Chapter 14.04 — BUILDING CODE AND RELATED CODES

Footnotes:

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Editor's note— Ord. No. 7461, § 5, adopted November 10, 2025, amended the Code by repealing former Ch. 14.04, §§ 14.04.010—14.04.520, and adding a new Ch. 14.04. Former Ch. 14.04 pertained to similar subject matter, and derived from Ord. No. 7416, § 2, adopted November 13, 2023.

California Building Codes adopted. California Code of Regulation Title 24 Parts 1 through 12 consisting of the: 2025 California Administrative Code; 2025 California Building Code with Appendix Chapters G, H, I, J, N, P, and Q; 2025 California Residential Code with Appendix Chapters BB, BF, BG, CH, CI, and CJ; 2025 California Electrical Code with Annexes A, C, I; 2025 California Mechanical Code with Appendix Chapters B, C, F, G, H; 2025 California Plumbing Code with Appendix Chapters A, D, G, H, I, J, M, R; 2025 California Energy Code; 2025 California Wildland-Urban Interface Code, 2025 California Historical Building Code; 2025 California Fire Code including Chapters 1,3, Section 503 of Chapter 5, Sections 1101 and 1104 of Chapter 11, Appendix Chapter 4 and Appendices B, C, D, E, F, G, H, I, K, M, N, O, and P; 2025 California Existing Building Code; 2025 California Green Building Standards Code; 2025 California Referenced Standards Code, and amendments from specific State of California State Agencies. One copy of all of the above publications shall be on file for public inspection and is hereby adopted with the same force and effect as though set out herein in full.

(Ord. No. 7461, § 5, 11-10-2025)

These regulations shall be known as the California Building Code, may be cited as such and will be referred to

herein as "this code." The California Building Code is Part 2 of thirteen parts of the official compilation and publication of the adoption, amendment and repeal of building regulations to the California Code of Regulations, Title 24, also referred to as the California Building Standards Code. This part incorporates by adoption the 2024 International Building Code of the International Code Council with necessary California amendments.

For the City of Pasadena, these regulations shall be known as the Pasadena Building Code. The provisions contained in the California Building Code of the (compiled) California Building Standards Code as defined in section 18910, Health and Safety Code, may be cited as such and are referred to hereafter as "these regulations" or "these building standards" or "this code". These regulations shall also be collectively known as the "California Building Code" as amended by the Pasadena Municipal Code.

(Ord. No. 7461, § 5, 11-10-2025)

[A]105.1.3 Zoning Permits

A zoning permit may be required for items exempted from building permit requirements under Chapter 1 Division II Section 105.2. Exempted work shall not violate any provisions of this Code, Federal, State, Local laws, or regulations.

(Ord. No. 7461, § 5, 11-10-2025)

903.2 Where required.

All new construction of buildings and structures shall be provided with an approved automatic fire sprinkler system.

Exception: The following types of construction may be exempt from this section when approved by the fire code official.

Detached private garages, utility sheds, and similar structures 500 square feet or less, accessory to a R-3 occupancy, provided no portion of the structure is located more than 150 feet (45,720 mm) from an approved fire department access road.

Detached Carports, detached gazebos, pergolas, and similar shade structures open on all sides constructed of non- combustible material 500 square feet or less, accessory to a R-3 occupancy.

Other similar structures as deemed appropriate by the fire code official.

(Ord. No. 7461, § 5, 11-10-2025)

14.04.030 - Section 903.1 of the 2025 California Building Code is amended by adding Section 903.1.2 titled "Partial automatic fire sprinkler system prohibited" to read as follows.

903.1.2 Partial automatic fire sprinkler system prohibited.

Whenever an automatic fire sprinkler system is installed for any portion of any building or structure, an automatic fire sprinkler system shall be installed for the entire building or structure.

(Ord. No. 7461, § 5, 11-10-2025)

Group R-3 occupancies" is amended to read as follows.

903.2.18 Group U detached and attached private garages, carports, and similar structures accessory to Group R-3 occupancies.

Carports with habitable space above and attached garages, accessory to Group R-3 occupancies, shall be protected by residential fire sprinklers in accordance with this section. When an automatic fire sprinkler system is required in accordance with sections 903.1.2 and 903.2, carports without habitable space above, detached garages, and similar attached and detached structures, accessory to R-3 occupancies, shall be protected by residential fire sprinklers in accordance with this section. Residential fire sprinklers shall be connected to, and installed in accordance with, an automatic residential fire sprinkler system that complies with Section R309 of the California Residential Code or with NFPA 13D. Fire sprinklers shall be residential sprinklers or quick-response sprinklers, designed to provide a minimum density of 0.05 gpm/ft2 (2.04 mm/min) over the area of the garage, carport, and/or similar structure, but not to exceed two sprinklers for hydraulic calculation purposes. Garage doors shall not be considered obstructions with respect to sprinkler placement.

(Ord. No. 7461, § 5, 11-10-2025)

Subsection 903.3.5.1 adopted as published.

903.3.5 Water supplies.

Water supplies for automatic sprinkler systems shall comply with this section and the standards referenced in Section 903.3.1. The potable water supply shall be protected against backflow in accordance with Health and Safety Code 13114.7. For connections to public waterworks systems, the water supply test used for design of fire protection systems shall be adjusted to account for seasonal and daily pressure fluctuations based on information from the water supply authority and as approved by the fire code official. Hydraulic calculations shall include a 10% safety margin.

(Ord. No. 7461, § 5, 11-10-2025)

read as follows.

903.3.5.2 Residential combination services.

A single combination water supply shall not be allowed for NFPA 13R systems.

(Ord. No. 7461, § 5, 11-10-2025)

[BF] 1505.1 General.

Fire classification of roof assemblies shall be in accordance with Section 1505. The minimum fire classification of roof assemblies installed on buildings shall comply with Table 1505.1 based on type of construction of the building. Class A and B roof assemblies and roof coverings required to be listed by this section shall be tested in accordance with ASTM E108 or UL 790. In addition, fire-retardant-treated wood roof coverings shall be tested in accordance with ASTM D 2898. The minimum roof coverings installed on buildings shall comply with Table 1505.1 based on the type of construction of the building. All roof assemblies and roof coverings shall be of not less than Class B. No wood roof covering material shall be installed on any structure located in the very high, high and moderate fire hazard severity zones as identified by the Pasadena Fire Department.

Exception 1: Skylights and sloped glazing that comply with Chapter 24 or Section 2610. Installation of skylights of plastic material shall meet the requirements of the very high and high fire hazard severity zones.

Exception 2: In the moderate fire hazard severity zone, the fire code official may, upon a showing of good cause and necessity, approve the use of fire resistive wood as part of Class A listed assemblies, and may require additional mitigation as warranted, for the repair or maintenance of existing structures.

[BF] TABLE 1505.1—MINIMUM ROOF ASSEMBLY CLASSIFICATION FOR TYPES OF CONSTRUCTION a,

IA IB IIA IIB IIIA IIIB IV VA VB

B B B B c B B c B B B c

For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m 2 .

a.

Unless otherwise required in accordance with the California Wildland-Urban Interface Code or due to the location of the building within a fire district in accordance with Appendix D.

c.

Buildings that are not more than two stories above grade plane and having not more than 6,000 square feet of projected roof area and where there is a minimum 10-foot fire-separation distance from the leading edge of the roof to a lot line on all sides of the building, except for street fronts or public ways and is not located in a fire hazard severity zones, shall be permitted to have roofs of No. 1 cedar or redwood shakes and No. 1 shingles constructed in accordance with Section 1505.7.

(Ord. No. 7461, § 5, 11-10-2025)

[BF] 1505.6 Fire-retardant-treated wood shingles and shakes.

Fire-retardant-treated wood shingles and wood shakes shall not be installed in the very high, high and moderate fire hazard severity zones. Fire-retardant-treated wood shakes and shingles are wood shakes and shingles complying with UBC Standard 15-3 or 15-4 which are impregnated by the full-cell vacuum-pressure process with fire-retardant chemicals, and which have been qualified by UBC Standard 15-2 for use on Class A, B roofs.

Fire-retardant-treated wood shakes and shingles shall comply with ICC-ES EG107 and with the weathering requirements contained in Health and Safety Code Section 13132.7(j). Each bundle shall bear labels from an ICC accredited quality control agency identifying their roof-covering classification and indicating their compliance with ICC-ES EGI07 and with the weathering requirements contained in Health and Safety Code Section 13132.7(j).

Health and Safety Code Section 13132.7(j). No wood roof covering materials shall be sold or applied in this state unless both of the following conditions are met:

(1)

The materials have been approved and listed by the State Fire Marshal as complying with the requirements of this section.

(2)

The materials have passed at least five years of the 10-year natural weathering test. The 10-year natural weathering test required by this subdivision shall be conducted in accordance with standard 15-2 of the 1994 Edition of the Uniform Building Code at a testing facility recognized by the State Fire Marshal.

Exception: In the moderate fire hazard severity zone, the fire code official may, upon a showing of good cause and necessity, approve the use of fire-resistive wood as part of Class A listed assemblies, and may require additional mitigation as warranted, for the repair or maintenance of existing structures.

(Ord. No. 7461, § 5, 11-10-2025)

14.04.060 - Section 1507 of the 2025 California Building Code is amended by adding Section 1507.1.3 to read as follows.

1507.1.3 Roof Sheathing.

When finish roofing material is removed to the existing open space sheathing, a minimum of 3/8-inch thick plywood sheathing shall be installed. The new sheathing shall comply with the requirements of the California Building Code. The sheathing shall be installed such that the edges align over rafters and individual spaced sheathing boards. The sheathing shall be attached to the existing spaced sheathing with 6d common nails at 6 inches (147mm) on center at supported edges and 6d common nails at 12 inches (294mm) on center at intermediate supports.

(Ord. No. 7461, § 5, 11-10-2025)

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

1613.8.3 Structural separation. Modify ASCE 7 Section 12.12.3 Equation 12.12-1 as follows:

Where δDE1 and δDE2 are the Design Earthquake Displacements of the adjacent structures at their adjacent edges. Where a structure adjoins a property line not common to a public way, the structure shall be set back from the property line by at least the displacement δDE of that structure.

(Ord. No. 7461, § 5, 11-10-2025)

1704.6.1 Structural observations for structures.

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

The structure is classified as Risk Category III or IV.

The structure is a high-rise building.

The structure is assigned to Seismic Design Category E, and is greater than two stories above grade plane.

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

Such observation is specifically required by the building official.

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.

(Ord. No. 7461, § 5, 11-10-2025)

1807.1.4 Permanent wood foundation systems

[OSHPD 1R, 2 & 5] Not permitted by OSHPD. Permanent wood foundation systems shall be designed and installed in accordance with AWC PWF. Lumber and plywood shall be preservative 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.

(Ord. No. 7461, § 5, 11-10-2025)

adopted as published.

1807.1.6 Prescriptive design of concrete and masonry foundation walls.

[OSHPD 1R, 2 & 5] Not permitted by OSHPD. 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.

(Ord. No. 7461, § 5, 11-10-2025)

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

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.

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.

(Ord. No. 7461, § 5, 11-10-2025)

1810.3.2.4 Timber.

[OSHPD 1R, 2 & 5] Not permitted by OSHPD. 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.

1810.3.2.4.1 Preservative treatment.

Timber deep foundation elements used to support permanent structures shall be treated in accordance with this section unless it is established that the tops of the untreated timber elements will be below the lowest ground-water level assumed

to exist during the life of the structure. Preservative and minimum final retention shall be in accordance with AWPA U1 (Commodity Specification E, Use Category 4C) for round timber elements and AWPA U1 (Commodity Specification A, Use Category 4B) for sawn timber elements. Preservative-treated timber elements shall be subject to a quality control program administered by an approved agency. Element cutoffs shall be treated in accordance with AWPA M4.

(Ord. No. 7461, § 5, 11-10-2025)

1905.6.2 Seismic design categories C, D, E, and F.

Structural plain concrete basement, foundation or other walls below the base as defined in ASCE/SEI 7 are permitted in detached one-and-two-family dwellings three stories or less in height constructed with stud-bearing walls. In dwellings assigned to Seismic Design Category D or E, the height of the wall shall not exceed 8 feet (2438 mm), the thickness shall be not less than 71/2 inches (190 mm), and the wall shall retain not more than 4 feet (1219 mm) of unbalanced fill. Walls shall have reinforcement in accordance with Section 14.6.1 of ACI 318.

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

Exception: In detached one-and-two-family dwellings three stories or less in height, the projection of the footing beyond the face of the supported member is permitted to exceed the footing thickness.

Plain concrete footings supporting wall are permitted, provided that the footings have not fewer than two continuous longitudinal reinforcing bars. Bars shall not be smaller than No. 4 and shall have a total area of not less than 0.002 times the gross cross-sectional area of the footing. For footings that exceed 8 inches (203 mm) in thickness, not fewer than one bar shall be provided at the top and bottom of the footing. Continuity of reinforcement shall be provided at corners and intersections.

Exceptions:

a.

Where assigned to Seismic Design Category C, detached one-and-two-family dwellings three stories or less in height constructed with stud-bearing walls are permitted to have plain concrete footings without longitudinal reinforcement.

b.

For foundation systems consisting of a plain concrete footing and a plain concrete stemwall, not fewer than one bar shall be provided at the top of the stemwall and at the bottom of the footing.,

c.

Footings cast monolithically with a slab-on-grade shall have not fewer than one No. 4 bar at the top and bottom of the footing or one No. 5 bar or two No. 4 bars in the middle third of the footing depth.

Structures assigned to Seismic Design Category C, D, E, or F shall not have elements of structural plain concrete except where concrete used for fill with a minimum cement content of two (2) sacks of Portland cement or cementitious material per cubic yard.

(Ord. No. 7461, § 5, 11-10-2025)

follows.

1905.8 ACI 318, Section 18.7.5. Modify ACI 318, Section 18.7.5, by adding Section 18.7.5.8 and 18.7.5.9 as follows:

strength of the structure for resisting earthquake-induced forces. Such walls shall conform to the requirements of ACI 318

than 3 inches (76 mm) or 6 d b in thickness, where d b is the diameter of the largest reinforcement in the topping slab.

(Ord. No. 7461, § 5, 11-10-2025)

2304.10.2 is adopted as published.

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.

(Ord. No. 7461, § 5, 11-10-2025)

2304.10.3.1 Quality of Nails. In Seismic Design Category D, E or F, mechanically driven nails used in wood structural panel shear walls shall meet the same dimensions as that required for hand-driven nails, including diameter, minimum length and minimum head diameter. Clipped head or box nails are not permitted in new construction. The allowable design value for clipped head nails in existing construction may be taken at no more than the nail-head-area ratio of that of the same size hand-driven nails.

(Ord. No. 7461, § 5, 11-10-2025)

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.

(Ord. No. 7461, § 5, 11-10-2025)

(Ord. No. 7461, § 5, 11-10-2025)

California Building Code are amended to read as follows.

2308.10.5.1 Alternate braced wall (ABW). An ABW shall be constructed in accordance with this section and Figure 2308.10.5.1. In one-story buildings, each panel shall have a length of not less than 2 feet 8 inches (813 mm) and a height of not more than 10 feet (3048 mm). Each panel shall be sheathed on one face with 3/8-inch (3.2 mm) minimum-thickness wood structural panel sheathing nailed with 8d common or galvanized box nails in accordance with Table 2304.10.2 and blocked at wood structural panel edges. For structures assigned to Seismic Design Category D or E, each panel shall be sheathed on one face with 15/32-inch-minimum-thickness (11.9 mm) wood structural panel sheathing nailed with 8d common nails spaced 3 inches on panel edges, 3 inches at intermediate supports. Two anchor bolts installed in accordance with Section 2308.7.1 shall be provided in each panel. Anchor bolts shall be placed at each panel outside quarter points. Each panel end stud shall have a hold-down device fastened to the foundation, capable of providing an approved uplift

capacity of not less than 1,800 pounds (8006 N). The hold-down device shall be installed in accordance with the manufacturer's recommendations. The ABW shall be supported directly on a foundation or on floor framing supported directly on a foundation that is continuous across the entire length of the braced wall line. This foundation shall be reinforced with not less than one No. 4 bar top and bottom. Where the continuous foundation is required to have a depth greater than 12 inches (305 mm), a minimum 12-inch by 12-inch (305 mm by 305 mm) continuous footing is permitted at door openings in the braced wall line. This continuous footing shall be reinforced with not less than one No. 4 bar top and bottom. This reinforcement shall be lapped 15 inches (381 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).

2308.10.5.2 Portal frame with hold-downs (PFH). A PFH shall be constructed in accordance with this section and Figure 2308.10.5.2. The adjacent door or window opening shall have a full-length header.

In one-story buildings, each panel shall have a length of not less than 16 inches (406 mm) and a height of not more than 10 feet (3048 mm). Each panel shall be sheathed on one face with a single layer of 3/8-inch (9.5 mm) minimum-thickness wood structural panel sheathing nailed with 8d common or galvanized box nails in accordance with Figure 2308.10.5.2. For structures assigned to Seismic Design Category D or E. each panel shall be sheathed on one face with 15/32-inch- minimum-thickness (11.9 mm) wood structural panel sheathing nailed with 8d common nails spaced 3 inches on panel edges, 3 inches at intermediate supports and in accordance with Figure 2308.10.5.2. The wood structural panel sheathing shall extend up over the solid sawn or glued-laminated header and shall be nailed in accordance with Figure 2308.10.5.2. A built-up header consisting of at least two 2-inch by 12-inch (51 mm by 305 mm) boards, fastened in accordance with Item 24 of Table 2304.10.2 shall be permitted to be used. A spacer, if used, shall be placed on the side of the built-up beam opposite the wood structural panel sheathing. The header shall extend between the inside faces of the first full-length outer studs of each panel. The clear span of the header between the inner studs of each panel shall be not less than 6 feet (1829 mm) and not more than 18 feet (5486 mm) in length. A strap with an uplift capacity of not less than 1,000 pounds (4,400 N) shall fasten the header to the inner studs opposite the sheathing. One anchor bolt not less than ⅝ inch (15.9 mm) diameter and installed in accordance with Section 2308.7.1 shall be provided in the center of each sill plate. The studs at each end of the panel shall have a hold-down device fastened to the foundation with an uplift capacity of not less than 3,500 pounds (15 570 N).

Where a panel is located on one side of the opening, the header shall extend between the inside face of the first full-length stud of the panel and the bearing studs at the other end of the opening. A strap with an uplift capacity of not less than 1,000 pounds (4400 N) shall fasten the header to the bearing studs. The bearing studs shall also have a hold-down device fastened to the foundation with an uplift capacity of not less than 1,000 pounds (4400 N). The hold-down devices shall be an embedded strap type, installed in accordance with the manufacturer's recommendations. The PFH panels shall be

supported directly on a foundation that is continuous across the entire length of the braced wall line. This foundation shall be reinforced with not less than one No. 4 bar top and bottom. Where the continuous foundation is required to have a depth greater than 12 inches (305 mm), a minimum 12-inch by 12-inch (305 mm by 305 mm) continuous footing is permitted at door openings in the braced wall line. This continuous footing shall be reinforced with not less than one No. 4 bar top and bottom. This reinforcement shall be lapped not less than 15 inches (381 mm) with the reinforcement required in the continuous foundation located directly under the braced wall line.

s (305 mm), a minimum 12-inch by 12-inch (305 mm by 305 mm) continuous footing is permitted at door openings in the braced wall line. This continuous footing shall be reinforced with not less than one No. 4 bar top and bottom. This reinforcement shall be lapped not less than 15 inches (381 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).

(Ord. No. 7461, § 5, 11-10-2025)

2308.10.8.1 Foundation requirements. Braced wall lines shall be supported by continuous foundations.

Exception: For structures with a maximum plan dimension not more than 50 feet (15 240 mm), continuous foundations are required at exterior walls only for structures assigned to Seismic Design Category A, B, or C.

For structures in Seismic Design Categories D and E, exterior braced wall panels shall be in the same plane vertically with the foundation or the portion of the structure containing the offset shall be designed in accordance with accepted engineering practice and Section 2308.3.

(Ord. No. 7461, § 5, 11-10-2025)

2308.10.9 Attachment of sheathing. Fastening of braced wall panel sheathing shall not be less than that prescribed in Tables 2308.10.1 or 2304.10.2. Wall sheathing shall not be attached to framing members by adhesives. Staple fasteners in Table 2304.10.2 shall not be used to resist or transfer seismic forces in structures assigned to Seismic Design Category D, E or F.

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

All braced wall panels shall extend to the roof sheathing and shall be attached to parallel roof rafters or blocking above with framing clips (18 gauge minimum) spaced at maximum 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) intervals along the top plate of discontinuous vertical framing.

(Ord. No. 7461, § 5, 11-10-2025)

3103.1.3 Permit required.

Temporary structures that cover an area greater than 120 square feet (11.16 m 2 ), including connecting areas or spaces with a common means of egress or entrance that are used or intended to be used for the gathering together of 10 or more persons, shall not be erected, operated or maintained for any purpose without obtaining a permit from the building official.

Temporary tent and membrane structures for special events. A permit is required to operate an air-supported temporary membrane structure, a temporary special event tent having an area in excess of 400 square feet (37 m 2 ). The aggregate area of multiple tents placed side by side without a fire break clearance of not less than 12 feet (3658 mm) shall not exceed 400 square feet (37 m 2 ) total. A minimum clearance of 12 feet (3658 mm) to structures and other tents shall be provided.

(Ord. No. 7461, § 5, 11-10-2025)

In addition to the requirements of Section 3109 in the California Building Code, a swimming pool, pool, spa or any body of water over 18 inches deep shall have an enclosure consisting of a fence, wall, portions of a building or other approved durable material, that isolates all bodies of water from the private building or structure. The enclosure shall be installed around the perimeter of the bodies of water, or at the perimeter of the property.

(Ord. No. 7461, § 5, 11-10-2025)

read as follow.

Single-unit stand-alone intermodal shipping containers used as temporary storage or construction trailer on active construction sites. Construction support facilities for uses and activities not directly associated with the actual processes of construction, including but not limited to, offices, meeting rooms, plan rooms, other administrative or support functions shall not be exempt from Section 3114.

(Ord. No. 7461, § 5, 11-10-2025)

An excavation that does not exceed 50 cubic yards (38.3 m 3 ) and complies with (a) or (b) as follows:

(a)

Is less than 2 feet (0.6 m) in depth.

(b)

Does not create a cut slope greater than 5 feet (1.5 m) measured vertically upward from the cut surface to the surface of the natural grade and is not steeper than 2 units horizontal to 1 unit vertical (50 percent slope).

(Ord. No. 7461, § 5, 11-10-2025)

R101.1 Title. For the city of Pasadena, these regulations shall be known as the Pasadena Residential Code. The provisions contained in the California Residential Code of the (compiled) California Building Standards Code as defined in section 18910, Health and Safety Code, may be cited as such and are referred to hereafter as 'these regulations' or 'these building standards' or 'this code.' These regulations shall also be collectively known as the 'California Residential Code' as amended by the Pasadena Municipal Code.

(Ord. No. 7461, § 5, 11-10-2025)

[A]R105.1.1 Zoning Permits

A zoning permit may be required for items exempted from building permit requirements under Chapter 1 Division II Section 105.2. Exempted work shall not violate any provisions of this Code, Federal, State, Local laws, or regulations.

(Ord. No. 7461, § 5, 11-10-2025)

R301.1.3.2 Woodframe structures. 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 D 0 , D 1 , or D 2 .

(Ord. No. 7461, § 5, 11-10-2025)

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.

(Ord. No. 7461, § 5, 11-10-2025)

read as follows.

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.

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.

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

(Ord. No. 7461, § 5, 11-10-2025)

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

The component weighs 400 lb (1,780 N) or less and has a center of mass located 4 ft (1.25 m) or less above the supporting structure; or

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

(Ord. No. 7461, § 5, 11-10-2025)

R309.1 Townhouse automatic sprinkler systems.

An automatic sprinkler system shall be installed in townhouses. All new construction of buildings and structures shall be provided with an approved automatic fire sprinkler system.

Exception: An automatic sprinkler system shall not be required where additions or alterations are made to existing townhouses that do not have an automatic sprinkler system installed.

R309.1.1 Design and installation.

Automatic sprinkler systems for townhouses shall be designed and installed in accordance with Section R309 or NFPA 13D.

(Ord. No. 7461, § 5, 11-10-2025)

R309.2 One- and two-family dwellings automatic sprinkler systems.

An automatic sprinkler system shall be installed in one- and two-family dwellings. All new construction of buildings and structures shall be provided with an approved automatic fire sprinkler system.

Exceptions:

An automatic sprinkler system shall not be required for alterations to existing buildings that are not already provided with a sprinkler system.

Whenever additions result in an additional level above or below grade, or a total increase of more than 1000 square feet (92.9 m 2) or more, or an increase of more than fifty percent (50%) of the existing floor area including mezzanines and additional stories, whichever is less, regardless of ownership. Additions shall be cumulative with each application for a building permit from January 1, 2008 to present day. R-3 occupancies shall not be required to comply with this section solely due to the addition of an additional level, unless the criteria for an increase of existing floor area is also exceeded or if the addition exceeds a combined total floor area of 3,600 square feet and fire flow requirements are not met.

Accessory Dwelling Unit, provided that all of the following are met:

2.1.

The unit meets the definition of an Accessory Dwelling Unit as defined in the Government Code Section 65852.2.

2.2.

The existing primary residence does not have automatic fire sprinklers.

2.3.

The accessory detached dwelling unit does not exceed 1,200 square feet in size.

2.4.

The unit is on the same lot as the primary residence.

2.5.

All portions of exterior walls are within 150 feet from fire access road as measured by an approved route approved by the Fire Official.

2.6.

All portions of exterior walls within 400 feet of a fire hydrant as measured by an approved route approved by the Fire Official.

Detached private garages, utility sheds, and similar structures 500 square feet or less, accessory to a R-3 occupancy, provided no portion of the structure is located more than 150 feet (45,720 mm) from an approved fire department access road.

Detached Carports, detached gazebos, pergolas, and similar shade structures open on all sides constructed of non- combustible material 500 square feet or less, accessory to a R-3 occupancy.

Other similar structures as deemed appropriate by the fire code official.

(Ord. No. 7461, § 5, 11-10-2025)

subsections are to be adopted as published by the State.

R309.3.1 General.

The design and installation of automatic sprinkler systems shall be in accordance with NFPA 13D or Section R309.3, which shall be considered to be equivalent to NFPA 13D. Partial automatic sprinkler systems shall not be permitted to be installed only in buildings not required to be equipped with an automatic sprinkler system. Section R309.3 shall apply to standalone and multipurpose wet-pipe sprinkler systems that do not include the use of antifreeze. A multipurpose automatic sprinkler system shall provide domestic water to both fire sprinklers and plumbing fixtures. A stand-alone automatic sprinkler system shall be separate and independent from the water distribution system.

(Ord. No. 7461, § 5, 11-10-2025)

subsections are to be adopted as published by the State.

R309.3.5 Water supply.

The water supply shall provide not less than the required design flow rate for sprinklers in accordance with Section R309.3.4.2 at a pressure not less than that used to comply with Section R309.3.6. Where a water supply serves both domestic and fire sprinkler systems, 5 gpm (19 L/min) shall be added to the sprinkler system demand at the point where the systems are connected, to determine the size of common piping and the size of the total water supply requirements where no provision is made to prevent flow into the domestic water system upon operation of a sprinkler. For multipurpose piping systems, the 5 gpm (19 L/min) demand shall be added at the domestic connection nearest the design area. This demand may be split between two domestic connections at 2.5 gpm (10 L/min) each. Hydraulic calculations shall include a 10% safety margin.

(Ord. No. 7461, § 5, 11-10-2025)

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 R306. 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:

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

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

Wood foundations in Seismic Design Category D 0 , D 1 , or D 2 shall not be permitted.

(Ord. No. 7461, § 5, 11-10-2025)

follows.

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 1 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 D 0 , D 1 , or D 2 , 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 R403.1.5 STEPPED FOOTING

(Ord. No. 7461, § 5, 11-10-2025)

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 D 0 , D 1 , or D 2 .

(Ord. No. 7461, § 5, 11-10-2025)

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.

(Ord. No. 7461, § 5, 11-10-2025)

amended to read as follows.

TABLE R602.3(1)—continued FASTENING SCHEDULE

ITEM DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER a, b, c SPACING AND LOCATION

                                                   3-8d box (2½" × 0.113"); or

20 k 1" × 6" sheathing to each bearing 2-8d common (2½" × 0.131"); or 2-10d box (3" × 0.128"); or Face nail 2 staples, 1" crown, 16 ga., 1¾" long

                                                   3-8d box (2½" × 0.113"); or
                                                   3-8d common (2½" × 0.131"); or 3-10d box (3" × 0.128"); or
                                                3 staples, 1" crown, 16 ga., 1¾" long

21 k 1" × 8" and wider sheathing to each bearing Wider than 1" × 8" Face nail 4-8d box (2½" × 0.113"); or 3-8d common (2½" × 0.131"); or 3-10d box (3" × 0.128"); or 4 staples, 1" crown, 16 ga., 1¾" long

Floor

                                                   3-8d box (2½" × 0.113"); or

24 k 1" × 6" subfloor or less to each joist 2-8d common (2½" × 0.131"); or 3-10d box (3" × 0.128"); or Face nail 2 staples, 1" crown, 16 ga., 1¾" long

Other wall sheathing g

                                            1½" x 0.120"galvanized roofing nail, 7/16 " head diameter,
                                                                                                   3               6 34 k       1/2" structural cellulosic fiberboard sheathing
                                                            or 1¼" long 16 ga. staple with 7/16 " or 1" crown

                                            1¾" x 0.120" galvanized roofing nail, 7/16 " head diameter,

35 k 25/32" structural cellulosic fiberboard sheathing 3 6 or 1 ¼"long 16 ga. Staple with 7/16 " or 1" crown

                                            1½" x 0.120" galvanized roofing nail, 7/16 " head diameter,
                                                            or 1¼" long, 16 ga.;
                                                                                                   7               7 36 k       1/2" gypsum sheathing d
                                                            staple galvanized, 1½" long; 7/16 " or 1" crown or 1¼"
                                                       screws, Type W or S

1¾" galvanized roofing nail, 7/16 " head diameter, or 1¼" long, 16 ga.; 37 k ⅝" gypsum sheathing d 7 7 staple galvanized, 1½" long; 7/16 " or 1" crown or 1¼" screws, Type W or S

k. Use of staples in roof, floor, and braced wall panels shall be prohibited in Seismic Design Category D 0 , D 1 , or D 2 .

(Ord. No. 7461, § 5, 11-10-2025)

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 D 0 , D 1 , or D 2 .

(Ord. No. 7461, § 5, 11-10-2025)

amended to read as follows.

Exception: In other than Seismic Design Category D 0 , D 1 or D 2 , a single top plate used as an alternative to a double top plate shall comply with the following:

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.

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

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.

(Ord. No. 7461, § 5, 11-10-2025)

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.

(Ord. No. 7461, § 5, 11-10-2025)

a.

Linear interpolation shall be permitted.

b.

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 D 2 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.

(Ord. No. 7461, § 5, 11-10-2025)

a.

Adhesive attachment of wall sheathing, including Method GB, shall not be permitted in Seismic Design Categories C, D 0 , D 1 and D 2 .

b.

Applies to panels next to garage door opening where supporting gable end wall or roof load only. Shall only be used on one wall of the garage. In Seismic Design Categories D 0 , D 1 and D 2 , roof covering dead load shall not exceed 3 psf.

c.

Garage openings adjacent to a Method CS-G panel shall be provided with a header in accordance with Table R602.7(1). A full-height clear opening shall not be permitted adjacent to a Method CS-G panel.

d.

Method CS-SFB does not apply in Seismic Design Categories D 0 , D 1 and D 2 .

e.

Method applies to detached one- and two-family dwellings in Seismic Design Categories D 0 through D 2 only.

f.

Methods GB and PCP braced wall panel h/w ratio shall not exceed 1:1 in SDC D 0 , D 1 and D 2 . Methods LIB, DWB, SFB, PBS, HPS, and PFG are not permitted in SDC D 0 , D 1 and D 2 .

g.

Use of stapes in braced wall panels shall be prohibited in SDC D 0 , D 1 and D 2 .

(Ord. No. 7461, § 5, 11-10-2025)

TABLE R602.10.5 MINIMUM LENGTH OF BRACED WALL PANELS

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. The actual length of Methods CS-G, CS-WSP, CS-SFB, PFH, PFG and CS-PF is the length of the full-height sheathed section.

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.

(Ord. No. 7461, § 5, 11-10-2025)

(Ord. No. 7461, § 5, 11-10-2025)

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) and in accordance with the following:

Horizontal reinforcement. Horizontal joint reinforcement shall consist of not less than one No. 4 bar spaced not more than 48 inches (1219 mm). Horizontal reinforcement shall be provided within 16 inches (406 mm) of the top and bottom of these masonry elements.

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 8 inches (406 mm) of the ends of masonry walls.

(Ord. No. 7461, § 5, 11-10-2025)

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

(Ord. No. 7461, § 5, 11-10-2025)

All roofing material in the very-high and moderate fire hazard severity zone must be Class A. No wood roof covering material shall be installed on any structure located in the very high, high and moderate fire hazard severity zones as identified by the Pasadena Fire Department. All other roof covering materials in other zones shall be Class A or B.

Exception: In the moderate fire hazard severity zone, the fire code official may, upon a showing of good cause and necessity, approve the use of fire-resistive wood as part of Class A listed assemblies, and may require additional mitigation as warranted, for the repair or maintenance of existing structure.

(Ord. No. 7461, § 5, 11-10-2025)

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. No. 7461, § 5, 11-10-2025)

In addition to the requirements of Appendix AX, the Swimming Pool Safety Act, of the 2025 California Residential Code, a swimming pool, pool, spa or any body of water over 18 inches deep shall have an enclosure consisting of a fence, wall, portions of a building or other approved durable material, that isolates all bodies of water from the public right of way, private single family dwelling, and Accessory Dwelling Unit. The enclosure shall be installed around the perimeter of the bodies of water, or at the perimeter of the property.

(Ord. No. 7461, § 5, 11-10-2025)