2.1.2 may be used to transfer forces from the primary anchors and diaphragm struts to the foundation provided lateral forces do not induce flexural stresses in any member of the frame or in the diaphragm struts. Deflections of frames shall account for the variation in slope of diagonal members when the frame is not rectangular.

1613.6.6 Base shear resistance-secondary anchors.

1613.6.6.1 General. In addition to the primary anchors required by Section 1613.6.5, the base shear in the downhill direction shall be resisted through secondary anchors in the uphill foundation connected to diaphragm struts in the base level diaphragm.

Exception: Secondary anchors are not required where foundations extending in the downhill direction spaced at not more than 30 feet (9144 mm) on center extend up to and are directly connected to the base level diaphragm for at least 70% of the diaphragm depth.

1613.6.6.2 Secondary anchor capacity and spacing. Secondary anchors at the base level diaphragm shall be designed for a minimum force equal to the base shear, including forces tributary to the base level diaphragm, but not less than 600 pounds per lineal foot (8.76 kN/m) based on Allowable Stress Design (ASD) levels. The secondary anchors shall be uniformly distributed along the uphill diaphragm edge and shall be spaced a maximum of 4 feet (1219 mm) on center.

1613.6.6.3 Design. Secondary anchors and diaphragm struts shall be designed in accordance with Section 1613.6.8.

1613.6.7 Diaphragms below the base level-downhill direction. The following provisions shall apply to the lateral analysis and design of the connections for all diaphragms below the base level diaphragm in the downhill direction.

1613.6.7.1 Diaphragm defined. Every floor level below the base level diaphragm shall be designed as a diaphragm.

1613.6.7.2 Design force. Each diaphragm below the base level diaphragm shall be designed for all tributary loads at that level using a minimum seismic force factor not less than the base shear coefficient.

1613.6.7.3 Design force resistance-primary anchors. The design force described in Section 1613.6.7.2 shall be resisted through primary anchors from diaphragm struts provided in each diaphragm to the foundation. Primary anchors shall be provided and designed in accordance with the requirements and limitations of Section 1613.6.5.

1613.6.7.4 Design force resistance-secondary anchors.

1613.6.7.4.1 General. In addition to the primary anchors required in Section 1613.6.7.3, the design force in the downhill direction shall be resisted through secondary anchors in the uphill foundation connected to diaphragm struts in each diaphragm below the base level.

Exception: Secondary anchors are not required where foundations extending in the downhill direction, spaced at not more than 30 feet (9144 mm) on center, extend up to and are directly connected to each diaphragm below the base level for at least 70% of the diaphragm depth.

1613.6.7.4.2 Secondary anchor capacity. Secondary anchors at each diaphragm below the base level diaphragm shall be designed for a minimum force equal to the design force but not less than 300 pounds per lineal foot (4.38 kN/m) based on Allowable Stress Design (ASD) levels. The secondary anchors shall be uniformly distributed along the uphill diaphragm edge and shall be spaced a maximum of 4 feet (1219 mm) on center.

1613.6.7.4.3 Design. Secondary anchors and diaphragm struts shall be designed in accordance with Section 1613.6.8.

1613.6.8 Primary and secondary anchorage and diaphragm strut design. Primary and secondary anchors and diaphragm struts shall be designed in accordance with the following provisions:

1. Fasteners. All bolted fasteners used to develop connections to wood members shall be provided with square plate washers at all bolt heads and nuts. Washers shall be minimum 0.229 inch by 3 inches by 3 inches (5.82 mm by 76 mm by 76 mm) in size. Nuts shall be tightened to finger tight plus one half (½) wrench turn prior to covering the framing.

2. Fastening. The diaphragm to foundation anchorage shall not be accomplished by the use of toenailing, nails subject to withdrawal, or wood in cross-grain bending or cross-grain tension.

3. Size of Wood Members. Wood diaphragm struts collectors, and other wood members connected to primary anchors shall not be less than 3 inch (76 mm) nominal width. The effects of eccentricity on wood members shall be evaluated as required per Item 9.

4. Design. Primary and secondary anchorage, including diaphragm struts, splices, and collectors shall be designed for 125% of the tributary force.

5. Allowable Stress Increase. The one-third allowable stress increase permitted under Section 1605.3.2 shall not be taken when the working (allowable) stress design method is used.

6. Steel Element of Structural Wall Anchorage System. The strength design forces for steel elements of the structural wall anchorage system, with the exception of anchor bolts and reinforcing steel, shall be increased by 1.4 times the forces otherwise required.

7. Primary Anchors. The load path for primary anchors and diaphragm struts shall be fully developed into the diaphragm and into the foundation. The foundation must be shown to be adequate to resist the concentrated loads from the primary anchors.

8. Secondary Anchors. The load path for secondary anchors and diaphragm struts shall be fully developed in the diaphragm but need not be developed beyond the connection to the foundation.

9. Symmetry. All lateral force foundation anchorage and diaphragm strut connections shall be symmetrical. Eccentric connections may be permitted when demonstrated by calculation or tests that all components of force have been provided for in the structural analysis or tests.

10. Wood Ledgers. Wood ledgers shall not be used to resist cross-grain bending or cross-grain tension.

1613.6.9 Lateral-force-resisting elements normal to the downhill direction.

1613.6.9.1 General. In the direction normal to the downhill direction, lateral-force-resisting elements shall be designed in accordance with the requirements of this section.

1613.6.9.2 Base shear. In developing the base shear for seismic design, the response modification coefficient (R) shall not exceed 5 for bearing wall and building frame systems.

1613.6.9.3 Vertical distribution of seismic forces. For seismic forces acting normal to the downhill direction the distribution of seismic forces over the height of the building using Section 12.8.3 of ASCE 7 shall be determined using the height measured from the top of the lowest level of the building foundation.

1613.6.9.4 Drift limitations. The story drift below the base level diaphragm shall not exceed 0.007 times the story height at strength design force level. The total drift from the base level diaphragm to the top of the foundation shall not exceed 3/4 inch (19 mm). Where the story height or the height from the base level diaphragm to the top of the foundation varies because of a stepped footing or story offset, the height shall be measured from the average height of the top of the foundation. The story drift shall not be reduced by the effect of horizontal diaphragm stiffness.

1613.6.9.5 Distribution of lateral forces.

1613.6.9.5.1 General. The design lateral force shall be distributed to lateral-force-resisting elements of varying heights in accordance with the stiffness of each individual element.

1613.6.9.5.2 Wood structural panel sheathed walls. The stiffness of a stepped wood structural panel shear wall may be determined by dividing the wall into adjacent rectangular elements, subject to the same top of wall deflection. Deflections of shear walls may be estimated by AWC SDPWS Section 4.3.2. Sheathing and fastening requirements for the stiffest section shall be used for the entire wall. Each section of wall shall be anchored for shear and uplift at each step. The minimum horizontal length of a step shall be 8 feet (2438 mm) and the maximum vertical height of a step shall be 2 feet 8 inches (813 mm).

1613.6.9.5.3 Reinforced concrete or masonry shear walls. Reinforced concrete or masonry shear walls shall have forces distributed in proportion to the rigidity of each section of the wall.

1613.6.9.6 Limitations. The following lateral force-resisting-elements shall not be designed to resist lateral forces below the base level diaphragm in the direction normal to the downhill direction:

• 1. Cement plaster and lath,
• 2. Gypsum wallboard, and
• 3. Tension-only braced frames.

Braced frames designed in accordance with the requirements of Section 2205.2.1.2 of this Code may be designed as lateral-force-resisting elements in the direction normal to the downhill direction, provided lateral forces do not induce flexural stresses in any member of the frame. Deflections of frames shall account for the variation in slope of diagonal members when the frame is not rectangular.

1613.6.10 Specific design provisions.

1613.6.10.1 Footings and grade beams. All footings and grade beams shall comply with the following:

1. Grade beams shall extend at least 12 inches (305 mm) below the lowest adjacent grade and provide a minimum 24 inch (610 mm) distance horizontally from the bottom outside face of the grade beam to the face of the descending slope.

2. Continuous footings shall be reinforced with at least two No. 4 reinforcing bars at the top and two No. 4 reinforcing bars at the bottom.

3. All main footing and grade beam reinforcement steel shall be bent into the intersecting footing and fully developed around each corner and intersection.

4. All concrete stem walls shall extend from the foundation and reinforced as required for concrete or masonry walls.

1613.6.10.2 Protection against decay and termites. All wood to earth separation shall comply with the following:

1. Where a footing or grade beam extends across a descending slope, the stem wall, grade beam, or footing shall extend up to a minimum 18 inches (457 mm) above the highest adjacent grade.

Exception: At paved garage and doorway entrances to the building, the stem wall need only extend to the finished concrete slab, provided the wood framing is protected with a moisture proof barrier.

2. Wood ledgers supporting a vertical load of more than 100 pounds per lineal foot (1.46 kN/m) based on Allowable Stress Design (ASD) levels and located within 48 inches (1219 mm) of adjacent grade are prohibited. Galvanized steel ledgers and anchor bolts, with or without wood nailers, or treated or decay resistant sill plates supported on a concrete or masonry seat, may be used.

1613.6.10.3 Sill plates. All sill plates and anchorage shall comply with the following:

1. All wood framed walls, including nonbearing walls, when resting on a footing, foundation, or grade beam stem wall, shall be supported on wood sill plates bearing on a level surface.

2. Power-driven fasteners shall not be used to anchor sill plates except at interior nonbearing walls not designed as shear walls.

1613.6.10.4 Column base plate anchorage. The base of isolated wood posts (not framed into a stud wall) supporting a vertical load of 4,000 pounds (17.8 kN) based on Allowable Stress Design (ASD) levels or more and the base plate for a steel column shall comply with the following:

1. When the post or column is supported on a pedestal extending above the top of a footing or grade beam, the pedestal shall be designed and reinforced as required for concrete or masonry columns. The pedestal shall be reinforced with a minimum of four No. 4 bars extending to the bottom of the footing or grade beam. The top of exterior pedestals shall be sloped for positive drainage.

2. The base plate anchor bolts or the embedded portion of the post base, and the vertical reinforcing bars for the pedestal, shall be confined with two No. 4 or three No. 3 ties within the top 5 inches (127 mm) of the concrete or masonry pedestal. The base plate anchor bolts shall be embedded a minimum of 20 bolt diameters into the concrete or masonry pedestal. The base plate anchor bolts and post bases shall be galvanized and each anchor bolt shall have at least 2 galvanized nuts above the base plate.

1613.6.10.5 Steel beam to column supports. All steel beam to column supports shall be positively braced in each direction. Steel beams shall have stiffener plates installed on each side of the beam web at the column. The stiffener plates shall be welded to each beam flange and the beam web. Each brace connection or structural member shall consist of at least two 5/8 inch (15.9 mm) diameter machine bolts.

Section 1613.7 is added to Chapter 16 of the 2022 Edition of the California Building Code to read as follows:

Minimum design and installation standards for suspended ceilings shall be determined in accordance with the requirements of Section 2506.2.1 of this Code and this section.

1613.7.1 Scope. This part contains special requirements for suspended ceilings and lighting systems. Provisions of Section 13.5.6 of ASCE 7 shall apply except as modified herein.

1613.7.2 General. The suspended ceilings and lighting systems shall be limited to 6 feet (1828 mm) below the structural deck unless the lateral bracing is designed by a licensed engineer or architect.

1613.7.3 Sprinkler heads. All sprinkler heads (drops) except fire-resistance-rated floor/ceiling or roof/ceiling assemblies, shall be designed to allow for free movement of the sprinkler pipes with oversize rings, sleeves or adaptors through the ceiling tile. Sprinkler heads and other penetrations shall have a 2 inch (50mm) oversize ring, sleeve, or adapter through the ceiling tile to allow for free movement of at least 1 inch (25mm) in all horizontal directions. Alternatively, a swing joint that can accommodate 1 inch (25 mm) of ceiling movement in all horizontal directions is permitted to be provided at the top of the sprinkler head extension.

Sprinkler heads penetrating fire-resistance-rated floor/ceiling or roof/ceiling assemblies shall comply with Section 714 of this Code.

1613.7.4 Special requirements for means of egress. Suspended ceiling assemblies located along means of egress serving an occupant load of 30 or more and at lobbies accessory to Group A Occupancies shall comply with the following provisions.

1613.7.4.1 General. Ceiling suspension systems shall be connected and braced with vertical hangers attached directly to the structural deck along the means of egress serving an occupant load of 30 or more and at lobbies accessory to Group A Occupancies. Spacing of vertical hangers shall not exceed 2 feet (610 mm) on center along the entire length of the suspended ceiling assembly located along the means of egress or at the lobby.

1613.7.4.2 Assembly device. All lay-in panels shall be secured to the suspension ceiling assembly with two hold-down clips minimum for each tile within a 4-foot (1219 mm) radius of the exit lights and exit signs.

1613.7.4.3 Emergency systems. Independent supports and braces shall be provided for light fixtures required for exit illumination. Power supply for exit illumination shall comply with the requirements of Section 1008.3 of this Code.

1613.7.4.4 Supports for appendage. Separate support from the structural deck shall be provided for all appendages such as light fixtures, air diffusers, exit signs, and similar elements.

(`83 Code, § 15.04.270) (Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1 (part), 2007; Ord. 2010-16 § 1, 2010; Ord. 2013-05 § 1, 2013; Ord. 2016-12 § 3, 2016; Ord. 2019-11 § 3, 2019; Ord. 2022-09 § 3 (part), 2022)

Section 1704.6 of the 2022 Edition of the California Building Code is amended to read as follows:

1704.6 Structural observations. Where required by the provisions of Section 1704.6.1, the owner or the owner's authorized agent shall employ a registered design professional 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.

At the conclusion of the work included in the permit, the structural observer shall submit to the building official a written statement that the site visits have been made and identify any reported deficiencies that, to the best of the structural observer's knowledge, have not been resolved.

The owner or owner's authorized agent shall coordinate and call a preconstruction meeting between the structural observer, contractors, affected subcontractors and special inspectors. The structural observer shall preside over the meeting. The purpose of the meeting shall be to identify the major structural elements and connections that affect the vertical and lateral load resisting systems of the structure and to review scheduling of the required observations. A record of the meeting shall be included in the report submitted to the building official. Observed deficiencies shall be reported in writing to the owner or owner's authorized agent, special inspector, contractor and the building official. Upon the form prescribed by the building official, the structural observer shall submit to the building official a written statement at each significant construction stage stating that the site visits have been made and identifying any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. A final report by the structural observer which states that all observed deficiencies have been resolved is required before acceptance of the work by the building official.

Section 1704.6.1 of the 2022 Edition of the California Building Code is amended to read as follows:

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

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

2. The structure is a high-rise building.

3. The structure is assigned to Seismic Design Category E, and is greater than two stories above the grade plane A lateral design is required for the structure or portion thereof.

Exception: One-story wood framed Group R-3 and Group U Occupancies less than 2,000 square feet in area, provided the adjacent grade is not steeper than 1 unit vertical in 10 units horizontal (10% sloped), assigned to Seismic Design Category D.

4. Such observation is required by the registered design professional responsible for the structural design.

5. Such observation is specifically required by the building official.

Section 1705.3 of the 2022 Edition of the California Building Code is amended to read as follows:

Special inspections and tests of concrete construction shall be performed in accordance with this section and Table 1705.3.

Exceptions: Special inspections and tests shall not be required for:

1. Isolated spread concrete footings of buildings three stories or less above grade plane that are fully supported on earth or rock where the structural design of the footing is based on a specified compressive strength, fc, not more than 2,500 pounds per square inch (psi) (17.2 Mpa) regardless of the compressive strength specified in the construction documents or used in the footing construction.

2. Continuous concrete footings supporting walls of buildings three stories or less above grade plane that are fully supported on earth or rock where:

Section 1807.1.4 of the 2022 Edition of the California Building Code is amended to read as follows:

1807.1.4 Permanent wood foundation systems. Permanent wood foundation systems shall be designed and installed in accordance with AWC PWF. Lumber and plywood shall be treated in accordance with AWPA U1 (Commodity Specification A, Special Requirement 4.2) and shall be identified in accordance with Section 2303.1.9.1. Permanent wood foundation systems shall not be used for structures assigned to Seismic Design Category D, E or F.

Section 1807.1.6 of the 2022 Edition of the California Building Code is amended to read as follows:

1807.1.6 Prescriptive design of concrete and masonry foundation walls. Concrete and masonry foundation walls that are laterally supported at the top and bottom shall be permitted to be designed and constructed in accordance with this section. Prescriptive design of foundation walls shall not be used for structures assigned to Seismic Design Category D, E or F.

Section 1807.2 of the 2022 Edition of the California Building Code is amended to read as follows:

Retaining walls shall be designed in accordance with Section 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 of the 2022 Edition of the California Building Code is amended to read as follows:

1807.3.1 Limitations. The design procedures outlined in this section are subject to the following limitations:

1. The frictional resistance for structural walls and slabs on silts and clays shall be limited to one-half of the normal force imposed on the 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 of the 2022 Edition of the California Building Code is amended to read as follows:

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

For structures assigned to Seismic Design Category D, E or F, the stepping requirement shall also apply to the top surface of continuous footings supporting walls. Footings shall be reinforced with four No. 4 deformed reinforcing bars. Two bars shall be placed at the top and bottom of the footings as shown in Figure 1809.3.

[Figure]

FIGURE 1809.3

STEPPED FOOTING

Section 1809.7 and Table 1809.7 of the 2022 Edition of the California Building Code are amended to read as follows:

Where a specific design is not provided, concrete or masonry-unit footings supporting walls of light-frame construction shall be permitted to be designed in accordance with Table 1809.7. Light-frame construction using prescriptive footings in Table 1809.7 shall not exceed one story above grade plane for structures assigned to Seismic Design Category D, E or F.

TABLE 1809.7

PRESCRIPTIVE FOOTINGS SUPPORTING WALLS OF LIGHT-FRAME CONSTRUCTION a, b, c, d, e

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm

a. Depth of footings shall be in accordance with Section 1809.4.

b. The ground under the floor shall be permitted to be excavated to the elevation of the top of the footing.

c. Interior stud-bearing walls shall be permitted to be supported by isolated footings. The footing width and length shall be twice the width shown in this table, and footings shall be spaced not more than 6 feet on center. 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.

g. Plain concrete footings for Group R-3 occupancies shall be permitted to be 6 inches thick.

Section 1809.12 of the 2022 Edition of the California Building Code is amended to read as follows:

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 of the 2022 Edition of the California Building Code is amended to read as follows:

1810.3.2.4 Timber. Timber deep foundation elements shall be designed as piles or poles in accordance with ANSI/AWC NDS. Round timber elements shall conform to ASTM D 25. Sawn timber elements shall conform to DOC PS-20. Timber deep foundation elements shall not be used in structures assigned to Seismic Design Category D, E or F.

(`83 Code, § 15.04.290) (Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1 (part), 2007; Ord. 2010-16 § 1, 2010; Ord. 2013-05 § 1, 2013; Ord. 2016-12 § 3, 2016; Ord. 2019-11 § 3, 2019; Ord. 2022-09 § 3 (part), 2022)

Section 1905.1.7 of the 2022 Edition of the California Building Code is amended to read as follows:

1905.1.7 ACI 318, Section 14.1.4. Delete ACI 318, Section 14.1.4, and replace with the following:

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:

Section 2204.1.1 is added to Chapter 22 of the 2010 Edition of the California Building Code to read as follows:

2204.1.1 Consumables for welding.

2204.1.1.1 Seismic Force Resisting System (SFRS) welds. All welds used in members and connections in the SFRS shall be made with filler metals meeting the requirements specified in AWS D1.8 Clause 6.3. AWS D1.8 Clauses 6.3.5, 6.3.6, 6.3.7 and 6.3.8 shall apply only to demand critical welds.

2204.1.1.2 Demand critical welds. Where welds are designated as demand critical, they shall be made with filler metals meeting the requirements specified in AWS D1.8 Clause 6.3.

Steel 22-02. Section 2205.4 is added to Chapter 22 of the 2010 Edition of the California Building Code to read as follows:

2205.4 AISC 341, Part I, Section 13.2 Members. Add Section 13.2f to read as follows:

13.2f. Member Types

The use of rectangular HSS are not permitted for bracing members, unless filled solid with cement grout having a minimum compressive strength of 3,000 psi (20.7 MPa) at 28 days. The effects of composite action in the filled composite brace shall be considered in the sectional properties of the system where it results in the more severe loading condition or detailing.

(`83 Code, § 15.04.310) (Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1 (part), 2007; Ord. 2010-16 § 1, 2010)

Section 2304.10.2 of the 2022 Edition of the California Building Code is amended to read as follows:

2304.10.2 Fastener requirements. Connections for wood members shall be designed in accordance with the appropriate methodology in Section 2302.1. The number and size of fasteners connecting wood members shall not be less than that set forth in Table 2304.10.2. Staple fasteners in Table 2304.10.2 shall not be used to resist or transfer seismic forces in structures assigned to Seismic Design Category D, E or F.

Exception: Staples may be used to resist or transfer seismic forces when the allowable shear values are substantiated by cyclic testing and approved by the building official.

Section 2304.10.3.1 is added to Chapter 23 of the 2022 Edition of the California Building Code to read as follows:

2304.10.3.1 Quality of nails. In Seismic Design Category D, E or F, mechanically driven nails used in wood structural panel shear walls shall meet the same dimensions as that required for hand-driven nails, including diameter, minimum penetration and minimum head diameter. Clipped head or box nails are not permitted in new construction. The allowable design value for clipped head nails in existing construction shall be multiplied by the nail-head-area ratio of clipped head nails to that of the same size hand-driven nails.

Section 2304.12.2.8 of the 2022 Edition of the California Building Code is amended to read as follows:

2304.12.2.8 Wood used in retaining walls and cribs. Wood installed in retaining or crib walls shall be preservative treated in accordance with AWPA U1 for soil and fresh water use. Wood shall not be used in retaining or crib walls for structures assigned to Seismic Design Category D, E or F.

Section 2305.4 is added to Chapter 23 of the 2022 Edition of the California Building Code to read as follows:

In Seismic Design Category D, E or F, hold-down connectors shall be designed to resist shear wall overturning moments using approved cyclic load values or 75 percent of the allowable seismic load values that do not consider cyclic loading of the product. Connector bolts into wood framing shall require steel plate washers on the post on the opposite side of the anchorage device. Plate size shall be a minimum of 0.229 inch by 3 inches by 3 inches (5.82 mm by 76 mm by 76 mm) in size. Hold-down connectors shall be tightened to finger tight plus one half (½) wrench turn just prior to covering the wall framing.

Section 2306.2 of the 2022 Edition of the California Building Code is amended to read as follows:

Wood-frame diaphragms shall be designed and constructed in accordance with AWC SDPWS. Where panels are fastened to framing members with staples, requirements and limitations of AWC SDPWS shall be met and the allowable shear values set forth in Table 2306.2(1) or 2306.2(2) shall only be permitted for structures assigned to Seismic Design Category A, B, or C.

Exception: Allowable shear values where panels are fastened to framing members with staples may be used if such values are substantiated by cyclic testing and approved by the building official.

The allowable shear values in Tables 2306.2(1) and 2306.2(2) are permitted to be increased 40 percent for wind design.

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

Exception: Wood structural panels are permitted to be fastened over solid lumber planking or laminated decking, provided the panel joints and lumber planking or laminated decking joints do not coincide.

Section 2306.3 of the 2022 Edition of the California Building Code is amended to read as follows:

Wood-frame shear walls shall be designed and constructed in accordance with ANSI/AWC SDPWS. For structures assigned to Seismic Design Category D, E, or F, application of Table 4.3A of ANSI/AWC SDPWS shall include the following:

1. Wood structural panel thickness for shear walls shall not be less than 3/8 inch thick and studs shall not be spaced at more than 16 inches on center.

2. The maximum nominal unit shear capacities for 3/8 inch wood structural panels resisting seismic forces in structures assigned to Seismic Design Category D, E or F is 400 pounds per linear foot (plf).

Exception: Other nominal unit shear capacities may be permitted if such values are substantiated by cyclic testing and approved by the building official.

3. Nails shall be placed not less than ½ 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 2022 Edition of the California Building Code to read as follows:

Wood-frame shear walls shall be designed and constructed in accordance with Section 2306.3 as applicable.

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

[Figure]

Sections 2308.6.5.1 and 2308.6.5.2 and Figures 2308.6.5.1 and 2308.6.5.2 of the 2022 Edition of the California Building Code are amended to read as follows:

2308.6.5.1 Alternate braced wall (ABW). An ABW shall be constructed in accordance with this section and Figure 2308.6.5.1. In one-story buildings, each panel shall have a length of not less than 2 feet 8 inches (813 mm) and a height of not more than 10 feet (3048 mm). Each panel shall be sheathed on one face with 3/8-inch (3.2 mm) minimum-thickness wood structural panel sheathing nailed with 8d common or galvanized box nails in accordance with Table 2304.10.1 and blocked at wood structural panel edges. For structures assigned to Seismic Design Category D or E, each panel shall be sheathed on one face with 15/32-inch-minimum-thickness (11.9 mm) wood structural panel sheathing nailed with 8d common nails spaced 3 inches on panel edges, 3 inches at intermediate supports. Two anchor bolts installed in accordance with Section 2308.3.1 shall be provided in each panel. Anchor bolts shall be placed at each panel outside quarter points. Each panel end stud shall have a hold-down device fastened to the foundation, capable of providing an approved uplift capacity of not less than 1,800 pounds (8006 N). The hold-down device shall be installed in accordance with the manufacturer's recommendations. The ABW shall be supported directly on a foundation or on floor framing supported directly on a foundation that is continuous across the entire length of the braced wall line. This foundation shall be reinforced with not less than one No. 4 bar top and bottom. Where the continuous foundation is required to have a depth greater than 12 inches (305 mm), a minimum 12-inch by 12-inch (305 mm by 305 mm) continuous footing or turned-down slab edge is permitted at door openings in the braced wall line. This continuous footing or turned-down slab edge shall be reinforced with not less than one No. 4 bar top and bottom. This reinforcement shall be lapped 15 24 inches (381 610 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]

2308.6.5.2 Portal frame with hold-downs (PFH). A PFH shall be constructed in accordance with this section and Figure 2308.6.5.2. The adjacent door or window opening shall have a full-length header.

In one-story buildings, each panel shall have a length of not less than 16 inches (406 mm) and a height of not more than 10 feet (3048 mm). Each panel shall be sheathed on one face with a single layer of 3/8-inch (9.5 mm) minimum-thickness wood structural panel sheathing nailed with 8d common or galvanized box nails in accordance with Figure 2308.6.5.2. For structures assigned to Seismic Design Category D or E, each panel shall be sheathed on one face with 15/32-inch-minimum-thickness (11.9 mm) wood structural panel sheathing nailed with 8d common nails spaced 3 inches on panel edges, 3 inches at intermediate supports and in accordance with Figure 2308.6.5.2. The wood structural panel sheathing shall extend up over the solid sawn or glued-laminated header and shall be nailed in accordance with Figure 2308.6.5.2. A built-up header consisting of at least two 2-inch by 12-inch (51 mm by 305 mm) boards, fastened in accordance with Item 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 (1829 mm) and not more than 18 feet (5486 mm) in length. A strap with an uplift capacity of not less than 1,000 pounds (4,400 N) shall fasten the header to the inner studs opposite the sheathing. One anchor bolt not less than 5/8 inch (15.9 mm) diameter and installed in accordance with Section 2308.3.1 shall be provided in the center of each sill plate. The studs at each end of the panel shall have a hold-down device fastened to the foundation with an uplift capacity of not less than 3,500 pounds (15 570 N).

Where a panel is located on one side of the opening, the header shall extend between the inside face of the first full-length stud of the panel and the bearing studs at the other end of the opening. A strap with an uplift capacity of not less than 1,000 pounds (4400 N) shall fasten the header to the bearing studs. The bearing studs shall also have a hold-down device fastened to the foundation with an uplift capacity of not less than 1,000 pounds (4400 N). The hold-down devices shall be an embedded strap type, installed in accordance with the manufacturer's recommendations. The PFH panels shall be supported directly on a foundation that is continuous across the entire length of the braced wall line. This foundation shall be reinforced with not less than one No. 4 bar top and bottom. Where the continuous foundation is required to have a depth greater than 12 inches (305 mm), a minimum 12-inch by 12-inch (305 mm by 305 mm) continuous footing or turned-down slab edge is permitted at door openings in the braced wall line. This continuous footing or turned-down slab edge shall be reinforced with not less than one No. 4 bar top and bottom. This reinforcement shall be lapped not less than 15 24 inches (381 610 mm) with the reinforcement required in the continuous foundation located directly under the braced wall line.

Where a PFH is installed at the first story of two-story buildings, each panel shall have a length of not less than 24 inches (610 mm).

[Figure]

Section 2308.6.8.1 of the 2022 Edition of the California Building Code is amended to read as follows:

2308.6.8.1 Foundation requirements. Braced wall lines shall be supported by continuous foundations.

Exception: For structures with a maximum plan dimension not more than 50 feet (15240 mm), continuous foundations are required at exterior walls only for structures assigned to Seismic Design Category A, B, or C.

For structures in Seismic Design Categories D and E, exterior braced wall panels shall be in the same plane vertically with the foundation or the portion of the structure containing the offset shall be designed in accordance with accepted engineering practice and Section 2308.1.1.

Exceptions:

1. Exterior braced wall panels shall be permitted to be located not more than 4 feet (1219 mm) from the foundation below where supported by a floor constructed in accordance with all of the following:

Joists at setbacks or the end of cantilevered joists shall not carry gravity loads from more than a single story having uniform wall and roof loads nor carry the reactions from headers having a span of 8 feet (2438 mm) or more.

2. The end of a required braced wall panel shall be allowed to extend not more than 1 foot (305 mm) over an opening in the wall below. This requirement is applicable to braced wall panels offset in plane and braced wall panels offset out of plane as permitted by Exception 1. Braced wall panels are permitted to extend over an opening not more than 8 feet (2438 mm) in width where the header is a 4-inch by 12-inch (102 mm by 305 mm) or larger member.

Section 2308.6.9 of the 2022 Edition of the California Building Code is amended to read as follows:

2308.6.9 Attachment of sheathing. Fastening of braced wall panel sheathing shall not be less than that prescribed in Tables 2308.6.1 or 2304.10.2. Wall sheathing shall not be attached to framing members by adhesives. Staple fasteners in Table 2304.10.2 shall not be used to resist or transfer seismic forces in structures assigned to Seismic Design Category D, E or F.

Exception: Staples may be used to resist or transfer seismic forces when the allowable shear values are substantiated by cyclic testing and approved by the building official.

All braced wall panels shall extend to the roof sheathing and shall be attached to parallel roof rafters or blocking above with framing clips (18 gauge minimum) spaced at a maximum of 24 inches (6096 mm) on center with four 8d nails per leg (total eight 8d nails per clip, minimum). Braced wall panels shall be laterally braced at each top corner and at intervals not to exceed 24 inches (6096 mm) along the top plate of discontinuous vertical framing.

(`83 Code, § 15.04.320) (Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1 (part), 2007; Ord. 2010-16 § 1, 2010; Ord. 2013-05 § 1, 2013; Ord. 2016-12 § 3, 2016; Ord. 2019-11 § 3, 2019; Ord. 2022-09 § 3 (part), 2022)

Chapter 25 of the Building Code is amended as follows:

(A) Section 2513.4 is amended to read as follows:

The maximum allowable height-to-length ratio for the construction in this section shall be 2 to 1. Wall sections having height-to-length ratios in excess of 1-1/2 to 1 shall be blocked. All shear walls designed to resist seismic loads in Seismic Zone 4 shall have a maximum allowable height-to-length ratio of 1 to 1.

(B) Table 25-I of the Building Code is amended to read:

TABLE 25-I ALLOWABLE SHEAR FOR WIND OR SEISMIC FORCES IN POUNDS PER FOOT FOR VERTICAL DIAPHRAGMS OF LATH AND PLASTER OR GYPSUM BOARD FRAME WALL ASSEMBLIES 1

TABLE 25-I ALLOWABLE SHEAR FOR WIND OR SEISMIC FORCES IN POUNDS PER FOOT FOR VERTICAL DIAPHRAGMS OF LATH AND PLASTER OR GYPSUM BOARD FRAME WALL ASSEMBLIES 1

(C) Section 2514 of the Building Code is hereby amended to read as follows:

Section 2514 - Suspended Ceilings

2514.1(a) Scope. This section shall apply to the support of lighting fixtures and mechanical services installed in metal ceiling suspension systems.

(b) Classification. The terms “Intermediate” and “heavy-duty” shall be as defined in the Standard Specifications for Metal Suspension Systems for Acoustical Tile and Lay-in Panel Ceilings, ASTM C635-86.

(c) Lighting Fixtures. “Intermediate or “heavy-duty” ceiling systems as defined in Subsection (b) of this section shall be used for the support of lighting fixtures.

All lighting fixtures shall be positively attached to the suspended ceiling system. The attachment device shall have a capacity of 100% of the lighting fixture weight acting in any direction.

When “intermediate” systems are used, No. 12 gauge hangers shall be attached to the grid members within 3 inches of each corner of each fixture. Tandem fixtures weight act in any direction.

Where “heavy-duty” systems are used, supplemental hangers are not required if a 48-inch modular hanger pattern is followed. When cross runners are used without supplemental hangers to support lighting fixtures, these cross runners must provide the same carrying capacity as the main runner.

Lighting fixtures weighing less than 56 pounds shall have, in addition to the requirements outlined above, two No. 12 gauge hangers connected from the fixture housing to the structure above. These wires may be slack.

Lighting fixtures weighing 56 pounds or more shall be supported directly from the structure above by approved hangers.

Pendant-hung lighting fixtures shall be supported directly from the structure above using No.9 gauge wire or approved alternate support without using the ceiling suspension system for direct support.

(d) Mechanical Services. Ceiling-mounted air terminals or services weighing less than 20 pounds shall be positively attached to the suspension main runners or to cross runners with the same carrying capacity as the main runners.

Terminals or services weighing 20 pounds but not more than 56 pounds, in addition to the above, shall have two No. 12 gauge hangers connected from the terminal or service to the ceiling system hangers or to the structure above. These wires may be slack.

Terminals or services weighing more than 56 pounds shall be supported directly from the structure above by approved hangers.

(`83 Code, § 15.04.330) (Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1 (part), 2007)

Section 3115 of the 2022 Edition of the California Building Code is amended to read as follows:

SECTION 3115

INTERMODAL SHIPPING CONTAINERS

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:

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.

Intermodal shipping containers shall bear an existing data plate containing the following information as required by ISO 6346 and verified by an approved agency. A report of the verification process and findings shall be provided to the building owner.

• 1. Manufacturer's name or identification number.
• 2. Date manufactured.
• 3. Safety approval number.
• 4. Identification number.
• 5. Maximum operating gross mass or weight (kg) (lbs).
• 6. Allowable stacking load for 1.8G (kg) (lbs).
• 7. Transverse racking test force (Newtons).
• 8. Valid maintenance examination date.

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

Intermodal shipping container roof assemblies shall comply with the applicable requirements of Chapter 15.

Exception: Single-unit, stand-alone intermodal shipping containers not attached to, or stacked vertically over, other intermodal shipping containers, buildings or structures.

Intermodal shipping containers that conform to ISO 1496-1 and are repurposed for use as buildings or structures, or as a part of buildings or structures, shall be designed in accordance with Chapter 16 and this section.

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. New welds and connections shall be equal to or greater than the original connections. 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: Intermodal 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 material testing where the steel grade and composition cannot be identified by the manufacturer's designation as to manufacture and mill testSection 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 corrugated steel container sidesprofiled steel panel elements are considered to be the seismic force-resisting system, design and detailing shall be in accordance with the AISI S100 and ASCE 7, Table 12.2-1 requirements for light-frame bearing-wall systems with shear panels of all other materialssteel systems not specifically detailed for seismic resistance, excluding cantilevered column systems.

2. Where all or portions of corrugated steel container sidesthe profiled steel panel elements are retained, but are not considered to be part of the seismic force-resisting system, an independent seismic force-resisting system shall be selected, designed and detailed in accordance with ASCE 7, Table 12.2-1, or

3. Where all or portions of the corrugated steel container sidesprofiled steel panel elements are retained and integrated into a seismic force-resisting system other than as permitted by Section 3115.8.4.2 Item 1, seismic design parameters shall be developed from testing and analysis in accordance with Section 104.11 and ASCE 7, Section 12.2.1.1 or 12.2.1.2.

3115.8.4.3 Allowable shear value. The allowable shear values for the intermodal shipping containerprofiled steel panel side walls and end walls shall be demonstrated by testing and analysis accordance with Section 104.11determined in accordance with the design approach selected in Section 3115.8.4.2. Where penetrations are made in the side walls or end walls designated as part of the lateral force-resisting system, the penetrations shall be substantiated by rational analysis.

3115.8.5 Simplified structural design procedure of single-unit containers. Single-unit intermodal shipping containers conforming to the limitations of Section 3115.8.5.1 shall be permitted to be designed in accordance with Sections 3115.8.5.2 and 3115.8.5.3.

3115.8.5.1 Limitations. Use of Section 3115.8.5 is subject to all the following limitations:

1. The intermodal shipping container shall be a single-unit, stand-alone unit supported on a foundation and shall not be in contact with or supporting any other shipping container or other structure.

2. The intermodal shipping container's top and bottom rails, corner castings, and columns or any portion thereof shall not be notched, cut, or removed in any manner.

3. The intermodal shipping container shall be erected in a level and horizontal position with the floor located at the bottom.

4. The intermodal shipping container shall be located in Seismic Design Category A, B, C and D.

3115.8.5.2 Simplified structural design assumptions. Where permitted by Section 3115.8.5.1, single-unit stand-alone, intermodal shipping containers shall be designed using the following assumptions for the profiled steel panel side walls and end walls:

• 1. The appropriate detailing requirements contained in Chapters 16 through 23.
• 2. Response modification coefficient, R = 2.
• 3. Over strength factor,S 0 = 2.5.
• 4. Deflection amplification factor, Cd = 2.
• 5. Limits on structural height, hn = 9.5 feet (2900 mm).

3115.8.5.3 Allowable shear value. The allowable shear values for the intermodal shipping containerprofiled 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:

5. A maximum of one penetration not greater than a 6-inch (152 mm) diameter hole for conduits, pipes, tubes or vents, or not greater than16 square inches (10 322mm2) for electrical boxes, is permitted for each individual 8 feet (2438 mm) length of lateral force-resisting wall. Penetrations located in walls that are not part of the wall lateral force resisting system shall not be limited in size or quantity. Existing intermodal shipping container's vents shall not be considered a penetration, as shown in Figure 3115.8.5.3(4).

6. End wall door or doors designated as part of the lateral force-resisting system shall be intermittently welded closed around the full perimeters of the door panels.

TABLE 3115.8.5.3

ALLOWABLE SHEAR VALUES FOR INTERMODAL SHIPPING CONTAINERPROFILED STEEL PANEL SIDE WALLS AND END WALLS FOR WIND OR SEISMIC LOADING

a. The allowable strength 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]

FIGURE 3115. 8.5.3 (1)

Bracing Unit Distribution - Maximum Linear Length

[Figure]

FIGURE 3115.8.5.3( 2)

Bracing Unit Distribution - Minimum Linear Length

[Figure]

FIGURE 3115.8.5.3(3)

Bracing Unit Distribution - Boundary Elements

[Figure]

FIGURE 3115.8.5.3 (4)

Bracing Unit Distribution - Penetrating Limitations

(Ord. 2019-11 § 3, 2019; Ord. 2022-09 § 3 (part), 2022)

Section 3201.1 of the Building Code is amended by adding a new last paragraph to read as follows:

(`83 Code, § 15.04.350) (Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1(part), 2007)

Section 3202 of the Building Code is added to read as follows:

Section 3202 - Encroachments.

Whenever it is desired to alter, improve or repair the exterior face of a building by the addition of stucco or other material to a wall fronting upon a street and located at the property line, and where such alteration, improvement, or repair would result in the extension or projection of such building into the right-of-way, the Building Official may issue a permit authorizing such alteration, improvement or repair; provided, however, that in no case shall such building extend or project more than six inches (6") into the right-of-way.

(`83 Code, § 15.04.360) (Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1(part), 2007)

(Ord. 2019-11 § 3, 2019)

The Building Code is amended by adding a new Chapter 36 to read as follows:

Chapter 36 Very High Fire Hazard Severity Zone

This chapter shall apply to all buildings or structures or portions thereof erected, constructed, enlarged, or moved within or into the very high fire hazard severity zone as herein defined.

VERY HIGH FIRE HAZARD SEVERITY ZONE is that area as described on the Official Fire District Map as VERY HIGH FIRE HAZARD SEVERITY ZONE or FIRE ZONE FOUR and dated 2008, or such subsequent map as may be adopted by the City Council of the City of Monrovia. This map is on file with the City Clerk of the City of Monrovia.

The exterior walls of all buildings or structures shall have a fire- resistive rating of not less than one-hour. Underfloor areas, porches, patios or similar areas attached to the principal building shall be provided with exterior walls having a fire-resistive rating of not less than one-hour. Exterior glass in such walls shall be double glazed.

EXCEPTIONS:

1. Except where otherwise required by this code, exterior walls need not have a fire-resistive rating when any of the following conditions exist:

The building is a one-story detached accessory building having a projected roof area not exceeding 484 square feet. To be considered detached, an accessory building shall be separated from the primary building by not less than 20 feet at any point in a direct line of measurement.

2. Architectural trim, handrails and similar finish items may be of wood.

3. Unprotected wood doors and windows may be used except where openings are required to be fire-protected.

Eave openings, exterior balconies and similar architectural appendages extending beyond the floor area as defined in Section 207 shall be of one-hour fire-resistive construction.

(`83 Code, § 15.04.370) (Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1(part), 2007; Ord. 2008-06, § 1, 2008)

Chapter 1 of the Mechanical Code is amended to read as follows:

The Administrative Code, as adopted by § 15.04.010 of the Monrovia Municipal Code, shall serve as the administrative, organizational and enforcement rules and regulations for this code.

(`83 Code, § 15.04.390) (Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1(part), 2007)

V. PLUMBING CODE AMENDMENTS

Chapter 1 of the Plumbing Code is amended to read as follows:

The Administrative Code, as adopted by § 15.04.010 of the Monrovia Municipal Code, shall serve as the administrative, organizational and enforcement rules and regulations for this Code.

(`83 Code, § 15.04.400) (Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1(part), 2007)

Section 1014.13 is added to the Plumbing Code to read as follows:

(`83 Code, § 15.04.410) (Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1(part), 2007)

VI. HOUSING CODE AMENDMENTS

Section 103 of the Housing Code is hereby amended to read as follows:

SECTION 103 - SCOPE.

The provisions of this code shall apply to all buildings or portions thereof used, or designed or intended to be used, for human habitation. Such occupancies in existing buildings may be continued as provided in the city's Building Code, except such structures as are found to be substandard as defined in this code.

Where any building or portion thereof is used or intended to be used as a combination apartment house-hotel, the provisions of this code shall apply to the separate portions as if they were separate buildings.

Rooming houses, congregate residences or lodging houses shall comply with all the requirements of this code for dwellings.

Section 104.1 of the Housing Code is hereby amended to read as follows:

104.1 Additions, Alterations or Repairs.

For requirements for additions, alterations or repairs, see Section 102.2 of the Uniform Administrative Code.

(Ord. 2025-14 § 3 (part), 2025)

Section 203 of the Housing Code is hereby amended to read as follows:

BOARD OF APPEALS. Whenever the Director of Community Development shall disapprove an application, or refuse to grant a license or permit applied for, or when it is claimed that the provisions of any of the above adopted codes do not apply, or that the true meaning and intent of said codes have been misconstrued or wrongly interpreted, the applicant or an aggrieved party may appeal within ten (10) days from the decision of the Director of Community Development to the Board of Appeals of the City of Monrovia, as set forth in Chapter 2.58 of the Monrovia Municipal Code.

(`83 Code, § 15.04.420) (Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1(part), 2007; Ord. 2019-06 § 11, 2019)

Section 301 of the Housing Code is hereby amended to read as follows:

SECTION 301 - GENERAL

No building or structure regulated by this code shall be erected, constructed, enlarged, altered, repaired, moved, improved, removed, converted or demolished unless a separate permit for each building or structure has first been obtained from the building official in the manner and according to the applicable conditions prescribed in Section 301 of the Uniform Administrative Code.

Section 302 of the Housing Code is hereby amended to read as follows:

SECTION 302 - FEES

When a building permit is required by Section 301 of this code, the appropriate fees shall be paid as specified in Section 304 of the Uniform Administrative Code.

Section 303 of the Housing Code is hereby amended to read as follows:

SECTION 303 - INSPECTION

Buildings or structures within the scope of this code and all construction or work for which a permit is required shall be subject to inspection by the building official in accordance with and in the manner provided by this code and Sections 305 and 306 of the Uniform Administrative Code.

(Ord. 2025-14 § 3 (part), 2025)

Section 401 of the Housing Code is hereby amended by revising a definition to read as follows:

BUILDING CODE is the current edition of the California Building Code promulgated by the International Code Council, as adopted by the city.

(Ord. 2025-14 § 3 (part), 2025)

Section 501 of the Housing Code is hereby amended to read as follows:

SECTION 501— LOCATION ON PROPERTY

All buildings shall be located with respect to property lines and to other buildings on the same property as required by Section 503 and Chapter 6 of the Building Code.

Section 504.4 of the Housing Code is hereby amended to read as follows:

504.4 Hallways. All public hallways, stairs and other exitways shall be adequately lighted at all times in accordance with Chapter 10 of the Building Code.

Section 505.5 of the Housing Code is hereby amended to read as follows:

505.5 Water Closet Compartments. Walls and floors of water closet compartments, except in dwellings, shall be finished in accordance with Chapter 12 of the Building Code.

(Ord. 2025-14 § 3 (part), 2025)

Section 701.1 of the Housing Code is hereby amended to read as follows:

SECTION 701—HEATING AND VENTILATION

701.1 Heating. Dwelling units, guest rooms and congregate residences shall be provided with heating facilities capable of maintaining a room temperature of 68°F (20°C) at a point 3 feet (914 mm) above the floor in all habitable rooms. Such facilities shall be installed and maintained in a safe condition and in accordance with Section 1203 of the Building Code, the Mechanical Code and all other applicable laws. Unvented fuel-burning heaters are not permitted. All heating devices or appliances shall be of an approved type.

(Ord. 2025-14 § 3 (part), 2025)

Section 1001.1 of the Housing Code is hereby amended to read as follows:

Any building or portion thereof that is determined to be an unsafe building in accordance with Section 203 of the Uniform Administrative Code, or any building or portion thereof, including any dwelling unit, guest room or suite of rooms, or the premises on which the same is located, in which there exists any of the conditions referenced in this section to an extent that endangers the life, limb, health, property, safety or welfare of the public or the occupants thereof, shall be deemed and hereby are declared to be substandard buildings.

(Ord. 2025-14 § 3 (part), 2025)

VII. SOLAR ENERGY CODE AMENDMENTS

(A) Part I of the Solar Energy Code is amended by revising Section 10.4 to read as follows:

Administrative Provisions. The Administrative Code, as adopted by § 15.04.010 of the Monrovia Municipal Code, shall serve as the administrative, organizational and enforcement rules and regulations for this Code.

(B) Part I of the Solar Energy Code is further amended by deleting the remaining sections in their entirety.

(`83 Code, § 15.04.430) (Ord. 99-7 § 1, 1999; Ord. 2003-01, § 1, 2003; Ord. 2007-21, § 1(part), 2007)

VIII. RESIDENTIAL CODE AMENDMENTS

Section R301.1.3.2 of the 2022 Edition of the California Residential Code is amended to read as follows:

R301.1.3.2 Woodframe structures greater than two-stories. The building official shall require construction documents to be approved and stamped by a California licensed architect or engineer for all dwellings of woodframe construction more than two stories and basement in height located in Seismic Design Category A, B or C. Notwithstanding other sections of law; the law establishing these provisions is found in Business and Professions Code Sections 5537 and 6737.1.

The building official shall require construction documents to be approved and stamped by a California licensed architect or engineer for all dwellings of woodframe construction more than one story in height or with a basement located in Seismic Design Category D0, D1, or D2.

Section R301.1.5 is added to Chapter 3 of the 2022 Edition of the California Residential Code to read as follows:

R301.1.5 Seismic design provisions for buildings constructed on or into slopes steeper than one unit vertical in three units horizontal (33.3 percent slope). The design and construction of new buildings and additions to existing buildings when constructed on or into slopes steeper than one unit vertical in three units horizontal (33.3 percent slope) shall comply with Section 1613.6 of the California Building Code.

Items 1, 3 and 5 of Section R301.2.2.6 of the 2022 Edition of the California Residential Code are amended to read as follows:

1. Shear wall or braced wall offsets out of plane. Conditions where exterior shear wall lines or braced wall panels are not in one plane vertically from the foundation to the uppermost story in which they are required.

Exception: For wood light-frame construction, floors with cantilevers or setbacks not exceeding four times the nominal depth of the wood floor joists are permitted to support braced wall panels that are out of plane with braced wall panels below provided that all of the following are satisfied:

1. Floor joists are nominal 2 inches by 10 inches (51 mm by 254 mm) or larger and spaced not more than 16 inches (406 mm) on center.

2. The ratio of the back span to the cantilever is not less than 2 to 1.

3. Floor joists at ends of braced wall panels are doubled.

4. For wood-frame construction, a continuous rim joist is connected to ends of cantilever joists. When spliced, the rim joists shall be spliced using a galvanized metal tie not less than 0.058 inch (1.5 mm) (16 gage) and 1 1/2 inches (38 mm) wide fastened with six 16d nails on each side of the splice or a block of the same size as the rim joist of sufficient length to fit securely between the joist space at which the splice occurs fastened with eight 16d nails on each side of the splice; and

5. Gravity loads carried at the end of cantilevered joists are limited to uniform wall and roof loads and the reactions from headers having a span of 8 feet (2438 mm) or less.

6. Shear wall or braced wall offsets in plane. Conditions where the end of a braced wall panel occurs over an opening in the wall below. and ends at a horizontal distance greater than 1 foot (305 mm) from the edge of the opening. This provision is applicable to shear walls and braced wall panels offset in plane and to braced wall panels offset out of plane as permitted by the exception to item 1.

Exception: For wood light-frame wall construction, one end of a braced wall panel shall be permitted to extend more than one foot (305 mm) over an opening not more than 8 feet (2438 mm) in width in the wall below provided that the opening includes a header in accordance with all of the following:

1. The building width, loading condition and framing member species limitations of Table R602.7(1) shall apply.

2. The header is composed of:

3. The entire length of the braced wall panel does not occur over an opening in the wall below.

4. Floor level offset. Conditions where portions of a floor level are vertically offset.

Exceptions:

1. Framing supported directly by continuous foundations at the perimeter of the building.

2. For wood light-frame construction, floors shall be permitted to be vertically offset where the floor framing is lapped or tied together as required by section R502.6.1.

Section R301.2.2.11 is added to Chapter 3 of the 2022 Edition of the California Residential Code to read as follows:

R301.2.2.11 Anchorage of mechanical, electrical, or plumbing components and equipment. Mechanical, electrical, or plumbing components and equipment shall be anchored to the structure. Anchorage of the components and equipment shall be designed to resist loads in accordance with the California Building Code and ASCE 7, except where the component is positively attached to the structure and flexible connections are provided between the component and associated ductwork, piping, and conduit; and either

1. The component weighs 400 lb (1,780 N) or less and has a center of mass located 4 ft (1.22 m) or less above the supporting structure; or

2. The component weighs 20 lb (89N) or less or, in the case of a distributed system, 5 lb/ft (73 N/m) or less.

Section R401.1 of the 2022 Edition of the California Residential Code is amended to read as follows:

R401.1 Application. The provisions of this chapter shall control the design and construction of the foundation and foundation spaces for buildings. In addition to the provisions of this chapter, the design and construction of foundations in flood hazard areas as established by Table R301.2 shall meet the provisions of Section R322. Wood foundations shall be designed and installed in accordance with AWC PWF.

Exception: The provisions of this chapter shall be permitted to be used for wood foundations only in the following situations:

1. In buildings that have no more than two floors and a roof.

2. When interior basement and foundation walls are constructed at intervals not exceeding 50 feet (15 240 mm).

Wood foundations in Seismic Design Category D0, D1, or D2 shall be designed in accordance with accepted engineering practice not be permitted.

Exception: In non-occupied, single-story, detached storage sheds and similar uses other than carport or garage, provided the gross floor area does not exceed 200 square feet, the plate height does not exceed 12 feet in height above the grade plane at any point, and the maximum roof projection does not exceed 24 inches.

Sections R403.1.2, R403.1.3.6 and R403.1.5 of the 2022 Edition of the California Residential Code are amended to read as follows:

R403.1.2 Continuous footing in Seismic Design Categories D0, D1 and D2. Exterior walls of buildings located in Seismic Design Categories D0, D1 and D2 shall be supported by continuous solid or fully grouted masonry or concrete footings. Other footing materials or systems shall be designed in accordance with accepted engineering practice. Required interior braced wall panels in buildings located in Seismic Design Categories D0, D1 and D2 with plan dimensions greater than 50 feet (15 240 mm) shall be supported by continuous solid or fully grouted masonry or concrete footings in accordance with Section R403.1.3.4, except for two-story buildings in Seismic Design Category D2, in which all braced wall panels, interior and exterior, shall be supported on continuous foundations.

Exception: Two-story buildings shall be permitted to have interior braced wall panels supported on continuous foundations at intervals not exceeding 50 feet (15 240 mm) provided that:

1. The height of cripple walls does not exceed 4 feet (1219 mm).

2. First-floor braced wall panels are supported on doubled floor joists, continuous blocking or floor beams.

3. The distance between bracing lines does not exceed twice the building width measured parallel to the braced wall line.

R403.1.3.6 Isolated concrete footings. In detached one- and two-family dwellings located in Seismic Design Category A, B, or C, that are three stories or less in height, and constructed with stud bearing walls, isolated plain concrete footings supporting columns or pedestals are permitted.

R403.1.5 Slope. The top surface of footings shall be level. The bottom surface of footings shall not have a slope 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 footings or where the slope of the bottom surface of the footings will exceed one unit vertical in 10 units horizontal (10-percent slope).

For structures assigned to Seismic Design Categories D0, D1 or D2, stepped footings shall be reinforced with four No. 4 rebar. Two bars shall be place at the top and bottom of the footings as shown in Figure R403.1.5.

[Figure]

FIGURE R403.1.5

STEPPED FOOTING

Section R404.2 of the 2022 Edition of the California Residential Code is amended to read as follows:

R404.2 Wood foundation walls. Wood foundation walls shall be constructed in accordance with the provisions of Sections R404.2.1 through R404.2.6 and with the details shown in Figures R403.1(2) and

R403.1(3). Wood foundation walls shall not be used for structures located in Seismic Design Category D0, D1 or D2.

Section R501.2 of the 2022 Edition of the California Residential Code is amended to read as follows:

R501.2 Requirements. Floor construction shall be capable of accommodating all loads in accordance with Section R301 and of transmitting the resulting loads to the supporting structural elements. Mechanical or plumbing fixtures and equipment shall be attached or anchored to the structure in accordance with Section R301.2.2.11.

Section R503.2.4 is added to Chapter 5 of the 2022 Edition of the California Residential Code to read as follows:

R50 3.2.4 Openings in horizontal diaphragms. Openings in horizontal diaphragms with a dimension perpendicular to the joist that is greater than 4 feet (1.2 m) shall be constructed in accordance with Figure R503.2.4.

[Figure]

a. Blockings shall be provided beyond headers.

b. Metal ties not less than 0.058 inch [1.47 mm (16 galvanized gage)] by 1.5 inches (38 mm) wide with eight 16d common nails on each side of the header-joist intersection. The metal ties shall have a minimum yield of 33,000 psi (227 MPa).

c. Openings in diaphragms shall be further limited in accordance with Section R301.2.2.6.

FIGURE R503.2.4

OPENINGS IN HORIZONTAL DIAPHRAGMS

Lines 20, 21, 24, and 34 - 37 of Table R602.3(1) of the 2022 Edition of the California Residential Code are amended to read as follows:

TABLE R602.3(1)-continued FASTENING SCHEDULE

TABLE R602.3(1)-continued FASTENING SCHEDULE

k. Use of staples in roof, floor, and braced wall panels shall be prohibited in Seismic Design Category D0, D1, or D2

Exception of Section R602.3.2 and Table R602.3.2 of the 2022 Edition of the California Residential Code is amended to read as follows:

Exception: A In other than Seismic Design Category D0, D1 or D2, a single top plate used as an alternative to a double top plate shall comply with the following:

1. The single top plate shall be tied at corners, intersecting walls, and at in-line splices in straight wall lines in accordance with Table R602.3.2.

2. The rafters or joists shall be centered over the studs with a tolerance of not more than 1 inch (25 mm).

3. Omission of the top plate is permitted over headers where the headers are adequately tied to adjacent wall sections in accordance with Table R602.3.2.

[Figure]

Footnote "b" of Table R602.3(2) of the 2022 Edition of the California Residential Code is amended to read as follows:

b. Staples shall have a minimum crown width of 7/16-inch on diameter except as noted. Use of staples in roof, floor, subfloor, and braced wall panels shall be prohibited in Seismic Design Category D0, D1, or D2.

Section R602.10.2.3 of the 2022 Edition of the California Residential Code is amended to read as follows:

R602.10.2.3 Minimum number of braced wall panels. Braced wall lines with a length of 16 feet (4877 mm) or less shall have not less than two braced wall panels of any length or one braced wall panel equal to 48 inches (1219 mm) or more. Braced wall lines greater than 16 feet (4877 mm) shall have not less than two braced wall panels. In Seismic Design Category D0, D1, or D2, no braced wall panel shall have a contributing length less than 48 inches in length or as required in Section R602.10.3, whichever is greater.

Table R602.10.3(3) of the 2022 Edition of the California Residential Code is amended to read as follows:

[Figure]

[Figure]

a. Linear interpolation shall be permitted.

b. Wall bracing lengths are based on a soil site class "D." Interpolation of bracing length between the Sds values associated with the seismic design categories shall be permitted when a site-specific Sds value is determined in accordance with Section 1613.2 of the California Building Code.

c. Where the braced wall line length is greater than 50 feet, braced wall lines shall be permitted to be divided into shorter segments having lengths of 50 feet or less, and the amount of bracing within each segment shall be in accordance with this table.

d. Method LIB shall have gypsum board fastened to not less than one side with nails or screws in accordance with Table R602.3(1) for exterior sheathing or Table R702.3.5 for interior gypsum board. Spacing of fasteners at panel edges shall not exceed 8 inches.

e. Methods PFG and CS-SFB do not apply in Seismic Design Categories D0, D1 and D2.

f. Methods PFH, PFG and ABW are only permitted on a single story or a first of two stories.

g. Where more than one bracing method is used, mixing methods shall be in accordance with Section R602.10.4.1.

h. One- and two- family dwellings in Seismic Design Category D2 exceeding two stories shall be designed in accordance with accepted engineering practice.

i. Methods GB and PCP braced wall panel h/w ratio shall not exceed 1:1 in SDC D0, D1 and D2. Methods DWB, SFB, PBS, HPS, and CS-SFB are not permitted in D0, D1 and D2.

Table R602.10.4 of the 2022 Edition of the California Residential Code is amended to read as follows:

[Figure]

[Figure]

Table R602.10.5 of the 2022 Edition of the California Residential Code is amended to read as follows:

[Figure]

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.

NP = Not Permitted.

a. Linear interpolation shall be permitted.

b. Use the actual length where it is greater than or equal to the minimum length.

c. Maximum header height for PFH is 10 feet in accordance with Figure R602.10.6.2, but wall height shall be permitted to be increased to 12 feet with pony wall.

d. Maximum header height for PFG is 10 feet in accordance with Figure R602.10.6.3, but wall height shall be permitted to be increased to 12 feet with pony wall.

e. Maximum header height for CS-PF is 10 feet in accordance with Figure R602.10.6.4, but wall height shall be permitted to be increased to 12 feet with pony wall.

Figure R602.10.6.1 of the 2022 Edition of the California Residential Code is amended to read as follows:

[Figure]

Figure R602.10.6.2 of the 2022 Edition of the California Residential Code is amended to read as follows:

[Figure]

Figure R602.10.6.4 of the 2022 Edition of the California Residential Code is amended to read as follows:

[Figure]

Section R606.4.4 of the 2022 Edition of the California Residential Code is amended to read as follows:

R606.4.4 Parapet walls. Unreinforced solid masonry parapet walls shall not be less than 8 inches (203 mm) thick and their height shall not exceed four times their thickness. Unreinforced hollow unit masonry parapet walls shall be not less than 8 inches (203 mm) thick, and their height shall not exceed three times their thickness. Masonry parapet walls in areas subject to wind loads of 30 pounds per square foot (1.44 kPa) or located in Seismic Design Category D0, D1 or D2, or on townhouses in Seismic Design Category C shall be reinforced in accordance with Section R606.12.

Section R606.12.2.2.3 of the 2022 Edition of the California Residential Code is amended to read as follows:

R606.12.2.2.3 Reinforcement requirements for masonry elements. Masonry elements listed in Section R606.12.2.2.2 shall be reinforced in either the horizontal or vertical direction as shown in Figure R606.11(2) R606.11(2) and in accordance with the following:

1. Horizontal reinforcement. Horizontal joint reinforcement shall consist of not less than two longitudinal W1.7 wires spaced not more than 16 inches (406 mm) for walls greater than 4 inches (102 mm) in width and at least one longitudinal W1.7 wire spaced not more than 16 inches (406 mm) for walls not exceeding 4 inches (102 mm) in width; or not less than one No. 4 bar spaced not more than 48 inches (1219 mm). Where two longitudinal wires of joint reinforcement are used, the space between these wires shall be the widest that the mortar joint will accommodate. Horizontal reinforcement shall be provided within 16 inches (406 mm) of the top and bottom of these masonry elements.

2. Vertical reinforcement. Vertical reinforcement shall consist of not less than one No. 4 bar spaced not more than 48 inches (1219 mm). Vertical reinforcement shall be within 168 inches (406203 mm) of the ends of masonry walls.

Section R803.2.4 is added to Chapter 8 of the 2022 Edition of the California Residential Code to read as follows:

R803.2.4 Openings in horizontal diaphragms. Openings in horizontal diaphragms shall conform with Section R503.2.4.

Section R1001.3.1 of the 2022 Edition of the California Residential Code is amended to read as follows:

R1001.3.1 Vertical reinforcing. For chimneys up to 40 inches (1016 mm) wide, four No. 4 continuous vertical bars adequately anchored into the concrete foundation shall be placed between wythes of solid masonry or within the cells of hollow unit masonry and grouted in accordance with Section R606. Grout shall be prevented from bonding with the flue liner so that the flue liner is free to move with thermal expansion. For chimneys more than 40 inches (1016 mm) wide, two additional No. 4 vertical bars adequately anchored into the concrete foundation shall be provided for each additional flue incorporated into the chimney or for each additional 40 inches (1016 mm) in width or fraction thereof.

(Ord. 2010-16 § 1, 2010; Ord. 2013-05 § 1, 2013; Ord. 2016-12 § 3, 2016; Ord. 2019-11 § 3, 2019; Ord. 2022-09, § 3(part), 2022)

IX. GREEN BUILDING STANDARDS CODE AMENDMENTS

Section 101.12 is added to the 2016 Edition of the California Green Building Standards Code to read as follows:

101.12 Fee for Mandatory Measures. A fee of ten percent (10%) of the plan check/permit fee shall be assessed to verify compliance with the mandatory measure of this code.

Section 101.12.1 is added to the 2016 Edition of the California Green Building Standards Code to read as follows:

101.12.1 Fee for Tier Measures. When Tier 1 or Tier 2 measures need to be verified by the enforcing agency, an additional ten percent (10%) of the plan check/permit fee may be assessed.

Section 202 of the 2016 Edition of the California Green Building Standards Code is amended to read as follows:

SUSTAINABILITY. Consideration of present development and construction impacts on the community, the economy, and the environment without compromising the needs of the future.

Section 301.1 of the 2016 Edition of the California Green Building Standards Code is amended to read as follows:

301.1 Scope. Buildings shall be designed to include the green building measures specified as mandatory in this code. Voluntary green building measures are also included in this code the application checklists and may be included in the design and construction of structures covered by this code, but are not required unless they are adopted by a city or county as specified in Section 101.7.

(Ord. 2010-16 § 1, 2010; Ord. 2013-05 § 1, 2013; Ord. 2016-12 § 3, 2016)

CGBSC Chapter Definitions 2 G2-01. Section 202 of the 2010 Edition of the California Green Building Standards Code is amended to read as follows:

LOW-RISE RESIDENTIAL BUILDING. A building that is of Occupancy Group R and is six stories or less, or that is a one- or two-family dwelling or townhouse.

CGBSC Definitions G2-02. Section 202 of the 2010 Edition of the California Green Building Standards Code is amended to read as follows:

SUSTAINABILITY. Consideration of present development and construction impacts on the community, the economy, and the environment without compromising the needs of the future.

(Ord. 2010-16 § 1, 2010)

Section 301.1.1 of the 2016 Edition of the California Green Building Standards Code is amended to read as follows:

Section 301.1.1 Additions and alterations.

[HCD] The mandatory provisions of Chapter 4 shall be applied to additions or alterations of existing residential buildings. Code sections relevant to additions and alterations shall only apply to the portions of the building being added or altered within the scope of the permitted work.

Note: On and after January 1, 2014, residential buildings undergoing permitted alterations, additions or improvements shall replace noncompliant plumbing fixtures with water-conserving plumbing fixtures. Plumbing fixture replacement is required prior to issuance of a certificate of final completion, certificate of occupancy or final permit approval by the local building department. See Cal. Civil Code §§ 1101.1, et seq., for the definition of a noncompliant plumbing fixture, types of residential buildings affected and other important enactment dates.

Section 5.408.3 of the 2016 Edition of the California Green Building Standards Code is amended to read as follows:

Section 4.106.4.2.1 of the 2022 Edition of the California Green Building Standards Code is amended to read as follows:

Section 103 of the Abatement of Dangerous Buildings Code is hereby amended to read as follows:

SECTION 103 - ALTERATIONS, ADDITIONS AND REPAIRS.

All buildings or structures which are required to be repaired under the provisions of this code shall be subject to the provisions of 102.2 of the Uniform Administrative Code.

(Ord. 2025-14 § 3 (part), 2025)

Section 204 of the Abatement of Dangerous Buildings Code is hereby amended to read as follows:

SECTION 204 - INSPECTION OF WORK.

All buildings or structures within the scope of this code and all construction or work for which a permit is required shall be subject to inspection by the building official in accordance with and in the manner provided by this code and Sections 305 and 306 of the Uniform Administrative Code.

(Ord. 2025-14 § 3 (part), 2025)

Section 301 of the Abatement of Dangerous Buildings Code is hereby amended by revising a definition to read as follows:

BUILDING CODE is the current edition of the California Building Code promulgated by the International Code Council, as adopted by the City.

(Ord. 2025-14 § 3 (part), 2025)