R602.12 Wall Bracing and Stone and Masonry Veneer

Where stone and masonry veneer is installed in accordance with Section R703.7, wall bracing shall comply with this section.

For all buildings in Seismic Design Categories A, B and C, wall bracing at exterior and interior braced wall lines shall be in accordance with Section R602.10 and the additional requirements of Table R602.12(1).

For detached one- or two-family dwellings in Seismic Design Categories D₀, D₁ and D₂, wall bracing and hold downs at exterior and interior braced wall lines shall be in accordance with Sections R602.10 and R602.11 and the additional requirements of Section R602.12.1 and Table R602.12(2). In Seismic Design Categories D₀, D₁ and D₂, cripple walls are not permitted, and required interior braced wall lines shall be supported on continuous foundations.

TABLE R602.12(1)
STONE OR MASONRY VENEER WALL BRACING REQUIREMENTS, WOOD
OR STEEL FRAMING, SEISMIC DESIGN CATEGORIES A, B and C

SEISMIC DESIGN CATEGORY	NUMBER OF WOOD FRAMED STORIES	WOOD FRAMED STORY	MINIMUM SHEATHING AMOUNT (length of braced wall line length)a
A or B	1, 2 or 3	all	TABLE R602.10.1.2(2)
C	1	1 only	TABLE R602.10.1.2(2)
	2	top	TABLE R602.10.1.2(2)
		bottom	1.5 times length required by TABLE R602.10.1.2(2)
	3	top	TABLE R602.10.1.2(2)
		middle	1.5 times length required by TABLE R602.10.1.2(2)
		bottom	1.5 times length required by TABLE R602.10.1.2(2)

1. Applies to exterior and interior braced wall lines.

TABLE R602.12(2)
STONE OR MASONRY VENEER WALL BRACING REQUIREMENTS,
ONE- AND TWO-FAMILY DETACHED DWELLINGS, SEISMIC DESIGN CATEGORIES D₀, D₁ and D₂

SEISMIC DESIGN CATEGORY	NUMBER OF STORIESa	STORY	MINIMUM SHEATHING AMOUNT (percent of braced wall line length)b	MINIMUM SHEATHING THICKNESS AND FASTENING	SINGLE STORY HOLD DOWN FORCE (lb)c	CUMULATIVE HOLD DOWN FORCE (lb)d
D0	1	1 only	35	7/16-inch wood structural panel sheathing with 8d common nails spaced at 4 inches on center at panel edges, 12 inches on center at intermediate supports; 8d common nails at 4 inches on center at braced wall panel end posts with hold down attached	N/A	—
	2	top	35		1900	—
		bottom	45		3200	5100
	3	top	40		1900	—
		middle	45		3500	5400
		bottom	60		3500	8900
D1	1	1 only	45		2100	—
	2	top	45		2100	—
		bottom	45		3700	5800
	3	top	45		2100	—
		middle	45		3700	5800
		bottom	60		3700	9500
D2	1	1 only	55		2300	—
	2	top	55		2300	—
		bottom	55		3900	6200

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.479 kPa, 1 pound-force = 4.448 N.

1. Cripple walls are not permitted in Seismic Design Categories D₀, D₁ and D₂.
2. Applies to exterior and interior braced wall lines.
3. Hold down force is minimum allowable stress design load for connector providing uplift tie from wall framing at end of braced wall panel at the noted story to wall framing at end of braced wall panel at the story below, or to foundation or foundation wall. Use single story hold down force where edges of braced wall panels do not align; a continuous load path to the foundation shall be maintained. [See Figure R602.12].
4. Where hold down connectors from stories above align with stories below, use cumulative hold down force to size middle and bottom story hold down connectors. (See Figure R602.12).