Section R602

R602.1 General.¶

Wood and wood-based products used for load-supporting purposes shall conform to the applicable provisions of this section.

R602.1.1 Sawn lumber. Sawn lumber shall be identified by a grade mark of an accredited lumber grading or inspection agency and have design values certified by an accreditation body that complies with DOC PS 20. In lieu of a grade mark, a certification of inspection issued by a lumber grading or inspection agency meeting the requirements of this section shall be accepted.

Note: See Section R301.1.1.1 for limited-density owner- built rural dwellings.

R602.1.2 End-jointed lumber. Approved end-jointed lumber identified by a grade mark conforming to Section R602.1 shall be permitted to be used interchangeably with solid-sawn members of the same species and grade. Endjointed lumber used in an assembly required elsewhere in this code to have a fire-resistance rating shall have the designation “Heat Resistant Adhesive” or “HRA” included in its grade mark.

R602.1.3 Structural glued-laminated timbers. Gluedlaminated timbers shall be manufactured and identified as required in ANSI A190.1, ANSI 117 and ASTM D3737.

R602.1.4 Structural log members. Structural log members shall comply with the provisions of ICC 400.

R602.1.5 Structural composite lumber. Structural capacities for structural composite lumber shall be established and monitored in accordance with ASTM D5456.

R602.1.6 Cross-laminated timber. Cross-laminated timber shall be manufactured and identified as required by ANSI/APA PRG 320.

R602.1.7 Engineered wood rim board. Engineered wood rim boards shall conform to ANSI/APA PRR 410 or shall be evaluated in accordance with ASTM D7672. Structural capacities shall be in accordance with either ANSI/APA PRR 410 or established in accordance with ASTM D7672. Rim boards conforming to ANSI/APA PRR 410 shall be marked in accordance with that standard.

R602.1.8 Wood structural panels. Wood structural panel sheathing shall conform to DOC PS 1, DOC PS 2 or, when manufactured in Canada, CSA O325 or CSA O437. Panels shall be identified for grade, bond classification, and performance category by a grade mark or certificate of inspection issued by an approved agency.

R602.1.9 Particleboard. Particleboard shall conform to ANSI A208.1. Particleboard shall be identified by the grade mark or certificate of inspection issued by an approved agency.

R602.1.10 Fiberboard. Fiberboard shall conform to ASTM C208. Fiberboard sheathing, where used structurally, shall be identified by an approved agency as conforming to ASTM C208.

R602.1.11 Structural insulated panels. Structural insulated panels shall be manufactured and identified in accordance with ANSI/APA PRS 610.1.

R602.2 Grade.¶

Studs shall be a minimum No. 3, standard or stud grade lumber.

Exception: Bearing studs not supporting floors and nonbearing studs shall be permitted to be utility grade lumber, provided that the studs are spaced in accordance with Table R602.3(5).

R602.3 Design and construction.¶

Exterior walls of woodframe construction shall be designed and constructed in accordance with the provisions of this chapter and Figures R602.3(1) and R602.3(2), or in accordance with AWC NDS. Components of exterior walls shall be fastened in accordance with Tables R602.3(1) through R602.3(4). Wall sheathing

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WALL CONSTRUCTION

shall be fastened directly to framing members and, where placed on the exterior side of an exterior wall, shall be capable of resisting the wind pressures listed in Table R301.2.1(1) adjusted for height and exposure using Table R301.2.1(2) and shall conform to the requirements of Table R602.3(3). Wall sheathing used only for exterior wall covering purposes shall comply with Section R703.

Studs shall be continuous from support at the sole plate to a support at the top plate to resist loads perpendicular to the wall. The support shall be a foundation or floor, ceiling or roof diaphragm or shall be designed in accordance with accepted engineering practice.

Exception: Jack studs, trimmer studs and cripple studs at openings in walls that comply with Tables R602.7(1) and R602.7(2).

R602.3.1 Stud size, height and spacing. The size, height and spacing of studs shall be in accordance with Table R602.3(5).

Exceptions:

Utility grade studs shall not be spaced more than 16 inches (406 mm) on center, shall not support more than a roof and ceiling, and shall not exceed 8 feet (2438 mm) in height for exterior walls and load-bearing walls or 10 feet (3048 mm) for interior nonload-bearing walls.
Where ground snow loads are less than or equal to 25 pounds per square foot (1.2 kPa), and the ultimate design wind speed is less than or equal to 130 mph (58.1 m/s), 2-inch by 6-inch (38 mm by 140 mm) studs supporting a roof load with not more than 6 feet (1829 mm) of tributary length shall have a maximum height of 18 feet (5486 mm) where spaced at 16 inches (406 mm) on center, or 20 feet (6096 mm) where spaced at 12 inches (305 mm) on center. Studs shall be No. 2 grade lumber or better.
Exterior load-bearing studs not exceeding 12 feet (3658 mm) in height provided in accordance with Table R602.3(6). The minimum number of fullheight studs adjacent to openings shall be in accordance with Section R602.7.5. The building shall be located in Exposure B, the roof live load shall not exceed 20 psf (0.96 kPa), and the ground snow load shall not exceed 30 psf (1.4 kPa). Studs and plates shall be No. 2 grade lumber or better.

eding 12 feet (3658 mm) in height provided in accordance with Table R602.3(6). The minimum number of fullheight studs adjacent to openings shall be in accordance with Section R602.7.5. The building shall be located in Exposure B, the roof live load shall not exceed 20 psf (0.96 kPa), and the ground snow load shall not exceed 30 psf (1.4 kPa). Studs and plates shall be No. 2 grade lumber or better.

R602.3.2 Top plate. Wood stud walls shall be capped with a double top plate installed to provide overlapping at corners and intersections with bearing partitions. End joints in top plates shall be offset not less than 24 inches (610 mm). Joints in plates need not occur over studs. Plates shall be not less than 2-inches (51 mm) nominal thickness and have a width not less than the width of the studs.

Exception: 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.

R602.3.3 Bearing studs. Where joists, trusses or rafters are spaced more than 16 inches (406 mm) on center and the bearing studs below are spaced 24 inches (610 mm) on center, such members shall bear within 5 inches (127 mm) of the studs beneath.

Exceptions:

The top plates are two 2-inch by 6-inch (38 mm by 140 mm) or two 3-inch by 4-inch (64 mm by 89 mm) members.
A third top plate is installed.
Solid blocking equal in size to the studs is installed to reinforce the double top plate.

R602.3.4 Bottom (sole) plate. Studs shall have full bearing on a nominal 2-by (51 mm) or larger plate or sill having a width not less than to the width of the studs.

R602.3.4.1 Rodent proofing. Annular spaces around pipes, electric cables, conduits or other openings in bottom/sole plates at exterior walls shall be protected against the passage of rodents by closing such open- ings in accordance with the California Green Building Standards Code, Chapter 4, Division 4.4.

R602.3.5 Braced wall panel uplift load path. Braced wall panels located at exterior walls that support roof rafters or trusses (including stories below top story) shall have the framing members connected in accordance with one of the following:

Fastening in accordance with Table R602.3(1) where:

1.1. The ultimate design wind speed does not exceed 115 mph (51 m/s), the wind exposure category is B, the roof pitch is 5:12 or greater, and the roof span is 32 feet (9754 mm) or less.

1.2. The net uplift value at the top of a wall does not exceed 100 plf (146 N/mm). The net uplift value shall be determined in accordance with Section R802.11 and shall be permitted to be reduced by 60 plf (86 N/mm) for each full wall above.

Where the net uplift value at the top of a wall exceeds 100 plf (146 N/mm), installing approved uplift framing connectors to provide a continuous load path from the top of the wall to the foundation or to a point where the uplift force is 100 plf (146 N/mm) or less. The net uplift value shall be as determined in Item 1.2.
Wall sheathing and fasteners designed to resist combined uplift and shear forces in accordance with accepted engineering practice.

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WALL CONSTRUCTION

		TABLE R602.3(1) FASTENING SCHEDULE
ITEM	DESCRIPTION OF BUILDING ELEMENTS	NUMBER AND TYPE OF FASTENERa, b, c	SPACING AND LOCATION
Roof	Roof	Roof	Roof
1	Blocking between ceiling joists, rafters or trusses to top plate or other framing below	4-8d box (21/2″ × 0.113″); or 3-8d common (21/2″ × 0.131″); or 3-10d box (3″ × 0.128″); or 3-3″ × 0.131″ nails	Toe nail
1	Blocking between rafters or truss not at the wall top plates, to rafter or truss	2-8d common (21/2″ × 0.131″); or 2-3″ × 0.131″ nails	Each end toe nail
1	Blocking between rafters or truss not at the wall top plates, to rafter or truss	2-16d common (31/2″ × 0.162″); or 3-3″ × 0.131″ nails	End nail
1	Flat blocking to truss and web filler	16d common (31/2″ × 0.162″); or 3″ × 0.131″ nails	6″ o.c. face nail
2	Ceiling joists to top plate	4-8d box (21/2″ × 0.113″); or 3-8d common (21/2″ × 0.131″); or 3-10d box (3″ × 0.128″); or 3-3″ × 0.131″ nails	Per joist, toe nail
3	Ceiling joist not attached to parallel raf- ter, laps over partitions [see Section R802.5.2 and Table R802.5.2(1)]	4-10d box (3″ × 0.128″); or 3-16d common (31/2″ × 0.162″); or 4-3″ × 0.131″ nails	Face nail
4	Ceiling joist attached to parallel rafter (heel joint) [see Section R802.5.2 and Table R802.5.2(1)]	Table R802.5.2(1)	Face nail
5	Collar tie to rafter, face nail	4-10d box (3″ × 0.128″); or 3-10d common (3″ × 0.148″); or 4-3″ × 0.131″ nails	Face nail each rafter
6	Rafter or roof truss to plate	3-16d box (31/2″ × 0.135″); or 3-10d common (3″ × 0.148″); or 4-10d box (3″ × 0.128″); or 4-3″ × 0.131″ nails	2 toe nails on one side and 1 toe nail on opposite side of each rafter or trussi
7	Roof rafters to ridge, valley or hip raf- ters or roof rafter to minimum 2″ ridge beam	4-16d box (31/2″ × 0.135″); or 3-10d common (3″ × 0.148″); or 4-10d box (3″ × 0.128″); or 4-3″ × 0.131″ nails	Toe nail
7	Roof rafters to ridge, valley or hip raf- ters or roof rafter to minimum 2″ ridge beam	3-16d box (31/2″ × 0.135″); or 2-16d common (31/2″ × 0.162″); or 3-10d box (3″ × 0.128″); or 3-3″ × 0.131″ nails	End nail
Wall	Wall	Wall	Wall
8	Stud to stud (not at braced wall panels)	16d common (31/2″ × 0.162″)	24″ o.c. face nail
8	Stud to stud (not at braced wall panels)	10d box (3″ × 0.128″); or 3″ × 0.131″ nails	16″ o.c. face nail
9	Stud to stud and abutting studs at inter- secting wall corners (at braced wall panels)	16d box (31/2″ × 0.135″); or 3″ × 0.131″ nails	12″ o.c. face nail
9	Stud to stud and abutting studs at inter- secting wall corners (at braced wall panels)	16d common (31/2″ × 0.162″)	16″ o.c. face nail
10	Built-up header (2″ to 2″ header with 1/2″ spacer)	16d common (31/2″ × 0.162″)	16″ o.c. each edge face nail
10	Built-up header (2″ to 2″ header with 1/2″ spacer)	16d box (31/2″ × 0.135″)	12″ o.c. each edge face nail
11	Continuous header to stud	5-8d box (21/2″ × 0.113″); or 4-8d common (21/2″ × 0.131″); or 4-10d box (3″ × 0.128″)	Toe nail

(continued)

WALL CONSTRUCTION

		TABLE R602.3(1)—continued FASTENING SCHEDULE
ITEM	DESCRIPTION OF BUILDING ELEMENTS	NUMBER AND TYPE OF FASTENERa, b, c	SPACING AND LOCATION
Wall	Wall	Wall	Wall
12	Adjacent full-height stud to end of header	4-16d box (31/2″× 0.135″); or 3-16d common (31/2″ × 0.162″); or 4-10d box (3″ × 0.128″); or 4-3″ × 0.131″ nails	End nail
13	Top plate to top plate	16d common (31/2″ × 0.162″)	16″ o.c. face nail
13	Top plate to top plate	10d box (3″ × 0.128″); or 3″ × 0.131″ nails	12″ o.c. face nail
14	Double top plate splice	8-16d common (31/2″ × 0.162″); or 12-16d box (31/2″ × 0.135″); or 12-10d box (3″ × 0.128″); or 12-3″ × 0.131″ nails	Face nail on each side of end joint (minimum 24″ lap splice length each side of end joint)
15	Bottom plate to joist, rim joist, band joist or blocking (not at braced wall panels)	16d common (31/2″ × 0.162″)	16″ o.c. face nail
15	Bottom plate to joist, rim joist, band joist or blocking (not at braced wall panels)	16d box (31/2″ × 0.135″); or 3″ × 0.131″ nails	12″ o.c. face nail
Roof	Roof	Roof	Roof
16	Bottom plate to joist, rim joist, band joist or blocking (at braced wall panel)	3-16d box (31/2″ × 0.135″); or 2-16d common (31/2″ × 0.162″); or 4-3″ × 0.131″ nails	16″ o.c. face nail
17	Top or bottom plate to stud	4-8d box (21/2″ × 0.113″); or 3-16d box (31/2″ × 0.135″); or 4-8d common (21/2″ × 0.131″); or 4-10d box (3″ × 0.128″); or 4-3″ × 0.131″ nails	Toe nail
17	Top or bottom plate to stud	3-16d box (31/2″ × 0.135″); or 2-16d common (31/2″ × 0.162″); or 3-10d box (3″ × 0.128″); or 3-3″ × 0.131″ nails	End nail
18	Top plates, laps at corners and inter- sections	3-10d box (3″ × 0.128″); or 2-16d common (31/2″ × 0.162″); or 3-3″ × 0.131″ nails	Face nail
19	1″ brace to each stud and plate	3-8d box (21/2″ × 0.113″); or 2-8d common (21/2″ × 0.131″); or 2-10d box (3″ × 0.128″); or 2 staples 13/4″	Face nail
20	1″ × 6″ sheathing to each bearing	3-8d box (21/2″ × 0.113″); or 2-8d common (21/2″ × 0.131″); or 2-10d box (3″ × 0.128″); or 2 staples, 1″ crown, 16 ga., 13/4″ long	Face nail
21	1″ × 8″ and wider sheathing to each bearing	3-8d box (21/2″ × 0.113″); or 3-8d common (21/2″ × 0.131″); or 3-10d box (3″ × 0.128″); or 3 staples, 1″ crown, 16 ga., 13/4″ long	Face nail
21	1″ × 8″ and wider sheathing to each bearing	Wider than 1″ × 8″ 4-8d box (21/2″ × 0.113″); or 3-8d common (21/2″ × 0.131″); or 3-10d box (3″ × 0.128″); or 4 staples, 1″ crown, 16 ga., 13/4″ long	Wider than 1″ × 8″ 4-8d box (21/2″ × 0.113″); or 3-8d common (21/2″ × 0.131″); or 3-10d box (3″ × 0.128″); or 4 staples, 1″ crown, 16 ga., 13/4″ long

(continued)

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WALL CONSTRUCTION

		TABLE R602.3(1)—continued FASTENING SCHEDULE
ITEM	DESCRIPTION OF BUILDING ELEMENTS	NUMBER AND TYPE OF FASTENERa, b, c	SPACING AND LOCATION	SPACING AND LOCATION
Floor	Floor	Floor	Floor	Floor
22	Joist to sill, top plate or girder	4-8d box (21/2″ × 0.113″); or 3-8d common (21/2″ × 0.131″); or 3-10d box (3″ × 0.128″); or 3-3″ × 0.131″ nails	Toe nail	Toe nail
23	Rim joist, band joist or blocking to sill or top plate (roof applications also)	8d box (21/2″ × 0.113″)	4″ o.c. toe nail	4″ o.c. toe nail
23	Rim joist, band joist or blocking to sill or top plate (roof applications also)	8d common (21/2″ × 0.131″); or 10d box (3″ × 0.128″); or 3″ × 0.131″ nails	6″ o.c. toe nail	6″ o.c. toe nail
24	1″ × 6″ subfloor or less to each joist	3-8d box (21/2″ × 0.113″); or 2-8d common (21/2″ × 0.131″); or 3-10d box (3″ × 0.128″); or 2 staples, 1″ crown, 16 ga., 13/4″ long	Face nail	Face nail
25	2″ subfloor to joist or girder	3-16d box (31/2″ × 0.135″); or 2-16d common (31/2″ × 0.162″)	Blind and face nail	Blind and face nail
26	2″ planks (plank & beam—floor & roof)	3-16d box (31/2″ × 0.135″); or 2-16d common (31/2″ × 0.162″)	At each bearing, face nail	At each bearing, face nail
27	Band or rim joist to joist	3-16d common (31/2″ × 0.162″); or 4-10 box (3″ × 0.128″); or 4-3″ × 0.131″ nails; or 4-3″ × 14 ga. staples,7/16″ crown	End nail	End nail
28	Built-up girders and beams, 2-inch lumber layers	20d common (4″ × 0.192″); or	Nail each layer as follows: 32″ o.c. at top and bottom and staggered.	Nail each layer as follows: 32″ o.c. at top and bottom and staggered.
28	Built-up girders and beams, 2-inch lumber layers	10d box (3″ × 0.128″); or 3″ × 0.131″ nails	24″ o.c. face nail at top and bottom staggered on opposite sides	24″ o.c. face nail at top and bottom staggered on opposite sides
28	Built-up girders and beams, 2-inch lumber layers	And: 2-20d common (4″ × 0.192″); or 3-10d box (3″ × 0.128″); or 3-3″ × 0.131″ nails	Face nail at ends and at each splice	Face nail at ends and at each splice
29	Ledger strip supporting joists or rafters	4-16d box (31/2″ × 0.135″); or 3-16d common (31/2″ × 0.162″); or 4-10d box (3″ × 0.128″); or 4-3″ × 0.131″ nails	At each joist or rafter, face nail	At each joist or rafter, face nail
30	Bridging or blocking to joist, rafter or truss	2-10d box (3″ × 0.128″); or 2-8d common (21/2″ × 0.131″); or 2-3″ × 0.131″ nails	Each end, toe nail	Each end, toe nail
ITEM	DESCRIPTION OF BUILDING ELEMENTS	NUMBER AND TYPE OF FASTENERa, b, c	SPACING OF FASTENERS	SPACING OF FASTENERS
ITEM	DESCRIPTION OF BUILDING ELEMENTS	NUMBER AND TYPE OF FASTENERa, b, c	Edgesh (inches)	Intermediate supportsc, e(inches)
Wood structural panels, subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to framing [see Table R602.3(3) for wood structural panel exterior wall sheathing to wall framing]
31	3/8″ −1/2″	6d common or deformed (2″ × 0.113″ × 0.266″ head); or 23/8″ × 0.113″ × 0.266″ head nail (subfloor, wall)i	6	6f
31	3/8″ −1/2″	8d common (21/2″ × 0.131″) nail (roof); or RSRS-01 (23/8″ × 0.113″) nail (roof)b	6	6f
32	19/32″ –3/4″	8d common (2-21/2″ × 0.131″) nail (subfloor, wall)	6	12
32	19/32″ –3/4″	8d common (21/2″ × 0.131″) nail (roof); or RSRS-01; (23/8″ × 0.113″) nail (roof)b	6	6f
32	19/32″ –3/4″	Deformed 23/8″ × 0.113″ × 0.266″ head (wall or subfloor)	6	12
33	7/8″ – 11/4″	10d common (3″ × 0.148″) nail; or (21/2″ × 0.131 × 0.281″ head) deformed nail	6	12

(continued)

WALL CONSTRUCTION

		TABLE R602.3(1)—continued FASTENING SCHEDULE
ITEM	DESCRIPTION OF BUILDING ELEMENTS	NUMBER AND TYPE OF FASTENERa, b, c	SPACING AND LOCATION	SPACING AND LOCATION
Other wall sheathingg	Other wall sheathingg	Other wall sheathingg	Other wall sheathingg	Other wall sheathingg
34	1/2″ structural cellulosic fiberboard sheathing	11/2″ × 0.120″ galvanized roofing nail, 7/16″ head diameter; or 11 /4″ long 16 ga. staple with7/16″ or 1″ crown	3	6
35	25/32″ structural cellulosic fiberboard sheathing	13/4″ × 0.120″ galvanized roofing nail, 7/16″ head diameter; or 11/4″ long 16 ga. staple with7/16″ or 1″ crown	3	6
36	1/2″ gypsum sheathingd	11/2″ × 0.120″ galvanized roofing nail, 7/16″ head diameter, or 11/4″ long 16 ga.; staple galvanized, 11/2″ long;7/16″ or 1″ crown or 11/4″ screws, Type W or S	7	7
37	5/8″ gypsum sheathingd	13/4″ × 0.120″ galvanized roofing nail, 7/16″ head diameter, or 11/4″ long 16 ga.; staple galvanized, 11/2″ long;7/16″ or 1″ crown or 11/4″ screws, Type W or S	7	7
Wood structural panels, combination subfloor underlayment to framing
38	3/4″ and less	Deformed (2″ × 0.113″) or Deformed (2″ × 0.120″) nail; or 8d common (21/2″ × 0.131″) nail	6	12
39	7/8″ – 1"	8d common (21/2″ × 0.131″) nail; or Deformed (2″ × 0.113″); or Deformed (21/2″ × 0.120″) nail	6	12
40	11/8″ − 11/4″	10d common (3″ × 0.148″) nail; or Deformed (2″ × 0.113″); or Deformed (21/2″ × 0.120″) nail	6	12

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; 1 ksi = 6.895 MPa. a. 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 and staples of other materials, such as stainless steel, shall be designed by accepted engineering practice or approved under Section R104.11. b. RSRS-01 is a Roof Sheathing Ring Shank nail meeting the specifications in ASTM F1667. c. Nails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater. d. Four-foot by 8-foot or 4-foot by 9-foot panels shall be applied vertically. e. Spacing of fasteners not included in this table shall be based on Table R602.3(2). f. For wood structural panel roof sheathing attached to gable end roof framing and to intermediate supports within 48 inches of roof edges and ridges, nails shall

be spaced at 4 inches on center where the ultimate design wind speed is greater than 130 mph in Exposure B or greater than 110 mph in Exposure C. g. Gypsum sheathing shall conform to ASTM C1396 and shall be installed in accordance with ASTM C1280 or GA 253. Fiberboard sheathing shall conform to

ASTM C208. h. Spacing of fasteners on floor sheathing panel edges applies to panel edges supported by framing members and required blocking and at floor perimeters only.

Spacing of fasteners on roof sheathing panel edges applies to panel edges supported by framing members and required blocking. Blocking of roof or floor sheathing panel edges perpendicular to the framing members need not be provided except as required by other provisions of this code. Floor perimeter shall be supported by framing members or solid blocking. i. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule, provide two toe nails on one side of the rafter and toe nails from

the ceiling joist to top plate in accordance with this schedule. The toe nail on the opposite side of the rafter shall not be required.

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WALL CONSTRUCTION

	TABLE R602.3(2) ALTERNATE ATTACHMENTS TO TABLE R602.3(1)
NOMINAL MATERIAL THICKNESS (inches)	DESCRIPTIONa, b OF FASTENER AND LENGTH (inches)	SPACINGc OF FASTENERS	SPACINGc OF FASTENERS
NOMINAL MATERIAL THICKNESS (inches)	DESCRIPTIONa, b OF FASTENER AND LENGTH (inches)	Edges (inches)	Intermediate supports (inches)
Wood structural panels subfloor, roofg and wall sheathing to framing and particleboard wall sheathing to framingf
Up to1/2	Staple 15 ga. 13/4	4	8
Up to1/2	0.097–0.099 Nail 21/4	3	6
Up to1/2	Staple 16 ga. 13/4	3	6
19/32 and5/8	0.113 Nail 2	3	6
19/32 and5/8	Staple 15 and 16 ga. 2	4	8
19/32 and5/8	0.097–0.099 Nail 21/4	4	8
23/32 and3/4	Staple 14 ga. 2	4	8
23/32 and3/4	Staple 15 ga. 13/4	3	6
23/32 and3/4	0.097–0.099 Nail 21/4	4	8
23/32 and3/4	Staple 16 ga. 2	4	8
1	Staple 14 ga. 21/4	4	8
1	0.113 Nail 21/4	3	6
1	Staple 15 ga. 21/4	4	8
1	0.097–0.099 Nail 21/2	4	8
NOMINAL MATERIAL THICKNESS (inches)	DESCRIPTIONa, b OF FASTENER AND LENGTH (inches)	SPACINGc OF FASTENERS	SPACINGc OF FASTENERS
NOMINAL MATERIAL THICKNESS (inches)	DESCRIPTIONa, b OF FASTENER AND LENGTH (inches)	Edges (inches)	Body of paneld (inches)
Floor underlayment; plywood-hardboard-particleboardf-fiber-cementh
Fiber-cement	Fiber-cement	Fiber-cement	Fiber-cement
1/4	11/4 long × 0.099″ corrosion-resistant, ring shank nails (finished flooring other than tile)	3	6
1/4	Staple 18 ga.,7/8 long,1/4 crown (finished flooring other than tile)	3	6
1/4	11/4 long × .121 shank × .375 head diameter corrosion-resistant (galvanized or stainless steel) roofing nails (for tile finish)	8	8
1/4	11/4 long, No. 8 × .375 head diameter, ribbed wafer-head screws (for tile finish)	8	8
Plywood	Plywood	Plywood	Plywood
1/4 and5/16	11/4 ring or screw shank nail-minimum 121/2 ga. (0.099″) shank diameter	3	6
1/4 and5/16	Staple 18 ga.,7/8, 3/16 crown width	2	5
11/32, 3/8, 15/32 and1/2	11/4 ring or screw shank nail-minimum 121/2 ga. (0.099″) shank diameter	6	8e
19/32, 5/8, 23/32 and3/4	11/2 ring or screw shank nail-minimum 121/2 ga. (0.099″) shank diameter	6	8
19/32, 5/8, 23/32 and3/4	Staple 16 ga. 11/2	6	8
Hardboardf	Hardboardf	Hardboardf	Hardboardf
0.200	11/2 long × 0.080″ ring-grooved shank underlayment nail	6	6
0.200	13/8 long × 0.080″ polymer cement-coated sinker nail	6	6
0.200	Staple 18 ga.,7/8 long (plastic coated)	3	6
Particleboard	Particleboard	Particleboard	Particleboard
1/4	11/2 long × 0.099″ ring-grooved shank underlayment nail	3	6
1/4	Staple 18 ga.,7/8 long,3/16 crown	3	6
3/8	2 long × 0.120″ ring-grooved shank underlayment nail	6	10
3/8	Staple 16 ga., 11/8 long,3/8 crown	3	6
1/2, 5/8	2 long × 0.120″ ring-grooved shank underlayment nail	6	10
1/2, 5/8	Staple 16 ga., 15/8 long,3/8 crown	3	6

(continued)

WALL CONSTRUCTION

TABLE R602.3(2)—continued ALTERNATE ATTACHMENTS TO TABLE R602.3(1) For SI: 1 inch = 25.4 mm. a. Nail is a general description and shall be permitted to be T-head, modified round head or round head. b. Staples shall have a minimum crown width of ⁷ /16-inch except as noted. c. Nails or staples shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater. Nails or staples shall be spaced at not

more than 12 inches on center at intermediate supports for floors. d. Fasteners shall be placed in a grid pattern throughout the body of the panel. e. For 5-ply panels, intermediate nails shall be spaced not more than 12 inches on center each way. f. Hardboard underlayment shall conform to CPA/ANSI A135.4. g. Alternate fastening is only permitted for roof sheathing where the ultimate design wind speed is less than or equal to 110 mph, and where fasteners are

installed 3 inches on center at all supports. h. Fiber-cement underlayment shall conform to ASTM C1288 or ISO 8336, Category C.

TABLE R602.3(3) REQUIREMENTS FOR WOOD STRUCTURAL PANEL WALL SHEATHING USED TO RESIST WIND PRESSURES ^{a, b, c}

MINIMUM NAIL		MINIMUM WOOD STRUCTURAL PANEL SPAN RATING	MINIMUM NOMINAL PANEL THICKNESS (inches)	MAXIMUM WALL STUD SPACING (inches)	PANEL NAIL SPACING		ULTIMATE DESIGN WIND SPEED V ult (mph)
Size	Penetration (inches)	Penetration (inches)	Penetration (inches)	Penetration (inches)	Edges (inches o.c.)	Field (inches o.c.)	Wind exposure category	Wind exposure category	Wind exposure category
Size	Penetration (inches)	Penetration (inches)	Penetration (inches)	Penetration (inches)	Edges (inches o.c.)	Field (inches o.c.)	B	C	D
6d Common (2.0″ × 0.113″)	1.5	24/0	3/8	16	6	12	140	115	110
8d Common (2.5″ × 0.131″)	1.75	24/16	7/16	16	6	12	170	140	135
8d Common (2.5″ × 0.131″)	1.75	24/16	7/16	24	6	12	140	115	110

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s. a. Panel strength axis parallel or perpendicular to supports. Three-ply plywood sheathing with studs spaced more than 16 inches on center shall be applied with

panel strength axis perpendicular to supports. b. Table is based on wind pressures acting toward and away from building surfaces in accordance with Section R301.2. Lateral bracing requirements shall be in

accordance with Section R602.10. c. Wood structural panels with span ratings of Wall-16 or Wall-24 shall be permitted as an alternate to panels with a 24/0 span rating. Plywood siding rated 16

o.c. or 24 o.c. shall be permitted as an alternate to panels with a 24/16 span rating. Wall-16 and Plywood siding 16 o.c. shall be used with studs spaced not more than 16 inches on center.

TABLE R602.3(4) ALLOWABLE SPANS FOR PARTICLEBOARD WALL SHEATHING ^a

THICKNESS (inch)	GRADE	STUD SPACING (inches)
THICKNESS (inch)	GRADE	Where siding is nailed to studs	Where siding is nailed to sheathing
3/8	M-1 Exterior glue	16	—
1/2	M-2 Exterior glue	16	16

For SI: 1 inch = 25.4 mm. a. Wall sheathing not exposed to the weather. If the panels are applied horizontally, the end joints of the panel shall be offset so that four panel corners will not

meet. Panel edges must be supported. Leave a ¹ /16-inch gap between panels and nail not less than ³ /8 inch from panel edges.

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WALL CONSTRUCTION

	TABLE R602.3(5) SIZE, HEIGHT AND SPACING OF WOOD STUDSa
STUD SIZE (inches)	BEARING WALLS	BEARING WALLS	BEARING WALLS	BEARING WALLS	BEARING WALLS	NONBEARING WALLS	NONBEARING WALLS
STUD SIZE (inches)	Laterally unsupported stud heighta (feet)	Maximum spacing where supporting a roof-ceiling assembly or a habitable attic assembly, only (inches)	Maximum spacing where supporting one floor, plus a roof-ceiling assembly or a habitable attic assembly (inches)	Maximum spacing where supporting two floors, plus a roof-ceiling assembly or a habitable attic assembly (inches)	Maximum spacing where supporting one floor heighta (inches)	Laterally unsupported stud heighta (feet)	Maximum spacing (inches)

2 × 3b	—	—	—	—	—	10	16
2 × 4	10	24c	16c	—	24	14	24
3 × 4	10	24	24	16	24	14	24
2 × 5	10	24	24	—	24	16	24
2 × 6	10	24	24	16	24	20	24

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. a. Listed heights are distances between points of lateral support placed perpendicular to the plane of the wall. Bearing walls shall be sheathed on not less than

one side or bridging shall be installed not greater than 4 feet apart measured vertically from either end of the stud. Increases in unsupported height are permitted where in compliance with Exception 2 of Section R602.3.1 or designed in accordance with accepted engineering practice. b. Shall not be used in exterior walls. c. A habitable attic assembly supported by 2 × 4 studs is limited to a roof span of 32 feet. Where the roof span exceeds 32 feet, the wall studs shall be increased

to 2 × 6 or the studs shall be designed in accordance with accepted engineering practice.

TABLE R602.3(6) ALTERNATE WOOD BEARING WALL STUD SIZE, HEIGHT AND SPACING

STUD HEIGHT	SUPPORTING	STUD SPACINGa	ULTIMATE DESIGN WIND SPEED
STUD HEIGHT	SUPPORTING	STUD SPACINGa	115 mph	115 mph	130 mphb	130 mphb	140 mphb	140 mphb
STUD HEIGHT	SUPPORTING	STUD SPACINGa	Maximum roof/floor spanc	Maximum roof/floor spanc	Maximum roof/floor spanc	Maximum roof/floor spanc	Maximum roof/floor spanc	Maximum roof/floor spanc
STUD HEIGHT	SUPPORTING	STUD SPACINGa	12 ft	24 ft	12 ft	24 ft	12 ft	24 ft
11 ft	Roof only	12 in	2 × 4	2 × 4	2 × 4	2 × 4	2 × 4	2 × 4
11 ft	Roof only	16 in	2 × 4	2 × 4	2 × 4	2 × 6	2 × 4	2 × 6
11 ft	Roof only	24 in	2 × 6	2 × 6	2 × 6	2 × 6	2 × 6	2 × 6
11 ft	Roof and one floor	12 in	2 × 4	2 × 6	2 × 4	2 × 6	2 × 4	2 × 6
11 ft	Roof and one floor	16 in	2 × 6	2 × 6	2 × 6	2 × 6	2 × 6	2 × 6
11 ft	Roof and one floor	24 in	2 × 6	2 × 6	2 × 6	2 × 6	2 × 6	2 × 6
12 ft	Roof only	12 in	2 × 4	2 × 4	2 × 4	2 × 6	2 × 4	2 × 6
12 ft	Roof only	16 in	2 × 4	2 × 6	2 × 6	2 × 6	2 × 6	2 × 6
12 ft	Roof only	24 in	2 × 6	2 × 6	2 × 6	2 × 6	2 × 6	2 × 6
12 ft	Roof and one floor	12 in	2 × 4	2 × 6	2 × 6	2 × 6	2 × 6	2 × 6
12 ft	Roof and one floor	16 in	2 × 6	2 × 6	2 × 6	2 × 6	2 × 6	2 × 6
12 ft	Roof and one floor	24 in	2 × 6	2 × 6	2 × 6	2 × 6	2 × 6	DR

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mph = 0.447 m/s, 1 pound = 4.448 N. DR = Design Required. a. Wall studs not exceeding 16 inches on center shall be sheathed with minimum ¹ /2-inch gypsum board on the interior and ³ /8-inch wood structural panel

sheathing on the exterior. Wood structural panel sheathing shall be attached with 8d (2.5″ × 0.131″) nails not greater than 6 inches on center along panel edges and 12 inches on center at intermediate supports, and all panel joints shall occur over studs or blocking. b. Where the ultimate design wind speed exceeds 115 mph, studs shall be attached to top and bottom plates with connectors having a minimum 300-pound

lateral capacity. c. The maximum span is applicable to both single- and multiple-span roof and floor conditions. The roof assembly shall not contain a habitable attic.

WALL CONSTRUCTION

For SI:1 inch = 25.4 mm.

FIGURE R602.3(1) TYPICAL WALL, FLOOR AND ROOF FRAMING

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WALL CONSTRUCTION

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

FIGURE R602.3(2) FRAMING DETAILS

WALL CONSTRUCTION

TABLE R602.3.2 SINGLE TOP-PLATE SPLICE CONNECTION DETAILS

CONDITION	TOP-PLATE SPLICE LOCATION
CONDITION	Corners and intersecting walls	Corners and intersecting walls	Butt joints in straight walls	Butt joints in straight walls
CONDITION	Splice plate size	Minimum nails each side of joint	Splice plate size	Minimum nails each side of joint
Structures in SDC A-C; and in SDC D0, D1 and D2 with braced wall line spacing less than 25 feet	3″ × 6″ × 0.036″ gal- vanized steel plate or equivalent	(6) 8d box (21/2″ × 0.113″) nails	3″× 12″ × 0.036″ gal- vanized steel plate or equivalent	(12) 8d box (21/2″ × 0.113″) nails
Structures in SDC D0, D1 and D2, with braced wall line spacing greater than or equal to 25 feet	3″ × 8″ × 0.036″ gal- vanized steel plate or equivalent	(9) 8d box (21/2″ × 0.113″) nails	3″ × 16″ × 0.036″ galvanized steel plate or equivalent	(18) 8dbox (21/2″ × 0.113″) nails

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

R602.4 Interior load-bearing walls.¶

Interior load-bearing walls shall be constructed, framed and fireblocked as specified for exterior walls.

R602.5 Interior nonbearing walls.¶

Interior nonbearing walls shall be permitted to be constructed with 2-inch by 3inch (51 mm by 76 mm) studs spaced 24 inches (610 mm) on center or, where not part of a braced wall line, 2-inch by 4inch (51 mm by 102 mm) flat studs spaced at 16 inches (406 mm) on center. Interior nonbearing walls shall be capped with not less than a single top plate. Interior nonbearing walls shall be fireblocked in accordance with Section R602.8.

R602.6 Drilling and notching of studs.¶

Drilling and notching of studs shall be in accordance with the following:

Notching. A stud in an exterior wall or bearing partition shall not be cut or notched to a depth exceeding 25 percent of its depth. Studs in nonbearing partitions shall not be notched to a depth exceeding 40 percent of a single stud depth.
Boring. The diameter of bored holes in studs shall not exceed 60 percent of the stud depth, the edge of the hole shall not be less than ⁵ /8 inch (16 mm) from the edge of the stud, and the hole shall not be located in the same section as a cut or notch. Where the diameter of a bored hole in a stud located in exterior walls or bearing partitions is over 40 percent, such stud shall be doubled and not more than two successive doubled studs shall be so bored. See Figures R602.6(1) and R602.6(2).

Exception: Where approved, stud shoes are installed in accordance with the manufacturer’s instructions.

R602.6.1 Drilling and notching of top plate. Where piping or ductwork is placed in or partly in an exterior wall or interior load-bearing wall, necessitating cutting, drilling or notching of the top plate by more than 50 percent of its width, a galvanized metal tie not less than 0.054 inch thick (1.37 mm) (16 ga) and 1 ¹ /2 inches (38 mm) wide shall be fastened across and to the plate at each side of the opening with not less than eight 10d (0.148 inch diameter) nails having a minimum length of 1 ¹ /2 inches (38 mm) at each side or equivalent. The metal tie must extend not less than 6 inches past the opening. See Figure R602.6.1.

Exception: Where the entire side of the wall with the notch or cut is covered by wood structural panel sheathing.

R602.7 Headers.¶

For header spans, see Tables R602.7(1), R602.7(2) and R602.7(3).

R602.7.1 Single member headers. Single headers shall be framed with a single flat 2-inch-nominal (51 mm) member or wall plate not less in width than the wall studs on the top and bottom of the header in accordance with Figures R602.7.1(1) and R602.7.1(2) and face nailed to the top and bottom of the header with 10d box nails (3 inches × 0.128 inches) spaced 12 inches on center.

R602.7.2 Rim board headers. Rim board header size, material and span shall be in accordance with Table R602.7(1). Rim board headers shall be constructed in accordance with Figure R602.7.2 and shall be supported at each end by full-height studs. The number of full-height studs at each end shall be not less than the number of studs displaced by half of the header span based on the maximum stud spacing in accordance with Table R602.3(5). Rim board headers supporting concentrated loads shall be designed in accordance with accepted engineering practice.

R602.7.3 Wood structural panel box headers. Wood structural panel box headers shall be constructed in accordance with Figure R602.7.3 and Table R602.7.3.

R602.7.4 Nonbearing walls. Load-bearing headers are not required in interior or exterior nonbearing walls. A single flat 2-inch by 4-inch (51 mm by 102 mm) member shall be permitted to be used as a header in interior or exterior nonbearing walls for openings up to 8 feet (2438 mm) in width if the vertical distance to the parallel nailing surface above is not more than 24 inches (610 mm). For such nonbearing headers, cripples or blocking are not required above the header.

R602.7.5 Supports for headers. Headers shall be supported on each end with one or more jack studs or with approved framing anchors in accordance with Table R602.7(1) or R602.7(2). The full-height stud adjacent to each end of the header shall be end nailed to each end of the header in accordance with Table R602.3(1). The minimum number of full-height studs at each end of a header shall be in accordance with Table R602.7.5.

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WALL CONSTRUCTION

For SI: 1 inch = 25.4 mm.

For SI: 1 inch = 25.4 mm. Note: Condition for exterior and bearing walls.

FIGURE R602.6.1 TOP PLATE FRAMING TO ACCOMMODATE PIPING

FIGURE R602.6(1) NOTCHING AND BORED HOLE LIMITATIONS FOR EXTERIOR WALLS AND BEARING WALLS

WALL CONSTRUCTION

TABLE R602.7.5 MINIMUM NUMBER OF FULL-HEIGHT STUDS AT EACH END OF HEADERS IN EXTERIOR WALLS ^a

MAXIMUM HEADER SPAN (feet)	ULTIMATE DESIGN WIND SPEED AND EXPOSURE CATEGORY
MAXIMUM HEADER SPAN (feet)	< 140 mph, Exposure B or < 130 mph, Exposure C	≤ 115 mph, Exposure Bb
4	1	1
6	2	1
8	2	1
10	3	2
12	3	2
14	3	2
16	4	2
18	4	2

For SI: 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s. a. For header spans between those given, use the minimum number of full-height studs associated with the larger header span. b. The tabulated minimum number of full-height studs is applicable where jack studs are provided to support the header at each end in accordance with Table

R602.7(1). Where a framing anchor is used to support the header in lieu of a jack stud in accordance with Note d of Table R602.7(1), the minimum number of full-height studs at each end of a header shall be in accordance with requirements for wind speed < 140 mph, Exposure B.

For SI: 1 inch = 25.4 mm.

FIGURE R602.6(2) NOTCHING AND BORED HOLE LIMITATIONS FOR INTERIOR NONBEARING WALLS

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WALL CONSTRUCTION

TABLE R602.7(1) GIRDER SPANS ^a AND HEADER SPANS ^a FOR EXTERIOR BEARING WALLS (Maximum spans for Douglas fir-larch, hem-fir, Southern pine and spruce-pine-fir ^b and required number of jack studs)

GIRDERS AND HEADERS SUPPORTING	SIZE	GROUND SNOW LOAD (psf)e
GIRDERS AND HEADERS SUPPORTING	SIZE	30	30	30	30	30	30	50	50	50	50	50	50	70	70	70	70	70	70
GIRDERS AND HEADERS SUPPORTING	SIZE	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)
GIRDERS AND HEADERS SUPPORTING	SIZE	12	12	24	24	36	36	12	12	24	24	36	36	12	12	24	24	36	36
GIRDERS AND HEADERS SUPPORTING	SIZE	Spanf	NJd	Spanf	NJd	Spanf	NJd	Spanf	NJd	Spanf	NJd	Spanf	NJd	Spanf	NJd	Spanf	NJd	Spanf	NJd
Roof and ceiling	1-2 × 6	4-0	1	3-1	2	2-7	2	3-5	1	2-8	2	2-3	2	3-0	2	2-4	2	2-0	2
Roof and ceiling	1-2 × 8	5-1	2	3-11	2	3-3	2	4-4	2	3-4	2	2-10	2	3-10	2	3-0	2	2-6	3
Roof and ceiling	1-2 × 10	6-0	2	4-8	2	3-11	2	5-2	2	4-0	2	3-4	3	4-7	2	3-6	3	3-0	3
Roof and ceiling	1-2 × 12	7-1	2	5-5	2	4-7	3	6-1	2	4-8	3	3-11	3	5-5	2	4-2	3	3-6	3
Roof and ceiling	2-2 × 4	4-0	1	3-1	1	2-7	1	3-5	1	2-7	1	2-2	1	3-0	1	2-4	1	2-0	1
Roof and ceiling	2-2 × 6	6-0	1	4-7	1	3-10	1	5-1	1	3-11	1	3-3	2	4-6	1	3-6	2	2-11	2
Roof and ceiling	2-2 × 8	7-7	1	5-9	1	4-10	2	6-5	1	5-0	2	4-2	2	5-9	1	4-5	2	3-9	2
Roof and ceiling	2-2 × 10	9-0	1	6-10	2	5-9	2	7-8	2	5-11	2	4-11	2	6-9	2	5-3	2	4-5	2
Roof and ceiling	2-2 × 12	10-7	2	8-1	2	6-10	2	9-0	2	6-11	2	5-10	2	8-0	2	6-2	2	5-2	3
Roof and ceiling	3-2 × 8	9-5	1	7-3	1	6-1	1	8-1	1	6-3	1	5-3	2	7-2	1	5-6	2	4-8	2
Roof and ceiling	3-2 × 10	11-3	1	8-7	1	7-3	2	9-7	1	7-4	2	6-2	2	8-6	1	6-7	2	5-6	2
Roof and ceiling	3-2 × 12	13-2	1	10-1	2	8-6	2	11-3	2	8-8	2	7-4	2	10-0	2	7-9	2	6-6	2
Roof and ceiling	4-2 × 8	10-11	1	8-4	1	7-0	1	9-4	1	7-2	1	6-0	1	8-3	1	6-4	1	5-4	2
Roof and ceiling	4-2 × 10	12-11	1	9-11	1	8-4	1	11-1	1	8-6	1	7-2	2	9-10	1	7-7	2	6-4	2
Roof and ceiling	4-2 × 12	15-3	1	11-8	1	9-10	2	13-0	1	10-0	2	8-5	2	11-7	1	8-11	2	7-6	2
Roof, ceiling and one center- bearing floor	1-2 × 6	3-3	1	2-7	2	2-2	2	3-0	2	2-4	2	2-0	2	2-9	2	2-2	2	1-10	2
Roof, ceiling and one center- bearing floor	1-2 × 8	4-1	2	3-3	2	2-9	2	3-9	2	3-0	2	2-6	3	3-6	2	2-9	2	2-4	3
Roof, ceiling and one center- bearing floor	1-2 × 10	4-11	2	3-10	2	3-3	3	4-6	2	3-6	3	3-0	3	4-1	2	3-3	3	2-9	3
Roof, ceiling and one center- bearing floor	1-2 × 12	5-9	2	4-6	3	3-10	3	5-3	2	4-2	3	3-6	3	4-10	3	3-10	3	3-3	4
Roof, ceiling and one center- bearing floor	2-2 × 4	3-3	1	2-6	1	2-2	1	3-0	1	2-4	1	2-0	1	2-8	1	2-2	1	1-10	1
Roof, ceiling and one center- bearing floor	2-2 × 6	4-10	1	3-9	1	3-3	2	4-5	1	3-6	2	3-0	2	4-1	1	3-3	2	2-9	2
Roof, ceiling and one center- bearing floor	2-2 × 8	6-1	1	4-10	2	4-1	2	5-7	2	4-5	2	3-9	2	5-2	2	4-1	2	3-6	2
Roof, ceiling and one center- bearing floor	2-2 × 10	7-3	2	5-8	2	4-10	2	6-8	2	5-3	2	4-5	2	6-1	2	4-10	2	4-1	2
Roof, ceiling and one center- bearing floor	2-2 × 12	8-6	2	6-8	2	5-8	2	7-10	2	6-2	2	5-3	3	7-2	2	5-8	2	4-10	3
Roof, ceiling and one center- bearing floor	3-2 × 8	7-8	1	6-0	1	5-1	2	7-0	1	5-6	2	4-8	2	6-5	1	5-1	2	4-4	2
Roof, ceiling and one center- bearing floor	3-2 × 10	9-1	1	7-2	2	6-1	2	8-4	1	6-7	2	5-7	2	7-8	2	6-1	2	5-2	2
Roof, ceiling and one center- bearing floor	3-2 × 12	10-8	2	8-5	2	7-2	2	9-10	2	7-8	2	6-7	2	9-0	2	7-1	2	6-1	2
Roof, ceiling and one center- bearing floor	4-2 × 8	8-10	1	6-11	1	5-11	1	8-1	1	6-4	1	5-5	2	7-5	1	5-11	1	5-0	2
Roof, ceiling and one center- bearing floor	4-2 × 10	10-6	1	8-3	2	7-0	2	9-8	1	7-7	2	6-5	2	8-10	1	7-0	2	6-0	2
Roof, ceiling and one center- bearing floor	4-2 × 12	12-4	1	9-8	2	8-3	2	11-4	2	8-11	2	7-7	2	10-4	2	8-3	2	7-0	2
Roof, ceiling and one clear- span floor	1-2 × 6	2-11	2	2-3	2	1-11	2	2-9	2	2-1	2	1-9	2	2-7	2	2-0	2	1-8	2
Roof, ceiling and one clear- span floor	1-2 × 8	3-9	2	2-10	2	2-5	3	3-6	2	2-8	2	2-3	3	3-3	2	2-6	3	2 -2	3
Roof, ceiling and one clear- span floor	1-2 × 10	4-5	2	3-5	3	2-10	3	4-2	2	3-2	3	2-8	3	3-11	2	3-0	3	2-6	3
Roof, ceiling and one clear- span floor	1-2 × 12	5-2	2	4-0	3	3-4	3	4-10	3	3-9	3	3-2	4	4-7	3	3-6	3	3-0	4
Roof, ceiling and one clear- span floor	2-2 × 4	2-11	1	2-3	1	1-10	1	2-9	1	2-1	1	1-9	1	2-7	1	2-0	1	1-8	1
Roof, ceiling and one clear- span floor	2-2 × 6	4-4	1	3-4	2	2-10	2	4-1	1	3-2	2	2-8	2	3-10	1	3-0	2	2-6	2
Roof, ceiling and one clear- span floor	2-2 × 8	5-6	2	4-3	2	3-7	2	5-2	2	4-0	2	3-4	2	4-10	2	3-9	2	3-2	2
Roof, ceiling and one clear- span floor	2-2 × 10	6-7	2	5-0	2	4-2	2	6-1	2	4-9	2	4-0	2	5-9	2	4-5	2	3-9	3
Roof, ceiling and one clear- span floor	2-2 × 12	7-9	2	5-11	2	4-11	3	7-2	2	5-7	2	4-8	3	6-9	2	5-3	3	4-5	3
Roof, ceiling and one clear- span floor	3-2 × 8	6-11	1	5-3	2	4-5	2	6-5	1	5-0	2	4-2	2	6-1	1	4-8	2	4-0	2
Roof, ceiling and one clear- span floor	3-2 × 10	8-3	2	6-3	2	5-3	2	7-8	2	5-11	2	5-0	2	7-3	2	5-7	2	4-8	2
Roof, ceiling and one clear- span floor	3-2 × 12	9-8	2	7-5	2	6-2	2	9-0	2	7-0	2	5-10	2	8-6	2	6-7	2	5-6	3
Roof, ceiling and one clear- span floor	4-2 × 8	8-0	1	6-1	1	5-1	2	7-5	1	5-9	2	4-10	2	7-0	1	5-5	2	4-7	2
Roof, ceiling and one clear- span floor	4-2 × 10	9-6	1	7-3	2	6-1	2	8-10	1	6-10	2	5-9	2	8-4	1	6-5	2	5-5	2

GIRDERS AND HEADERS SUPPORTING	SIZE	GROUND SNOW LOAD (psf)e
Roof, ceiling and one clear- span floor	4-2 × 12	11-2	2	8-6	2	7-2	2	10-5	2	8-0	2	6-9	2	9-10	2	7-7	2	6-5	2

(continued)

WALL CONSTRUCTION

TABLE R602.7(1)—continued GIRDER SPANS ^a AND HEADER SPANS ^a FOR EXTERIOR BEARING WALLS (Maximum spans for Douglas fir-larch, hem-fir, Southern pine and spruce-pine-fir ^b and required number of jack studs)

GIRDERS AND HEADERS SUPPORTING	SIZE	GROUND SNOW LOAD (psf)e
GIRDERS AND HEADERS SUPPORTING	SIZE	30	30	30	30	30	30	50	50	50	50	50	50	70	70	70	70	70	70
GIRDERS AND HEADERS SUPPORTING	SIZE	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)
GIRDERS AND HEADERS SUPPORTING	SIZE	12	12	24	24	36	36	12	12	24	24	36	36	12	12	24	24	36	36
GIRDERS AND HEADERS SUPPORTING	SIZE	Spanf	NJd	Spanf	NJd	Spanf	NJd	Spanf	NJd	Spanf	NJd	Spanf	NJd	Spanf	NJd	Spanf	NJd	Spanf	NJd
Roof, ceiling and two center- bearing floors	1-2 × 6	2-8	2	2-1	2	1-10	2	2-7	2	2-0	2	1-9	2	2-5	2	1-11	2	1-8	2
Roof, ceiling and two center- bearing floors	1-2 × 8	3-5	2	2-8	2	2-4	3	3-3	2	2-7	2	2-2	3	3-1	2	2-5	3	2-1	3
Roof, ceiling and two center- bearing floors	1-2 × 10	4-0	2	3-2	3	2-9	3	3-10	2	3-1	3	2-7	3	3-8	2	2-11	3	2-5	3
Roof, ceiling and two center- bearing floors	1-2 × 12	4-9	3	3-9	3	3-2	4	4-6	3	3-7	3	3-1	4	4-3	3	3-5	3	2-11	4
Roof, ceiling and two center- bearing floors	2-2 × 4	2-8	1	2-1	1	1-9	1	2-6	1	2-0	1	1-8	1	2-5	1	1-11	1	1-7	1
Roof, ceiling and two center- bearing floors	2-2 × 6	4-0	1	3-2	2	2-8	2	3-9	1	3-0	2	2-7	2	3-7	1	2-10	2	2-5	2
Roof, ceiling and two center- bearing floors	2-2 × 8	5-0	2	4-0	2	3-5	2	4-10	2	3-10	2	3-3	2	4-7	2	3-7	2	3-1	2
Roof, ceiling and two center- bearing floors	2-2 × 10	6-0	2	4-9	2	4-0	2	5-8	2	4-6	2	3-10	3	5-5	2	4-3	2	3-8	3
Roof, ceiling and two center- bearing floors	2-2 × 12	7-0	2	5-7	2	4-9	3	6-8	2	5-4	3	4-6	3	6-4	2	5-0	3	4-3	3
Roof, ceiling and two center- bearing floors	3-2 × 8	6-4	1	5-0	2	4-3	2	6-0	1	4-9	2	4-1	2	5-8	2	4-6	2	3-10	2
Roof, ceiling and two center- bearing floors	3-2 × 10	7-6	2	5-11	2	5-1	2	7-1	2	5-8	2	4-10	2	6-9	2	5-4	2	4-7	2
Roof, ceiling and two center- bearing floors	3-2 × 12	8-10	2	7-0	2	5-11	2	8-5	2	6-8	2	5-8	3	8-0	2	6-4	2	5-4	3
Roof, ceiling and two center- bearing floors	4-2 × 8	7-3	1	5-9	1	4-11	2	6-11	1	5-6	2	4-8	2	6-7	1	5-2	2	4-5	2
Roof, ceiling and two center- bearing floors	4-2 × 10	8-8	1	6-10	2	5-10	2	8-3	2	6-6	2	5-7	2	7-10	2	6-2	2	5-3	2
Roof, ceiling and two center- bearing floors	4-2 × 12	10-2	2	8-1	2	6-10	2	9-8	2	7-8	2	6-7	2	9-2	2	7-3	2	6-2	2
Roof, ceiling, and two clear- span floors	1-2 × 6	2-3	2	1-9	2	1-5	2	2-3	2	1-9	2	1-5	3	2-2	2	1-8	2	1-5	3
Roof, ceiling, and two clear- span floors	1-2 × 8	2-10	2	2-2	3	1-10	3	2-10	2	2-2	3	1-10	3	2-9	2	2-1	3	1-10	3
Roof, ceiling, and two clear- span floors	1-2 × 10	3-4	2	2-7	3	2-2	3	3-4	3	2-7	3	2-2	4	3-3	3	2-6	3	2-2	4
Roof, ceiling, and two clear- span floors	1-2 × 12	4-0	3	3-0	3	2-7	4	4-0	3	3-0	4	2-7	4	3-10	3	3-0	4	2-6	4
Roof, ceiling, and two clear- span floors	2-2 × 4	2-3	1	1-8	1	1-4	1	2-3	1	1-8	1	1-4	1	2-2	1	1-8	1	1-4	2
Roof, ceiling, and two clear- span floors	2-2 × 6	3-4	1	2-6	2	2-2	2	3-4	2	2-6	2	2-2	2	3-3	2	2-6	2	2-1	2
Roof, ceiling, and two clear- span floors	2-2 × 8	4-3	2	3-3	2	2-8	2	4-3	2	3-3	2	2-8	2	4-1	2	3-2	2	2-8	3
Roof, ceiling, and two clear- span floors	2-2 × 10	5-0	2	3-10	2	3-2	3	5-0	2	3-10	2	3-2	3	4-10	2	3-9	3	3-2	3
Roof, ceiling, and two clear- span floors	2-2 × 12	5-11	2	4-6	3	3-9	3	5-11	2	4-6	3	3-9	3	5-8	2	4-5	3	3-9	3
Roof, ceiling, and two clear- span floors	3-2 × 8	5-3	1	4-0	2	3-5	2	5-3	2	4-0	2	3-5	2	5-1	2	3-11	2	3-4	2
Roof, ceiling, and two clear- span floors	3-2 × 10	6-3	2	4-9	2	4-0	2	6-3	2	4-9	2	4-0	2	6-1	2	4-8	2	4-0	3
Roof, ceiling, and two clear- span floors	3-2 × 12	7-5	2	5-8	2	4-9	3	7-5	2	5-8	2	4-9	3	7-2	2	5-6	3	4-8	3
Roof, ceiling, and two clear- span floors	4-2 × 8	6-1	1	4-8	2	3-11	2	6-1	1	4-8	2	3-11	2	5-11	1	4-7	2	3-10	2
Roof, ceiling, and two clear- span floors	4-2 × 10	7-3	2	5-6	2	4-8	2	7-3	2	5-6	2	4-8	2	7-0	2	5-5	2	4-7	2
Roof, ceiling, and two clear- span floors	4-2 × 12	8-6	2	6-6	2	5-6	2	8-6	2	6-6	2	5-6	2	8-3	2	6-4	2	5-4	3

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa. a. Spans are given in feet and inches. b. Spans are based on minimum design properties for No. 2 grade lumber of Douglas fir-larch, hem-fir, Southern pine, and spruce-pine-fir. c. Building width is measured perpendicular to the ridge. For widths between those shown, spans are permitted to be interpolated. d. NJ = Number of jack studs required to support each end. Where the number of required jack studs equals one, the header is permitted to be supported by an

approved framing anchor attached to the full-height wall stud and to the header. e. Use 30 psf ground snow load for cases in which ground snow load is less than 30 psf and the roof live load is equal to or less than 20 psf. f. Spans are calculated assuming the top of the header or girder is laterally braced by perpendicular framing. Where the top of the header or girder is not laterally

braced (for example, cripple studs bearing on the header), tabulated spans for headers consisting of 2 × 8, 2 × 10, or 2 × 12 sizes shall be multiplied by 0.70 or the header or girder shall be designed.

6-18 2022 CALIFORNIA RESIDENTIAL CODE

WALL CONSTRUCTION

TABLE R602.7(2) GIRDER SPANS ^a AND HEADER SPANS ^a FOR INTERIOR BEARING WALLS (Maximum spans for Douglas fir-larch, hem-fir, southern pine and spruce-pine-fir ^b and required number of jack studs)

HEADERS AND GIRDERS SUPPORTING	SIZE	BUILDING Widthc (feet)
HEADERS AND GIRDERS SUPPORTING	SIZE	12	12	24	24	36	36
HEADERS AND GIRDERS SUPPORTING	SIZE	Spane	NJd	Spane	NJd	Spane	NJd
One floor only	2-2 × 4	4-1	1	2-10	1	2-4	1
One floor only	2-2 × 6	6-1	1	4-4	1	3-6	1
One floor only	2-2 × 8	7-9	1	5-5	1	4-5	2
One floor only	2-2 × 10	9-2	1	6-6	2	5-3	2
One floor only	2-2 × 12	10-9	1	7-7	2	6-3	2
One floor only	3-2 × 8	9-8	1	6-10	1	5-7	1
One floor only	3-2 × 10	11-5	1	8-1	1	6-7	2
One floor only	3-2 × 12	13-6	1	9-6	2	7-9	2
One floor only	4-2 × 8	11-2	1	7-11	1	6-5	1
One floor only	4-2 × 10	13-3	1	9-4	1	7-8	1
One floor only	4-2 × 12	15-7	1	11-0	1	9-0	2
Two floors	2-2 × 4	2-7	1	1-11	1	1-7	1
Two floors	2-2 × 6	3-11	1	2-11	2	2-5	2
Two floors	2-2 × 8	5-0	1	3-8	2	3-1	2
Two floors	2-2 × 10	5-11	2	4-4	2	3-7	2
Two floors	2-2 × 12	6-11	2	5-2	2	4-3	3
Two floors	3-2 × 8	6-3	1	4-7	2	3-10	2
Two floors	3-2 × 10	7-5	1	5-6	2	4-6	2
Two floors	3-2 × 12	8-8	2	6-5	2	5-4	2
Two floors	4-2 × 8	7-2	1	5-4	1	4-5	2
Two floors	4-2 × 10	8-6	1	6-4	2	5-3	2
Two floors	4-2 × 12	10-1	1	7-5	2	6-2	2

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. a. Spans are given in feet and inches. b. Spans are based on minimum design properties for No. 2 grade lumber of Douglas fir-larch, hem-fir, Southern pine, and spruce-pine-fir. c. Building width is measured perpendicular to the ridge. For widths between those shown, spans are permitted to be interpolated. d. NJ = Number of jack studs required to support each end. Where the number of required jack studs equals one, the header is permitted to be supported by an

approved framing anchor attached to the full-height wall stud and to the header. e. Spans are calculated assuming the top of the header or girder is laterally braced by perpendicular framing. Where the top of the header or girder is not laterally

TABLE R602.7(3) GIRDER AND HEADER SPANS ^a FOR OPEN PORCHES

	(Maximum span for Douglas fir-larch, hem-fir, Southern pine and spruce-pine-f						firb)
SIZE	SUPPORTING ROOF	SUPPORTING ROOF	SUPPORTING ROOF	SUPPORTING ROOF	SUPPORTING ROOF	SUPPORTING ROOF	SUPPORTING FLOOR	SUPPORTING FLOOR
SIZE	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)
SIZE	30	30	50	50	70	70	70	70
SIZE	Depth of Porchc (feet)	Depth of Porchc (feet)	Depth of Porchc (feet)	Depth of Porchc (feet)	Depth of Porchc (feet)	Depth of Porchc (feet)	Depth of Porchc (feet)	Depth of Porchc (feet)
SIZE	8	14	8	14	8	14	8	14
2-2 × 6	7-6	5-8	6-2	4-8	5-4	4-0	6-4	4-9
2-2 × 8	10-1	7-7	8-3	6-2	7-1	5-4	8-5	6-4
2-2 × 10	12-4	9-4	10-1	7-7	8-9	6-7	10-4	7-9
2-2 × 12	14-4	10-10	11-8	8-10	10-1	7-8	11-11	9-0

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa. a. Spans are given in feet and inches. b. Tabulated values assume No. 2 grade lumber, wet service and incising for refractory species. Use 30 psf ground snow load for cases in which ground snow

load is less than 30 psf and the roof live load is equal to or less than 20 psf. c. Porch depth is measured horizontally from building face to centerline of the header. For depths between those shown, spans are permitted to be interpolated.

WALL CONSTRUCTION

FIGURE R602.7.1(1) SINGLE-MEMBER HEADER IN EXTERIOR BEARING WALL

For SI: 25.4 mm = 1 inch.

FIGURE R602.7.2 RIM BOARD HEADER CONSTRUCTION

FIGURE R602.7.1(2) ALTERNATIVE SINGLE-MEMBER

HEADER WITHOUT CRIPPLE

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WALL CONSTRUCTION

TABLE R602.7.3 MAXIMUM SPANS FOR WOOD STRUCTURAL PANEL BOX HEADERS ^a

HEADER CONSTRUCTIONb	HEADER DEPTH (inches)	HOUSE DEPTH (feet)
HEADER CONSTRUCTIONb	HEADER DEPTH (inches)	24	26	28	30	32
Wood structural panel—one side	9 15	4 5	4 5	3 4	3 3	— 3
Wood structural panel—both sides	9 15	7 8	5 8	5 7	4 7	3 6

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. a. Spans are based on single story with clear-span trussed roof or two story with floor and roof supported by interior-bearing walls. b. See Figure R602.7.3 for construction details.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. Notes: a. The top and bottom plates shall be continuous at header location. b. Jack studs shall be used for spans over 4 feet. c. Cripple spacing shall be the same as for studs. d. Wood structural panel faces shall be single pieces of ¹⁵ /32-inch-thick Exposure 1 (exterior glue) or thicker, installed on the interior or exterior or both sides of

the header. e. Wood structural panel faces shall be nailed to framing and cripples with 8d common or galvanized box nails spaced 3 inches on center, staggering alternate

nails ¹ /2 inch. Galvanized nails shall be hot-dipped or tumbled.

FIGURE R602.7.3 TYPICAL WOOD STRUCTURAL PANEL BOX HEADER CONSTRUCTION

WALL CONSTRUCTION

R602.8 Fireblocking required.¶

Fireblocking shall be provided in accordance with Section R302.11.

R602.9 Cripple walls.¶

Foundation cripple walls shall be framed of studs not smaller than the studding above. Where exceeding 4 feet (1219 mm) in height, such walls shall be framed of studs having the size required for an additional story.

Exterior cripple walls with a stud height less than 14 inches (356 mm) shall be continuously sheathed on one side with wood structural panels fastened to both the top and bottom plates in accordance with Table R602.3(1), or the cripple walls shall be constructed of solid blocking.

Cripple walls shall be supported on continuous foundations.

R602.10 Wall bracing.¶

Buildings shall be braced in accordance with this section or, when applicable, Section R602.12. Where a building, or portion thereof, does not comply with one or more of the bracing requirements in this section, those portions shall be designed and constructed in accordance with Section R301.1.

R602.10.1 Braced wall lines. For the purpose of determining the amount and location of bracing required in each story level of a building, braced wall lines shall be designated as straight lines in the building plan placed in accordance with this section.

R602.10.1.1 Length of a braced wall line. The length of a braced wall line shall be the distance between its ends. The end of a braced wall line shall be the intersection with a perpendicular braced wall line, an angled braced wall line as permitted in Section R602.10.1.4 or an exterior wall as shown in Figure R602.10.1.1.

For SI: 1 foot = 304.8 mm.

R602.10.1.2 Location of braced wall lines and permitted offsets.¶

permitted offsets. Each braced wall line shall be located such that no more than two-thirds of the required braced wall panel length is located to one side of the braced wall line. Braced wall panels shall be permitted to be offset up to 4 feet (1219 mm) from the designated braced wall line. Braced wall panels parallel to a braced wall line shall be offset not more than 4 feet (1219 mm) from the designated braced wall line location as shown in Figure R602.10.1.1.

Exterior walls parallel to a braced wall line shall be offset not more than 4 feet (1219 mm) from the designated braced wall line location as shown in Figure R602.10.1.1.

Interior walls used as bracing shall be offset not more than 4 feet (1219 mm) from a braced wall line through the interior of the building as shown in Figure R602.10.1.1.

R602.10.1.3 Spacing of braced wall lines.¶

The spacing between parallel braced wall lines shall be in accordance with Table R602.10.1.3. Intermediate braced wall lines through the interior of the building shall be permitted.

R602.10.1.4 Angled walls. Any portion of a wall along a braced wall line shall be permitted to angle out of plane for a maximum diagonal length of 8 feet (2438 mm). Where the angled wall occurs at a corner, the length of the braced wall line shall be measured from the projected corner as shown in Figure R602.10.1.4. Where the diagonal length is greater than 8 feet (2438 mm), it shall be considered to be a separate braced wall line and shall be braced in accordance with Section R602.10.1.

FIGURE R602.10.1.1 BRACED WALL LINES

6-22 2022 CALIFORNIA RESIDENTIAL CODE

WALL CONSTRUCTION

TABLE R602.10.1.3¶

BRACED WALL LINE SPACING

APPLICATION	CONDITION	BUILDING TYPE	BRACED WALL LINE SPACING CRITERIA
APPLICATION	CONDITION	BUILDING TYPE	Maximum Spacing	Exception to Maximum Spacing
Wind bracing	Ultimate design wind speed < 140 mph	Detached, townhouse	60 feet	None
Seismic bracing	SDC A – C	Detached	Use wind bracing	Use wind bracing
Seismic bracing	SDC A – B	Townhouse	Use wind bracing	Use wind bracing
Seismic bracing	SDC C	Townhouse	35 feet	Up to 50 feet when length of required bracing per Table R602.10.3(3) is adjusted in accordance with Table R602.10.3(4).
Seismic bracing	SDC D0, D1, D2	Detached, townhouses, one- and two-story only	25 feet	Up to 35 feet to allow for a single room not to exceed 900 square feet. Spacing of all other braced wall lines shall not exceed 25 feet.
Seismic bracing	SDC D0, D1, D2	Detached, townhouse	25 feet	Up to 35 feet when length of required bracing per Table R602.10.3(3) is adjusted in accordance with Table R602.10.3(4).

For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m ², 1 mile per hour = 0.447 m/s.

For SI: 1 foot = 304.8 mm.

FIGURE R602.10.1.4

ANGLED WALLS

R602.10.2 Braced wall panels.¶

Braced wall panels shall be full-height sections of wall that shall not have vertical or horizontal offsets. Braced wall panels shall be constructed and placed along a braced wall line in accordance with this section and the bracing methods specified in Section R602.10.4.

R602.10.2.1 Braced wall panel uplift load path. The bracing lengths in Table R602.10.3(1) apply only when uplift loads are resisted in accordance with Section R602.3.5.

R602.10.2.2 Locations of braced wall panels. A braced wall panel shall begin within 10 feet (3810 mm)

from each end of a braced wall line as determined in Section R602.10.1.1. The distance between adjacent edges of braced wall panels along a braced wall line shall be not greater than 20 feet (6096 mm) as shown in Figure R602.10.2.2.

Exceptions:

Braced wall panels in Seismic Design Categories D0, D1 and D2 shall comply with Section R602.10.2.2.1.
Braced wall panels with continuous sheathing in Seismic Design Categories A, B and C shall comply with Section R602.10.7.

WALL CONSTRUCTION

R602.10.2.2.1 Location of braced wall panels in Seismic Design Categories D0, D1 and D2.¶

Seismic Design Categories D0, D1 and D2. Braced wall panels shall be located at each end of a braced wall line.

Exceptions:

Braced wall panels constructed of Method WSP or BV-WSP and continuous sheathing methods as specified in Section R602.10.4 shall be permitted to begin not more than 10 feet (3048 mm) from each end of a braced wall line provided that each end complies with one of the following:

1.1. A minimum 24-inch-wide (610 mm) panel for Methods WSP, CSWSP, CS-G and CS-PF is applied to each side of the building corner as shown in End Condition 4 of Figure R602.10.7.

1.2. The end of each braced wall panel closest to the end of the braced wall line shall have an 1,800-pound (8 kN) hold-down device fastened to the stud at the edge of the braced wall panel closest to the corner and to the foundation or framing below as shown in End Condition 5 of Figure R602.10.7.

Braced wall panels constructed of Method PFH or ABW, or of Method BV-WSP where a hold-down is provided in accordance with Table R602.10.6.5.4, shall be permitted to begin not more than 10 feet (3048 mm) from each end of a braced wall line.

R602.10.2.3 Minimum number of braced wall panels.¶

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.

R602.10.3 Required length of bracing. The required length of bracing along each braced wall line shall be determined as follows:

All buildings in Seismic Design Categories A and B shall use Table R602.10.3(1) and the applicable adjustment factors in Table R602.10.3(2).
Detached buildings in Seismic Design Category C shall use Table R602.10.3(1) and the applicable adjustment factors in Table R602.10.3(2).
Townhouses in Seismic Design Category C shall use the greater value determined from Table R602.10.3(1) or R602.10.3(3) and the applicable adjustment factors in Table R602.10.3(2) or R602.10.3(4), respectively.
All buildings in Seismic Design Categories D0, D1 and D2 shall use the greater value determined from Table R602.10.3(1) or R602.10.3(3) and the applicable adjustment factors in Table R602.10.3(2) or R602.10.3(4), respectively.

Only braced wall panels parallel to the braced wall line shall contribute toward the required length of bracing of that braced wall line. Braced wall panels along an angled wall meeting the minimum length requirements of Tables R602.10.5 and R602.10.5.2 shall be permitted to contribute its projected length toward the minimum required length of bracing for the braced wall line as shown in Figure R602.10.1.4. Any braced wall panel on an angled wall at the end of a braced wall line shall contribute its projected length for only one of the braced wall lines at the projected corner.

Exception: The length of wall bracing for dwellings in Seismic Design Categories D0, D1 and D2 with stone or masonry veneer installed in accordance with Section R703.8 and exceeding the first-story height shall be in accordance with Section R602.10.6.5.

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WALL CONSTRUCTION

For SI: 1 foot = 304.8 mm.

FIGURE R602.10.2.2 LOCATION OF BRACED WALL PANELS

WALL CONSTRUCTION

TABLE R602.10.3(1)¶

BRACING REQUIREMENTS BASED ON WIND SPEED

• EXPOSURE CATEGORY B • 30-FOOT MEAN ROOF HEIGHT • 10-FOOT WALL HEIGHT • 2 BRACED WALL LINES			MINIMUM TOTAL LENGTH (FEET) OF BRACED WALL PANELS REQUIRED ALONG EACH BRACED WALL LINEa
Ultimate Design Wind Speed (mph)	Story Location	Braced Wall Line Spacingc (feet)	Method LIBb	Method GB	Methods DWB, WSP, SFB, PBS, PCP, HPS, BV-WSP, ABW, PFH, PFC, CS-SFB	Methods CS-WSP, CS-G, CS-PF
< 95 mph		10	2.5	2.5	1.5	1.5
< 95 mph		20	4.5	4.5	2.5	2.5
< 95 mph		30	6.5	6.5	4.0	3.5
< 95 mph		40	8.5	8.5	5.0	4.0
< 95 mph		50	10.5	10.5	6.0	5.0
< 95 mph		60	12.5	12.5	7.0	6.0
< 95 mph		10	5.0	5.0	3.0	2.5
< 95 mph		20	8.5	8.5	5.0	4.5
< 95 mph		30	12.5	12.5	7.0	6.0
< 95 mph		40	16.0	16.0	9.5	8.0
< 95 mph		50	20.0	20.0	11.5	10.0
< 95 mph		60	23.5	23.5	13.5	11.5
< 95 mph		10	NP	7.0	4.0	3.5
< 95 mph		20	NP	13.0	7.5	6.5
< 95 mph		30	NP	18.5	10.5	9.0
< 95 mph		40	NP	24.0	13.5	11.5
< 95 mph		50	NP	29.5	17.0	14.5
< 95 mph		60	NP	35.0	20.0	17.0
≤ 110		10	3.5	3.5	2.0	1.5
≤ 110		20	6.0	6.0	3.5	3.0
≤ 110		30	8.5	8.5	5.0	4.5
≤ 110		40	11.5	11.5	6.5	5.5
≤ 110		50	14.0	14.0	8.0	7.0
≤ 110		60	16.5	16.5	9.5	8.0
≤ 110		10	6.5	6.5	3.5	3.0
≤ 110		20	11.5	11.5	6.5	5.5
≤ 110		30	16.5	16.5	9.5	8.0
≤ 110		40	21.5	21.5	12.5	10.5
≤ 110		50	26.5	26.5	15.5	13.0
≤ 110		60	31.5	31.5	18.0	15.5
≤ 110		10	NP	9.5	5.5	4.5
≤ 110		20	NP	17.0	10.0	8.5
≤ 110		30	NP	24.5	14.0	12.0
≤ 110		40	NP	32.0	18.5	15.5
≤ 110		50	NP	39.5	22.5	19.0
≤ 110		60	NP	46.5	26.5	23.0

(continued)

6-26 2022 CALIFORNIA RESIDENTIAL CODE

WALL CONSTRUCTION

TABLE R602.10.3(1)—continued BRACING REQUIREMENTS BASED ON WIND SPEED

• EXPOSURE CATEGORY B • 30-FOOT MEAN ROOF HEIGHT • 10-FOOT WALL HEIGHT • 2 BRACED WALL LINES			MINIMUM TOTAL LENGTH (FEET) OF BRACED WALL PANELS REQUIRED ALONG EACH BRACED WALL LINEa
Ultimate Design Wind Speed (mph)	Story Location	Braced Wall Line Spacingc (feet)	Method LIBb	Method GB	Methods DWB, WSP, SFB, PBS, PCP, HPS, BV-WSP, ABW, PFH, PFC, CS-SFB	Methods CS-WSP, CS-G, CS-PF
≤ 115		10	3.5	3.5	2.0	2.0
≤ 115		20	6.5	6.5	3.5	3.5
≤ 115		30	9.5	9.5	5.5	4.5
≤ 115		40	12.5	12.5	7.0	6.0
≤ 115		50	15.0	15.0	9.0	7.5
≤ 115		60	18.0	18.0	10.5	9.0
≤ 115		10	7.0	7.0	4.0	3.5
≤ 115		20	12.5	12.5	7.5	6.5
≤ 115		30	18.0	18.0	10.5	9.0
≤ 115		40	23.5	23.5	13.5	11.5
≤ 115		50	29.0	29.0	16.5	14.0
≤ 115		60	34.5	34.5	20.0	17.0
≤ 115		10	NP	10.0	6.0	5.0
≤ 115		20	NP	18.5	11.0	9.0
≤ 115		30	NP	27.0	15.5	13.0
≤ 115		40	NP	35.0	20.0	17.0
≤ 115		50	NP	43.0	24.5	21.0
≤ 115		60	NP	51.0	29.0	25.0
≤ 120		10	4.0	4.0	2.5	2.0
≤ 120		20	7.0	7.0	4.0	3.5
≤ 120		30	10.5	10.5	6.0	5.0
≤ 120		40	13.5	13.5	8.0	6.5
≤ 120		50	16.5	16.5	9.5	8.0
≤ 120		60	19.5	19.5	11.5	9.5
≤ 120		10	7.5	7.5	4.5	3.5
≤ 120		20	14.0	14.0	8.0	7.0
≤ 120		30	20.0	20.0	11.5	9.5
≤ 120		40	25.5	25.5	15.0	12.5
≤ 120		50	31.5	31.5	18.0	15.5
≤ 120		60	37.5	37.5	21.5	18.5
≤ 120		10	NP	11.0	6.5	5.5
≤ 120		20	NP	20.5	11.5	10.0
≤ 120		30	NP	29.0	17.0	14.5
≤ 120		40	NP	38.0	22.0	18.5
≤ 120		50	NP	47.0	27.0	23.0
≤ 120		60	NP	55.5	32.0	27.0

(continued)

WALL CONSTRUCTION

TABLE R602.10.3(1)—continued BRACING REQUIREMENTS BASED ON WIND SPEED

• EXPOSURE CATEGORY B • 30-FOOT MEAN ROOF HEIGHT • 10-FOOT WALL HEIGHT • 2 BRACED WALL LINES			MINIMUM TOTAL LENGTH (FEET) OF BRACED WALL PANELS REQUIRED ALONG EACH BRACED WALL LINEa
Ultimate Design Wind Speed (mph)	Story Location	Braced Wall Line Spacingc (feet)	Method LIBb	Method GB	Methods DWB, WSP, SFB, PBS, PCP, HPS, BV-WSP, ABW, PFH, PFC, CS-SFB	Methods CS-WSP, CS-G, CS-PF
≤ 130		10	4.5	4.5	2.5	2.5
≤ 130		20	8.5	8.5	5.0	4.0
≤ 130		30	12.0	12.0	7.0	6.0
≤ 130		40	15.5	15.5	9.0	7.5
≤ 130		50	19.5	19.5	11.0	9.5
≤ 130		60	23.0	23.0	13.0	11.0
≤ 130		10	8.5	8.5	5.0	4.5
≤ 130		20	16.0	16.0	9.5	8.0
≤ 130		30	23.0	23.0	13.5	11.5
≤ 130		40	30.0	30.0	17.5	15.0
≤ 130		50	37.0	37.0	21.5	18.0
≤ 130		60	44.0	44.0	25.0	21.5
≤ 130		10	NP	13.0	7.5	6.5
≤ 130		20	NP	24.0	13.5	11.5
≤ 130		30	NP	34.5	19.5	17.0
≤ 130		40	NP	44.5	25.5	22.0
≤ 130		50	NP	55.0	31.5	26.5
≤ 130		60	NP	65.0	37.5	31.5
< 140		10	5.5	5.5	3.0	2.5
< 140		20	10.0	10.0	5.5	5.0
< 140		30	14.0	14.0	8.0	7.0
< 140		40	18.0	18.0	10.5	9.0
< 140		50	22.5	22.5	13.0	11.0
< 140		60	26.5	26.5	15.0	13.0
< 140		10	10.0	10.0	6.0	5.0
< 140		20	18.5	18.5	11.0	9.0
< 140		30	27.0	27.0	15.5	13.0
< 140		40	35.0	35.0	20.0	17.0
< 140		50	43.0	43.0	24.5	21.0
< 140		60	51.0	51.0	29.0	25.0
< 140		10	NP	15.0	8.5	7.5
< 140		20	NP	27.5	16.0	13.5
< 140		30	NP	39.5	23.0	19.5
< 140		40	NP	51.5	29.5	25.0
< 140		50	NP	63.5	36.5	31.0
< 140		60	NP	75.5	43.0	36.5

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. 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. c. Where three or more parallel braced wall lines are present and the distances between adjacent braced wall lines are different, the average dimension shall be

permitted to be used for braced wall line spacing.

6-28 2022 CALIFORNIA RESIDENTIAL CODE

WALL CONSTRUCTION

TABLE R602.10.3(2)¶

WIND ADJUSTMENT FACTORS TO THE REQUIRED LENGTH OF WALL BRACING

ITEM NUMBER	ADJUSTMENT BASED ON	STORY/SUPPORTING	CONDITION	ADJUSTMENT FACTORa, b [multiply length from Table R602.10.3(1) by this factor]	APPLICABLE METHODS
1	Exposure categoryd	One-story structure	B	1.00	All methods
1	Exposure categoryd	One-story structure	C	1.20	1.20
1	Exposure categoryd	One-story structure	D	1.50	1.50
1	Exposure categoryd	Two-story structure	B	1.00	1.00
1	Exposure categoryd	Two-story structure	C	1.30	1.30
1	Exposure categoryd	Two-story structure	D	1.60	1.60
1	Exposure categoryd	Three-story structure	B	1.00	1.00
1	Exposure categoryd	Three-story structure	C	1.40	1.40
1	Exposure categoryd	Three-story structure	D	1.70	1.70
2	Roof eave-to-ridge height	Roof only	≤ 5 feet	0.70	0.70
2	Roof eave-to-ridge height	Roof only	10 feet	1.00	1.00
2	Roof eave-to-ridge height	Roof only	15 feet	1.30	1.30
2	Roof eave-to-ridge height	Roof only	20 feet	1.60	1.60
2	Roof eave-to-ridge height	Roof + 1 floor	≤ 5 feet	0.85	0.85
2	Roof eave-to-ridge height	Roof + 1 floor	10 feet	1.00	1.00
2	Roof eave-to-ridge height	Roof + 1 floor	15 feet	1.15	1.15
2	Roof eave-to-ridge height	Roof + 1 floor	20 feet	1.30	1.30
2	Roof eave-to-ridge height	Roof + 2 floors	≤ 5 feet	0.90	0.90
2	Roof eave-to-ridge height	Roof + 2 floors	10 feet	1.00	1.00
2	Roof eave-to-ridge height	Roof + 2 floors	15 feet	1.10	1.10
2	Roof eave-to-ridge height	Roof + 2 floors	20 feet	Not permitted	Not permitted
3	Story height (Section R301.3)	Any story	8 feet	0.90	0.90
3	Story height (Section R301.3)	Any story	9 feet	0.95	0.95
3	Story height (Section R301.3)	Any story	10 feet	1.00	1.00
3	Story height (Section R301.3)	Any story	11 feet	1.05	1.05
3	Story height (Section R301.3)	Any story	12 feet	1.10	1.10
4	Number of braced wall lines (per plan direction)c	Any story	2	1.00	1.00
4	Number of braced wall lines (per plan direction)c	Any story	3	1.30	1.30
4	Number of braced wall lines (per plan direction)c	Any story	4	1.45	1.45
4	Number of braced wall lines (per plan direction)c	Any story	≥ 5	1.60	1.60
5	Additional 800-pound hold-down device	Top story only	Fastened to the end studs of each braced wall panel and to the foundation or framing below	0.80	DWB, WSP, SFB, PBS, PCP, HPS
6	Interior gypsum board finish (or equivalent)	Any story	Omitted from inside face of braced wall panels	1.40	DWB, WSP, SFB, PBS, PCP, HPS, CS-WSP, CS-G, CS-SFB
7	Gypsum board fastening	Any story	4 inches o.c. at panel edges, including top and bottom plates, and all hori- zontal joints blocked	0.7	GB
8	Horizontal blocking	Any story	Horizontal block is omitted	2.0	WSP, PBS, CS-WSP

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.48 N. a. Linear interpolation shall be permitted. b. The total adjustment factor is the product of all applicable adjustment factors. c. The adjustment factor is permitted to be 1.0 when determining bracing amounts for intermediate braced wall lines provided the bracing amounts on adjacent

braced wall lines are based on a spacing and number that neglects the intermediate braced wall line. d. The same adjustment factor shall be applied to all braced wall lines on all floors of the structure, based on the worst-case exposure category.

WALL CONSTRUCTION

TABLE R602.10.3(3)¶

BRACING REQUIREMENTS BASED ON SEISMIC DESIGN CATEGORY

• WALL HEIGHT = 10 FEET • 10 PSF FLOOR DEAD LOAD • 15 PSF ROOF/CEILING DEAD LOAD • BRACED WALL LINE SPACING ≤ 25 FEET			MINIMUM TOTAL LENGTH (FEET) OF BRACED WALL PANELS REQUIRED ALONG EACH BRACED WALL LINEa, g
Seismic Design Categoryb	Story Location	Braced Wall Line Length (feet)c	Method LIBd	Method GB	Methods DWB, SFB, PBS, PCP, HPS, CS-SFBe	Methods WSP, ABWf, PFHf and PFGe, f	Methods CS-WSP, CS-G, CS-PF
C (townhouses only)		10	2.5	2.5	2.5	1.6	1.4
C (townhouses only)		20	5.0	5.0	5.0	3.2	2.7
C (townhouses only)		30	7.5	7.5	7.5	4.8	4.1
C (townhouses only)		40	10.0	10.0	10.0	6.4	5.4
C (townhouses only)		50	12.5	12.5	12.5	8.0	6.8
C (townhouses only)		10	NP	4.5	4.5	3.0	2.6
C (townhouses only)		20	NP	9.0	9.0	6.0	5.1
C (townhouses only)		30	NP	13.5	13.5	9.0	7.7
C (townhouses only)		40	NP	18.0	18.0	12.0	10.2
C (townhouses only)		50	NP	22.5	22.5	15.0	12.8
C (townhouses only)		10	NP	6.0	6.0	4.5	3.8
C (townhouses only)		20	NP	12.0	12.0	9.0	7.7
C (townhouses only)		30	NP	18.0	18.0	13.5	11.5
C (townhouses only)		40	NP	24.0	24.0	18.0	15.3
C (townhouses only)		50	NP	30.0	30.0	22.5	19.1
D0		10	NP	2.8	2.8	1.8	1.6
D0		20	NP	5.5	5.5	3.6	3.1
D0		30	NP	8.3	8.3	5.4	4.6
D0		40	NP	11.0	11.0	7.2	6.1
D0		50	NP	13.8	13.8	9.0	7.7
D0		10	NP	5.3	5.3	3.8	3.2
D0		20	NP	10.5	10.5	7.5	6.4
D0		30	NP	15.8	15.8	11.3	9.6
D0		40	NP	21.0	21.0	15.0	12.8
D0		50	NP	26.3	26.3	18.8	16.0
D0		10	NP	7.3	7.3	5.3	4.5
D0		20	NP	14.5	14.5	10.5	9.0
D0		30	NP	21.8	21.8	15.8	13.4
D0		40	NP	29.0	29.0	21.0	17.9
D0		50	NP	36.3	36.3	26.3	22.3

(continued)

6-30 2022 CALIFORNIA RESIDENTIAL CODE

WALL CONSTRUCTION

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

• WALL HEIGHT = 10 FEET • 10 PSF FLOOR DEAD LOAD • 15 PSF ROOF/CEILING DEAD LOAD • BRACED WALL LINE SPACING ≤ 25 FEET			MINIMUM TOTAL LENGTH (FEET) OF BRACED WALL PANELS REQUIRED ALONG EACH BRACED WALL LINEa, g
Seismic Design Categoryb	Story Location	Braced Wall Line Length (feet)c	Method LIBd	Method GB	Methods DWB, SFB, PBS, PCP, HPS, CS-SFBe	Methods WSP, ABWf, PFHf and PFGe, f	Methods CS-WSP, CS-G, CS-PF
D1		10	NP	3.0	3.0	2.0	1.7
D1		20	NP	6.0	6.0	4.0	3.4
D1		30	NP	9.0	9.0	6.0	5.1
D1		40	NP	12.0	12.0	8.0	6.8
D1		50	NP	15.0	15.0	10.0	8.5
D1		10	NP	6.0	6.0	4.5	3.8
D1		20	NP	12.0	12.0	9.0	7.7
D1		30	NP	18.0	18.0	13.5	11.5
D1		40	NP	24.0	24.0	18.0	15.3
D1		50	NP	30.0	30.0	22.5	19.1
D1		10	NP	8.5	8.5	6.0	5.1
D1		20	NP	17.0	17.0	12.0	10.2
D1		30	NP	25.5	25.5	18.0	15.3
D1		40	NP	34.0	34.0	24.0	20.4
D1		50	NP	42.5	42.5	30.0	25.5
D2 h		10	NP	4.0	4.0	2.5	2.1
D2 h		20	NP	8.0	8.0	5.0	4.3
D2 h		30	NP	12.0	12.0	7.5	6.4
D2 h		40	NP	16.0	16.0	10.0	8.5
D2 h		50	NP	20.0	20.0	12.5	10.6
D2 h		10	NP	7.5	7.5	5.5	4.7
D2 h		20	NP	15.0	15.0	11.0	9.4
D2 h		30	NP	22.5	22.5	16.5	14.0
D2 h		40	NP	30.0	30.0	22.0	18.7
D2 h		50	NP	37.5	37.5	27.5	23.4
D2 h	Three-story dwelling	10	NP	NP	NP	NP	NP
D2 h	Three-story dwelling	20	NP	NP	NP	NP	NP
D2 h	Three-story dwelling	30	NP	NP	NP	NP	NP
D2 h	Three-story dwelling	40	NP	NP	NP	NP	NP
D2 h	Three-story dwelling	50	NP	NP	NP	NP	NP
D2 h	Cripple wall below one- or two-story dwelling	10	NP	NP	NP	7.5	6.4
D2 h	Cripple wall below one- or two-story dwelling	20	NP	NP	NP	15.0	12.8
D2 h	Cripple wall below one- or two-story dwelling	30	NP	NP	NP	22.5	19.1
D2 h	Cripple wall below one- or two-story dwelling	40	NP	NP	NP	30.0	25.5
D2 h	Cripple wall below one- or two-story dwelling	50	NP	NP	NP	37.5	31.9

(continued)

WALL CONSTRUCTION

TABLE R602.10.3(3)—continued 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. 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 D2 exceeding two stories shall be designed in accordance with accepted engineering practice.

6-32 2022 CALIFORNIA RESIDENTIAL CODE

WALL CONSTRUCTION

TABLE R602.10.3(4)¶

SEISMIC ADJUSTMENT FACTORS TO THE REQUIRED LENGTH OF WALL BRACING

ITEM NUMBER	ADJUSTMENT BASED ON	STORYg	CONDITION	ADJUSTMENT FACTORa, b [Multiply length from Table R602.10.3(3) by this factor]	APPLICABLE METHODS
1	Story height (Section 301.3)	Any story	≤ 10 feet	1.0	All methods
1	Story height (Section 301.3)	Any story	> 10 feet and ≤ 12 feet	1.2	1.2
2	Braced wall line spacing, townhouses in SDC C	Any story	≤ 35 feet	1.0	1.0
2	Braced wall line spacing, townhouses in SDC C	Any story	> 35 feet and ≤ 50 feet	1.43	1.43
3	Braced wall line spacing, in SDC D0, D1, D2 c	Any story	> 25 feet and ≤ 30 feet	1.2	1.2
3	Braced wall line spacing, in SDC D0, D1, D2 c	Any story	> 30 feet and ≤ 35 feet	1.4	1.4
4	Wall dead load	Any story	> 8 psf and < 15 psf	1.0	1.0
4	Wall dead load	Any story	< 8psf	0.85	0.85
5	Roof/ceiling dead load for wall supporting	1-, 2- or 3-story build- ing	≤15 psf	1.0	1.0
5	Roof/ceiling dead load for wall supporting	2- or 3-story building	> 15 psf and ≤ 25 psf	1.1	1.1
5	Roof/ceiling dead load for wall supporting	1-story building or top story	> 15 psf and ≤ 25 psf	1.2	1.2
6	Walls with stone or masonry veneer, town- houses in SDC Cd, e		1.0	1.0	All methods
6	Walls with stone or masonry veneer, town- houses in SDC Cd, e		1.5	1.5	1.5
6	Walls with stone or masonry veneer, town- houses in SDC Cd, e		1.5	1.5	1.5
7	Walls with stone or masonry veneer, detached one- and two-family dwell- ings in SDC D0 – D2 d, f	Any story	See Section R602.10.6.5.4	See Section R602.10.6.5.4	BV-WSP
8	Walls with stone or masonry veneer, detached one- and two-family dwell- ings in SDC D0 – D2 d, f	First and second story of two-story dwelling	Limited brick veneer on second story. See Section R602.10.6.5.3.	1.2	WSP, CS-WSP
9	Interior gypsum board fin- ish (or equivalent)	Any story	Omitted from inside face of braced wall panels	1.5	DWB, WSP, SFB, PBS, PCP, HPS, CS-WSP, CS-G, CS-SFB
10	Horizontal blocking	Any story	Horizontal blocking omitted	2.0	WSP, PBS, CS-WSP

For SI: 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa. a. Linear interpolation shall be permitted. b. The total length of bracing required for a given wall line is the product of all applicable adjustment factors. c. The length-to-width ratio for the floor/roof diaphragm shall not exceed 3:1. d. Applies to stone or masonry veneer exceeding the first story height. e. The adjustment factor for stone or masonry veneer shall be applied to all exterior braced wall lines and all braced wall lines on the interior of the building,

backing or perpendicular to and laterally supporting veneered walls. f. See Section R602.10.6.5 for requirements where stone or masonry veneer does not exceed the first-story height. g. One- and two-family dwellings in Seismic Design Category D2 exceeding two stories shall be designed in accordance with accepted engineering practice.

WALL CONSTRUCTION

R602.10.4 Construction methods for braced wall panels.¶

panels. Intermittent and continuously sheathed braced wall panels shall be constructed in accordance with this section and the methods listed in Table R602.10.4.

R602.10.4.1 Mixing methods. Mixing of bracing methods shall be permitted as follows:

Mixing intermittent bracing and continuous sheathing methods from story to story shall be permitted.
Mixing intermittent bracing methods from braced wall line to braced wall line within a story shall be permitted. In regions within Seismic Design Categories A, B and C where the ultimate design wind speed is less than or equal to 130 mph (58m/s), mixing of intermittent bracing and continuous sheathing methods from braced wall line to braced wall line within a story shall be permitted.
Mixing intermittent bracing methods along a braced wall line shall be permitted in Seismic Design Categories A and B, and detached dwellings in Seismic Design Category C, provided that the length of required bracing in accordance with Table R602.10.3(1) or R602.10.3(3) is the highest value of all intermittent bracing methods used.
Mixing of continuous sheathing methods CSWSP, CS-G and CS-PF along a braced wall line shall be permitted. Intermittent methods ABW, PFH and PFG shall be permitted to be used along a braced wall line with continuous sheathed methods, provided that the length of required bracing for that braced wall line is determined in accordance with Table R602.10.3(1) or R602.10.3(3) using the highest value of the bracing methods used.
In Seismic Design Categories A and B, and for detached one- and two-family dwellings in Seismic Design Category C, mixing of intermittent bracing methods along the interior portion of a braced wall line with continuous sheathing methods CS-WSP, CS-G and CS-PF along the exterior portion of the same braced wall line shall be permitted. The length of required bracing shall be the highest value of all intermittent bracing methods used in accordance with Table R602.10.3(1) or R602.10.3(3) as adjusted by Tables R602.10.3(2) and R602.10.3(4), respectively. The requirements of Section R602.10.7 shall apply to each end of the continuously sheathed portion of the braced wall line.

R602.10.4.2 Continuous sheathing methods.¶

Continuous sheathing methods require structural panel sheathing to be used on all sheathable surfaces on one side of a braced wall line including areas above and below openings and gable end walls and shall meet the requirements of Section R602.10.7.

R602.10.4.3 Braced wall panel interior finish mate- rial. Braced wall panels shall have gypsum wall board installed on the side of the wall opposite the bracing material. Gypsum wall board shall be not less than ¹ /2 inch (12.7 mm) in thickness and be fastened with nails or screws in accordance with Table R602.3(1) for exterior sheathing or Table R702.3.5 for interior gypsum wall board. Spacing of fasteners at panel edges for gypsum wall board opposite Method LIB bracing shall not exceed 8 inches (203 mm). Interior finish material shall not be glued in Seismic Design Categories D0, D1 and D2.

Exceptions:

Interior finish material is not required opposite wall panels that are braced in accordance with Methods GB, BV-WSP, ABW, PFH, PFG and CS-PF, unless otherwise required by Section R302.6.
An approved interior finish material with an in-plane shear resistance equivalent to gypsum board shall be permitted to be substituted, unless otherwise required by Section R302.6.
Except for Method LIB, gypsum wall board is permitted to be omitted provided that the required length of bracing in Tables R602.10.3(1) and R602.10.3(3) is multiplied by the appropriate adjustment factor in Tables R602.10.3(2) and R602.10.3(4), respectively, unless otherwise required by Section R302.6.

R602.10.4.4 Panel joints.¶

Vertical joints of panel sheathing shall occur over and be fastened to common studs. Horizontal joints of panel sheathing in braced wall panels shall occur over and be fastened to common blocking of a thickness of 1 ¹ /2 inches (38 mm) or greater.

Exceptions:

For methods WSP and CS-WSP, blocking of horizontal joints is permitted to be omitted when adjustment factor No. 8 of Table R602.10.3(2) or No. 9 of Table R602.10.3(4) is applied.
Vertical joints of panel sheathing shall be permitted to occur over double studs, where adjoining panel edges are attached to separate studs with the required panel edge fastening schedule, and the adjacent studs are attached together with two rows of 10d box nails [3 inches by 0.128 inch (76.2 mm by 3.25 mm)] at 10 inches o.c. (254 mm).
Blocking at horizontal joints shall not be required in wall segments that are not counted as braced wall panels.
Where Method GB panels are installed horizontally, blocking of horizontal joints is not required.

6-34 2022 CALIFORNIA RESIDENTIAL CODE

TABLE R602.10.4¶

BRACING METHODS

WALL CONSTRUCTION

METHODS, MATERIAL		MINIMUM THICKNESS	FIGURE	CONNECTION CRITERIAa
METHODS, MATERIAL	METHODS, MATERIAL	MINIMUM THICKNESS	FIGURE	Fasteners	Spacing
Intermittent Bracing Methods	LIB Let-in-bracing	1 × 4 wood or approved metal straps at 45° to 60° angles for maximum 16″ stud spacing		Wood: 2-8d common nails or 3-8d (21/2″ long × 0.113″ dia.) nails	Wood: per stud and top and bottom plates
Intermittent Bracing Methods	LIB Let-in-bracing	1 × 4 wood or approved metal straps at 45° to 60° angles for maximum 16″ stud spacing		Metal strap: per manufacturer	Metal: per manufac- turer
Intermittent Bracing Methods	DWB Diagonal wood boards	3/4″ (1″ nominal) for maximum 24″ stud spacing		2-8d (21/2″ long × 0.113″ dia.) nails or 2-13/4″ long staples	Per stud
Intermittent Bracing Methods	WSP Wood structural panel (See Section R604)	3/8″		Exterior sheathing per Table R602.3(3)	6″ edges 12″ field
Intermittent Bracing Methods	WSP Wood structural panel (See Section R604)	3/8″		Interior sheathing per Table R602.3(1) or R602.3(2)	Varies by fastener
Intermittent Bracing Methods	BV-WSPe Wood structural panels with stone or masonry veneer (See Section R602.10.6.5)	7/16″	See Figure R602.10.6.5.2	8d common (21/2″ × 0.131) nails	4″ at panel edges 12″ at intermediate supports 4″ at braced wall panel end posts
Intermittent Bracing Methods	SFB Structural fiberboard sheathing	1/2″ or25/32″ for maxi- mum 16″ stud spacing		11/2″ long × 0.12″ dia. (for1/2″ thick sheathing) 13/4″ long × 0.12″ dia. (for25/32″ thick sheathing) galva- nized roofing nails	3″ edges 6″ field
Intermittent Bracing Methods	GB Gypsum board	1/2″		Nails or screws per Table R602.3(1) for exterior locations	For all braced wall panel locations: 7″edges (including top and bottom plates) 7″ field
Intermittent Bracing Methods	GB Gypsum board	1/2″		Nails or screws per Table R702.3.5 for interior loca- tions	Nails or screws per Table R702.3.5 for interior loca- tions
Intermittent Bracing Methods	PBS Particleboard sheathing (See Section R605)	3/8″ or1/2″ for maxi- mum 16″stud spacing		For3/8″, 6d common (2″ long × 0.113″ dia.) nails; For1/2″, 8d common (21/2″ long × 0.131″ dia.) nails	3″ edges 6″ field
Intermittent Bracing Methods	PCP Portland cement plaster	See Section R703.6 for maximum 16″ stud spacing		11/2″ long, 11 gage, 0.120" dia., 7/16″ dia. head nails or 7/8″ long, 16 gage staples	6″ o.c. on all framing members
Intermittent Bracing Methods	HPS Hardboard panel siding	7/16″ for maximum 16″ stud spacing		0.092″ dia., 0.225″ dia. head nails with length to accommodate 11/2″ penetration into studs	4″ edges 8″ field
Intermittent Bracing Methods	ABW Alternate braced wall	3/8″		See Section R602.10.6.1	See Section R602.10.6.1

(continued)

WALL CONSTRUCTION

TABLE R602.10.4—continued

BRACING METHODS

METHODS, MATERIAL		MINIMUM THICKNESS	FIGURE	CONNECTION CRITERIAa
METHODS, MATERIAL	METHODS, MATERIAL	MINIMUM THICKNESS	FIGURE	Fasteners	Spacing
Intermittent Bracing Methods	PFH Portal frame with hold- downs	3/8″		See Section R602.10.6.2	See Section R602.10.6.2
Intermittent Bracing Methods	PFG Portal frame at garage	7/16″		See Section R602.10.6.3	See Section R602.10.6.3
Continuous Sheathing Methods	CS-WSP Continuously sheathed wood structural panel	3/8″		Exterior sheathing per Table R602.3(3)	6″ edges 12″ field
Continuous Sheathing Methods	CS-WSP Continuously sheathed wood structural panel	3/8″		Interior sheathing per Table R602.3(1) or R602.3(2)	Varies by fastener
Continuous Sheathing Methods	CS-Gb, c Continuously sheathed wood structural panel adjacent to garage open- ings	3/8″		See Method CS-WSP	See Method CS-WSP
Continuous Sheathing Methods	CS-PF Continuously sheathed portal frame	7/16″		See Section R602.10.6.4	See Section R602.10.6.4
Continuous Sheathing Methods	CS-SFBd Continuously sheathed structural fiberboard	1/2″ or25/32″ for maxi- mum 16″ stud spacing		11/2″ long × 0.12″ dia. (for1/2″ thick sheathing) 13/4″ long × 0.12″ dia. (for25/32″ thick sheathing) galvanized roofing nails	3″ edges 6″ field

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, D0, D1 and D2. 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 D0, D1 and D2, 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 D0, D1 and D2. e. Method applies to detached one- and two-family dwellings in Seismic Design Categories D0 through D2 only.

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R602.10.5 Minimum length of a braced wall panel.¶

The minimum length of a braced wall panel shall comply with Table R602.10.5. For Methods CS-WSP and CS-SFB, the minimum panel length shall be based on the adjacent clear opening height in accordance with Table R602.10.5 and Figure R602.10.5. Where a panel has an opening on either side of differing heights, the taller opening height shall be used to determine the panel length.

R602.10.5.1 Contributing length. For purposes of computing the required length of bracing in Tables R602.10.3(1) and R602.10.3(3), the contributing length of each braced wall panel shall be as specified in Table R602.10.5.

R602.10.5.2 Partial credit.¶

For Methods DWB, WSP, SFB, PBS, PCP and HPS in Seismic Design Categories A, B and C, panels between 36 inches and 48 inches (914 mm and 1219 mm) in length shall be considered a braced wall panel and shall be permitted to partially contribute toward the required length of bracing in Tables R602.10.3(1) and R602.10.3(3), and the contributing length shall be determined from Table R602.10.5.2.

R602.10.6 Construction of Methods ABW, PFH, PFG, CS-PF and BV-WSP. Methods ABW, PFH, PFG, CS-PF and BV-WSP shall be constructed as specified in Sections R602.10.6.1 through R602.10.6.5.

R602.10.6.1 Method ABW: Alternate braced wall panels.¶

panels. Method ABW braced wall panels shall be constructed in accordance with Figure R602.10.6.1. The hold-down force shall be in accordance with Table R602.10.6.1.

R602.10.6.2 Method PFH: Portal frame with hold- downs. Method PFH braced wall panels shall be constructed in accordance with Figure R602.10.6.2.

R602.10.6.3 Method PFG: Portal frame at garage door openings in Seismic Design Categories A, B and C. Where supporting a roof or one story and a roof, a Method PFG braced wall panel constructed in accordance with Figure R602.10.6.3 shall be permitted on either side of garage door openings.

R602.10.6.4 Method CS-PF: Continuously sheathed portal frame.¶

portal frame. Continuously sheathed portal frame braced wall panels shall be constructed in accordance with Figure R602.10.6.4 and Table R602.10.6.4.

R602.10.6.5 Wall bracing for dwellings with stone and masonry veneer in Seismic Design Categories D0, D1 and D2. Townhouses in Seismic Design Categories D0, D1 and D2 with stone or masonry veneer exceeding the first-story height shall be designed in accordance with accepted engineering practice.

One- and two-family dwellings in Seismic Design Category D2 exceeding two stories and having stone or masonry veneer shall be designed in accordance with accepted engineering practice.

WALL CONSTRUCTION

Where stone and masonry veneer are installed in accordance with Section R703.8, wall bracing on exterior braced wall lines and braced wall lines on the interior of the building, backing or perpendicular to and laterally supporting veneered walls shall comply with this section.

R602.10.6.5.1 Veneer on first story only.¶

Where dwellings in Seismic Design Categories D0, D1 and D2 have stone or masonry veneer installed in accordance with Section R703.8 and the veneer does not exceed the first-story height, wall bracing shall be in accordance with Section R602.10, exclusive of Section R602.10.6.5.

R602.10.6.5.2 Veneer exceeding first-story height. Where detached one- or two-family dwellings in Seismic Design Categories D0, D1 and D2 have stone or masonry veneer installed in accordance with Section R703.8, and the veneer exceeds the firststory height, wall bracing at exterior braced wall lines and braced wall lines on the interior of the building shall be constructed using Method BV-WSP in accordance with this section and Figure R602.10.6.5.2. Cripple walls shall not be permitted, and required interior braced wall lines shall be supported on continuous foundations.

R602.10.6.5.3 Limited veneer exceeding first-story height.¶

story height. Where detached one- or two-family dwellings in Seismic Design Categories D0, D1 and D2 have exterior veneer installed in accordance with Section R703.8 and where brick veneer installed above the first-story height meets the following limitations, bracing in accordance with Method WSP or CS-WSP shall be permitted provided that the total length of braced wall panels specified by Table R602.10.3(3) is multiplied by 1.2 for each first- and second-story braced wall line.

The dwelling does not extend more than two stories above grade plane.
The veneer does not exceed 5 inches (127 mm) in thickness.
The height of veneer on gable-end walls does not extend more than 8 feet (2438 mm) above the bearing wall top plate elevation.
Where veneer is installed on multiple walls above the first story, the total area of the veneer on the second-story exterior walls shall not exceed 25 percent of the occupied second floor area.
Where the veneer is installed on one entire second-story exterior wall, including walls on bay windows and similar appurtenances, brick veneer shall not be installed on any of the other walls on that floor.

WALL CONSTRUCTION

TABLE R602.10.5¶

MINIMUM LENGTH OF BRACED WALL PANELS

METHOD (See Table R602.10.4)		MINIMUM LENGTHa (inches)					CONTRIBUTING LENGTH (inches)
METHOD (See Table R602.10.4)	METHOD (See Table R602.10.4)	Wall Height	Wall Height	Wall Height	Wall Height	Wall Height	Wall Height
METHOD (See Table R602.10.4)	METHOD (See Table R602.10.4)	8 feet	9 feet	10 feet	11 feet	12 feet	12 feet
DWB, WSP, SFB, PBS, PCP, HPS, BV-WSP	DWB, WSP, SFB, PBS, PCP, HPS, BV-WSP	48	48	48	53	58	Actualb
GB	GB	48	48	48	53	58	Double sided = Actual Sin- gle sided = 0.5 × Actual
LIB	LIB	55	62	69	NP	NP	Actualb
ABW	SDC A, B and C, ultimate design wind speed < 140 mph	28	32	34	38	42	48
ABW	SDC D0, D1 and D2, ultimate design wind speed < 140 mph	32	32	34	NP	NP	NP
CS-G	CS-G	24	27	30	33	36	Actualb
CS-WSP, CS-SFB	Adjacent clear opening height (inches)
CS-WSP, CS-SFB	≤ 64	24	27	30	33	36	Actualb
CS-WSP, CS-SFB	68	26	27	30	33	36	36
CS-WSP, CS-SFB	72	27	27	30	33	36	36
CS-WSP, CS-SFB	76	30	29	30	33	36	36
CS-WSP, CS-SFB	80	32	30	30	33	36	36
CS-WSP, CS-SFB	84	35	32	32	33	36	36
CS-WSP, CS-SFB	88	38	35	33	33	36	36
CS-WSP, CS-SFB	92	43	37	35	35	36	36
CS-WSP, CS-SFB	96	48	41	38	36	36	36
CS-WSP, CS-SFB	100	—	44	40	38	38	38
CS-WSP, CS-SFB	104	—	49	43	40	39	39
CS-WSP, CS-SFB	108	—	54	46	43	41	41
CS-WSP, CS-SFB	112	—	—	50	45	43	43
CS-WSP, CS-SFB	116	—	—	55	48	45	45
CS-WSP, CS-SFB	120	—	—	60	52	48	48
CS-WSP, CS-SFB	124	—	—	—	56	51	51
CS-WSP, CS-SFB	128	—	—	—	61	54	54
CS-WSP, CS-SFB	132	—	—	—	66	58	58
CS-WSP, CS-SFB	136	—	—	—	—	62	62
CS-WSP, CS-SFB	140	—	—	—	—	66	66
CS-WSP, CS-SFB	144	—	—	—	—	72	72
METHOD (See Table R602.10.4)	METHOD (See Table R602.10.4)	Portal header height	Portal header height	Portal header height	Portal header height	Portal header height
METHOD (See Table R602.10.4)	METHOD (See Table R602.10.4)	8 feet	9 feet	10 feet	11 feet	12 feet	12 feet
PFH	Supporting roof only	16	16	16	Note c	Note c	48
PFH	Supporting one story and roof	24	24	24	Note c	Note c	Note c
PFG	PFG	24	27	30	Note d	Note d	1.5 × Actualb
CS-PF	SDC A, B and C	16	18	20	Note e	Note e	1.5 × Actualb
CS-PF	SDC D0, D1 and D2	16	18	20	Note e	Note e	Actualb

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.

ut 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.

6-38 2022 CALIFORNIA RESIDENTIAL CODE

WALL CONSTRUCTION

FIGURE R602.10.5 BRACED WALL PANELS WITH CONTINUOUS SHEATHING

TABLE R602.10.5.2¶

PARTIAL CREDIT FOR BRACED WALL PANELS LESS THAN 48 INCHES IN ACTUAL LENGTH

ACTUAL LENGTH OF BRACED WALL PANEL (inches)	CONTRIBUTING LENGTH OF BRACED WALL PANEL (inches)a
ACTUAL LENGTH OF BRACED WALL PANEL (inches)	8-foot Wall Height	9-foot Wall Height
48	48	48
42	36	36
36	27	NA

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. NA = Not Applicable. a. Linear interpolation shall be permitted.

TABLE R602.10.6.1 MINIMUM HOLD-DOWN FORCES FOR METHOD ABW BRACED WALL PANELS

SEISMIC DESIGN CATEGORY AND WIND SPEED	SUPPORTING/STORY	HOLD-DOWN FORCE (pounds)
SEISMIC DESIGN CATEGORY AND WIND SPEED	SUPPORTING/STORY	Height of Braced Wall Panel	Height of Braced Wall Panel	Height of Braced Wall Panel	Height of Braced Wall Panel	Height of Braced Wall Panel
SEISMIC DESIGN CATEGORY AND WIND SPEED	SUPPORTING/STORY	8 feet	9 feet	10 feet	11 feet	12 feet
SDC A, B and C Ultimate design wind speed < 140 mph	One story	1,800	1,800	1,800	2,000	2,200
SDC A, B and C Ultimate design wind speed < 140 mph	First of two stories	3,000	3,000	3,000	3,300	3,600
SDC D0, D1 and D2 Ultimate design wind speed <140 mph	One story	1,800	1,800	1,800	NP	NP
SDC D0, D1 and D2 Ultimate design wind speed <140 mph	First of two stories	3,000	3,000	3,000	NP	NP

For SI: 1 foot = 304.8 mm, 1 pound = 4.45 N, 1 mile per hour = 0.447 m/s. NP = Not Permitted.

WALL CONSTRUCTION

For SI: 1 inch = 25.4 mm.

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

FIGURE R602.10.6.1 METHOD ABW—ALTERNATE BRACED WALL PANEL

FIGURE R602.10.6.2 METHOD PFH—PORTAL FRAME WITH HOLD-DOWNS

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WALL CONSTRUCTION

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

FIGURE R602.10.6.3 METHOD PFG—PORTAL FRAME AT GARAGE DOOR OPENINGS IN SEISMIC DESIGN CATEGORIES A, B AND C

WALL CONSTRUCTION

TABLE R602.10.6.4¶

TENSION STRAP CAPACITY FOR RESISTING WIND PRESSURES PERPENDICULAR TO METHODS PFH, PFG AND CS-PF BRACED WALL PANELS ^a

MINIMUM WALL STUD FRAMING NOMINAL SIZE AND GRADE	MAXIMUM PONY WALL HEIGHT (feet)	MAXIMUM TOTAL WALL HEIGHT (feet)	MAXIMUM OPENING WIDTH (feet)	TENSION STRAP CAPACITY REQUIRED (pounds)a
MINIMUM WALL STUD FRAMING NOMINAL SIZE AND GRADE	MAXIMUM PONY WALL HEIGHT (feet)	MAXIMUM TOTAL WALL HEIGHT (feet)	MAXIMUM OPENING WIDTH (feet)	Ultimate Design Wind Speed Vult (mph)	Ultimate Design Wind Speed Vult (mph)	Ultimate Design Wind Speed Vult (mph)	Ultimate Design Wind Speed Vult (mph)	Ultimate Design Wind Speed Vult (mph)	Ultimate Design Wind Speed Vult (mph)
MINIMUM WALL STUD FRAMING NOMINAL SIZE AND GRADE	MAXIMUM PONY WALL HEIGHT (feet)	MAXIMUM TOTAL WALL HEIGHT (feet)	MAXIMUM OPENING WIDTH (feet)	≤ 110	115	130	≤ 110	115	130
MINIMUM WALL STUD FRAMING NOMINAL SIZE AND GRADE	MAXIMUM PONY WALL HEIGHT (feet)	MAXIMUM TOTAL WALL HEIGHT (feet)	MAXIMUM OPENING WIDTH (feet)	Exposure B	Exposure B	Exposure B	Exposure C	Exposure C	Exposure C
2 × 4 No. 2 Grade	0	10	18	1,000	1,000	1,000	1,000	1,000	1,050
2 × 4 No. 2 Grade	1	10	9	1,000	1,000	1,000	1,000	1,000	1,750
2 × 4 No. 2 Grade	1	10	16	1,000	1,025	2,050	2,075	2,500	3,950
2 × 4 No. 2 Grade	1	10	18	1,000	1,275	2,375	2,400	2,850	DR
2 × 4 No. 2 Grade	2	10	9	1,000	1,000	1,475	1,500	1,875	3,125
2 × 4 No. 2 Grade	2	10	16	1,775	2,175	3,525	3,550	4,125	DR
2 × 4 No. 2 Grade	2	10	18	2,075	2,500	3,950	3,975	DR	DR
2 × 4 No. 2 Grade	2	12	9	1,150	1,500	2,650	2,675	3,175	DR
2 × 4 No. 2 Grade	2	12	16	2,875	3,375	DR	DR	DR	DR
2 × 4 No. 2 Grade	2	12	18	3,425	3,975	DR	DR	DR	DR
2 × 4 No. 2 Grade	4	12	9	2,275	2,750	DR	DR	DR	DR
2 × 4 No. 2 Grade	4	12	12	3,225	3,775	DR	DR	DR	DR
2 × 6 Stud Grade	2	12	9	1,000	1,000	1,700	1,700	2,025	3,050
2 × 6 Stud Grade	2	12	16	1,825	2,150	3,225	3,225	3,675	DR
2 × 6 Stud Grade	2	12	18	2,200	2,550	3,725	3,750	DR	DR
2 × 6 Stud Grade	4	12	9	1,450	1,750	2,700	2,725	3,125	DR
2 × 6 Stud Grade	4	12	16	2,050	2,400	DR	DR	DR	DR
2 × 6 Stud Grade	4	12	18	3,350	3,800	DR	DR	DR	DR

For SI: 1 foot = 304.8 mm, 1 pound = 4.45 N, 1 mile per hour = 0.447 m/s. DR = Design Required. a. Straps shall be installed in accordance with manufacturer’s recommendations.

6-42 2022 CALIFORNIA RESIDENTIAL CODE

WALL CONSTRUCTION

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

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

WALL CONSTRUCTION

FIGURE R602.10.6.5.2 METHOD BV-WSP—WALL BRACING FOR DWELLINGS WITH STONE AND

MASONRY VENEER IN SEISMIC DESIGN CATEGORIES D0, D1 and D2

R602.10.6.5.4 Length of bracing.¶

The length of bracing along each braced wall line shall be the greater of that required by the ultimate design wind speed and braced wall line spacing in accordance with Table R602.10.3(1) as adjusted by the factors in Table R602.10.3(2) or the seismic design category and braced wall line length in accordance either with Table R602.10.6.5.4 when using Method BV-WSP, or Table R602.10.3(3) as adjusted by the factors in Table R602.10.3(4) when using Method WSP or CS-WSP. Angled walls shall be permitted to be counted in accordance with Section R602.10.1.4, and braced wall panel location shall be in accordance with Section R602.10.2.2. Spacing between braced wall lines shall be in accor

dance with Table R602.10.1.3. The seismic adjustment factors in Table R602.10.3(4) shall not be applied to the length of bracing determined using Table R602.10.6.5.4, except that the bracing amount increase for braced wall line spacing greater than 25 feet (7620 mm) in accordance with Table R602.10.1.3 shall be required. The minimum total length of bracing in a braced wall line, after all adjustments have been taken, shall be not less than 48 inches (1219 mm) total.

R602.10.7 Ends of braced wall lines with continuous sheathing.¶

sheathing. Each end of a braced wall line with continuous sheathing shall have one of the conditions shown in Figure R602.10.7.

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WALL CONSTRUCTION

TABLE R602.10.6.5.4¶

METHOD BV-WSP WALL BRACING REQUIREMENTS ^d

SEISMIC DESIGN CATEGORY	STORY	BRACED WALL LINE LENGTH (FEET)					SINGLE-STORY HOLD-DOWN FORCE (pounds)b	CUMULATIVE HOLD-DOWN FORCE (pounds)c
SEISMIC DESIGN CATEGORY	STORY	10	20	30	40	50	50	50
SEISMIC DESIGN CATEGORY	STORY	Minimum Total Length (feet) of Braced Wall Panels Required Along each Braced Wall Line	Minimum Total Length (feet) of Braced Wall Panels Required Along each Braced Wall Line	Minimum Total Length (feet) of Braced Wall Panels Required Along each Braced Wall Line	Minimum Total Length (feet) of Braced Wall Panels Required Along each Braced Wall Line	Minimum Total Length (feet) of Braced Wall Panels Required Along each Braced Wall Line	Minimum Total Length (feet) of Braced Wall Panels Required Along each Braced Wall Line	Minimum Total Length (feet) of Braced Wall Panels Required Along each Braced Wall Line
D0		4.0	7.0	10.5	14.0	17.5	NA	—
D0		4.0	7.0	10.5	14.0	17.5	1,900	—
D0		4.5	9.0	13.5	18.0	22.5	3,500	5,400
D0		6.0	12.0	18.0	24.0	30.0	3,500	8,900
D1		4.5	9.0	13.5	18.0	22.5	2,100	—
D1		4.5	9.0	13.5	18.0	22.5	3,700	5,800
D1		6.0	12.0	18.0	24.0	30.0	3,700	9,500

(continued)

WALL CONSTRUCTION

TABLE R602.10.6.5.4—continued METHOD BV-WSP WALL BRACING REQUIREMENTS ^d

SEISMIC DESIGN CATEGORY	STORY	BRACED WALL LINE LENGTH (FEET)					SINGLE-STORY HOLD-DOWN FORCE (pounds)b	CUMULATIVE HOLD-DOWN FORCE (pounds)c
SEISMIC DESIGN CATEGORY	STORY	10	20	30	40	50	50	50
SEISMIC DESIGN CATEGORY	STORY	Minimum Total Length (feet) of Braced Wall Panels Required Along each Braced Wall Line	Minimum Total Length (feet) of Braced Wall Panels Required Along each Braced Wall Line	Minimum Total Length (feet) of Braced Wall Panels Required Along each Braced Wall Line	Minimum Total Length (feet) of Braced Wall Panels Required Along each Braced Wall Line	Minimum Total Length (feet) of Braced Wall Panels Required Along each Braced Wall Line	Minimum Total Length (feet) of Braced Wall Panels Required Along each Braced Wall Line	Minimum Total Length (feet) of Braced Wall Panels Required Along each Braced Wall Line
D2 a		5.5	11.0	16.5	22.0	27.5	2,300	—
D2 a		5.5	11.0	16.5	22.0	27.5	3,900	6,200
D2 a	Three-story dwelling	NP	NP	NP	NP	NP	NA	NA

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. NP = Not Permitted. NA = Not Applicable. a. One- and two-family dwellings in Seismic Design Category D2 exceeding two stories shall be designed in accordance with accepted engineering practices. b. 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. c. 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. d. Interpolation between braced wall lengths is permitted.

R602.10.8 Braced wall panel connections.¶

Braced wall panels shall be connected to floor framing or foundations as follows:

Where joists are perpendicular to a braced wall panel above or below, a rim joist, band joist or blocking shall be provided along the entire length of the braced wall panel in accordance with Figure R602.10.8(1). Fastening of top and bottom wall plates to framing, rim joist, band joist or blocking shall be in accordance with Table R602.3(1).
Where joists are parallel to a braced wall panel above or below, a rim joist, end joist or other parallel framing member shall be provided directly above and below the braced wall panel in accordance with Figure R602.10.8(2). Where a parallel framing member cannot be located directly above and below the panel, full-depth blocking at 16-inch (406 mm) spacing shall be provided between the parallel framing members to each side of the braced wall panel in accordance with Figure R602.10.8(2). Fastening of blocking and wall plates shall be in accordance with Table R602.3(1) and Figure R602.10.8(2).
Connections of braced wall panels to concrete or masonry shall be in accordance with Section R403.1.6.

R602.10.8.1 Braced wall panel connections for Seis-mic Design Categories D0, D1 and D2.¶

mic Design Categories D0, D1 and D2. Braced wall panels shall be fastened to required foundations in accordance with Section R602.11.1, and top plate lap splices shall be face-nailed with not less than eight 16d nails on each side of the splice.

R602.10.8.2 Connections to roof framing. Top plates of exterior braced wall panels shall be attached to rafters or roof trusses above in accordance with Table R602.3(1) and this section. Where required by this section, blocking between rafters or roof trusses shall be attached to top plates of braced wall panels and to rafters and roof trusses in accordance with Table R602.3(1). A continuous band, rim or header joist or roof truss parallel to the braced wall panels shall be permitted to replace the blocking required by this section. Blocking shall not be required over openings in continuously sheathed braced wall lines. In addition to the requirements of this section, lateral support shall be provided for rafters and ceiling joists in accordance with Section R802.8 and for trusses in accordance with Section R802.10.3. Roof ventilation shall be provided in accordance with Section R806.1.

For Seismic Design Categories A, B and C where the distance from the top of the braced wall panel to the top of the rafters or roof trusses above is 9 ¹ /4 inches (235 mm) or less, blocking between

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WALL CONSTRUCTION

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.45 N.

FIGURE R602.10.7 END CONDITIONS FOR BRACED WALL LINES WITH CONTINUOUS SHEATHING

rafters or roof trusses shall not be required. Where the distance from the top of the braced wall panel to the top of the rafters or roof trusses above is between 9 ¹ /4 inches (235 mm) and 15 ¹ /4 inches (387 mm), blocking between rafters or roof trusses shall be provided above the braced wall panel in accordance with Figure R602.10.8.2(1).

Exception: Where the outside edge of truss vertical web members aligns with the outside face of the wall studs below, wood structural panel sheathing extending above the top plate as shown in Figure R602.10.8.2(3) shall be permitted to be fastened to each truss web

with three-8d nails (2 ¹ /2 inches × 0.131 inch) and blocking between the trusses shall not be required.

For Seismic Design Categories D0, D1 and D2, where the distance from the top of the braced wall panel to the top of the rafters or roof trusses is 15 ¹ /4 inches (387 mm) or less, blocking between rafters or roof trusses shall be provided above the braced wall panel in accordance with Figure R602.10.8.2(1).
Where the distance from the top of the braced wall panel to the top of rafters or roof trusses exceeds 15 ¹ /4 inches (387 mm), the top plates of

WALL CONSTRUCTION

For SI: 1 inch = 25.4 mm.

FIGURE R602.10.8(1) BRACED WALL PANEL CONNECTION WHEN PERPENDICULAR TO FLOOR/CEILING FRAMING

the braced wall panel shall be connected to perpendicular rafters or roof trusses above in accordance with one or more of the following methods:

3.1. Soffit blocking panels constructed in accordance with Figure R602.10.8.2(2).

3.2. Vertical blocking panels constructed in accordance with Figure R602.10.8.2(3).

3.3. Blocking panels provided by the roof truss manufacturer and designed in accordance with Section R802.

3.4. Blocking, blocking panels or other methods of lateral load transfer designed in accordance with the AWC WFCM or accepted engineering practice.

R602.10.9 Braced wall panel support.¶

Braced wall panel support shall be provided as follows:

Cantilevered floor joists complying with Section R502.3.3 shall be permitted to support braced wall panels.
Raised floor system post or pier foundations supporting braced wall panels shall be designed in accordance with accepted engineering practice.
Masonry stem walls with a length of 48 inches (1219 mm) or less supporting braced wall panels shall be reinforced in accordance with Figure R602.10.9. Masonry stem walls with a length greater than 48 inches (1219 mm) supporting braced wall panels shall be constructed in accordance with Section R403.1 Methods ABW and PFH shall not be permitted to attach to masonry stem walls.
Concrete stem walls with a length of 48 inches (1219 mm) or less, greater than 12 inches (305 mm) tall and less than 6 inches (152 mm) thick shall have reinforcement sized and located in accordance with Figure R602.10.9.

R602.10.9.1 Braced wall panel support for Seismic Design Categories D0, D1 and D2.¶

Design Categories D0, D1 and D2. In Seismic Design Categories D0, D1 and D2, braced wall panel footings shall be as specified in Section R403.1.2.

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WALL CONSTRUCTION

For SI: 1 inch = 25.4 mm.

FIGURE R602.10.8(2) BRACED WALL PANEL CONNECTION WHEN PARALLEL TO FLOOR/CEILING FRAMING

For SI: 1 inch = 25.4 mm.

FIGURE R602.10.8.2(1) BRACED WALL PANEL CONNECTION

TO PERPENDICULAR RAFTERS

For SI:1 inch = 25.4 mm, 1 foot = 304.8 mm. a. Methods of bracing shall be as described in Section R602.10.4.

FIGURE R602.10.8.2(2) BRACED WALL PANEL CONNECTION OPTION TO

PERPENDICULAR RAFTERS OR ROOF TRUSSES

WALL CONSTRUCTION

For SI: 1 inch = 25.4 mm, 1 foot =304.8 mm a. Methods of bracing shall be as described in Section R602.10.4.

FIGURE R602.10.8.2(3) BRACED WALL PANEL CONNECTION OPTION TO PERPENDICULAR RAFTERS OR ROOF TRUSSES

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WALL CONSTRUCTION

For SI: 1 inch = 25.4 mm.

FIGURE R602.10.9 MASONRY STEM WALLS SUPPORTING BRACED WALL PANELS

WALL CONSTRUCTION

R602.10.10 Cripple wall bracing.¶

Cripple walls shall be constructed in accordance with Section R602.9 and braced in accordance with this section. Cripple walls shall be braced with the length and method of bracing used for the wall above in accordance with Tables R602.10.3(1) and R602.10.3(3), and the applicable adjustment factors in Table R602.10.3(2) or R602.10.3(4), respectively, except that the length of cripple wall bracing shall be multiplied by a factor of 1.15. Where gypsum wall board is not used on the inside of the cripple wall bracing, the length adjustments for the elimination of the gypsum wallboard, or equivalent, shall be applied as directed in Tables R602.10.3(2) and R602.10.3(4) to the length of cripple wall bracing required. This adjustment shall be taken in addition to the 1.15 increase.

R602.10.10.1 Cripple wall bracing for Seismic¶

Design Categories D0 and D1 and townhouses in Seismic Design Category C. In addition to the requirements in Section R602.10.10, cripple wall bracing shall be limited to methods WSP and CS-WSP, and the distance between adjacent edges of braced wall panels for cripple walls along a braced wall line shall be 14 feet (4267 mm) maximum.

Where braced wall lines at interior walls are not supported on a continuous foundation below, the adjacent parallel cripple walls, where provided, shall be braced with Method WSP or Method CS-WSP in accordance with Section R602.10.4. The length of bracing required in accordance with Table R602.10.3(3) for the cripple walls shall be multiplied by 1.5. Where the cripple walls do not have sufficient length to provide the required bracing, the spacing of panel edge fasteners shall be reduced to 4 inches (102 mm) on center and the required bracing length adjusted by 0.7. If the required length can still not be provided, the cripple wall shall be designed in accordance with accepted engineering practice.

R602.10.10.2 Cripple wall bracing for Seismic Design Category D2.¶

Design Category D2. In Seismic Design Category D2, cripple walls shall be braced in accordance with Tables R602.10.3(3) and R602.10.3(4).

R602.10.10.3 Redesignation of cripple walls. Where all cripple wall segments along a braced wall line do not exceed 48 inches (1219 mm) in height, the cripple walls shall be permitted to be redesignated as a firststory wall for purposes of determining wall bracing requirements. Where any cripple wall segment in a braced wall line exceeds 48 inches (1219 mm) in height, the entire cripple wall shall be counted as an additional story. If the cripple walls are redesignated, the stories above the redesignated story shall be counted as the second and third stories, respectively.

R602.11 Wall anchorage.¶

Braced wall line sills shall be anchored to concrete or masonry foundations in accordance with Sections R403.1.6 and R602.11.1.

R602.11.1 Wall anchorage for all buildings in Seismic Design Categories D0, D1 and D2 and townhouses in

Seismic Design Category C. Plate washers, not less than 0.229 inch by 3 inches by 3 inches (5.8 mm by 76 mm by 76 mm) in size, shall be provided between the foundation sill plate and the nut except where approved anchor straps are used. The hole in the plate washer is permitted to be diagonally slotted with a width of up to ³ /16 inch (5 mm) larger than the bolt diameter and a slot length not to exceed 1 ³ /4 inches (44 mm), provided a standard cut washer is placed between the plate washer and the nut.

R602.11.2 Stepped foundations in Seismic Design Cate- gories D0, D1 and D2. In all buildings located in Seismic Design Categories D0, D1 or D2, where the height of a required braced wall line that extends from foundation to floor above varies more than 4 feet (1219 mm), the braced wall line shall be constructed in accordance with the following:

Where the lowest floor framing rests directly on a sill bolted to a foundation not less than 8 feet (2440 mm) in length along a line of bracing, the line shall be considered as braced. The double plate of the cripple stud wall beyond the segment of footing that extends to the lowest framed floor shall be spliced by extending the upper top plate not less than 4 feet (1219 mm) along the foundation. Anchor bolts shall be located not more than 1 foot and 3 feet (305 and 914 mm) from the step in the foundation. See Figure R602.11.2.
Where cripple walls occur between the top of the foundation and the lowest floor framing, the bracing requirements of Sections R602.10.10, R602.10.10.1 and R602.10.10.2 shall apply.
Where only the bottom of the foundation is stepped and the lowest floor framing rests directly on a sill bolted to the foundations, the requirements of Sections R403.1.6 and R602.11.1 shall apply.

R602.12 Simplified wall bracing.¶

Buildings meeting all of the following conditions shall be permitted to be braced in accordance with this section as an alternative to the requirements of Section R602.10. The entire building shall be braced in accordance with this section; the use of other bracing provisions of Section R602.10, except as specified herein, shall not be permitted.

There shall be not more than three stories above the top of a concrete or masonry foundation or basement wall. Permanent wood foundations shall not be permitted.
Floors shall not cantilever more than 24 inches (607 mm) beyond the foundation or bearing wall below.
Wall height shall not be greater than 10 feet (3048 mm).
The building shall have a roof eave-to-ridge height of 15 feet (4572 mm) or less.
Exterior walls shall have gypsum board with a minimum thickness of ¹ /2 inch (12.7 mm) installed on the interior side fastened in accordance with Table R702.3.5.

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The structure shall be located where the ultimate design wind speed is less than or equal to 130 mph (58 m/s), and the exposure category is B or C.
The structure shall be located in Seismic Design Category A, B or C for detached one- and two-family dwellings or Seismic Design Category A or B for townhouses.
Cripple walls shall not be permitted in three-story buildings.

WALL CONSTRUCTION

R602.12.1 Circumscribed rectangle. The bracing required for each building shall be determined by circumscribing a rectangle around the entire building on each floor as shown in Figure R602.12.1. The rectangle shall surround all enclosed offsets and projections such as sunrooms and attached garages. Open structures, such as carports and decks, shall be permitted to be excluded. The rectangle shall not have a side greater than 60 feet (18 288 mm), and the ratio between the long side and short side shall be not greater than 3:1.

For SI: 1 foot = 304.8 mm. Note: Where footing Section “A” is less than 8 feet long in a 25-foot-long wall, install bracing at cripple stud wall.

FIGURE R602.11.2 STEPPED FOUNDATION CONSTRUCTION

FIGURE R602.12.1 RECTANGLE CIRCUMSCRIBING AN ENCLOSED BUILDING

WALL CONSTRUCTION

R602.12.2 Sheathing materials. The following sheathing materials installed on the exterior side of exterior walls shall be used to construct a bracing unit as defined in Section R602.12.3. Mixing materials is prohibited.

Wood structural panels with a minimum thickness of ³ /8 inch (9.5 mm) fastened in accordance with Table R602.3(3).
Structural fiberboard sheathing with a minimum thickness of ¹ /2 inch (12.7 mm) fastened in accordance with Table R602.3(1).

R602.12.3 Bracing unit. A bracing unit shall be a fullheight sheathed segment of the exterior wall without openings or vertical or horizontal offsets and a minimum length as specified herein. Interior walls shall not contribute toward the amount of required bracing. Mixing of Items 1 and 2 is prohibited on the same story.

Where all framed portions of all exterior walls are sheathed in accordance with Section R602.12.2, including wall areas between bracing units, above and below openings and on gable end walls, the minimum length of a bracing unit shall be 3 feet (914 mm).
Where the exterior walls are braced with sheathing panels in accordance with Section R602.12.2 and areas between bracing units are covered with other materials, the minimum length of a bracing unit shall be 4 feet (1219 mm).

R602.12.3.1 Multiple bracing units. Segments of wall compliant with Section R602.12.3 and longer than the minimum bracing unit length shall be considered as multiple bracing units. The number of bracing units shall be determined by dividing the wall segment length by the minimum bracing unit length. Full-height sheathed segments of wall narrower than the minimum bracing unit length shall not contribute toward a bracing unit except as specified in Section R602.12.6.

R602.12.4 Number of bracing units. Each side of the circumscribed rectangle, as shown in Figure R602.12.1, shall have, at a minimum, the number of bracing units in accordance with Table R602.12.4 placed on the parallel

For SI: 1 foot = 304.8 mm.

exterior walls facing the side of the rectangle. Bracing units shall then be placed using the distribution requirements specified in Section R602.12.5.

R602.12.5 Distribution of bracing units. The placement of bracing units on exterior walls shall meet all of the following requirements as shown in Figure R602.12.5.

A bracing unit shall begin not more than 12 feet (3658 mm) from any wall corner.
The distance between adjacent edges of bracing units shall be not greater than 20 feet (6096 mm).
Segments of wall greater than 8 feet (2438 mm) in length shall have not less than one bracing unit.

R602.12.6 Narrow panels. The bracing methods referenced in Section R602.10 and specified in Sections R602.12.6.1 through R602.12.6.3 shall be permitted where using simplified wall bracing.

R602.12.6.1 Method CS-G. Braced wall panels constructed as Method CS-G in accordance with Tables R602.10.4 and R602.10.5 shall be permitted for onestory garages where all framed portions of all exterior walls are sheathed with wood structural panels. Each CS-G panel shall be equivalent to 0.5 of a bracing unit. Segments of wall that include a Method CS-G panel shall meet the requirements of Section R602.10.4.2.

R602.12.6.2 Method CS-PF. Braced wall panels constructed as Method CS-PF in accordance with Section R602.10.6.4 shall be permitted where all framed portions of all exterior walls are sheathed with wood structural panels. Each CS-PF panel shall equal 0.75 bracing units. Segments of wall that include a Method CS-PF panel shall meet the requirements of Section R602.10.4.2.

R602.12.6.3 Methods ABW, PFH and PFG. Braced wall panels constructed as Method ABW, PFH and PFG shall be permitted where bracing units are constructed using wood structural panels applied either continuously or intermittently. Each ABW and PFH panel shall equal one bracing unit and each PFG panel shall be equal to 0.75 bracing unit.

FIGURE R602.12.5 BRACING UNIT DISTRIBUTION

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WALL CONSTRUCTION

TABLE R602.12.4 MINIMUM NUMBER OF BRACING UNITS ON EACH SIDE OF THE CIRCUMSCRIBED RECTANGLE

ULTIMATE DESIGN WIND SPEED (mph)	STORY LEVEL	EAVE-TO-RIDGE HEIGHT (feet)	MINIMUM NUMBER OF BRACING UNITS ON EACH LONG SIDEa, b, d						MINIMUM NUMBER OF BRACING UNITS ON EACH SHORT SIDEa, b, d
ULTIMATE DESIGN WIND SPEED (mph)	STORY LEVEL	EAVE-TO-RIDGE HEIGHT (feet)	Length of short side (feet)c	Length of short side (feet)c	Length of short side (feet)c	Length of short side (feet)c	Length of short side (feet)c	Length of short side (feet)c	Length of long side (feet)c	Length of long side (feet)c	Length of long side (feet)c	Length of long side (feet)c	Length of long side (feet)c	Length of long side (feet)c
ULTIMATE DESIGN WIND SPEED (mph)	STORY LEVEL	EAVE-TO-RIDGE HEIGHT (feet)	10	20	30	40	50	60	10	20	30	40	50	60
115		10	1	2	2	2	3	3	1	2	2	2	3	3
115			2	3	3	4	5	6	2	3	3	4	5	6
115			2	3	4	6	7	8	2	3	4	6	7	8
115		15	1	2	3	3	4	4	1	2	3	3	4	4
115			2	3	4	5	6	7	2	3	4	5	6	7
115			2	4	5	6	7	9	2	4	5	6	7	9
130		10	1	2	2	3	3	4	1	2	2	3	3	4
130			2	3	4	5	6	7	2	3	4	5	6	7
130			2	4	5	7	8	10	2	4	5	7	8	10
130		15	2	3	3	4	4	6	2	3	3	4	4	6
130			3	4	6	7	8	10	3	4	6	7	8	10
130			3	6	7	10	11	13	3	6	7	10	11	13

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447m/s. a. Interpolation shall not be permitted. b. Cripple walls or wood-framed basement walls in a walk-out condition shall be designated as the first story and the stories above shall be redesignated as the

second and third stories, respectively, and shall be prohibited in a three-story structure. c. Actual lengths of the sides of the circumscribed rectangle shall be rounded to the next highest unit of 10 when using this table. d. For Exposure Category C, multiply bracing units by a factor of 1.20 for a one-story building, 1.30 for a two-story building and 1.40 for a three-story building.

WALL CONSTRUCTION

R602.12.7 Lateral support. For bracing units located along the eaves, the vertical distance from the outside edge of the top wall plate to the roof sheathing above shall not exceed 9.25 inches (235 mm) at the location of a bracing unit unless lateral support is provided in accordance with Section R602.10.8.2.

R602.12.8 Stem walls. Masonry stem walls with a height and length of 48 inches (1219 mm) or less supporting a bracing unit or a Method CS-G, CS-PF or PFG braced wall panel shall be constructed in accordance with Figure R602.10.9. Concrete stem walls with a length of 48 inches (1219 mm) or less, greater than 12 inches (305 mm) tall and less than 6 inches (152 mm) thick shall be reinforced sized and located in accordance with Figure R602.10.9.