Los Angeles County Municipal Code Ch. 6 Wall Construction

R602 - WOOD WALL FRAMING

TABLE R602.3(1) FASTENING SCHEDULE

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Nails are smooth-common, box or deformed shanks except where otherwise stated. Nails used for framing and sheathing connections are carbon steel and shall have minimum average bending yield strengths as shown: 80 ksi for shank diameter of 0.192 inch (20d common nail), 90 ksi for shank diameters larger than 0.142 inch but not larger than 0.177 inch, and 100 ksi for shank diameters of 0.142 inch or less. Connections using nails of other materials, such as stainless steel, shall be designed by accepted engineering practice or approved under Section 104.2.8. 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 .

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(Ord. 2025-0051 § 26, 2025.)

TABLE R602.3(2) ALTERNATE ATTACHMENTS TO TABLE R602.3(1)

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Staples shall have a minimum crown width of 7/16-inch 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 .

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(Ord. 2025-0051 § 27, 2025.)

R602.3.2 - Top plate.

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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:

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(Ord. 2025-0051 § 28, 2025.)

(Ord. 2025-0051 § 29, 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. In Seismic Design Category D 0 , D 1 , or D 2 , 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.

(Ord. 2025-0051 § 30, 2025.)

TABLE R602.10.3(3) BRACING REQUIREMENTS BASED ON SEISMIC DESIGN CATEGORY

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.

NP = Not Permitted.

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i. 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 DWB, SFB, PBS, and HPS are not permitted in D 0 , D 1 or D 2 .

(Ord. 2025-0051 § 31, 2025.)

TABLE R602.10.4 BRACING METHODS

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 degree = 0.0175 rad, 1 pound per square foot = 47.8 N/m 2 , 1 mile per hour = 0.447 m/s.

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 R602.5(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 , or D 2 . Methods LIB, DWB, SFB, PBS, HPS, and PFG are not permitted in SDC D 0 , D 1 , or D 2 .

g. Use of staples in braced wall panels shall be prohibited in SDC D 0 , D 1 , or D 2 .

(Ord. 2025-0051 § 32, 2025.)

TABLE R602.10.5 MINIMUM LENGTH OF BRACED WALL PANELS

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(Ord. 2025-0051 § 33, 2025.)

FIGURE R602.10.6.1 METHOD ABW—ALTERNATE BRACED WALL PANEL

(Ord. 2025-0051 § 34, 2025.)

FIGURE R602.10.6.2 METHOD PFH—PORTAL FRAME WITH HOLD-DOWNS AT DETACHED GARAGE DOOR OPENINGS

(Ord. 2025-0051 § 35, 2025.)

FIGURE R602.10.6.4 METHOD CS-PF—CONTINUOUSLY SHEATHED PORTAL FRAME PANEL CONSTRUCTION

(Ord. 2025-0051 § 36, 2025.)

R606 - GENERAL MASONRY CONSTRUCTION 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 D 0 , D 1 , or D 2 , or on townhouses in Seismic Design Category C shall be reinforced in accordance with Section R606.12.

(Ord. 2025-0051 § 37, 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 located within 8 inches (203 mm) of the ends of masonry walls.

(Ord. 2025-0051 § 38, 2025.)