Wall construction shall be capable of accommodating all loads imposed in accordance with Section R301 and of transmitting the resulting loads to the supporting structural elements.

R601.2.1 Compressible Floor-Covering Materials

Compressible floor-covering materials that compress more than ¹/₃₂ inch (0.8 mm) when subjected to 50 pounds (23 kg) applied over 1 inch square (645 mm) of material and are greater than ¹/₈ inch (3.2 mm) in thickness in the uncompressed state shall not extend beneath walls, partitions or columns, which are fastened to the floor.

R601.3 Vapor Retarders

Class I or II vapor retarders shall be provided on the interior side of frame walls in zones 5, 6, 7, 8 and marine 4.

Exceptions:

As permitted in Table R702.7.1.
Class III or no vapor retarder shall be permitted on the interior side of below grade wall assemblies. Class I or II vapor retarders shall be permitted on the interior side of the wall assembly when no air permeable insulation is installed in the below grade wall assemblies.
Construction where moisture or its freezing will not damage the materials.

R 408.30522a

Section R602 Wood Wall Framing

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.

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. End-jointed 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

Glued-laminated timbers shall be manufactured and identified as required in ANSI/AITC A190.1 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 O437 or CSA O325. 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.

R602.2 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 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 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(2) adjusted for height and exposure using Table R301.2(3) 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).

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

TABLE R602.3(1)
FASTENING SCHEDULE
ITEM	DESCRIPTION OF BUILDING ELEMENTS	NUMBER AND TYPE OF FASTENER^a,b,c	SPACING AND LOCATION
Roof
1	Blocking between ceiling joists or rafters to top plate	4-8d box (2¹/₂" x 0.113 ")or 3-8d common (2¹/₂" x 0.131 ''); or 3-10d box (3" x 0.128"); or 3-3" x 0.131" nails	Toe nail
2	Ceiling joists to top plate	4-8d box (2¹/₂" x 0.113 ''); or 3-8d common (2¹/₂ " x 0.131 "); or 3-10d box (3" x 0.128"); or 3-3" x 0.131" nails	Per joist, toe nail
3	Ceiling joist not attached to parallel rafter, laps over partitions [see Sections R802.3.1, R802.3.2 and Table R802.5.1(9)]	4-10d box (3" x 0.128"); or 3-16d common (3¹/₂" x 0.162"); or 4-3" x 0.131" nails	Face nail
4	Ceiling joist attached to parallel rafter (heel joint) [see Sections R802.3.1 and R802.3.2 and Table R802.5.1(9)]	Table R802.5.1(9)	Face nail
5	Collar tie to rafter, face nail or 1¹/₄" x 20 ga. ridge strap to rafter	4-10d box (3" x 0.128"); or 3-10d common (3" x 0.148''); or 4-3" x 0.131" nails	Face nail each rafter
6	Rafter or roof truss to plate	3-16d box nails (3¹/₂" x 0.135"); or 3-10d common nails (3" x 0.148 ''); or 4-10d box (3" x 0.128"); or 4-3" x 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 rafters or roof rafter to minimum 2" ridge beam	4-16d (3¹/₂" x 0.135"); or 3-10d common (3¹/₂" x 0.148"); or 4-10d box (3" x 0.128"); or 4-3" x 0.131" nails	Toe nail
		3-16d box (3¹/₂" x 0.135"); or 2-16d common (3¹/₂" x 0.162''); or 3-10d box (3" x 0.128''); or 3-3" x 0.131" nails	End nail
Wall
8	Stud to stud (not at braced wall panels)	16d common (3¹/₂" x 0.162'')	24" o.c. face nail
		10d box (3" x 0.128"); or 3" x 0.131" nails	16" o.c. face nail
9	Stud to stud and abutting studs at intersecting wall comers (at braced wall panels)	16d box (3¹/₂" x 0.135"); or 3" x 0.131" nails	12" o.c. face nail
		16d common (3¹/₂" x 0.162")	16" o.c. face nail
10	Built-up header (2" to 2" header with ¹/₂" spacer)	16d common (3¹/₂" x 0.162")	16" o.c. each edge face nail
		16d box (3¹/₂" x 0.135")	12" o.c. each edge face nail
11	Continuous header to stud	5-8d box (2¹/₂" x 0.113"); or 4-8d common (2¹/₂" x 0.131"); or 4-10d box (3" x 0.128")	Toe nail
12	Top plate to top plate	16d common (3¹/₂" x 0.162")	16" o.c. face nail
		10d box (3" x 0.128"); or 3" x 0.131" nails	12" o.c. face nail
13	Double top plate splice for SDCs A-D₂ with seismic braced wall line spacing < 25'	8-16d common (3¹/₂" x 0.162''); or 12-16d box (3¹/₂" x 0.135"); or 12-10d box (3" x 0.128"); or 12-3" x 0.131" nails	Face nail on each side of end joint (minimum 24" lap splice length each side of end joint)
	Double top plate splice SDCs D₀, D₁, or D₂; and braced wall line spacing ≥ 25'	12-16d (3¹/₂" x 0.135")
14	Bottom plate to joist, rim joist, band joist or blocking (not at braced wall panels)	16d common (3¹/₂" x 0.162")	16" o.c. face nail
		16d box (3¹/₂" x 0.135"); or 3" x 0.131" nails	12" o.c. face nail
15	Bottom plate to joist, rim joist, band joist or blocking (at braced wall panel)	3-16d box (3¹/₂" x 0.135"); or 2-16d common (3¹/₂" x 0.162"); or 4-3" x 0.131" nails	3 each 16" o.c. face nail 2 each 16" o.c. face nail 4 each 16" o.c. face nail
16	Top or bottom plate to stud	4-8d box (2¹/₂" x 0.113 "); or 3-16d box (3¹/₂" x 0.135''); or 4-8d common (2¹/₂" x 0.131"); or 4-10d box (3" x 0.128''); or 4-3" x 0.131" nails	Toe nail
		3-16d box (3¹/₂" x 0.135"); or 2-16d common (3¹/₂" x 0.162"); or 3-10d box (3" x 0.128"); or 3-3" x 0.131" nails	End nail
17	Top plates, laps at corners and intersections	3-10d box (3" x 0.128"); or 2-16d common (3¹/₂" x 0.162"); or 3-3" x 0.131" nails	Face nail
18	1" brace to each stud and plate	3-8d box (2¹/₂" x 0.113 "); or 2-8d common (2¹/₂" x 0.131"); or 2-10d box (3" x 0.128''); or 2 staples 1³/₄"	Face nail
19	1" x 6" sheathing to each bearing	3-8d box (2¹/₂" x 0.113"); or 2-8d common (2¹/₂" x 0.131"); or 2-10d box (3" x 0.128"); or 2 staples, 1" crown, 16 ga., 1³/₄" long	Face nail
20	1" x 8" and wider sheathing to each bearing	3-8d box (2¹/₂" x 0.113"); or 3-8d common (2¹/₂" x 0.131"); or 3-10d box (3" x 0.128"); or 3 staples, 1" crown, 16 ga., 1³/₄" long	Face nail
		Wider than 1" x 8" 4-8d box (2¹/₂" x 0.113"); or 3-8d common (2¹/₂" x 0.131 "); or 3-10d box (3" x 0.128"); or 4 staples, 1" crown, 16 ga., 1³/₄" long
Floor
21	Joist to sill, top plate or girder	4-8d box (2¹/₂" x 0.113"); or 3-8d common (2¹/₂" x 0.131 "); or 3-10d box (3" x 0.128"); or 3-3" x 0.131" nails	Toe nail
22	Rim joist, band joist or blocking to sill or top plate (roof applications also)	8d box (2¹/₂" x 0.113")	4" o.c. toe nail
		8d common (2¹/₂" x 0.131''); or 10d box (3" x 0.128"); or 3" x 0.131" nails	6" o.c. toe nail
23	1" x 6" subfloor or less to each joist	3-8d box (2¹/₂" x 0.113 "); or 2-8d common (2¹/₂" x 0.131"); or 3-10d box (3" x 0.128"); or 2 staples, 1" crown, 16 ga., 1³/₄" long	Face nail
24	2" subfloor to joist or girder	3-16d box (3¹/₂" x 0.135"); or 2-16d common (3¹/₂" x 0.162")	Blind and face nail
25	2" planks (plank & beam-floor & roof)	3-16d box (3¹/₂" x 0.135"); or 2-16d common (3¹/₂" x 0.162")	At each bearing, face nail
26	Band or rim joist to joist	3-16d common (3¹/₂" x 0.162") 4-10 box (3" x 0.128"), or 4-3" x 0.131" nails; or 4-3" x 14 ga. staples, ⁷/₁₆" crown	End nail
27	Built-up girders and beams, 2-inch lumber layers	20d common (4" x 0.192''); or	Nail each layer as follows: 32" o.c. at top and bottom and staggered.
		10d box (3" x 0.128"); or 3" x 0.131" nails	24" o.c. face nail at top and bottom staggered on opposite sides
		And: 2-20d common (4" x 0.192''); or 3-10d box (3" x 0.128''); or 3-3" x 0.131" nails	Face nail at ends and at each splice
28	Ledger strip supporting joists or rafters	4-16d box (3¹/₂" x 0.135"); or 3-16d common (3¹/₂" x 0.162") ; or 4-10d box (3" x 0.128"); or 4-3" x 0.131" nails	At each joist or rafter, face nail
29	Bridging to joist	2-10d (3" x 0.128")	Each end, toe nail
ITEM	DESCRIPTION OF BUILDING ELEMENTS	NUMBER AND TYPE OF FASTENER^a,b,c	SPACING OF FASTENERS
			Edges (inches)^h	Intermediate supports^c,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]
30	³/₈"-¹/₂"	6d common (2" x 0.113'') nail (subfloor, wall)ⁱ 8d common (2¹/₂" x 0.131'') nail (roof)	6	12^f
31	¹⁹/₃₂"-1"	8d common nail (2¹/₂" x 0.131")	6	12^f
32	1¹/₈"-1¹/₄"	10d common (3" x 0.148") nail; or 8d (2¹/₂" x 0.131") deformed nail	6	12
Other wall sheathing^g
33	¹/₂" structural cellulosic fiberboard sheathing	1¹/₂" galvanized roofing nail, ⁷/₁₆ head diameter, or 1" crown staple 16 ga., 1¹/₄" long	3	6
34	²⁵/₃₂" structural cellulosic fiberboard sheathing	1³/₄" galvanized roofing nail, ⁷/₁₆" head diameter, or 1" crown staple 16 ga., 1¹/₄" long	3	6
35	¹/₂" gypsum sheathing^d	1¹/₂" galvanized roofing nail; staple galvanized, 1¹/₂" long; 1¹/₄" screws, Type W or S	7	7
36	⁵/₈" gypsum sheathing^d	1³/₄" galvanized roofing nail; staple galvanized, 1⁵/₈" long; 1⁵/₈" screws, Type W or S	7	7
Wood structural panels, combination subfloor underlayment to framing
37	³/₄" and less	6d deformed (2" x 0.120'') nail; or 8d common (2¹/₂" x 0.131") nail	6	12
38	⁷/₈"- 1"	8d common (2¹/₂" x 0.131") nail; or 8d deformed (2¹/₂" x 0.120") nail	6	12
39	1¹/₈"- 1¹/₄"	10d common (3" x 0.148") nail; or 8d deformed (2¹/₂" x 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.

Nails are smooth-common, box or deformed shanks except where otherwise stated. Nails used for framing and sheathing connections 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.
Staples are 16 gage wire and have a minimum ⁷/₁₆-inch on diameter crown width.
Nails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater.
Four-foot by 8-foot or 4-foot by 9-foot panels shall be applied vertically.
Spacing of fasteners not included in this table shall be based on Table R602.3(2).
Where the ultimate design wind speed is 130 mph or less, nails for attaching wood structural panel roof sheathing to gable end wall framing shall be spaced 6 inches on center. Where the ultimate design wind speed is greater than 130 mph, nails for attaching panel roof sheathing to intermediate supports shall be spaced 6 inches on center for minimum 48-inch distance from ridges, eaves and gable end walls; and 4 inches on center to gable end wall framing.
Gypsum sheathing shall conform to ASTM C1396 and shall be installed in accordance with GA 253. Fiberboard sheathing shall conform to ASTM C208.
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.
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.

TABLE R602.3(2)
ALTERNATE ATTACHMENTS TO TABLE R602.3(1)
NOMINAL MATERIAL THICKNESS (inches)	DESCRIPTION^a,b OF FASTENER AND LENGTH (inches)	SPACING^c OF FASTENERS
NOMINAL MATERIAL THICKNESS (inches)	DESCRIPTION^a,b OF FASTENER AND LENGTH (inches)	Edges (inches)	Intermediate supports (inches)
Wood structural panels subfloor, roof^g and wall sheathing to framing and particleboard wall sheathing to framing^f
Up to ¹/₂	Staple 15 ga. 1³/₄	4	8
	0.097 - 0.099 Nail 2¹/₄	3	6
	Staple 16 ga. 1 ³/₄	3	6
¹⁹/₃₂ and ⁵/₈	0.113 Nail 2	3	6
	Staple 15 and 16 ga. 2	4	8
	0.097 - 0.099 Nail 2¹/₄	4	8
²³/₃₂ and ³/₄	Staple 14 ga. 2	4	8
	Staple 15 ga. 1³/₄	3	6
	0.097 - 0.099 Nail 2¹/₄	4	8
	Staple 16 ga. 2	4	8
1	Staple 14 ga. 2¹/₄	4	8
	0.113 Nail 2¹/₄	3	6
	Staple 15 ga. 2¹/₄	4	8
	0.097 - 0.099 Nail 2 ¹/₂	4	8
NOMINAL MATERIAL THICKNESS (inches)	DESCRIPTION^a,bOF FASTENER AND LENGTH (inches)	SPACING^c OF FASTENERS
NOMINAL MATERIAL THICKNESS (inches)	DESCRIPTION^a,bOF FASTENER AND LENGTH (inches)	Edges (inches)	Body of panel^d (inches)
Floor underlayment; plywood-hardboard-particleboard^f-fiber-cement^h
Fiber-cement
¹/₄	3d, corrosion-resistant, ring shank nails (finished flooring other than tile)	3	6
	Staple 18 ga., ⁷/₈long, ¹/₄ crown (finished flooring other than tile)	3	6
	1¹/₄ long x .121 shank x .375 head diameter corrosion-resistant (galvanized or stainless steel) roofing nails (for tile finish)	8	8
	1¹/₄ long, No. 8 x .375 head diameter, ribbed wafer-head screws (for tile finish)	8	8
Plywood
¹/₄ and ⁵/₁₆	1 ¹/₄ ring or screw shank nail-minimum 12¹/₂ ga. (0.099") shank diameter	3	6
¹/₄ and ⁵/₁₆	Staple 18 ga., ⁷/₈, ³/₁₆ crown width	2	5
¹¹/₃₂, ³/₈, ¹⁵/₃₂, and ¹/₂	1¹/₄ ring or screw shank nail-minimum 12 ¹/₂ ga. (0.099") shank diameter	6	8^e
¹⁹/₃₂, ⁵/₈, ²³/₃₂ and ³/₄	1¹/₂ ring or screw shank nail-minimum 12¹/₂ ga. (0.099") shank diameter	6	8
¹⁹/₃₂, ⁵/₈, ²³/₃₂ and ³/₄	Staple 16 ga. 1¹/₂	6	8
Hardboard^f
0.200	1¹/₂ long ring-grooved underlayment nail	6	6
	4d cement-coated sinker nail	6	6
	Staple 18 ga., ⁷/₈ long (plastic coated)	3	6
Particleboard
¹/₄	4d ring-grooved underlayment nail	3	6
¹/₄	Staple 18 ga.,⁷/₈ long, ³/₁₆ crown	3	6
³/₈	6d ring-grooved underlayment nail	6	10
³/₈	Staple 16 ga., 1¹/₈ long,³/₈ crown	3	6
¹/₂, ⁵/₈	6d ring-grooved underlayment nail	6	10
¹/₂, ⁵/₈	Staple 16 ga., 1⁵/₈ long, ³/₈ crown	3	6

For SI: 1 inch = 25.4 mm.

Nail is a general description and shall be permitted to be T-head, modified round head or round head.
Staples shall have a minimum crown width of ⁷/₁₆-inch on diameter except as noted.
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.
Fasteners shall be placed in a grid pattern throughout the body of the panel.
For 5-ply panels, intermediate nails shall be spaced not more than 12 inches on center each way.
Hardboard underlayment shall conform to CPA/ANSI A135.4
Specified alternate attachments for roof sheathing shall be permitted where the ultimate design wind speed is less than 130 mph. Fasteners attaching wood structural panel roof sheathing to gable end wall framing shall be installed using the spacing listed for panel edges.
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)				Edges (inches o.c.)	Field (inches o.c.)	Wind exposure category
							B	C	D
6d Common (2.0" x 0.113")	1.5	24/0	³/₈	16	6	12	140	115	110
8d Common (2.5" x 0.131")	1.75	24/16	⁷/₁₆	16	6	12	170	140	135
				24	6	12	140	115	110

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

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.
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.
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	When siding is nailed to studs	When 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.

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

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

2 x 3^b	-	-	-	-	-	10	16
2 x 4	10	24^c	16^c	-	24	14	24
3 x 4	10	24	24	16	24	14	24
2 x 5	10	24	24	-	24	16	24
2 x 6	10	24	24	16	24	20	24

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

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.
Shall not be used in exterior walls.
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.

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 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 14 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 (304.8 mm) on center. Studs shall be minimum No. 2 grade lumber.

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.

TABLE R602.3.2
SINGLE TOP-PLATE SPLICE CONNECTION DETAILS
CONDITION	TOP-PLATE SPLICE LOCATION
	Corners and intersecting walls		Butt joints in straight walls
	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" X 6" X 0.036" galvanized steel plate or equivalent	(6) 8d box (2 ¹/₂" x 0.113") nails	3' X 12" X 0.036" galvanized steel plate or equivalent	(12) 8d box (2¹/₂" x 0.113") nails
Structures in SDC D₀, D₁ and D₂, with braced wall line spacing greater than or equal to 25 feet	3" X 8" X 0.036" galvanized steel plate or equivalent	(9) 8d box (2 ¹/₂" x 0.113") nails	3' X 16" X 0.036" galvanized steel plate or equivalent	(18) 8d box (2 ¹/₂" x 0.113") nails

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

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.

R602.3.5 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. 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.
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.

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 3-inch (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 4-inch (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. Any stud in an exterior wall or bearing partition shall be permitted to be cut or notched to a depth not exceeding 25 percent of its width. Studs in nonbearing partitions shall be permitted to be notched to a depth not to exceed 40 percent of a single stud width.
Drilling. Any stud shall be permitted to be bored or drilled, provided that the diameter of the resulting hole is not more than 60 percent of the stud width, the edge of the hole is not more than ⁵/₈ inch (16 mm) to the edge of the stud, and the hole is not located in the same section as a cut or notch. Studs located in exterior walls or bearing partitions drilled over 40 percent and up to 60 percent shall be doubled with not more than two successive doubled studs bored. See Figures R602.6(1) and R602.6(2).
Exception: Use of approved stud shoes is permitted where they are installed in accordance with the manufacturer's recommendations.

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

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

R602.6.1 Drilling and Notching of Top Plate

When 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 1¹/₂ 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 1¹/₂ inches (38 mm) at each side or equivalent. The metal tie must extend a minimum of 6 inches past the opening. See Figure R602.6.1.

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

FIGURE R602.6.1
TOP PLATE FRAMING TO ACCOMMODATE PIPING

R602.7 Headers

ILLUSTRATION

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

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
		30						50						70
		Building width^c (feet)
		20		28		36		20		28		36		20		28		36
		Span	NJ^d	Span	NJ^d	Span	NJ^d	Span	NJ^d	Span	NJ^d	Span	NJ^d	Span	NJ^d	Span	NJ^d	Span	NJ^d
Roof and ceiling	1-2 X 8	4-6	1	3-10	1	3-5	1	3-9	1	3-2	1	2-10	2	-	-	-	-	-	-
	1-2 X 10	5-8	1	4-11	1	4-4	1	4-9	1	4-1	1	3-7	2	-	-	-	-	-	-
	1-2 X 12	6-11	1	5-11	2	5-3	2	5-9	2	4-8	2	3-8	2	-	-	-	-	-	-
	2-2 X 4	3-6	1	3-2	1	2- 10	1	3-2	1	2-9	1	2-6	1	2-10	1	2-6	1	2-3	1
	2-2 X 6	5-5	1	4-8	1	4-2	1	4-8	1	4-1	1	3-8	2	4-2	1	3-8	2	3-3	2
	2-2 X 8	6-10	1	5-11	2	5-4	2	5-11	2	5-2	2	4-7	2	5-4	2	4-7	2	4-1	2
	2-2 X 10	8-5	2	7-3	2	6-6	2	7-3	2	6-3	2	5-7	2	6-6	2	5-7	2	5-0	2
	2-2 X 12	9-9	2	8-5	2	7-6	2	8-5	2	7-3	2	6-6	2	7-6	2	6-6	2	5-10	3
	3-2 X 8	8-4	1	7-5	1	6-8	1	7-5	1	6-5	2	5-9	2	6-8	1	5-9	2	5-2	2
	3-2 X 10	10-6	1	9-1	2	8-2	2	9-1	2	7-10	2	7-0	2	8-2	2	7-0	2	6-4	2
	3-2 X 12	12-2	2	10-7	2	9-5	2	10-7	2	9-2	2	8-2	2	9-5	2	8-2	2	7-4	2
	4-2 X 8	9-2	1	8-4	1	7-8	1	8-4	1	7-5	1	6-8	1	7-8	1	6-8	1	5-11	2
	4-2 X 10	11-8	1	10-6	1	9-5	2	10-6	1	9-1	2	8-2	2	9-5	2	8-2	2	7-3	2
	4-2 X 12	14-1	1	12-2	2	10-11	2	12-2	2	10-7	2	9-5	2	10-11	2	9-5	2	8-5	2
Roof, ceiling and one center- bearing floor	1-2 X 8	3-11	1	3-5	1	3-0	1	3-7	1	3-0	2	2-8	2	-	-	-	-	-	-
	1-2 X 10	5-0	2	4-4	2	3-10	2	4-6	2	3-11	2	3-4	2	-	-	-	-	-	-
	1-2 X 12	5-10	2	4-9	2	4-2	2	5-5	2	4-2	2	3-4	2	-	-	-	-	-	-
	2-2 X 4	3-1	1	2-9	1	2-5	1	2-9	1	2-5	1	2-2	1	2-7	1	2-3	1	2-0	1
	2-2 X 6	4-6	1	4-0	1	3-7	2	4-1	1	3-7	2	3-3	2	3-9	2	3-3	2	2-11	2
	2-2 X 8	5-9	2	5-0	2	4-6	2	5-2	2	4-6	2	4-1	2	4-9	2	4-2	2	3-9	2
	2-2 x 10	7-0	2	6-2	2	5-6	2	6-4	2	5-6	2	5-0	2	5-9	2	5-1	2	4-7	3
	2-2 X 12	8-1	2	7-1	2	6-5	2	7-4	2	6-5	2	5-9	3	6-8	2	5-10	3	5-3	3
	3-2 X 8	7-2	1	6-3	2	5-8	2	6-5	2	5-8	2	5-1	2	5-11	2	5-2	2	4-8	2
	3-2 X 10	8-9	2	7-8	2	6-11	2	7-11	2	6-11	2	6-3	2	7-3	2	6-4	2	5-8	2
	3-2 X 12	10-2	2	8-11	2	8-0	2	9-2	2	8-0	2	7-3	2	8-5	2	7-4	2	6-7	2
	4-2 X 8	8-1	1	7-3	1	6-7	1	7-5	1	6-6	1	5-11	2	6-10	1	6-0	2	5-5	2
	4-2 X 10	10-1	1	8-10	2	8-0	2	9-1	2	8-0	2	7-2	2	8-4	2	7-4	2	6-7	2
	4-2 X12	11-9	2	10-3	2	9-3	2	10-7	2	9-3	2	8-4	2	9-8	2	8-6	2	7-7	2
Roof, ceiling and one clear span floor	1-2 X 8	3-6	1	3-0	1	2-8	1	3-5	1	2-11	1	2-7	2	-	-	-	-	-	-
	1-2 x 10	4-6	1	3-10	1	3-3	1	4-4	1	3-9	1	3-1	2	-	-	-	-	-	-
	1-2 X 12	5-6	1	4-2	2	3-3	2	5-4	2	3-11	2	3-1	2	-	-	-	-	-	-
	2-2 x 4	2-8	1	2-4	1	2-1	1	2-7	1	2-3	1	2-0	1	2-5	1	2-1	1	1-10	1
	2-2 X 6	3-11	1	3-5	2	3-0	2	3-10	2	3-4	2	3-0	2	3-6	2	3-1	2	2-9	2
	2-2 X 8	5-0	2	4-4	2	3-10	2	4-10	2	4-2	2	3-9	2	4-6	2	3-11	2	3-6	2
	2-2 x 10	6-1	2	5-3	2	4-8	2	5-11	2	5-1	2	4-7	3	5-6	2	4-9	2	4-3	3
	2-2 X 12	7-1	2	6-1	3	5-5	3	6-10	2	5-11	3	5-4	3	6-4	2	5-6	3	5-0	3
	3-2 X 8	6-3	2	5-5	2	4-10	2	6-1	2	5-3	2	4-8	2	5-7	2	4-11	2	4-5	2
	3-2 X 10	7-7	2	6-7	2	5-11	2	7-5	2	6-5	2	5-9	2	6-10	2	6-0	2	5-4	2
	3-2 X 12	8-10	2	7-8	2	6-10	2	8-7	2	7-5	2	6-8	2	7-11	2	6-11	2	6-3	2
	4-2 X 8	7-2	1	6-3	2	5-7	2	7-0	1	6-1	2	5-5	2	6-6	1	5-8	2	5-1	2
	4-2 x 10	8-9	2	7-7	2	6-10	2	8-7	2	7-5	2	6-7	2	7-11	2	6-11	2	6-2	2
	4-2 X 12	10-2	2	8-10	2	7-11	2	9-11	2	8-7	2	7-8	2	9-2	2	8-0	2	7-2	2
Roof, ceiling and two center-bearing floors	2-2 X 4	2-7	1	2-3	1	2-0	1	2-6	1	2-2	1	1-11	1	2-4	1	2-0	1	1-9	1
	2-2 X 6	3-9	2	3-3	2	2-11	2	3-8	2	3-2	2	2-10	2	3-5	2	3-0	2	2-8	2
	2-2 X 8	4-9	2	4-2	2	3-9	2	4-7	2	4-0	2	3-8	2	4-4	2	3-9	2	3-5	2
	2-2 X 10	5-9	2	5-1	2	4-7	3	5-8	2	4-11	2	4-5	3	5-3	2	4-7	3	4-2	3
	2-2 X 12	6-8	2	5-10	3	5-3	3	6-6	2	5-9	3	5-2	3	6-1	3	5-4	3	4-10	3
	3-2 X 8	5-11	2	5-2	2	4-8	2	5-9	2	5-1	2	4-7	2	5-5	2	4-9	2	4-3	2
	3-2 X 10	7-3	2	6-4	2	5-8	2	7-1	2	6-2	2	5-7	2	6-7	2	5-9	2	5-3	2
	3-2 X 12	8-5	2	7-4	2	6-7	2	8-2	2	7-2	2	6-5	3	7-8	2	6-9	2	6-1	3
	4-2 X 8	6-10	1	6-0	2	5-5	2	6-8	1	5-10	2	5-3	2	6-3	2	5-6	2	4-11	2
	4-2 X 10	8-4	2	7-4	2	6-7	2	8-2	2	7-2	2	6-5	2	7-7	2	6-8	2	6-0	2
	4-2 X 12	9-8	2	8-6	2	7-8	2	9-5	2	8-3	2	7-5	2	8-10	2	7-9	2	7-0	2
Roof, ceiling, and two clear-span floors	2-2 X 4	2-1	1	1-8	1	1-6	2	2-0	1	1-8	1	1-5	2	2-0	1	1-8	1	1-5	2
	2-2 X 6	3-1	2	2-8	2	2-4	2	3-0	2	2-7	2	2-3	2	2-11	2	2-7	2	2-3	2
	2-2 X 8	3-10	2	3-4	2	3-0	3	3-10	2	3-4	2	2-11	3	3-9	2	3-3	2	2-11	3
	2-2 X 10	4-9	2	4-1	3	3-8	3	4-8	2	4-0	3	3-7	3	4-7	3	4-0	3	3-6	3
	2-2 X 12	5-6	3	4-9	3	4-3	3	5-5	3	4-8	3	4-2	3	5-4	3	4-7	3	4-1	4
	3-2 X 8	4-10	2	4-2	2	3-9	2	4-9	2	4-1	2	3-8	2	4-8	2	4-1	2	3-8	2
	3-2 X 10	5-11	2	5-1	2	4-7	3	5-10	2	5-0	2	4-6	3	5-9	2	4-11	2	4-5	3
	3-2 X 12	6-10	2	5-11	3	5-4	3	6-9	2	5-10	3	5-3	3	6-8	2	5-9	3	5-2	3
	4-2 X 8	5-7	2	4-10	2	4-4	2	5-6	2	4-9	2	4-3	2	5-5	2	4-8	2	4-2	2
	4-2 x 10	6-10	2	5-11	2	5-3	2	6-9	2	5-10	2	5-2	2	6-7	2	5-9	2	5-1	2
	4-2 X 12	7-11	2	6-10	2	6-2	3	7-9	2	6-9	2	6-0	3	7-8	2	6-8	2	5-11	3

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

Spans are given in feet and inches.
No. 1 or better grade lumber shall be used for southern pine. Other tabulated values assume #2 grade lumber.
Building width is measured perpendicular to the ridge. For widths between those shown, spans are permitted to be interpolated.
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.
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.

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 Width^c (feet)
		20		28		36
		Span	NJ^d	Span	NJ^d	Span	NJ^d
One floor only	2-2 x 4	3-1	1	2-8	1	2-5	1
	2-2 x 6	4-6	1	3-11	1	3-6	1
	2-2 x 8	5-9	1	5-0	2	4-5	2
	2-2 x 10	7-0	2	6-1	2	5-5	2
	2-2 x 12	8-1	2	7-0	2	6-3	2
	3-2 x 8	7-2	1	6-3	1	5-7	2
	3-2 x 10	8-9	1	7-7	2	6-9	2
	3-2 x 12	10-2	2	8-10	2	7-10	2
	4-2 x 8	9-0	1	7-8	1	6-9	1
	4-2 x 10	10-1	1	8-9	1	7-10	2
	4-2 x 12	11-9	1	10-2	2	9-1	2
Two floors	2-2 x 4	2-2	1	1-10	1	1-7	1
	2-2 x 6	3-2	2	2-9	2	2-5	2
	2-2 x 8	4-1	2	3-6	2	3-2	2
	2-2 x 10	4-11	2	4-3	2	3-10	3
	2-2 x 12	5-9	2	5-0	3	4-5	3
	3-2 x 8	5-1	2	4-5	2	3-11	2
	3-2 x 10	6-2	2	5-4	2	4-10	2
	3-2 x 12	7-2	2	6-3	2	5-7	3
	4-2 x 8	6-1	1	5-3	2	4-8	2
	4-2 x 10	7-2	2	6-2	2	5-6	2
	4-2 x 12	8-4	2	7-2	2	6-5	2

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

Spans are given in feet and inches.
No. 1 or better grade lumber shall be used for southern pine. Other tabulated values assume #2 grade lumber.
Building width is measured perpendicular to the ridge. For widths between those shown, spans are permitted to be interpolated.
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.

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-fir^b)
SIZE	SUPPORTING ROOF						SUPPORTING FLOOR
	GROUND SNOW LOAD (psf)
	30		50		70
	DEPTH OF PORCH^c (feet)
	8	14	8	14	8	14	8	14
2-2 X 6	7-6	5-8	6-2	4-8	5-4	4-0	6-4	4-9
2-2 X 8	10-1	7-7	8-3	6-2	7-1	5-4	8-5	6-4
2-2 X 10	12-4	9-4	10-1	7-7	8-9	6-7	10-4	7-9
2-2 X 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.

Spans are given in feet and inches.
Tabulated values assume #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.
Porch depth is measured horizontally from building face to centerline of the header. For depths between those shown, spans are permitted to be interpolated.

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.

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

FIGURE R602.7.1(2)
ALTERNATIVE SINGLE MEMBER HEADER WITHOUT CRIPPLE

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.

FIGURE R602.7.2
RIM BOARD HEADER CONSTRUCTION

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.

FIGURE R602.7.3
TYPICAL WOOD STRUCTURAL PANEL BOX HEADER CONSTRUCTION

TABLE R602.7.3
MAXIMUM SPANS FOR WOOD STRUCTURAL PANEL BOX HEADERS^a
HEADER CONSTRUCTION^b	HEADER DEPTH (inches)	HOUSE DEPTH (feet)
HEADER CONSTRUCTION^b	HEADER DEPTH (inches)	24	26	28	30	32
Wood structural panel-one side	9	4	4	3	3	-
Wood structural panel-one side	15	5	5	4	3	3
Wood structural panel-both sides	9	7	5	5	4	3
Wood structural panel-both sides	15	8	8	7	7	6

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

Spans are based on single story with clear-span trussed roof or two story with floor and roof supported by interior-bearing walls.
See Figure R602.7.3 for construction details.

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 with four-16d nails (3.5 inches × 0.135 inches). The minimum number of full-height studs at each end of a header shall be in accordance with Table R602.7.5.

TABLE R602.7.5
MINIMUM NUMBER OF FULL HEIGHT STUDS
AT EACH END OF HEADERS IN EXTERIOR WALLS
HEADER SPAN (feet)	MAXIMUM STUD SPACING (inches) [per Table R602.3(5)]
HEADER SPAN (feet)	16	24
≤ 3'	1	1
4'	2	1
8'	3	2
12'	5	3
16'	6	4

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. When exceeding 4 feet (1219 mm) in height, such walls shall be framed of studs having the size required for an additional story.

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.

R602.10.1.2 Offsets Along a Braced Wall Line

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.

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 100 mph to< 140 mph	Detached, townhouse	60 feet	None
Seismic bracing	SDC A-C	Detached	Use wind bracing
	SDC A - B	Townhouse	Use wind 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).
	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.
	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 m², 1 mile per hour = 0.447 m/s.

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 a separate braced wall line and shall be braced in accordance with Section R602.10.1.

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.

FIGURE R602.10.2.2
LOCATION OF BRACED WALL PANELS

R602.10.2.2.1 Location of Braced Wall Panels in Seismic Design Categories D₀, D₁ and D₂

Braced wall panels shall be located at each end of a braced wall line.

Exception: 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 each end complies with one of the following:

A minimum 24-inch-wide (610 mm) panel for Methods WSP, CS-WSP, 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.
The end of each braced wall panel closest to the end of the braced wall line shall have an 1,800 lb (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.

R602.10.2.3 Minimum Number of Braced Wall Panels

Braced wall lines with a length of 16 feet (4877 mm) or less shall have not less than two braced wall panels of any length or one braced wall panel equal to 48 inches (1219 mm) or more. Braced wall lines greater than 16 feet (4877 mm) shall have not less than two braced wall panels.

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.

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 LINE^a
Ultimate Design Wind Speed (mph)	Story Location	Braced Wall Line Spacing (feet)	Method LIB^b	Method GB	Methods DWB, WSP, SFB, PBS, PCP, HPS, BV-WSP, ABW, PFH, PFC, CS-SFB^c	Methods CS-WSP, CS-G, CS-PF
≤110		10	3.5	3.5	2.0	1.5
		20	6.0	6.0	3.5	3.0
		30	8.5	8.5	5.0	4.5
		40	11.5	11.5	6.5	5.5
		50	14.0	14.0	8.0	7.0
		60	16.5	16.5	9.5	8.0
		10	6.5	6.5	3.5	3.0
		20	11.5	11.5	6.5	5.5
		30	16.5	16.5	9.5	8.0
		40	21.5	21.5	12.5	10.5
		50	26.5	26.5	15.5	13.0
		60	31.5	31.5	18.0	15.5
		10	NP	9.5	5.5	4.5
		20	NP	17.0	10.0	8.5
		30	NP	24.5	14.0	12.0
		40	NP	32.0	18.5	15.5
		50	NP	39.5	22.5	19.0
		60	NP	46.5	26.5	23.0
≤115		10	3.5	3.5	2.0	2.0
		20	6.5	6.5	3.5	3.5
		30	9.5	9.5	5.5	4.5
		40	12.5	12.5	7.0	6.0
		50	15.0	15.0	9.0	7.5
		60	18.0	18.0	10.5	9.0
		10	7.0	7.0	4.0	3.5
		20	12.5	12.5	7.5	6.5
		30	18.0	18.0	10.5	9.0
		40	23.5	23.5	13.5	11.5
		50	29.0	29.0	16.5	14.0
		60	34.5	34.5	20.0	17.0
		10	NP	10.0	6.0	5.0
		20	NP	18.5	11.0	9.0
		30	NP	27.0	15.5	13.0
		40	NP	35.0	20.0	17.0
		50	NP	43.0	24.5	21.0
		60	NP	51.0	29.0	25.0
≤120		10	4.0	4.0	2.5	2.0
		20	7.0	7.0	4.0	3.5
		30	10.5	10.5	6.0	5.0
		40	13.5	13.5	8.0	6.5
		50	16.5	16.5	9.5	8.0
		60	19.5	19.5	11.5	9.5
		10	7.5	7.5	4.5	3.5
		20	14.0	14.0	8.0	7.0
		30	20.0	20.0	11.5	9.5
		40	25.5	25.5	15.0	12.5
		50	31.5	31.5	18.0	15.5
		60	37.5	37.5	21.5	18.5
		10	NP	11.0	6.5	5.5
		20	NP	20.5	11.5	10.0
		30	NP	29.0	17.0	14.5
		40	NP	38.0	22.0	18.5
		50	NP	47.0	27.0	23.0
		60	NP	55.5	32.0	27.0
≤130		10	4.5	4.5	2.5	2.5
		20	8.5	8.5	5.0	4.0
		30	12.0	12.0	7.0	6.0
		40	15.5	15.5	9.0	7.5
		50	19.5	19.5	11.0	9.5
		60	23.0	23.0	13.0	11.0
		10	8.5	8.5	5.0	4.5
		20	16.0	16.0	9.5	8.0
		30	23.0	23.0	13.5	11.5
		40	30.0	30.0	17.5	15.0
		50	37.0	37.0	21.5	18.0
		60	44.0	44.0	25.0	21.5
		10	NP	13.0	7.5	6.5
		20	NP	24.0	13.5	11.5
		30	NP	34.5	19.5	17.0
		40	NP	44.5	25.5	22.0
		50	NP	55.0	31.5	26.5
		60	NP	65.0	37.5	31.5
≤ 140		10	5.5	5.5	3.0	2.5
		20	10.0	10.0	5.5	5.0
		30	14.0	14.0	8.0	7.0
		40	18.0	18.0	10.5	9.0
		50	22.5	22.5	13.0	11.0
		60	26.5	26.5	15.0	13.0
		10	10.0	10.0	6.0	5.0
		20	18.5	18.5	11.0	9.0
		30	27.0	27.0	15.5	13.0
		40	35.0	35.0	20.0	17.0
		50	43.0	43.0	24.5	21.0
		60	51.0	51.0	29.0	25.0
		10	NP	15.0	8.5	7.5
		20	NP	27.5	16.0	13.5
		30	NP	39.5	23.0	19.5
		40	NP	51.5	29.5	25.0
		50	NP	63.5	36.5	31.0
		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.

Linear interpolation shall be permitted.
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.
Where a braced wall line has parallel braced wall lines on one or both sides of differing dimensions, the average dimension shall be permitted to be used for braced wall line spacing.

TABLE R602.10.3(2)
WIND ADJUSTMENT FACTORS TO THE REQUIRED LENGTH OF WALL BRACING
ITEM NUMBER	ADJUSTMENT BASED ON	STORY/ SUPPORTING	CONDITION	ADJUSTMENT FACTOR^a,b [multiply length from Table R602.10.3(1) by this factor]	APPLICABLE METHODS
1	Exposure category	One-story structure	B	1.00	All methods
			C	1.20
			D	1.50
		Two-story structure	B	1.00
			C	1.30
			D	1.60
		Three-story structure	B	1.00
			C	1.40
			D	1.70
2	Roof eave-to-ridge height	Roof only	≤ 5 feet	0.70
			10 feet	1.00
			15 feet	1.30
			20 feet	1.60
		Roof + 1 floor	≤ 5 feet	0.85
			10 feet	1.00
			15 feet	1.15
			20 feet	1.30
		Roof + 2 floors	≤ 5 feet	0.90
			10 feet	1.00
			15 feet	1.10
			20 feet	Not permitted
3	Wall height adjustment	Any story	8 feet	0.90
			9 feet	0.95
			10 feet	1.00
			11 feet	1.05
			12 feet	1.10
4	Number of braced wall lines (per plan direction)^c	Any story	2	1.00
			3	1.30
			4	1.45
			≥ 5	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 horizontal joints blocked	0.7	GB

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.48 N.

Linear interpolation shall be permitted.
The total adjustment factor is the product of all applicable adjustment factors.
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.

TABLE R602.10.3(3)
BRACING REQUIREMENTS BASED ON SEISMIC DESIGN CATEGORY
SOIL CLASS D^b 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 LINE^a
Seismic Design Category	Story Location	Braced Wall Line Length (feet)^c	Method LIB^d	Method GB	Methods DWB, SFB, PBS, PCP, HPS, CS-SFB^e	Method WSP	Methods CS-WSP, CS-G
C (townhouses only)		10	2.5	2.5	2.5	1.6	1.4
		20	5.0	5.0	5.0	3.2	2.7
		30	7.5	7.5	7.5	4.8	4.1
		40	10.0	10.0	10.0	6.4	5.4
		50	12.5	12.5	12.5	8.0	6.8
		10	NP	4.5	4.5	3.0	2.6
		20	NP	9.0	9.0	6.0	5.1
		30	NP	13.5	13.5	9.0	7.7
		40	NP	18.0	18.0	12.0	10.2
		50	NP	22.5	22.5	15.0	12.8
		10	NP	6.0	6.0	4.5	3.8
		20	NP	12.0	12.0	9.0	7.7
		30	NP	18.0	18.0	13.5	11.5
		40	NP	24.0	24.0	18.0	15.3
		50	NP	30.0	30.0	22.5	19.1
D₀		10	NP	2.8	2.8	1.8	1.6
		20	NP	5.5	5.5	3.6	3.1
		30	NP	8.3	8.3	5.4	4.6
		40	NP	11.0	11.0	7.2	6.1
		50	NP	13.8	13.8	9.0	7.7
		10	NP	5.3	5.3	3.8	3.2
		20	NP	10.5	10.5	7.5	6.4
		30	NP	15.8	15.8	11.3	9.6
		40	NP	21.0	21.0	15.0	12.8
		50	NP	26.3	26.3	18.8	16.0
		10	NP	7.3	7.3	5.3	4.5
		20	NP	14.5	14.5	10.5	9.0
		30	NP	21.8	21.8	15.8	13.4
		40	NP	29.0	29.0	21.0	17.9
		50	NP	36.3	36.3	26.3	22.3
D₁		10	NP	3.0	3.0	2.0	1.7
		20	NP	6.0	6.0	4.0	3.4
		30	NP	9.0	9.0	6.0	5.1
		40	NP	12.0	12.0	8.0	6.8
		50	NP	15.0	15.0	10.0	8.5
		10	NP	6.0	6.0	4.5	3.8
		20	NP	12.0	12.0	9.0	7.7
		30	NP	18.0	18.0	13.5	11.5
		40	NP	24.0	24.0	18.0	15.3
		50	NP	30.0	30.0	22.5	19.1
		10	NP	8.5	8.5	6.0	5.1
		20	NP	17.0	17.0	12.0	10.2
		30	NP	25.5	25.5	18.0	15.3
		40	NP	34.0	34.0	24.0	20.4
		50	NP	42.5	42.5	30.0	25.5
D₂		10	NP	4.0	4.0	2.5	2.1
		20	NP	8.0	8.0	5.0	4.3
		30	NP	12.0	12.0	7.5	6.4
		40	NP	16.0	16.0	10.0	8.5
		50	NP	20.0	20.0	12.5	10.6
		10	NP	7.5	7.5	5.5	4.7
		20	NP	15.0	15.0	11.0	9.4
		30	NP	22.5	22.5	16.5	14.0
		40	NP	30.0	30.0	22.0	18.7
		50	NP	37.5	37.5	27.5	23.4
		10	NP	NP	NP	NP	NP
		20	NP	NP	NP	NP	NP
		30	NP	NP	NP	NP	NP
		40	NP	NP	NP	NP	NP
		50	NP	NP	NP	NP	NP
	Cripple wall below one- or two-story dwelling	10	NP	NP	NP	7.5	6.4
		20	NP	NP	NP	15.0	12.8
		30	NP	NP	NP	22.5	19.1
		40	NP	NP	NP	30.0	25.5
		50	NP	NP	NP	37.5	31.9

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

Linear interpolation shall be permitted.
Wall bracing lengths are based on a soil site class "D." Interpolation of bracing length between the S_ds values associated with the seismic design categories shall be permitted when a site-specific S_ds value is determined in accordance with Section 1613.3 of the International Building Code.
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.
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.
Method CS-SFB does not apply in Seismic Design Categories D₀, D₁, and D₂.

TABLE R602.10.3(4)
SEISMIC ADJUSTMENT FACTORS TO THE REQUIRED LENGTH OF WALL BRACING
ITEM NUMBER	ADJUSTMENT BASED ON:	STORY	CONDITION	ADJUSTMENT FACTOR^a,b [Multiply length from Table 602.10.3(3) by this factor]	APPLICABLE METHODS
1	Story height (Section 301.3)	Any story	≤ 10feet > 10 feet and ≤ 12 feet	1.0 1.2	All methods
2	Braced wall line spacing, townhouses in SDC C	Any story	≤ 35 feet > 35 feet and ≤ 50 feet	1.0 1.43
3	Braced wall line spacing, in SDC D₀, D₁, D₂^c	Any story	> 25 feet and ≤ 30 feet > 30 feet and ≤ 35 feet	1.2 1.4
4	Wall dead load	Any story	> 8 psf and< 15 psf < 8 psf	1.0 0.85
5	Roof/ceiling dead load for wall supporting	1-, 2- or 3-story building	≤ 15 psf	1.0
		2- or 3-story building	> 15 psf and ≤ 25 psf > 15 psf and ≤ 25 psf	1.1 1.2
		1-story building	> 15 psf and ≤ 25 psf > 15 psf and ≤ 25 psf	1.1 1.2
6	Walls with stone or masonry veneer, townhouses in SDC C ^d,e		1.0		All methods
			1.5
			1.5
7	Walls with stone or masonry veneer, detached one- and two-family dwellings in SDC D₀ -D₂^f	Any story	See Table R602.10.6.5		BV-WSP
8	Interior gypsum board finish (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

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

Linear interpolation shall be permitted.
The total length of bracing required for a given wall line is the product of all applicable adjustment factors.
The length-to-width ratio for the floor/roof diaphragm shall not exceed 3:1. The top plate lap splice nailing shall be in accordance with Table R602.3(1), Item 13.
Applies to stone or masonry veneer exceeding the first story height.
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 supported veneered walls.
See Section R602.10.6.5 for requirements where stone or masonry veneer does not exceed the first-story height.

R602.10.4 Construction Methods for Braced Wall 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.

TABLE R602.10.4
BRACING METHODS
METHODS, MATERIAL		MINIMUM THICKNESS	FIGURE	CONNECTION CRITERIA^a
METHODS, MATERIAL		MINIMUM THICKNESS	FIGURE	Fasteners	Spacing
Intermittent Bracing Method	LIB Let-in-bracing	1 x 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 x 0.113" dia.) nails	Wood: per stud and top and bottom plates
	LIB Let-in-bracing			Metal strap: per manufacturer	Metal: per manufacturer
	DWB Diagonal wood boards	³/₄"(1" nominal) for maximum 24" stud spacing		2-8d (2¹/₂" long x 0.113" dia.) nails or 2-1³/₄" long staples	Per stud
	WSP Wood structural panel (See Section R604)	³/₈"		Exterior sheathing per Table R602.3(3)	6" edges 12" field
	WSP Wood structural panel (See Section R604)	³/₈"		Interior sheathing per Table R602.3(1) or R602.3(2)	Varies by fastener
	BV-WSP^eWood structural panels with stone or masonry veneer (See Section R602.10.6.5)	⁷/₁₆"	See Figure R602.10.6.5	8d common (2¹/₂" x 0.131) nails	4" at panel edges 12" at intermediate supports 4" at braced wall panel end posts
	SFB Structural fiberboard sheathing	¹/₂" or ²⁵/₃₂" for maximum 16" stud spacing		1¹/₂" long x 0.12" dia. (for ¹/₂" thick sheathing) 1³/₄" long x 0.12" dia. (for ²⁵/₃₂" thick sheathing) galvanized roofing nails or 8d common (2¹/₂" long x 0.131"dia.) nails	3" edges 6" field
	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
	GB Gypsum board	¹/₂"		Nails or screws per Table R702.3.5 for interior locations
	PBS Particleboard sheathing (See Section R605)	³/₈" or ¹/₂" for maximum 16" stud spacing		For ³/₈", 6d common (2" long x 0.113" dia.) nails For ¹/₂", 8d common (2¹/₂" long x 0.131" dia.) nails	3" edges 6" field
	PCP Portland cement plaster	See Section R703.6 for maximum 16" stud spacing		1¹/₂" long, 11 gage, ⁷/₁₆" dia. head nails or ⁷/₈" long, 16 gage staples	6" o.c. on all framing members
	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
	ABW Alternate braced wall	³/₈"		See Section R602.10.6.1	See Section R602.10.6.1
	PFH Portal frame with hold-downs	³/₈"		See Section R602.10.6.2	See Section R602.10.6.2
	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
	CS-WSP Continuously sheathed wood structural panel	³/₈"		Interior sheathing per Table R602.3(1) or R602.3(2)	Varies by fastener
	CS-G^b,c Continuously sheathed wood structural panel adjacent to garage openings	³/₈"		See Method CS-WSP	See Method CS-WSP
	CS-PF Continuously sheathed portal frame	⁷/₁₆"		See Section R602.10.6.4	See Section R602.10.6.4
	CS-SFB^d Continuously sheathed structural fiberboard	¹/₂" or ²⁵/₃₂" for maximum 16" stud spacing		1¹/₂" long x 0.12" dia. (for ¹/₂" thick sheathing) 1³/₄" long x 0.12" dia. (for ²⁵/₃₂" thick sheathing) galvanized roofing nails or 8d common (2¹/₂" long x 0.131" dia.) 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/m², 1 mile per hour = 0.447 m/s.

Adhesive attachment of wall sheathing, including Method GB, shall not be permitted in Seismic Design Categories C, D₀, D₁ and D₂.
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.
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.
Method CS-SFB does not apply in Seismic Design Categories D₀, D₁ and D₂.
Method applies to detached one- and two-family dwellings in Seismic Design Categories D₀ through D₂ only.

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 or 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 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 CS-WSP, 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.
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 Material

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 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.

R602.10.5 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.

TABLE R602.10.5
MINIMUM LENGTH OF BRACED WALL PANELS
METHOD (See Table R602.10.4)		MINIMUM LENGTH^a (inches)					CONTRIBUTING LENGTH (inches)
		Wall Height
		8 feet	9 feet	10 feet	11 feet	12 feet
DWB, WSP, SFB, PBS, PCP, HPS, BV-WSP		48	48	48	53	58	Actual^b
GB		48	48	48	53	58	Double sided =Actual Single sided = 0.5 x Actual
LIB		55	62	69	NP	NP	Actual^b
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	48
PFH	Supporting roof only	16	16	16	18^c	20^c	48
PFH	Supporting one story and roof	24	24	24	27^c	29^c	48
PFG		24	27	30	33^d	36^d	1.5 x Actual^b
CS-G		24	27	30	33	36	Actual^b
CS-PF	SDC A, B and C	16	18	20	22^e	24^e	1.5 x Actual^b
CS-PF	SDC D₀, D₁ and D₂	16	18	20	22^e	24^e	Actual^b
CS-WSP, CS-SFB	Adjacent clear opening height (inches)
	≤ 64	24	27	30	33	36	Actual^b
	68	26	27	30	33	36
	72	27	27	30	33	36
	76	30	29	30	33	36
	80	32	30	30	33	36
	84	35	32	32	33	36
	88	38	35	33	33	36
	92	43	37	35	35	36
	96	48	41	38	36	36
	100	-	44	40	38	38
	104	-	49	43	40	39
	108	-	54	46	43	41
	112	-	-	50	45	43
	116	-	-	55	48	45
	120	-	-	60	52	48
	124	-	-	-	56	51
	128	-	-	-	61	54
	132	-	-	-	66	58
	136	-	-	-	-	62
	140	-	-	-	-	66
	144	-	-	-	-	72

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.
NP = Not Permitted.

Linear interpolation shall be permitted.
Use the actual length where it is greater than or equal to the minimum length.
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.
Maximum opening 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.
Maximum opening height for CS-PF is 10 feet in accordance with Figure R602.10.6.4, but wall height shall be permitted to be increased to 12 feet with pony wall.

FIGURE R602.10.5
BRACED WALL PANELS WITH CONTINUOUS SHEATHING

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.

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	N/A

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
N/A = Not Applicable.

Linear interpolation shall be permitted.

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

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.

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)
		Height of Braced Wall Panel
		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 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.45 N, 1 mile per hour = 0.447 m/s.
NP = Not Permitted.

FIGURE R602.10.6.1
METHOD ABW-ALTERNATE BRACED WALL PANEL

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

Continuously sheathed portal frame braced wall panels shall be constructed in accordance with Figure R602.10.6.4 and Table R602.10.6.4. The number of continuously sheathed portal frame panels in a single braced wall line shall not exceed four.

TABLE R602.10.6.4
TENSION STRAP CAPACITY FOR RESISTING WIND PRESSURES PERPENDICULAR TO METHODS PFH, PFG AND CS-PF BRACED WALL PANELS
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,b
				Ultimate Design Wind Speed V_ult (mph)
				110	115	130	110	115	130
				Exposure B			Exposure C
2 x 4 No. 2 Grade	0	10	18	1,000	1,000	1,000	1,000	1,000	1,050
	1	10	9	1,000	1,000	1,000	1,000	1,000	1,750
			16	1,000	1,025	2,050	2,075	2,500	3,950
			18	1,000	1,275	2,375	2,400	2,850	DR
	2	10	9	1,000	1,000	1,475	1,500	1,875	3,125
			16	1,775	2,175	3,525	3,550	4,125	DR
			18	2,075	2,500	3,950	3,975	DR	DR
	2	12	9	1,150	1,500	2,650	2,675	3,175	DR
			16	2,875	3,375	DR	DR	DR	DR
			18	3,425	3,975	DR	DR	DR	DR
	4	12	9	2,275	2,750	DR	DR	DR	DR
	4	12	12	3,225	3,775	DR	DR	DR	DR
2 x 6 Stud Grade	2	12	9	1,000	1,000	1,700	1,700	2,025	3,050
			16	1,825	2,150	3,225	3,225	3,675	DR
			18	2,200	2,550	3,725	3,750	DR	DR
	4	12	9	1,450	1,750	2,700	2,725	3,125	DR
			16	2,050	2,400	DR	DR	DR	DR
			18	3,350	3,800	DR	DR	DR	DR

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

DR = Design Required.
Straps shall be installed in accordance with manufacturer's recommendations.

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

R602.10.6.5 Wall bracing for Dwellings With Stone and Masonry Veneer in Seismic Design Categories D₀, D₁ and D₂

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.

Where dwellings in Seismic Design Categories D₀, D₁ and D₂ have stone or masonry veneer installed in accordance with Section R703.7, and the veneer does not exceed the first-story height, wall bracing shall be in accordance with Section R602.10.3.

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 R703.7, and the veneer exceeds the first-story 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. Cripple walls shall not be permitted, and required interior braced wall lines shall be supported on continuous foundations.

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.

TABLE R602.10.6.5
METHOD BV-WSP WALL BRACING REQUIREMENTS
SEISMIC DESIGN CATEGORY	STORY	BRACED WALL LINE LENGTH (FEET)					SINGLE-STORY HOLD-DOWN FORCE (pounds)^a	CUMULATIVE HOLD-DOWN FORCE (pounds)^b
		10	20	30	40	50
		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	N/A	-
		4.0	7.0	10.5	14.0	17.5	1900	-
		4.5	9.0	13.5	18.0	22.5	3500	5400
		6.0	12.0	18.0	24.0	30.0	3500	8900
D₁		4.5	9.0	13.5	18.0	22.5	2100	-
		4.5	9.0	13.5	18.0	22.5	3700	5800
		6.0	12.0	18.0	24.0	30.0	3700	9500
D₂		5.5	11.0	16.5	22.0	27.5	2300	-
		5.5	11.0	16.5	22.0	27.5	3900	6200
		NP	NP	NP	NP	NP	N/A	N/A

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.
N/A = Not Applicable.

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.
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.

R602.10.6.5.1 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 with Table R602.10.6.5. 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 accordance 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, 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 not be less than 48 inches (1219 mm) total.

R602.10.7 Ends of Braced Wall Lines With Continuous Sheathing

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

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

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 and/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.

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

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

R602.10.8.1 Braced Wall Panel Connections for Seismic 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 9¹/₄ inches (235 mm) or less, blocking between 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 9¹/₄ inches (235 mm) and 15¹/₄ 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 (2¹/₂ inches x 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 15¹/₄ 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 15¹/₄ inches (387 mm), the top plates of the braced wall panel shall be connected to perpendicular rafters or roof trusses above in accordance with one or more of the following methods:
1. Soffit blocking panels constructed in accordance with Figure R602.10.8.2(2).
2. Vertical blocking panels constructed in accordance with Figure R602.10.8.2(3).
3. Blocking panels provided by the roof truss manufacturer and designed in accordance with Section R802.
4. Blocking, blocking panels or other methods of lateral load transfer designed in accordance with the AWC WFCM or accepted engineering practice.

FIGURE R602.10.8.2(1)
BRACED WALL PANEL CONNECTION TO PERPENDICULAR RAFTERS

FIGURE R602.10.8.2(2)
BRACED WALL PANEL CONNECTION OPTION TO
PERPENDICULAR RAFTERS OR ROOF TRUSSES

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

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 shall have reinforcement sized and located in accordance with Figure R602.10.9.

R 408.30525a

FIGURE R602.10.9
MASONRY STEM WALLS SUPPORTING BRACED WALL PANELS

R602.10.9.1 Braced Wall Panel Support for Seismic 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.

R602.10.10 Panel Joints

Vertical joints of panel sheathing shall occur over, and be fastened to, common studs. Horizontal joints in braced wall panels shall occur over, and be fastened to, common blocking of a minimum 1¹/₂ inch (38 mm) thickness.

Exceptions:

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 the bracing length provided is not less than twice the minimum length required by Tables R602.10.3(1) and R602.10.3(3), blocking at horizontal joints shall not be required in braced wall panels constructed using Methods WSP, SFB, GB, PBS or HPS.
Where Method GB panels are installed horizontally, blocking of horizontal joints is not required.

R602.10.11 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 ta.ken in addition to the 1.15 increase.

R602.10.11.1 Cripple Wall Bracing for Seismic Design Categories D₀ and D₁ and Townhouses in Seismic Design Category C

In addition to the requirements in Section R602.10.11, 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.

R602.10.11.2 Cripple Wall Bracing for Seismic 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).

R602.10.11.3 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 first-story 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.

R602.11.1 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 1³/₄ 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 Categories 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 R602.10.11, R602.10.11.1 and R602.10.11.2 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.

FIGURE R602.11.2
STEPPED FOUNDATION 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

FIGURE R602.12.1
RECTANGLE CIRCUMSCRIBING AN ENCLOSED BUILDING

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

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 SIDE^a,b,d						MINIMUM NUMBER OF BRACING UNITS ON EACH SHORT SIDE^a,b,d
			Length of short side (feet)^c						Length of long side (feet)^c
			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
			2	3	3	4	5	6	2	3	3	4	5	6
			2	3	4	6	7	8	2	3	4	6	7	8
		15	1	2	3	3	4	4	1	2	3	3	4	4
			2	3	4	5	6	7	2	3	4	5	6	7
			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
			2	3	4	5	6	7	2	3	4	5	6	7
			2	4	5	7	8	10	2	4	5	7	8	10
		15	2	3	3	4	4	6	2	3	3	4	4	6
			3	4	6	7	8	10	3	4	6	7	8	10
			3	6	7	10	11	13	3	6	7	10	11	13

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

Interpolation shall not be permitted.
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.
Actual lengths of the sides of the circumscribed rectangle shall be rounded to the next highest unit of 10 when using this table.
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.

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.

FIGURE R602.12.5
BRACING UNIT DISTRIBUTION

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 when 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 one-story 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. Not more than four CS-PF panels shall be permitted on all segments of walls parallel to each side of the circumscribed rectangle. 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.

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.

Section R603 Cold-Formed Steel Wall Framing

R603.1 General

Elements shall be straight and free of any defects that would significantly affect structural performance. Cold-formed steel wall framing members shall be in accordance with the requirements of this section.

R603.1.1 Applicability Limits

The provisions of this section shall control the construction of exterior cold-formed steel wall framing and interior load-bearing cold-formed steel wall framing for buildings not more than 60 feet (18 288 mm) long perpendicular to the joist or truss span, not more than 40 feet (12 192 mm) wide parallel to the joist or truss span, and less than or equal to three stories above grade plane. Exterior walls installed in accordance with the provisions of this section shall be considered as load-bearing walls. Cold-formed steel walls constructed in accordance with the provisions of this section shall be limited to sites where the ultimate design wind speed is less than 139 miles per hour (62 m/s), Exposure Category B or C, and the ground snow load is less than or equal to 70 pounds per square foot (3.35 kPa).

R603.1.2 In-Line Framing

Load-bearing cold-formed steel studs constructed in accordance with Section R603 shall be located in-line with joists, trusses and rafters in accordance with Figure R603.1.2 and the tolerances specified as follows:

The maximum tolerance shall be ³/₄ inch (19 mm) between the centerline of the horizontal framing member and the centerline of the vertical framing member.
Where the centerline of the horizontal framing member and bearing stiffener is located to one side of the centerline of the vertical framing member, the maximum tolerance shall be ¹/₈ inch (3 mm) between the web of the horizontal framing member and the edge of the vertical framing member.

R603.2 Structural Framing

Load-bearing cold-formed steel wall framing members shall be in accordance with this section.

R603.2.1 Material

Load-bearing cold-formed steel framing members shall be cold formed to shape from structural- quality sheet steel complying with the requirements of ASTM A1003: Structural Grades 33 Type Hand 50 Type H.

R603.2.2 Corrosion Protection

Load-bearing cold-formed steel framing shall have a metallic coating complying with ASTM A 1003 and one of the following:

A minimum of G 60 in accordance with ASTM A653.
A minimum of AZ 50 in accordance with ASTM A792.

R603.2.3 Dimension, Thickness and Material Grade

Load-bearing cold-formed steel wall framing members shall comply with Figure R603.2.3(1) and with the dimensional and thickness requirements specified in Table R603.2.3. Additionally, C-shaped sections shall have a minimum flange width of 1⁵/₈ inches (41 mm) and a maximum flange width of 2 inches (51 mm). The minimum lip size for C-shaped sections shall be ¹/₂ inch (12.7 mm). Track sections shall comply with Figure R603.2.3(2) and shall have a minimum flange width of 1¹/₄ inches (32 mm). Minimum Grade 33 ksi steel shall be used wherever 33 mil and 43 mil thicknesses are specified. Minimum Grade 50 ksi steel shall be used wherever 54 and 68 mil thicknesses are specified.

TABLE R603.2.3
LOAD-BEARING COLD-FORMED STEEL STUD SIZES AND THICKNESSES
MEMBER DESIGNATION^a	WEB DEPTH (inches)	MINIMUM BASE STEEL THICKNESS mil (inches)
350S162-t	3.5	33 (0.0329), 43 (0.0428), 54 (0.0538)
550S162-t	5.5	33 (0.0329), 43 (0.0428), 54 (0.0538), 68 (0.0677)

For SI: 1 inch = 25.4 mm; 1 mil = 0.0254 mm.

The member designation is defined by the first number representing the member depth in hundredths of an inch, "S" representing a stud or joist member, the second number representing the flange width in hundredths of an inch, and the letter "t" shall be a number representing the minimum base metal thickness in mils.

R603.2.4 Identification

Load-bearing cold-formed steel framing members shall have a legible label, stencil, stamp or embossment with the following information as a minimum:

Manufacturer's identification.
Minimum base steel thickness in inches (mm).
Minimum coating designation.
Minimum yield strength, in kips per square inch (ksi) (MPa).

R603.2.5 Fastening

Screws for steel-to-steel connections shall be installed with a minimum edge distance and center-to-center spacing of ¹/₂ inch (12.7 mm), shall be self-drilling tapping and shall conform to ASTM C1513. Structural sheathing shall be attached to cold-formed steel studs with minimum No. 8 self-drilling tapping screws that conform to ASTM C1513. Screws for attaching structural sheathing to cold-formed steel wall framing shall have a minimum head diameter of 0.292 inch (7.4 mm) with countersunk heads and shall be installed with a minimum edge distance of ³/₈ inch (9.5 mm). Gypsum board shall be attached to coldformed steel wall framing with minimum No. 6 screws conforming to ASTM C954 or ASTM C1513 with a bugle-head style and shall be installed in accordance with Section R702. For connections, screws shall extend through the steel a minimum of three exposed threads. Fasteners shall have rust-inhibitive coating suitable for the installation in which they are being used, or be manufactured from material not susceptible to corrosion.

R603.2.6 Web Holes, Web Hole Reinforcing and Web Hole Patching

Web holes, web hole reinforcing and web hole patching shall be in accordance with this section.

R603.2.6.1 Web Holes

Web holes in wall studs and other structural members shall comply with all of the following conditions:

Holes shall conform to Figure R603.2.6.1.
Holes shall be permitted only along the centerline of the web of the framing member.
Holes shall have a center-to-center spacing of not less than 24 inches (610 mm).
Holes shall have a web hole width not greater than 0.5 times the member depth, or 1¹/₂ inches (38 mm).
Holes shall have a web hole length not exceeding 4¹/₂ inches (114 mm).
Holes shall have a minimum distance between the edge of the bearing surface and the edge of the web hole of not less than 10 inches (254 mm).

Framing members with web holes not conforming to the above requirements shall be reinforced in accordance with Section R603.2.6.2, patched in accordance with Section R603.2.6.3 or designed in accordance with accepted engineering practice.

R603.2.6.2 Web Hole Reinforcing

Web holes in gable endwall studs not conforming to the requirements of Section R603.2.6.1 shall be permitted to be reinforced if the hole is located fully within the center 40 percent of the span and the depth and length of the hole does not exceed 65 percent of the flat width of the web. The reinforcing shall be a steel plate or C-shape section with a hole that does not exceed the web hole size limitations of Section R603.2.6.1 for the member being reinforced. The steel reinforcing shall be the same thickness as the receiving member and shall extend not less than 1 inch (25 mm) beyond all edges of the hole. The steel reinforcing shall be fastened to the web of the receiving member with No. 8 screws spaced not more than 1 inch (25 mm) center-to-center along the edges of the patch with minimum edge distance of ¹/₂ inch (12.7 mm).

R603.2.6.3 Hole Patching

Web holes in wall studs and other structural members not conforming to the requirements in Section R603.2.6.1 shall be permitted to be patched in accordance with either of the following methods:

Framing members shall be replaced or designed in accordance with accepted engineering practice where web holes exceed the following size limits:
1. The depth of the hole, measured across the web, exceeds 70 percent of the flat width of the web.
2. The length of the hole measured along the web exceeds 10 inches (254 mm) or the depth of the web, whichever is greater.
Web holes not exceeding the dimensional requirements in Section R603.2.6.3, Item 1, shall be patched with a solid steel plate, stud section or track section in accordance with Figure R603.2.6.3. The steel patch shall, as a minimum, be the same thickness as the receiving member and shall extend not less than 1 inch (25 mm) beyond all edges of the hole. The steel patch shall be fastened to the web of the receiving member with No. 8 screws spaced not more than 1 inch (25 mm) center-to-center along the edges of the patch with a minimum edge distance of ¹/₂ inch (12.7 mm).

FIGURE R603.2.6.3
WALL STUD WEB HOLE PATCH

R603.3 Wall Construction

Exterior cold-formed steel framed walls and interior load-bearing cold-formed steel framed walls shall be constructed in accordance with the provisions of this section.

R603.3.1 Wall to Foundation or Floor Connection

Cold-formed steel framed walls shall be anchored to foundations or floors in accordance with Table R603.3.1 and Figure R603.3.1(1), R603.3.1(2), R603.3.1(3) or R603.3.1(4). Anchor bolts shall be located not more than 12 inches (305 mm) from corners or the termination of bottom tracks. Anchor bolts shall extend not less than 15 inches (381 mm) into masonry or 7 inches (178 mm) into concrete. Foundation anchor straps shall be permitted, in lieu of anchor bolts, if spaced as required to provide equivalent anchorage to the required anchor bolts and installed in accordance with manufacturer's requirements.

FIGURE R603.3.1(1)
WALL TO FLOOR CONNECTION

FIGURE R603.3.1(2)
WALL TO FOUNDATION CONNECTION

FIGURE R603.3.1(3)
WALL TO WOOD SILL CONNECTION

FIGURE R603.3.1(4)
WIND UPLIFT CONNECTOR

TABLE R603.3.1
WALL TO FOUNDATION OR FLOOR CONNECTION REQUIREMENTS^a,b
FRAMING CONDITION			ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)
FRAMING CONDITION			115 B	126 B or 110 C	< 139 B or 115 C	126 C	< 139 C
Wall bottom track to floor per Figure R603.3.1(1)			1-No. 8 screw at 12" o.c.	1-No. 8 screw at 12" o.c.	1-No. 8 screw at 12" o.c.	2-No. 8 screws at 12" o.c.	2-No. 8 screws at 12" o.c.
Wall bottom track to foundation per Figure R603.3.1(2)^d			¹/₂"minimum diameter anchor bolt at 6' o.c.	¹/₂"minimum diameter anchor bolt at 4' o.c.	¹/₂"minimum diameter anchor bolt at 4' o.c.	¹/₂"minimum diameter anchor bolt at 4' o.c.	¹/₂"minimum diameter anchor bolt at 4' o.c.
Wall bottom track to wood sill per Figure R603.3.1(3)			Steel plate spaced at 4' o.c., with 4- No. 8 screws and 4-10d or 6-8d common nails	Steel plate spaced at 3' o.c., with 4- No. 8 screws and 4-10d or 6-8d common nails	Steel plate spaced at 3' o.c., with 4- No. 8 screws and 4-10d or 6-8d common nails	Steel plate spaced at 2' o.c., with 4- No. 8 screws and 4-10d or 6-8d common nails	Steel plate spaced at 2' o.c., with 4- No. 8 screws and 4-10d or 6-8d common nails
	Stud Spacing (inches)	Roof Span (feet)
Wind uplift connector strength (lbs)^c,e	16	24	NR	NR	NR	124	209
		28	NR	NR	62	151	249
		32	NR	NR	79	179	289
		36	NR	NR	94	206	329
		40	NR	61	117	239	374
	24	24	NR	NR	69	186	314
		28	NR	NR	93	227	374
		32	NR	NR	117	268	434
		36	NR	64	141	309	494
		40	NR	92	176	359	562

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s, 1 foot = 304.8 mm, 1 pound = 4.45 N.

Anchor bolts are to be located not more than 12 inches from corners or the termination of bottom tracks such as, at door openings or corners. Bolts are to extend not less than 15 inches into masonry or 7 inches into concrete.
All screw sizes shown are minimum.
NR = Uplift connector not required.
Foundation anchor straps are permitted in place of anchor bolts, if spaced as required to provide equivalent anchorage to the required anchor bolts and installed in accordance with manufacturer's requirements.
See Figure R603.3.1(4) for details.

R603.3.1.1 Gable Endwalls

Gable endwalls with heights greater than 10 feet (3048 mm) shall be anchored to foundations or floors in accordance with Table R603.3.1.1(1) or R603.3.1.1(2).

TABLE R603.3.1.1(1)
GABLE ENDWALL TO FLOOR CONNECTION REQUIREMENTS ^a,b,c
ULTIMATE WIND SPEED (mph)		WALL BOTTOM TRACK TO FLOOR JOIST OR TRACK CONNECTION
Exposure Category		Stud height, h (feet)
B	C	10 < h ≤ 14	14 < h ≤ 18	18 < h ≤ 22
115	-	1-No. 8 screw @ 12" o.c.	1-No. 8 screw @ 12" o.c.	1-No. 8 screw @ 12" o.c.
126	110	1-No. 8 screw @ 12" o.c.	1-No. 8 screw @ 12" o.c.	1-No. 8 screw @ 12" o.c.
< 139	115	1-No. 8 screw @ 12" o.c.	1-No. 8 screw @ 12" o.c.	2-No. 8 screws @ 12" o.c.
-	126	1-No. 8 screw @ 12" o.c.	2-No. 8 screws @ 12" o.c.	1-No. 8 screw @ 8" o.c.
-	< 139	2-No. 8 screws @ 12" o.c.	1-No. 8 screw @ 8" o.c.	2-No. 8 screws @ 8" o.c.

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

Refer to Table R603.3.1.1(2) for gable endwall bottom track to foundation connections.
Where attachment is not given, special design is required.
Stud height, h, is measured from wall bottom track to wall top track or brace connection height.

TABLE R603.3.1.1 (2)
GABLE ENDWALL BOTIOM TRACK TO FOUNDATION CONNECTION REQUIREMENTS^a,b,c
ULTIMATE WIND SPEED (mph)		MINIMUM SPACING FOR ¹/₂-INCH-DIAMETER ANCHOR BOLTS^d
Exposure Category		Stud height, h (feet)
B	C	10 < h ≤ 14	14 < h ≤ 18	18 < h ≤ 22
115	-	6'- 0" o.c.	5'- 7" o.c.	6'- 0" o.c.
126	110	5'- 10" o.c.	6'- 0" o.c.	6'- 0" o.c.
< 139	115	4'- 10" o.c.	5'- 6" o.c.	6'- 0" o.c.
-	126	4'- 1" o.c.	6'- 0" o.c.	6'- 0" o.c.
-	< 139	5'- 1" o.c.	6'- 0" o.c.	5'- 2" o.c.

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

Refer to Table R603.3.1.1(1) for gable endwall bottom track to floor joist or track connection connections.
Where attachment is not given, special design is required.
Stud height, h, is measured from wall bottom track to wall top track or brace connection height.
Foundation anchor straps are permitted in place of anchor bolts if spaced as required to provide equivalent anchorage to the required anchor bolts and installed in accordance with manufacturer's requirements.

R603.3.2 Minimum Stud Sizes

Cold-formed steel walls shall be constructed in accordance with Figure R603.3.1(1), R603.3.1(2) or R603.3.1(3), as applicable. Exterior wall stud size and thickness shall be determined in accordance with the limits set forth in Tables R603.3.2(2) through R603.3.2(16). Interior load-bearing wall stud size and thickness shall be determined in accordance with the limits set forth in Tables R603.3.2(2) through R603.3.2(16) based upon an ultimate design wind speed of 115 miles per hour (51 mis), Exposure Category B, and the building width, stud spacing and snow load, as appropriate. Fastening requirements shall be in accordance with Section R603.2.5 and Table R603.3.2(1). Top and bottom tracks shall have the same minimum thickness as the wall studs.

Exterior wall studs shall be permitted to be reduced to the next thinner size, as shown in Tables R603.3.2(2) through R603.3.2(16), but not less than 33 mils (0.84 mm), where both of the following conditions exist:

Minimum of ¹/₂-inch (12.7 mm) gypsum board is installed and fastened on the interior surface in accordance with Section R702.
Wood structural sheathing panels of minimum ⁷/₁₆-inch-thick (11.1 mm) oriented strand board or ¹⁵/₃₂-inch-thick (12 mm) plywood are installed and fastened in accordance with Section R603.9.1 and Table R603.3.2(1) on the outside surface.

Interior load-bearing walls shall be permitted to be reduced to the next thinner size, as shown in Tables R603.3.2(2) through R603.3.2(16), but not less than 33 mils (0.84 mm), where not less than ¹/₂-inch (12.7 mm) gypsum board is installed and fastened in accordance with Section R702 on both sides of the wall. The tabulated stud thickness for load-bearing walls shall be used when the attic load is 10 pounds per square foot (480 Pa) or less. A limited attic storage load of 20 pounds per square foot (960 Pa) shall be permitted provided that the next higher snow load column is used to select the stud size from Tables R603.3.2(2) through R603.3.2(16).

For two-story buildings, the tabulated stud thickness for walls supporting one floor, roof and ceiling shall be used when the second-floor live load is 30 pounds per square foot (1440 Pa). Second-floor live loads of 40 psf (1920 Pa) shall be permitted provided that the next higher snow load column is used to select the stud size from Tables R603.3.2(2) through R603.3.2(11).

For three-story buildings, the tabulated stud thickness for walls supporting one or two floors, roof and ceiling shall be used when the third-floor live load is 30 pounds per square foot (1440 Pa). Third-floor live loads of 40 pounds per square foot (1920 Pa) shall be permitted provided that the next higher snow load column is used to select the stud size from Tables R603.3.2(12) through R603.3.2(16).

TABLE R603.3.2(1)
WALL FASTENING SCHEDULE^a
DESCRIPTION OF BUILDING ELEMENT	NUMBER AND SIZE OF FASTENERS^a	SPACING OF FASTENERS
Wall stud to top or bottom track	2-No. 8 screws	Each end of stud, one per flange
Structural sheathing to wall studs	No. 8 screws^b	6" o.c. on edges and 12" o.c. at intermediate supports
¹/₂ " gypsum board to framing	No. 6 screws	12" o.c.

For SI: 1 inch = 25.4 mm.

All screw sizes shown are minimum.
Screws for attachment of structural sheathing panels are to be bugle-head, flat-head, or similar head styles with a minimum head diameter of 0.29 inch.

TABLE R603.3.2(2)
24-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLY^{a, b, c, d}
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)		MEMBER SIZE	STUD SPACING (inches)	MINIMUM STUD THICKNESS (mils)
				8-foot Studs				9-foot Studs				10-foot Studs
				Ground Snow Load (psf)
Exp.B	Exp.C			20	30	50	70	20	30	50	70	20	30	50	70
115	-	350S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		350S162	24	33	33	33	43	33	33	33	43	33	33	43	43
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	33	33	33	33	33	33	33	33	33	33	33	33
126	110	350S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		350S162	24	33	33	33	43	33	33	33	43	43	43	43	43
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	33	33	33	43	33	33	33	33	33	33	33	43
< 139	115	350S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		350S162	24	33	33	33	43	43	43	43	43	43	43	43	54
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	33	33	33	43	33	33	33	33	43	43	43	43
-	126	350S162	16	33	33	33	33	33	33	33	33	43	43	43	43
		350S162	24	43	43	43	43	43	43	43	43	54	54	54	54
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	33	33	33	43	43	43	43	43	43	43	43	43
-	< 139	350S162	16	33	33	33	33	43	43	43	43	43	43	43	43
		350S162	24	43	43	43	43	54	54	54	54	54	54	54	54
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	33	43	43	43	43	43	43	43	43	43	43	43

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 mis, 1 pound per square foot = 0.0479 k.Pa,
1 ksi = 1,000 psi = 6.895 MPa.

Deflection criterion: L/240.
Design load assumptions:
Second-floor dead load is 10 psf.
Second-floor live load is 30 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

TABLE R603.3.2(3)
28-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLY^{a, b, c, d}
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)		MEMBER SIZE	STUD SPACING (inches)	MINIMUM STUD THICKNESS (mils)
				8-foot Studs				9-foot Studs				10-foot Studs
				Ground Snow Load (psf)
Exp.B	Exp.C			20	30	50	70	20	30	50	70	20	30	50	70
115	-	350S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		350S162	24	33	33	43	43	33	33	43	43	33	33	43	54
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	33	33	33	43	33	33	33	43	33	33	33	43
126	110	350S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		350S162	24	33	33	43	43	33	33	43	43	43	43	43	54
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	33	33	33	43	33	33	33	43	33	33	33	43
< 139	115	350S162	16	33	33	33	33	33	33	33	33	33	33	33	43
		350S162	24	33	33	43	43	43	43	43	43	43	43	43	54
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	33	33	33	43	33	33	33	43	43	43	43	43
-	126	350S162	16	33	33	33	33	33	33	33	33	43	43	43	43
		350S162	24	43	43	43	54	43	43	43	54	54	54	54	54
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	33	33	33	43	43	43	43	43	43	43	43	43
-	< 139	350S162	16	33	33	33	33	43	43	43	43	43	43	43	43
		350S162	24	43	43	43	54	54	54	54	54	54	54	54	54
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	43	43	43	43	43	43	43	43	43	43	43	43

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 k:Pa, 1 ksi = 1,000 psi = 6.895 MPa.

Deflection criterion: L/240.
Design load assumptions:

Second-floor dead load is 10 psf.
Second-floor live load is 30 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

TABLE R603.3.2(4)
32-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLY^{a, b, c, d}
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)		MEMBER SIZE	STUD SPACING (inches)	MINIMUM STUD THICKNESS (mils)
				8-foot Studs				9-foot Studs				10-foot Studs
				Ground Snow Load (psf)
Exp.B	Exp.C			20	30	50	70	20	30	50	70	20	30	50	70
115	-	350S162	16	33	33	33	33	33	33	33	33	33	33	33	43
		350S162	24	33	33	43	54	33	33	43	43	33	33	43	54
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	33	33	33	43	33	33	33	43	33	33	33	43
126	110	350S162	16	33	33	33	33	33	33	33	33	33	33	33	43
		350S162	24	33	33	43	54	33	33	43	54	43	43	43	54
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	33	33	33	43	33	33	33	43	33	33	33	43
< 139	115	350S162	16	33	33	33	43	33	33	33	33	33	33	33	43
		350S162	24	33	33	43	54	43	43	43	54	43	43	43	54
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	33	33	33	43	33	33	33	43	43	43	43	43
-	126	350S162	16	33	33	33	43	33	33	33	43	43	43	43	43
		350S162	24	43	43	43	54	43	43	43	54	54	54	54	54
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	33	33	43	43	43	43	43	43	43	43	43	43
-	< 139	350S162	16	33	33	33	43	43	43	43	43	43	43	43	43
		350S162	24	43	43	43	54	54	54	54	54	54	54	54	54
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	43	43	43	43	43	43	43	43	43	43	43	43

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 k:Pa, 1 ksi = 1,000 psi = 6.895 MPa.

Deflection criterion: L/240.
Design load assumptions:

Second-floor dead load is 10 psf.
Second-floor live load is 30 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

TABLE R603.3.2(5)
36-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLY^{a, b, c, d}
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)		MEMBER SIZE	STUD SPACING (inches)	MINIMUM STUD THICKNESS (mils)
				8-foot Studs				9-foot Studs				10-foot Studs
				Ground Snow Load (psf)
Exp.B	Exp.C			20	30	50	70	20	30	50	70	20	30	50	70
115	-	350S162	16	33	33	33	43	33	33	33	43	33	33	33	43
		350S162	24	33	33	43	54	33	33	43	54	33	33	43	54
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	33	33	43	43	33	33	43	43	33	33	43	43
126	110	350S162	16	33	33	33	43	33	33	33	43	33	33	33	43
		350S162	24	33	33	43	54	33	33	43	54	43	43	54	54
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	33	33	43	43	33	33	43	43	33	33	43	43
< 139	115	350S162	16	33	33	33	43	33	33	33	33	33	33	33	43
		350S162	24	33	33	43	54	43	43	43	43	43	43	54	54
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	33	33	43	43	33	33	43	43	43	43	43	43
-	126	350S162	16	33	33	33	43	33	33	33	43	43	43	43	43
		350S162	24	43	43	43	54	43	43	43	54	54	54	54	54
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	33	33	43	43	43	43	43	43	43	43	43	43
-	< 139	350S162	16	33	33	33	43	43	43	43	43	43	43	43	43
		350S162	24	43	43	54	54	54	54	54	54	54	54	54	54
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	43	43	43	54	43	33	43	43	43	43	43	54

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 k:Pa, 1 ksi = 1,000 psi = 6.895 MPa.

Deflection criterion: L/240.
Design load assumptions:

Second-floor dead load is 10 psf.
Second-floor live load is 30 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

TABLE R603.3.2(6)
40-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLY^{a, b, c, d}
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)		MEMBER SIZE	STUD SPACING (inches)	MINIMUM STUD THICKNESS (mils)
				8-foot Studs				9-foot Studs				10-foot Studs
				Ground Snow Load (psf)
Exp.B	Exp.C			20	30	50	70	20	30	50	70	20	30	50	70
115	-	350S162	16	33	33	33	43	33	33	33	43	33	33	33	43
		350S162	24	33	33	43	54	33	33	43	54	43	43	54	54
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	33	33	43	54	33	33	43	43	33	33	43	54
126	110	350S162	16	33	33	33	43	33	33	33	43	33	33	43	43
		350S162	24	33	43	43	54	33	43	43	54	43	43	54	54
		550S162	16	33	33	33	43	33	33	33	33	33	33	33	33
		550S162	24	33	33	43	54	33	33	43	43	33	33	43	54
< 139	115	350S162	16	33	33	33	43	33	33	33	33	33	33	33	43
		350S162	24	33	43	43	54	43	43	43	54	43	43	54	54
		550S162	16	33	33	33	43	33	33	33	33	33	33	33	43
		550S162	24	33	33	43	54	33	33	43	43	43	43	43	54
-	126	350S162	16	33	33	33	43	33	33	33	43	43	43	43	43
		350S162	24	43	43	54	54	43	43	54	54	54	54	54	54
		550S162	16	33	33	33	43	33	33	33	33	33	33	33	43
		550S162	24	33	33	'43	54	43	43	43	54	43	43	43	54
-	< 139	350S162	16	33	33	43	43	43	43	43	43	43	43	43	54
		350S162	24	43	43	54	54	54	54	54	54	54	54	54	68
		550S162	16	33	33	33	43	33	33	33	43	33	33	33	43
		550S162	24	43	43	43	54	43	43	43	54	43	43	43	54

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 k:Pa, 1 ksi = 1,000 psi = 6.895 MPa.

Deflection criterion: L/240.
Design load assumptions:

Second-floor dead load is 10 psf.
Second-floor live load is 30 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

TABLE R603.3.2(7)
24-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILING^{a, b, c, d}
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)		MEMBER SIZE	STUD SPACING (inches)	MINIMUM STUD THICKNESS (mils)
				8-foot Studs				9-foot Studs				10-foot Studs
				Ground Snow Load (psf)
Exp.B	Exp.C			20	30	50	70	20	30	50	70	20	30	50	70
115	-	350S162	16	33	33	33	33	33	33	33	33	33	33	33	43
		350S162	24	33	33	43	43	33	43	43	43	43	43	43	54
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	33	33	33	43	33	33	33	43	33	33	33	43
126	110	350S162	16	33	33	33	33	33	33	33	33	33	33	33	43
		350S162	24	33	43	43	43	43	43	43	43	43	43	43	54
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	33	33	33	43	33	33	33	43	33	33	33	43
< 139	115	350S162	16	33	33	33	43	33	33	33	33	33	33	43	43
		350S162	24	43	43	43	43	43	43	43	43	54	54	54	54
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	33	33	33	43	33	33	33	43	43	43	43	43
-	126	350S162	16	33	33	33	43	33	33	33	43	43	43	43	43
		350S162	24	43	43	43	54	43	43	54	54	54	54	54	54
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	33	33	33	43	43	43	43	43	43	43	43	43
-	< 139	350S162	16	33	33	33	43	43	43	43	43	43	43	43	43
		350S162	24	43	43	43	54	54	54	54	54	54	54	54	54
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	43	43	43	43	43	43	43	43	43	43	43	43

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 k:Pa, 1 ksi = 1,000 psi = 6.895 MPa.

Deflection criterion: L/240.
Design load assumptions:

Second-floor dead load is 10 psf.
Second-floor live load is 30 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

TABLE R603.3.2(8)
28-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILING^{a, b, c, d}
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)		MEMBER SIZE	STUD SPACING (inches)	MINIMUM STUD THICKNESS (mils)
				8-foot Studs				9-foot Studs				10-foot Studs
				Ground Snow Load (psf)
Exp.B	Exp.C			20	30	50	70	20	30	50	70	20	30	50	70
115	-	350S162	16	33	33	33	43	33	33	33	43	33	33	33	43
		350S162	24	43	43	43	54	43	43	43	54	43	43	43	54
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	33	33	43	43	33	33	43	43	33	33	43	43
126	110	350S162	16	33	33	33	43	33	33	33	43	33	33	43	43
		350S162	24	43	43	43	54	43	43	43	54	43	43	54	54
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	33	33	43	43	33	33	43	43	33	33	43	43
< 139	115	350S162	16	33	33	33	43	33	33	33	43	43	43	43	43
		350S162	24	43	43	43	54	43	43	43	54	54	45	45	54
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	33	33	43	43	33	33	43	43	43	43	43	43
-	126	350S162	16	33	33	33	43	33	33	43	43	43	43	43	43
		350S162	24	43	43	43	54	54	54	54	54	54	54	54	54
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	33	33	43	43	43	43	43	43	43	43	43	43
-	< 139	350S162	16	33	33	43	43	43	43	43	43	43	43	43	54
		350S162	24	43	43	54	54	54	54	54	54	54	54	54	54
		550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
		550S162	24	43	43	43	43	43	43	43	43	43	43	43	43

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 k:Pa, 1 ksi = 1,000 psi = 6.895 MPa.

Deflection criterion: L/240.
Design load assumptions:

Second-floor dead load is 10 psf.
Second-floor live load is 30 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

TABLE R603.3.2(9)
32-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILING^{a, b, c, d}
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)		MEMBER SIZE	STUD SPACING (inches)	MINIMUM STUD THICKNESS (mils)
				8-foot Studs				9-foot Studs				10-foot Studs
				Ground Snow Load (psf)
Exp.B	Exp.C			20	30	50	70	20	30	50	70	20	30	50	70
115	-	350S162	16	33	33	33	43	33	33	33	43	33	33	43	43
		350S162	24	43	43	43	54	43	43	43	54	43	43	54	54
		550S162	16	33	33	33	43	33	33	33	33	33	33	33	43
		550S162	24	33	43	43	54	33	33	43	43	33	33	43	43
126	110	350S162	16	33	33	33	43	33	33	33	43	33	43	43	43
		350S162	24	43	43	43	54	43	43	43	54	54	54	54	54
		550S162	16	33	33	33	43	33	33	33	33	33	33	33	43
		550S162	24	33	43	43	54	33	33	43	43	33	33	43	43
< 139	115	350S162	16	33	33	43	43	33	33	33	43	43	43	43	43
		350S162	24	43	43	54	54	43	43	54	54	54	54	54	54
		550S162	16	33	33	33	43	33	33	33	33	33	33	33	43
		550S162	24	33	43	43	54	33	33	43	43	43	43	43	54
-	126	350S162	16	33	33	43	43	43	43	43	43	43	43	43	43
		350S162	24	43	43	54	54	54	54	54	54	54	54	54	54
		550S162	16	33	33	33	43	33	33	33	33	33	33	33	43
		550S162	24	33	43	43	54	43	43	43	43	43	43	43	54
-	< 139	350S162	16	43	43	43	43	43	43	43	43	43	43	54	54
		350S162	24	54	54	54	54	54	54	54	54	54	54	54	54
		550S162	16	33	33	33	43	33	33	33	43	33	33	33	43
		550S162	24	43	43	43	54	43	43	43	43	43	43	43	54

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 k:Pa, 1 ksi = 1,000 psi = 6.895 MPa.

Deflection criterion: L/240.
Design load assumptions:

Second-floor dead load is 10 psf.
Second-floor live load is 30 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

TABLE R603.3.2(10)
36-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILING^{a, b, c, d}
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)		MEMBER SIZE	STUD SPACING (inches)	MINIMUM STUD THICKNESS (mils)
				8-foot Studs				9-foot Studs				10-foot Studs
				Ground Snow Load (psf)
Exp.B	Exp.C			20	30	50	70	20	30	50	70	20	30	50	70
115	-	350S162	16	33	33	43	43	33	33	43	43	33	33	43	43
		350S162	24	43	43	54	54	43	43	54	54	54	54	54	54
		550S162	16	33	33	33	43	33	33	33	43	33	33	33	43
		550S162	24	43	43	43	54	43	43	43	54	43	43	43	54
126	110	350S162	16	33	33	43	43	33	33	43	43	43	43	43	43
		350S162	24	43	43	54	54	43	43	54	54	54	54	54	54
		550S162	16	33	33	33	43	33	33	33	43	33	33	33	43
		550S162	24	43	43	43	54	43	43	43	54	43	43	43	54
< 139	115	350S162	16	33	33	43	43	33	33	43	43	43	43	43	54
		350S162	24	43	43	54	54	54	54	54	54	54	54	54	54
		550S162	16	33	33	33	43	33	33	33	43	33	33	33	43
		550S162	24	43	43	43	54	43	43	43	54	43	43	43	54
-	126	350S162	16	33	33	43	43	43	43	43	43	43	43	43	54
		350S162	24	54	54	54	54	54	54	54	54	54	54	54	68
		550S162	16	33	33	33	43	33	33	33	43	33	33	33	43
		550S162	24	43	43	43	54	43	43	43	54	43	43	43	54
-	< 139	350S162	16	43	43	43	43	43	43	43	43	43	54	54	54
		350S162	24	54	54	54	54	54	54	54	54	54	54	54	68
		550S162	16	33	33	33	43	33	33	33	43	33	33	33	43
		550S162	24	43	43	43	54	43	43	43	54	43	43	43	54

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 k:Pa, 1 ksi = 1,000 psi = 6.895 MPa.

Deflection criterion: L/240.
Design load assumptions:

Second-floor dead load is 10 psf.
Second-floor live load is 30 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

TABLE R603.3.2(11)
40-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILING^{a, b, c, d}
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)		MEMBER SIZE	STUD SPACING (inches)	MINIMUM STUD THICKNESS (mils)
				8-foot Studs				9-foot Studs				10-foot Studs
				Ground Snow Load (psf)
Exp. B	Exp. C			20	30	50	70	20	30	50	70	20	30	50	70
115	-	350S162	16	33	33	43	43	33	33	43	43	43	43	43	54
		350S162	24	43	43	54	54	43	43	54	54	54	54	54	54
		550S162	16	33	33	33	43	33	33	33	43	33	33	33	43
		550S162	24	43	43	54	54	43	43	43	54	43	43	43	54
126	110	350S162	16	33	33	43	43	33	33	43	43	43	43	43	54
		350S162	24	43	43	54	54	43	43	54	54	54	54	54	54
		550S162	16	33	33	33	43	33	33	33	43	33	33	33	43
		550S162	24	43	43	54	54	43	43	43	54	43	43	43	54
< 139	115	350S162	16	33	33	43	43	43	43	43	43	43	43	43	54
		350S162	24	43	43	54	54	54	54	54	54	54	54	54	68
		550S162	16	33	33	43	43	33	33	33	43	33	33	33	43
		550S162	24	43	43	54	54	43	43	43	54	43	43	43	54
-	126	350S162	16	43	43	43	54	43	43	43	54	43	43	54	54
		350S162	24	54	54	54	54	54	54	54	54	54	54	54	68
		550S162	16	33	33	43	43	33	33	33	43	33	33	43	43
		550S162	24	43	43	54	54	43	43	43	54	43	43	54	54
-	< 139	350S162	16	43	43	43	54	43	43	43	54	54	54	54	54
		350S162	24	54	54	54	68	54	54	54	54	54	54	54	68
		550S162	16	33	33	43	43	33	33	33	43	33	33	43	43
		550S162	24	43	43	54	54	43	43	43	54	43	43	54	54

For SI: 1 inch= 25.4 mm, 1 foot= 304.8 mm, 1 mil= 0.0254 mm, 1 mile per hour= 0.447 m/s, 1 pound per square foot= 0.0479 k:Pa,

1 ksi = 1,000 psi = 6.895 MPa.

Deflection criterion: L/240.
Design load assumptions:
Second-floor dead load is 10 psf.
Second-floor live load is 30 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

TABLE R603.3.2(12)
24-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILING^{a, b, c, d}
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)		MEMBER SIZE	STUD SPACING (inches)	MINIMUM STUD THICKNESS (mils)
				8-foot Studs				9-foot Studs				10-foot Studs
				Ground Snow Load (psf)
Exp.B	Exp.C			20	30	50	70	20	30	50	70	20	30	50	70
115	-	350S162	16	43	43	43	43	33	33	33	43	43	43	43	43
		350S162	24	54	54	54	54	43	43	54	54	54	54	54	54
		550S162	16	33	33	43	43	33	33	33	33	33	33	33	43
		550S162	24	43	43	54	54	43	43	43	43	43	43	43	54
126	110	350S162	16	43	43	43	43	33	33	33	43	43	43	43	43
		350S162	24	54	54	54	54	54	54	54	54	54	54	54	54
		550S162	16	33	33	43	43	33	33	33	33	33	33	33	43
		550S162	24	43	43	54	54	43	43	43	43	43	43	43	54
< 139	115	350S162	16	43	43	43	43	43	43	43	43	43	43	43	43
		350S162	24	54	54	54	54	54	54	54	54	54	54	54	54
		550S162	16	33	33	43	43	33	33	33	33	33	33	33	43
		550S162	24	43	43	54	54	43	43	43	43	43	43	43	54
-	126	350S162	16	43	43	43	43	43	43	43	43	43	43	43	54
		350S162	24	54	54	54	54	54	54	54	54	54	54	54	54
		550S162	16	33	33	43	43	33	33	33	33	33	33	33	43
		550S162	24	43	43	54	54	43	43	43	43	43	43	43	54
-	< 139	350S162	16	43	43	43	43	43	43	43	43	54	54	54	54
		350S162	24	54	54	54	54	54	54	54	54	54	54	54	68
		550S162	16	33	33	43	43	33	33	33	33	33	33	33	43
		550S162	24	43	43	54	54	43	43	43	43	43	43	43	54

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa,

1 ksi = 1,000 psi = 6.895 MPa.

Deflection criterion: L/240.
Design load assumptions:

Top- and middle-floor dead load is 10 psf.
Top-floor live load is 30 psf.
Middle-floor live load is 40 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

TABLE R603.3.2(13)
28-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILING^{a, b, c, d}
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)		MEMBER SIZE	STUD SPACING (inches)	MINIMUM STUD THICKNESS (mils)
				8-foot Studs				9-foot Studs				10-foot Studs
				Ground Snow Load (psf)
Exp.B	Exp.C			20	30	50	70	20	30	50	70	20	30	50	70
115	-	350S162	16	43	43	43	43	43	43	43	43	43	43	43	43
		350S162	24	54	54	54	54	54	54	54	54	54	54	54	54
		550S162	16	43	43	43	43	43	43	43	43	43	43	43	43
		550S162	24	54	54	54	54	54	54	54	54	54	54	54	54
126	110	350S162	16	43	43	43	43	43	43	43	43	43	43	43	43
		350S162	24	54	54	54	54	54	54	54	54	54	54	54	54
		550S162	16	43	43	43	43	43	43	43	43	43	43	43	43
		550S162	24	54	54	54	54	54	54	54	54	54	54	54	54
< 139	115	350S162	16	43	43	43	43	43	43	43	43	43	43	43	43
		350S162	24	54	54	54	54	54	54	54	54	54	54	54	54
		550S162	16	43	43	43	43	43	43	43	43	43	43	43	43
		550S162	24	54	54	54	54	54	54	54	54	54	54	54	54
-	126	350S162	16	43	43	43	43	43	43	43	43	43	43	54	54
		350S162	24	54	54	54	54	54	54	54	54	54	54	54	68
		550S162	16	43	43	43	43	43	43	43	43	43	43	43	43
		550S162	24	54	54	54	54	54	54	54	54	54	54	54	54
-	< 139	350S162	16	43	43	43	43	43	43	43	43	54	54	54	54
		350S162	24	54	54	54	54	54	54	54	54	68	68	68	68
		550S162	16	43	43	43	43	43	43	43	43	43	43	43	43
		550S162	24	54	54	54	54	54	54	54	54	54	54	54	54

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1,000 psi = 6.895 MPa.

Deflection criterion: L/240.
Design load assumptions:
Top- and middle-floor dead load is 10 psf.
Top-floor live load is 30 psf.
Middle-floor live load is 40 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

TABLE R603.3.2(14)
32-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILING^{a, b, c, d}
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)		MEMBER SIZE	STUD SPACING (inches)	MINIMUM STUD THICKNESS (mils)
				8-foot Studs				9-foot Studs				10-foot Studs
				Ground Snow Load (psf)
Exp.B	Exp.C			20	30	50	70	20	30	50	70	20	30	50	70
115	-	350S162	16	43	43	43	54	43	43	43	43	43	43	43	54
		350S162	24	54	54	54	68	54	54	54	54	54	54	54	68
		550S162	16	43	43	43	43	43	43	43	43	43	43	43	43
		550S162	24	54	54	54	54	54	54	54	54	54	54	54	54
126	110	350S162	16	43	43	43	54	43	43	43	43	43	43	43	54
		350S162	24	54	54	54	68	54	54	54	54	54	54	54	68
		550S162	16	43	43	43	43	43	43	43	43	43	43	43	43
		550S162	24	54	54	54	54	54	54	54	54	54	54	54	54
< 139	115	350S162	16	43	43	43	54	43	43	43	43	43	43	54	54
		350S162	24	54	54	54	68	54	54	54	54	54	54	54	68
		550S162	16	43	43	43	43	43	43	43	43	43	43	43	43
		550S162	24	54	54	54	54	54	54	54	54	54	54	54	54
-	126	350S162	16	43	43	43	54	43	43	43	43	54	54	54	54
		350S162	24	54	54	54	68	54	54	54	54	68	68	68	68
		550S162	16	43	43	43	43	43	43	43	43	43	43	43	43
		550S162	24	54	54	54	54	54	54	54	54	54	54	54	54
-	< 139	350S162	16	43	43	43	43	43	43	54	54	54	54	54	54
		350S162	24	54	54	54	68	54	54	54	54	68	68	68	68
		550S162	16	43	43	43	43	43	43	43	43	43	43	43	43
		550S162	24	54	54	54	54	54	54	54	54	54	54	54	54

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1,000 psi = 6.895 MPa.

Deflection criterion: L/240.
Design load assumptions:
Top- and middle-floor dead load is 10 psf.
Top-floor live load is 30 psf.
Middle-floor live load is 40 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

TABLE R603.3.2(15)
36-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILING^{a, b, c, d}
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)		MEMBER SIZE	STUD SPACING (inches)	MINIMUM STUD THICKNESS (mils)
				8-foot Studs				9-foot Studs				10-foot Studs
				Ground Snow Load (psf)
Exp.B	Exp.C			20	30	50	70	20	30	50	70	20	30	50	70
115	-	350S162	16	54	54	54	54	43	43	43	54	54	54	54	54
		350S162	24	68	68	68	68	54	54	54	68	68	68	68	68
		550S162	16	43	43	43	54	43	43	43	43	43	43	43	43
		550S162	24	54	54	54	54	54	54	54	54	54	54	54	54
126	110	350S162	16	54	54	54	54	43	43	43	54	54	54	54	54
		350S162	24	68	68	68	68	54	54	54	68	68	68	68	68
		550S162	16	43	43	43	54	43	43	43	43	43	43	43	43
		550S162	24	54	54	54	54	54	54	54	54	54	54	54	54
< 139	115	350S162	16	54	54	54	54	43	43	43	54	54	54	54	54
		350S162	24	68	68	68	68	54	54	54	68	68	68	68	68
		550S162	16	43	43	43	54	43	43	43	43	43	43	43	43
		550S162	24	54	54	54	54	54	54	54	54	54	54	54	54
-	126	350S162	16	54	54	54	54	43	43	54	54	54	54	54	54
		350S162	24	68	68	68	68	54	54	54	68	68	68	68	68
		550S162	16	43	43	43	54	43	43	43	43	43	43	43	43
		550S162	24	54	54	54	54	54	54	54	54	54	54	54	54
-	< 139	350S162	16	54	54	54	54	54	54	54	54	54	54	54	68
		350S162	24	68	68	68	68	54	54	68	68	68	68	68	68
		550S162	16	43	43	43	54	43	43	43	43	43	43	43	43
		550S162	24	54	54	54	54	54	54	54	54	54	54	54	54

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1,000 psi = 6.895 MPa.

Deflection criterion: L/240.
Design load assumptions:
Top- and middle-floor dead load is 10 psf.
Top-floor live load is 30 psf.
Middle-floor live load is 40 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

TABLE R603.3.2(16)
40-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILING^{a, b, c, d}
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)		MEMBER SIZE	STUD SPACING (inches)	MINIMUM STUD THICKNESS (mils)
				8-foot Studs				9-foot Studs				10-foot Studs
				Ground Snow Load (psf)
Exp.B	Exp.C			20	30	50	70	20	30	50	70	20	30	50	70
115	-	350S162	16	54	54	54	54	54	54	54	54	54	54	54	54
		350S162	24	68	68	68	68	68	68	68	68	68	68	68	68
		550S162	16	54	54	54	54	43	43	54	54	43	43	54	54
		550S162	24	54	54	54	68	54	54	54	54	54	54	54	54
126	110	350S162	16	54	54	54	54	54	54	54	54	54	54	54	54
		350S162	24	68	68	68	68	68	68	68	68	68	68	68	68
		550S162	16	54	54	54	54	43	43	54	54	43	43	54	54
		550S162	24	54	54	54	68	54	54	54	54	54	54	54	54
< 139	115	350S162	16	54	54	54	54	54	54	54	54	54	54	54	54
		350S162	24	68	68	68	68	68	68	68	68	68	68	68	68
		550S162	16	54	54	54	54	43	43	54	54	43	43	54	54
		550S162	24	54	54	54	68	54	54	54	54	54	54	54	54
-	126	350S162	16	54	54	54	54	54	54	54	54	54	54	54	54
		350S162	24	68	68	68	68	68	68	68	68	68	68	68	68
		550S162	16	54	54	54	54	43	43	54	54	43	43	54	54
		550S162	24	54	54	54	68	54	54	54	54	54	54	54	54
-	< 139	350S162	16	54	54	54	54	54	54	54	54	54	54	54	54
		350S162	24	68	68	68	68	68	68	68	68	68	68	68	-
		550S162	16	54	54	54	54	43	43	54	54	43	43	54	54
		550S162	24	54	54	54	68	54	54	54	54	54	54	54	54

For SI: 1 inch= 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot= 0.0479 kPa,

1 ksi = 1,000 psi = 6.895 MPa.

Deflection criterion: L/240.
Design load assumptions:

Top- and middle-floor dead load is 10 psf.
Top-floor live load is 30 psf.
Middle-floor live load is 40 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

R603.3.2.1 Gable Endwalls

The size and thickness of gable endwall studs with heights less than or equal to 10 feet (3048 mm) shall be permitted in accordance with the limits set forth in Table R603.3.2.1(1). The size and thickness of gable endwall studs with heights greater than 10 feet (3048 mm) shall be determined in accordance with the limits set forth in Table R603.3.2.1(2).

TABLE R603.3.2.1(1)
ALL BUILDING WIDTHS GABLE ENDWALLS 8, 9 OR 10 FEET IN HEIGHT^a,b,c,d
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)		MEMBER SIZE	STUD SPACING (inches)	MINIMUM STUD THICKNESS (mils)
Exp.B	Exp.C	MEMBER SIZE	STUD SPACING (inches)	8-foot Studs	9-foot Studs	10-foot Studs
115	-	350S162	16	33	33	33
		350S162	24	33	33	33
		550S162	16	33	33	33
		550S162	24	33	33	33
126	110	350S162	16	33	33	33
		350S162	24	33	33	43
		550S162	16	33	33	33
		550S162	24	33	33	33
< 139	115	350S162	16	33	33	33
		350S162	24	33	33	43
		550S162	16	33	33	33
		550S162	24	33	33	33
-	126	350S162	16	33	33	43
		350S162	24	43	43	54
		550S162	16	33	33	33
		550S162	24	33	33	33
-	< 139	350S162	16	33	43	43
		350S162	24	43	54	54
		550S162	16	33	33	33
		550S162	24	33	33	43

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1,000 psi = 6.895 MPa.

Deflection criterion L/240.
Design load assumptions:
Ground snow load is 70 psf.
Roof/ceiling dead load is 12 psf.
Floor dead load is 10 psf.
Floor live load is 40 psf.
Attic dead load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

TABLE R603.3.2.1(2)
ALL BUILDING WIDTHS GABLE ENDWALLS OVER 10 FEET IN HEIGHT^a,b,c,d
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)		MEMBER SIZE	STUD SPACING (inches)	MINIMUM STUD THICKNESS (mils)
				Stud Height, h (feet)
Exp.B	Exp.C			10 < h ≤ 12	12 < h ≤ 14	14 < h ≤ 16	16 < h ≤ 18	18 < h ≤ 20	20 < h ≤ 22
115	-	350S162	16	33	43	68	-	-	-
		350S162	24	43	68	-	-	-	-
		550S162	16	33	33	33	43	54	54
		550S162	24	33	33	43	54	68	-
126	110	350S162	16	43	54	-	-	-	-
		350S162	24	54	-	-	-	-	-
		550S162	16	33	33	43	54	54	68
		550S162	24	33	43	54	54	-	-
< 139	115	350S162	16	43	68	-	-	-	-
		350S162	24	68	-	-	-	-	-
		550S162	16	33	43	43	54	68	-
		550S162	24	43	54	54	68	-	-
-	126	350S162	16	54	-	-	-	-	-
		350S162	24	-	-	-	-	-	-
		550S162	16	33	43	54	54	-	-
		550S162	24	43	54	54	-	-	-
-	< 139	350S162	16	54	-	-	-	-	-
		350S162	24	-	-	-	-	-	-
		550S162	16	43	54	54	68	-	-
		550S162	24	54	54	68	-	-	-

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1,000 psi = 6.895 MPa.

Deflection criterion: L/240.
Design load assumptions:
Ground snow load is 70 psf.
Roof/ceiling dead load is 12 psf.
Floor dead load is 10 psf.
Floor live load is 40 psf.
Attic dead load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

R603.3.3 Stud Bracing

The flanges of cold-formed steel studs shall be laterally braced in accordance with one of the following:

Gypsum board on both sides, structural sheathing on both sides, or gypsum board on one side and structural sheathing on the other side of load-bearing walls with gypsum board installed with minimum No. 6 screws in accordance with Section R702 and structural sheathing installed in accordance with Section R603.9 and Table R603.3.2(1).
Horizontal steel straps fastened in accordance with Figure R603.3.3(1) on both sides at mid-height for 8-foot (2438 mm) walls, and at one-third points for 9-foot and 10-foot (2743 mm and 3048 mm) walls. Horizontal steel straps shall be not less than 1¹/₂ inches in width and 33 mils in thickness (38 mm by 0.84 mm). Straps shall be attached to the flanges of studs with one No. 8 screw. In-line blocking shall be installed between studs at the termination of straps and at 12-foot (3658 mm) intervals along the strap. Straps shall be fastened to the blocking with two No. 8 screws.
Sheathing on one side and strapping on the other side fastened in accordance with Figure R603.3.3(2). Sheathing shall be installed in accordance with Item 1. Steel straps shall be installed in accordance with Item 2.

FIGURE R603.3.3(1)
STUD BRACING WITH STRAPPING ONLY

FIGURE R603.3.3(2)
STUD BRACING WITH STRAPPING AND SHEATHING MATERIAL

R603.3.4 Cutting and Notching

Flanges and lips of cold-formed steel studs and headers shall not be cut or notched.

R603.3.5 Splicing

Steel studs and other structural members shall not be spliced. Tracks shall be spliced in accordance with Figure R603.3.5.

R603.4 Corner Framing

In exterior walls, corner studs and the top tracks shall be installed in accordance with Figure R603.4.

R603.5 Exterior Wall Covering

The method of attachment of exterior wall covering materials to cold-formed steel stud wall framing shall conform to the manufacturer's installation instructions.

R603.6 Headers

Headers shall be installed above all wall openings in exterior walls and interior load-bearing walls. Box beam headers and back-to-back headers each shall be formed from two equal sized C-shaped members in accordance with Figures R603.6(1) and R603.6(2), respectively, and Tables R603.6(1) through R603.6(6). L-shaped headers shall be permitted to be constructed in accordance with AISI S230. Alternately, headers shall be permitted to be designed and constructed in accordance with AISI S100, Section D4.

TABLE R603.6(1)
BOX-BEAM AND BACK-TO-BACK HEADER SPANS Headers Supporting Roof and Ceiling Only^{a, b, d}
MEMBER DESIGNATION	GROUND SNOW LOAD (20 psf)					GROUND SNOW LOAD (30 psf)
	Building width^c (feet)					Building width^c (feet)
	24	28	32	36	40	24	28	32	36	40
2-350S162-33	3'-3"	2'-8"	2'-2"	-	-	2'-8"	2'-2"	-	-	-
2-350S162-43	4'-2"	3'-9"	3'-4"	2'-11"	2'-7"	3'-9"	3'-4"	2'-11"	2'-7"	2'-2"
2-350S162-54	6'-2"	5'-10"	5'-8"	5'-3"	4'-10"	5'-11"	5'-8"	5'-2"	4'-10"	4'-6"
2-350S162-68	6'-7"	6'-3"	6'-0"	5'-10"	5'-8"	6'-4"	6'-1"	5'-10"	5'-8"	5'-6"
2-550S162-33	4'-8"	4'-0"	3'-6"	3'-0"	2'-6"	4'-1"	3'-6"	3'-0"	2'-6"	-
2-550S162-43	6'-0"	5'-4"	4'-10"	4'-4"	3'-11"	5'-5"	4'-10"	4'-4"	3'-10"	3'-5"
2-550S162-54	8'-9"	8'-5"	8'-1"	7'-9"	7'-3"	8'-6"	8'-1"	7'-8"	7'-2"	6'-8"
2-550S162-68	9'-5"	9'-0"	8'-8"	8'-4"	8'-1"	9'-1"	8'-8"	8'-4"	8'-1"	7'-10"
2-800S162-33	4'-5"	3'-11"	3'-5"	3'-1"	2'-10"	3'-11"	3'-6"	3'-1"	2'-9"	2'-3"
2-800S162-43	7'-3"	6'-7"	5'-11"	5'-4"	4'-10"	6'-7"	5'-11"	5'-4"	4'-9"	4'-3"
2-800S162-54	10'-10"	10'-2"	9'-7"	9'-0"	8'-5"	10'-2"	9'-7"	8'-11"	8'-4"	7'-9"
2-800S162-68	12'-8"	11'-10"	11'-2"	10'-7"	10'-1"	11'-11"	11'-2"	10'-7"	10'-0"	9'-6"
2-1000S162-43	7'-10"	6'-10"	6'-1"	5'-6"	5'-0"	6'-11"	6'-1"	5'-5"	4'-11"	4'-6"
2-1000S162-54	12'-3"	11'-5"	10'-9"	10'-2"	9'-6"	11'-6"	10'-9"	10'-1"	9'-5"	8'-9"
2-1000S162-68	14'-5"	13'-5"	12'-8"	12'-0"	11'-6"	13'-6"	12'-8"	12'-0"	11'-5"	10'-10"
2-1200S162-54	12'-11"	11'-3"	10'-0"	9'-0"	8'-2"	11'-5"	10'-0"	9'-0"	8'-1"	7'-4"
2-1200S162-68	15'-11"	14'-10"	14'-0"	13'-4"	12'-8"	15'-0"	14'-0"	13'-3"	12'-7"	11'-11"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 k:Pa, 1 pound per square inch = 6.895 k:Pa.

Deflection criteria: L/360 for live loads, L/240 for total loads.
Design load assumptions:
Roof/ceiling dead load is 12 psf.
Attic dead load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

TABLE R603.6(2)
BOX-BEAM AND BACK-TO-BACK HEADER SPANS
Headers Supporting Roof and Ceiling Only^{a, b, d}
MEMBER DESIGNATION	GROUND SNOW LOAD (50 psf)					GROUND SNOW LOAD (70 psf)
	Building width^c (feet)					Building width^c (feet)
	24	28	32	36	40	24	28	32	36	40
2-350S162-33	-	-	-	-	-	-	-	-	-	-
2-350S162-43	2'-4"	-	-	-	-	-	-	-	-	-
2-350S162-54	4'-8"	4'-2"	3'-9"	3'-5"	3'-1"	3'-7"	3'-2"	2'-9"	2'-5"	2'-0"
2-350S162-68	5'-7"	5'-2"	4'-9"	4'-4"	3' -11"	4'-7"	4'-1"	3'-7"	3'-2"	2'-10"
2-550S162-33	2'-2"	-	-	-	-	-	-	-	-	-
2-550S162-43	3'-8"	3'-1"	2'-6"	-	-	2'-3"	-	-	-	-
2-550S162-54	6'-11"	6'-3"	5'-9"	5'-3"	4'-9"	5'-6"	4'-11"	4'-5"	3'-11"	3'-5"
2-550S162-68	8'-0"	7'-6"	6'-11"	6'-5"	5'-11"	6'-9"	6'-1"	5'-6"	5'-0"	4'-7"
2-800S162-33	2'-7"	-	-	-	-	-	-	-	-	-
2-800S162-43	4'-6"	3'-9"	3'-1"	2'-5"	-	2'-10"	-	-	-	-
2-800S162-54	8'-0"	7'-3"	6'-8"	6'-1"	5'-7"	6'-5"	5'-9"	5'-1"	4'-7"	4'-0"
2-800S162-68	9'-9"	9'-0"	8'-3"	7'-8"	7'-1"	8'-0"	7'-3"	6'-7"	6'-0"	5'-6"
2-1000S162-43	4'-8"	4'-1"	3'-6"	2'-9"	-	3'-3"	2'-2"	-	-	-
2-1000S162-54	9'-1"	8'-2"	7'-3"	6'-7"	6'-0"	7'-0"	6'-2"	5'-6"	5'-0"	4'-6"
2-1000S162-68	11 '-1"	10'-2"	9'-5"	8'-8"	8'-1"	9'-1"	8'-3"	7'-6"	6'-10"	6'-3"
2-1200S162-54	7'-8"	6'-9"	6'-1"	5'-6"	5'-0"	5'-10"	5'-1"	4'-7"	4'-1"	3'-9"
2-1200S162-68	12'-3"	11'-3"	10'-4"	9'-7"	8'-10"	10'-1"	9'-1"	8'-3"	7'-6"	6'-10"

For SI: 1 inch= 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.

Deflection criteria: L/360 for live loads, L/240 for total loads.
Design load assumptions:
Roof/ceiling dead load is 12 psf.
Attic dead load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

TABLE R603.6(3)
BOX-BEAM AND BACK-TO-BACK HEADER SPANS
Headers Supporting One Floor, Roof and Ceiling^{a, b, d}
MEMBER DESIGNATION	GROUND SNOW LOAD (20 psf)					GROUND SNOW LOAD (30 psf)
	Building width^c (feet)					Building width^c (feet)
	24	28	32	36	40	24	28	32	36	40
2-350S162-33	-	-	-	-	-	-	-	-	-	-
2-350S162-43	2'-2"	-	-	-	-	2'-1"	-	-	-	-
2-350S162-54	4'-4"	3'-10"	3'-5"	3'-1"	2'-9"	4'-3"	2'-9"	3'-4"	3'-0"	2'-8"
2-350S162-68	5'-0"	4'-9"	4'-7"	4'-2"	3'-9"	4'-11"	4'-8"	4'-6"	4'-1"	3'-9"
2-550S162-33	-	-	-	-	-	-	-	-	-	-
2-550S162-43	3'-5"	2'-9"	2'-1"	-	-	3'-3"	2'-7"	-	-	-
2-550S162-54	6'-6"	5'-10"	5'-3"	4'-9"	4'-4"	6'-4"	5'-9"	5'-2"	4'-8"	4'-3"
2-550S162-68	7'-2"	6'-10"	6'-5"	5'-11"	5'-6"	7'-0"	6'-9"	6'-4"	5'-10"	5'-4"
2-800S162-33	2'-1"	-	-	-	-	-	-	-	-	-
2-800S162-43	4'-2"	3'-4"	2'-7"	-	-	4'-0"	3'-3"	2'-5"	-	-
2-800S162-54	7'-6"	6'-9"	6'-2"	5'-7"	5'-0"	7'-5"	6'-8"	6'-0"	5'-5"	4'-11"
2-800S162-68	9'-3"	8'-5"	7'-8"	7'-1"	6'-6"	9'-1"	8'-3"	7'-7"	7'-0"	6'-5"
2-1000S162-43	4'-4"	3'-9"	2'-11"	-	-	4'-3"	3'-8"	2'-9"	-	-
2-1000S162-54	8'-6"	7'-6"	6'-8"	6'-0"	5'-5"	8'-4"	7'-4"	6'-6"	5'-10"	5'-4"
2-1000S162-68	10'-6"	9'-7"	8'-9"	8'-0"	7'-5"	10'-4"	9'-5"	8'-7"	7'-11"	7'-3"
2-1200S162-54	7'-1"	6'-2"	5'-6"	5'-0"	4'-6"	6'-11"	6'-1"	5'-5"	4'-10"	4'-5"
2-1200S162-68	11'-7"	10'-7"	9'-8"	8'-11"	8'-2"	11'-5"	10'-5"	9'-6"	8'-9"	8'-0"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.

Deflection criteria: L/360 for live loads, L/240 for total loads.
Design load assumptions:
Second-floor dead load is 10 psf.
Roof/ceiling dead load is 12 psf.
Second-floor live load is 30 psf.
Attic dead load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

TABLE R603.6(4)
BOX-BEAM AND BACK-TO-BACK HEADER SPANS
Headers Supporting One Floor, Roof and Ceiling^{a, b, d}
MEMBER DESIGNATION	GROUND SNOW LOAD (50 psf)					GROUND SNOW LOAD (70 psf)
	Building width^c (feet)					Building width^c (feet)
	24	28	32	36	40	24	28	32	36	40
2-350S162-33	-	-	-	-	-	-	-	-	-	-
2-350S162-43	-	-	-	-	-	-	-	-	-	-
2-350S162-54	3'-5"	3'-0"	2'-7"	2'-2"	-	2'-8"	2'-2"	-	-	-
2-350S162-68	4'-6"	4'-1"	3'-8"	3'-3"	2'-11"	3'-9"	3'-3"	2'-10"	2'-5"	2'-1"
2-550S162-33	-	-	-	-	-	-	-	-	-	-
2-550S162-43	2'-0"	-	-	-	-	-	-	-	-	-
2-550S162-54	5'-3"	3'-8"	4'-1"	3'-8"	3'-2"	4'-3"	3'-8"	3'-1"	2'-7"	2'-0"
2-550S162-68	6'-5"	5'-10"	5'-3"	4'-9"	4'-4"	5'-5"	4'-9"	4'-3"	3'-9"	3'-4"
2-800S162-33	-	-	-	-	-	-	-	-	-	-
2-800S162-43	2'-6"	-	-	-	-	-	-	-	-	-
2-800S162-54	6'-1"	5'-5"	4'-10"	4'-3"	3'-9"	4'-11"	4'-3"	3'-8"	3'-0"	2'-5"
2-800S162-68	7'-8"	6'-11"	6'-3"	5'-9"	5'-2"	6'-5"	5'-9"	5'-1"	4'-6"	4'-0"
2-1000S162-43	2'-10"	-	-	-	-	-	-	-	-	-
2-1000S162-54	6'-7"	5'-10"	5'-3"	4'-9"	4'-3"	5'-4"	4'-9"	4'-1"	3'-5"	2'-9"'
2-1000S162-68	8'-8"	7'-10"	7'-2"	6'-6"	5'-11"	7'-4"	6'-6"	5'-9"	5'-1"	4'-6"
2-1200S162-54	5'-6"	4'-10"	4'-4"	3'-11"	3'-7"	4'-5"	3'-11"	3'-6"	3'-2"	2'-11"
2-1200S162-68	9'-7"	8'-8"	7'-11"	7'-2"	6'-6"	8'-1"	7'-2"	6'-4"	5'-8"	5'-0"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.

Deflection criteria: L/360 for live loads, L/240 for total loads.
Design load assumptions:
Second-floor dead load is 10 psf.
Roof/ceiling dead load is 12 psf.
Second-floor live load is 30 psf.
Attic dead load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

TABLE R603.6(5)
BOX-BEAM AND BACK-TO-BACK HEADER SPANS
Headers Supporting Two Floors, Roof and Ceiling^{a, b, d}
MEMBER DESIGNATION	GROUND SNOW LOAD (20 psf)					GROUND SNOW LOAD (30 psf)
	Building width^c (feet)					Building width^c (feet)
	24	28	32	36	40	24	28	32	36	40
2-350S162-33	-	-	-	-	-	-	-	-	-	-
2-350S162-43	-	-	-	-	-	-	-	-	-	-
2-350S162-54	2'-5"	-	-	-	-		-	-	-	-
2-350S162-68	3'-6"	3'-0"	2'-6"	2'-1"	-	3'-5"	2'-11"	2'-6"	2'-0"	-
2-550S162-33	-	-	-	-	-	-	-	-	-	'-
2-550S162-43	-	-	-	-	-	-	-	-	-	-
2-550S162-54	3'-11"	3'-3"	2'-8"	2'-0"	-	3'-10"	3'-3"	2'-7"	-	-
2-550S162-68	5'-1"	4'-5"	3'-10"	3'-3"	2'-9"	5'-0"	4'-4"	3'-9"	3'-3"	2'-9"
2-800S162-33	-	-	-	-	-	-	-	-	-	-
2-800S162-43	-	-	-	-	-	-	-	-	-	-
2-800S162-54	4'-7"	3'-10"	3'-1"	2'-5"	-	4'-6"	3'-9"	3'-9"	2'-4"	-
2-800S162-68	6'-0"	5'-3"	4'-7"	3'-11"	3'-4"	6'-0"	5'-2"	4'-6"	3'-11"	3'-3"
2-1000S162-43	-	-	-	-	-	-	-	-	-	-
2-1000S162-54	5'-0"	4'-4"	3'-6"	2'-9"	-	4'-11"	4'-3"	3'-5"	2'-7"	-
2-1000S162-68	6'-10"	6'-0"	5'-3"	4'-6"	3'-10"	6'-9"	5' -11"	5'-2"	4'-5"	3'-9"
2-1200S162-54	4'-2"	3'-7"	3'-3"	2'-11"	-	4'-1"	3'-7"	3'-2"	2'-10"	-
2-1200S162-68	7'-7"	6'-7"	5'-9"	5'-0"	4'-2"	7'-6"	6'-6"	5'-8"	4'-10"	4'-1"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.

Deflection criteria: L/360 for live loads, L/240 for total loads.
Design load assumptions:
Second-floor dead load is 10 psf.
Roof/ceiling dead load is 12 psf.
Second-floor live load is 40 psf.
Third-floor live load is 30 psf.
Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

TABLE R603.6(6)
BOX-BEAM AND BACK-TO-BACK HEADER SPANS Headers Supporting Two Floors, Roof and Ceiling^{a, b, d}
MEMBER DESIGNATION	GROUND SNOW LOAD (50 psf)					GROUND SNOW LOAD (70 psf)
	Building width^c (feet)					Building width^c (feet)
	24	28	32	36	40	24	28	32	36	40
2-350S162-33	-	-	-	-	-	-	-	-	-	-
2-350S162-43	-	-	-	-	-	-	-	-	-	-
2-350S162-54	2'-2"	-	-	-	-	-	-	-	-	-
2-350S162-68	3'-3"	2'-9"	2'-3"	-	-	2'-11"	2'-5"	-	-	-
2-550S162-33	-	-	-	-	-	-	-	-	-	-
2-550S162-43	-	-	-	-	-	-	-	-	-	-
2-550S162-54	3'-7"	2'-11"	2'-3"	-	-	3'-3"	2'-7"	-	-	-
2-550S162-68	4'-9"	2'-1"	3'-6"	3'-0"	2'-5"	4'-4"	3'-9"	3'-2"	2'-8"	2'-1"
2-800S162-33		-	-	-	-	-	-	-	-	-
2-800S162-43	-	-	-	-	-	-	-	-	-	-
2-800S162-54	4'-3"	3'-5"	2'-8"	-	-	3'-9"	3'-0"	2'-3"	-	-
2-800S162-68	5'-8"	4'-11"	4'-2"	3'-7"	2'-11"	5'-3"	4'-6"	3'-10"	3'-3"	2'-7"
2-1000S162-43	-	-	-	-	-	-	-	-	-	-
2-1000S162-54	4'-8"	3'-11"	3'-1"	2'-2"	-	4'-3"	3'-5"	2'-7"	-	-
2-1000S162-68	6'-5"	5'-7"	4'-9"	4'-1"	3'-4"	5'-11"	5'-1"	4'-5"	3'-8"	2'-11"
2-1200S162-54	3'-11"	3'-5"	3'-0"	2'-4"	-	3'-7"	3'-2"	2'-10"	-	-
2-1200S162-68	7'-1"	6'-2"	5'-3"	4'-6"	3'-8"	6'-6"	5'-8"	4'-10"	4'-0"	3'-3"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 k:Pa, 1 pound per square inch = 6.895 k:Pa.

Deflection criteria: L/360 for live loads, L/240 for total loads.
Design load assumptions:
Second-floor dead load is 10 psf.
Roof/ceiling dead load is 12 psf.
Second-floor live load is 40 psf.
Third-floor live load is 30 psf.
Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

R603.6.1 Headers in Gable Endwalls

Box beam and back-to-back headers in gable endwalls shall be permitted to be constructed in accordance with Section R603.6 or with the header directly above the opening in accordance with Figures R603.6.1(1) and R603.6.1(2) and the following provisions:

Two 362S162-33 for openings less than or equal to 4 feet (1219 mm).
Two 600S162-43 for openings greater than 4 feet (1219 mm) but less than or equal to 6 feet (1830 mm).
Two 800S162-54 for openings greater than 6 feet (1829 mm) but less than or equal to 9 feet (2743 mm).

FIGURE R603.6.1(1)
BOX BEAM HEADER IN GABLE ENDWALL

FIGURE R603.6.1(2)
BACK-TO-BACK HEADER IN GABLE ENDWALL

R603.7 Jack and King Studs

The number of jack and king studs installed on each side of a header shall comply with Table R603.7(1). King, jack and cripple studs shall be of the same dimension and thickness as the adjacent wall studs. Headers shall be connected to king studs in accordance with Table R603.7(2) and the following provisions:

For box beam headers, one-half of the total number of required screws shall be applied to the header and onehalf to the king stud by use of C-shaped or track member in accordance with Figure R603.6(1). The track or C-shaped sections shall extend the depth of the header minus ¹/₂ inch (12.7 mm) and shall have a minimum thickness not less than that of the wall studs.
For back-to-back headers, one-half the total number of screws shall be applied to the header and one-half to the king stud by use of a minimum 2-inch by 2-inch (51 mm by 51 mm) clip angle in accordance with Figure R603.6(2). The clip angle shall extend the depth of the header minus¹/₂ inch (12.7 mm) and shall have a minimum thickness not less than that of the wall studs. Jack and king studs shall be interconnected with structural sheathing in accordance with Figures R603.6(1) and R603.6(2).

TABLE R603.7(1)
TOTAL NUMBER OF JACK AND KING STUDS REQUIRED AT EACH END OF AN OPENING
SIZE OF OPENING (feet-inches)	24-INCH O.C. STUD SPACING		16-INCH O.C. STUD SPACING
SIZE OF OPENING (feet-inches)	No. of jack studs	No. of king studs	No. of jack studs	No. of king studs
Up to 3'-6"	1	1	1	1
> 3'-6" to 5'-0"	1	2	1	2
> 5'-0" to 5'-6"	1	2	2	2
> 5'-6" to 8'-0"	1	2	2	2
> 8'-0" to 10'-6"	2	2	2	3
> 10'-6" to 12'-0"	2	2	3	3
> 12'-0" to 13'-0"	2	3	3	3
> 13'-0" to 14'-0"	2	3	3	4
> 14'-0" to 16'-0"	2	3	3	4
> 16'-0" to 18'-0"	3	3	4	4

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

TABLE R603.7(2)
HEADER TO KING STUD CONNECTION REQUIREMENTS^a,b,c,d
HEADER SPAN (feet)	ULTIMATE WIND SPEED (mph), EXPOSURE CATEGORY
HEADER SPAN (feet)	110, Exposure Category C or less than 139, Exposure Category B	Less than 139, Exposure Category C
≤ 4'	4-No. 8 screws	6-No. 8 screws
>4' to 8'	4-No. 8 screws	8-No. 8 screws
> 8' to 12'	6-No. 8 screws	10-No. 8 screws
> 12' to 16'	8-No. 8 screws	12-No. 8 screws

For SI: 1 inch= 25.4 mm, 1 foot= 304.8 mm, 1 mile per hour= 0.447 m/s, 1 pound= 4.448 N.

All screw sizes shown are minimum.
For headers located on the first floor of a two-story building or the first or second floor of a three-story building, the total number of screws is permitted to be reduced by 2 screws, but the total number of screws shall not be less than four.
For roof slopes of 6:12 or greater, the required number of screws shall be permitted to be reduced by half, but the total number of screws shall not be less than four.
Screws can be replaced by an uplift connector that has a capacity of the number of screws multiplied by 164 pounds.

R603.8 Head and Sill Track

Head track spans above door and window openings and sill track spans beneath window openings shall comply with Table R603.8. For openings less than 4 feet (1219 mm) in height that have both a head track and a sill track, multiplying the spans by 1.75 shall be permitted in Table R603.8. For openings less than or equal to 6 feet (1829 mm) in height that have both a head track and a sill track, multiplying the spans in Table R603.8 by 1.50 shall be permitted.

TABLE R603.8
HEAD AND SILL TRACK SPAN
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)		ALLOWABLE HEAD AND SILL TRACK SPAN^a,b,c (feet-inches)
		TRACK DESIGNATION^d
B	C	350T125-33	350T125-43	350T125-54	550T125-33	550T125-43	550T125-54
115	-	4'-10"	5'-5"	6'-0"	5'-8"	6'-3"	6'-10"
126	110	4'-6"	5'-1"	5'-8"	5'-4"	5'-11"	6'-5"
<139	115	4'-2"	4'-9"	5'-4"	5'-1"	5'-7"	6'-1"
-	126	3'-11"	4'-6"	5'-0"	4'-10"	5'-4"	5'-10"
-	<139	3'-8"	4'-2"	4'-9"	4'-1"	5'-1"	5'-7"

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

Deflection limit: L/240.
Head and sill track spans are based on components and cladding wind pressures and 48-inch tributary span.
For openings less than 4 feet in height that have both a head track and sill track, the spans are permitted to be multiplied by 1.75. For openings less than or equal to 6 feet in height that have both a head track and a sill track, the spans are permitted to be multiplied by a factor of 1.5.
Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

R603.9 Structural Sheathing

Structural sheathing shall be installed in accordance with Figure R603.9 and this section on all sheathable exterior wall surfaces, including areas above and below openings.

R603.9.1 Sheathing Materials

Structural sheathing panels shall consist of minimum ⁷/₁₆-inch-thick (11 mm) oriented strand board or ¹⁵/₃₂-inch-thick (12 mm) plywood.

R603.9.2 Determination of Minimum Length of Full-Height Sheathing

The minimum length of full-height sheathing on each braced wall line shall be determined by multiplying the length of the braced wall line by the percentage obtained from Table R603.9.2(1) and by the plan aspect-ratio adjustment factors obtained from Table R603.9.2(2). The minimum length of full-height sheathing shall be not less than 20 percent of the braced wall line length.

To be considered full-height sheathing, structural sheathing shall extend from the bottom to the top of the wall without interruption by openings. Only sheathed, fullheight wall sections, uninterrupted by openings, which are not less than 48 inches (1219 mm) wide, shall be counted toward meeting the minimum percentages in Table R603.9.2(1). In addition, structural sheathing shall comply with all of the following requirements:

Be installed with the long dimension parallel to the stud framing and shall cover the full vertical height of wall from the bottom of the bottom track to the top of the top track of each story. Installing the long dimension perpendicular to the stud framing or using shorter segments shall be permitted provided that the horizontal joint is blocked as described in Item 2.
Be blocked where the long dimension is installed perpendicular to the stud framing. Blocking shall be not less than 33 mil (0.84 mm) thickness. Each horizontal structural sheathing panel shall be fastened with No. 8 screws spaced at 6 inches (152 mm) on center to the blocking at the joint.
Be applied to each end (corners) of each of the exterior walls with a minimum 48-inch-wide (1219 mm) panel.

Exception: Where stone or masonry veneer is installed, the required length of full-height sheathing and overturning anchorage required shall be determined in accordance with Section R603.9.5.

TABLE R603.9.2(1)
MINIMUM PERCENTAGE OF FULL-HEIGHT STRUCTURAL SHEATHING ON EXTERIOR WALLS^a,b
WALL SUPPORTING	ROOF SLOPE	ULTIMATE WIND SPEED AND EXPOSURE (mph)
		115 B	126 B	< 139 B	126 C	< 139 C
		115 B	110 C	115 C	126 C	< 139 C
Roof and ceiling only (one story or top floor of two- or three-story building).	3:12	9	9	12	16	20
	6:12	13	15	20	26	35
	9:12	23	25	30	50	58
	12:12	33	35	40	66	75
One story, roof and ceiling (first floor of a two-story building or second floor of a three-story building).	3:12	27	30	35	50	66
	6:12	28	30	40	58	74
	9:12	38	40	55	74	91
	12:12	45	50	65	100	115
Two stories, roof and ceiling (first floor of a three-story building).	3:12	45	51	58	84	112
	6:12	43	45	60	90	113
	9:12	53	55	80	98	124
	12:12	57	65	90	134	155

For SI: 1 mph = 0.447 m/s.

Linear interpolation is permitted.
For hip-roofed homes the minimum percentage of full-height sheathing, based upon wind, is permitted to be multiplied by a factor of 0.95 for roof slopes not exceeding 7:12 and a factor of 0.9 for roof slopes greater than 7:12.

TABLE R603.9.2(2)
FULL-HEIGHT SHEATHING LENGTH ADJUSTMENT FACTORS
PLAN ASPECT RATIO	LENGTH ADJUSTMENT FACTORS
PLAN ASPECT RATIO	Short wall	Long wall
1:1	1.0	1.0
1.5:1	1.5	0.67
2:1	2.0	0.50
3:1	3.0	0.33
4:1	4.0	0.25

R603.9.2.1 Full Height Sheathing

The minimum percentage of full-height structural sheathing shall be multiplied by 1.10 for 9-foot-high (2743 mm) walls and multiplied by 1.20 for 10-foot-high (3048 mm) walls.

R603.9.2.2 Full-Height Sheathing in Lowest Story

In the lowest story of a dwelling, multiplying the percentage of full-height sheathing required in Table R603.9.2(1) by 0.6 shall be permitted provided holddown anchors are provided in accordance with Section R603.9.4.2.

R603.9.3 Structural Sheathing Fastening

Edges and interior areas of structural sheathing panels shall be fastened to framing members and tracks in accordance with Figure R603.9 and Table R603.3.2(1). Screws for attachment of structural sheathing panels shall be bugle-head, flat-head, or similar head style with a minimum head diameter of 0.29 inch (8 mm).

For continuously sheathed braced wall lines using wood structural panels installed with No. 8 screws spaced 4 inches (102 mm) on center at all panel edges and 12 inches (304.8 mm) on center on intermediate framing members, the following shall apply:

Multiplying the percentages of full-height sheathing in Table R603.9.2(1) by 0.72 shall be permitted.
For bottom track attached to foundations or framing below, the bottom track anchor or screw connection spacing in Tables R505.3.1(1) and R603.3.1 shall be multiplied by two-thirds

R603.9.4 Uplift Connection Requirements

Uplift connections shall be provided in accordance with this section.

R603.9.4.1 Ultimate Design Wind Speeds Greater Than 126 mph

Where ultimate design wind speeds exceed 126 miles per hour (56 m/s), Exposure Category C walls shall be provided with direct uplift connections in accordance with AISI S230, Section E13.3, and AISI S230, Section F7.2, as required for 139 miles per hour (62 m/s), Exposure Category C.

R603.9.4.2 Hold-Down Anchor

Where the percentage of full-height sheathing is adjusted in accordance with Section R603.9.2.2, a hold-down anchor, with a strength of 4,300 pounds (19 kN), shall be provided at each end of each full-height sheathed wall section used to meet the minimum percent sheathing requirements of Section R603.9.2. Hold-down anchors shall be attached to back-to-back studs; structural sheathing panels shall have edge fastening to the studs, in accordance with Section R603.9.3 and AISI S230, Table E11-1.

A single hold-down anchor, installed in accordance with Figure R603.9.4.2, shall be permitted at the corners of buildings.

FIGURE R603.9.4.2
CORNER STUD HOLD-DOWN DETAIL

R603.9.5 Structural Sheathing for Stone and Masonry Veneer

Where stone and masonry veneer are installed in accordance with Section R703.8, the length of full-height sheathing for exterior and interior wall lines backing or perpendicular to and laterally supporting walls with veneer shall comply with this section.

TABLE R603.9.5(1)
REQUIRED LENGTH OF FULL-HEIGHT SHEATHING AND ASSOCIATED OVERTURNING ANCHORAGE FOR WALLS SUPPORTING WALLS WITH STONE OR MASONRY VENEER AND USING 33-MIL COLD-FORMED STEEL FRAMING AND 6-INCH SCREW SPACING ON THE PERIMETER OF EACH PANEL OF STRUCTURAL SHEATHING
SEISMIC DESIGN CATEGORY	BRACED WALL LINE LENGTH (feet)						SINGLE-STORY HOLD-DOWN FORCE (pounds)	CUMULATIVE HOLD-DOWN FORCE (pounds)
	10	20	30	40	50	60
	Minimum total length of braced wall panels required along each braced wall line (feet)
D₀	3.3	4.7	6.1	7.4	8.8	10.2	3,360	-
	5.3	8.7	12.1	15.4	18.8	22.2	3,360	6,720
	7.3	12.7	18.0	23.4	28.8	34.2	3,360	10,080
D₁	4.1	5.8	7.5	9.2	10.9	12.7	3,360	-
	6.6	10.7	14.9	19.1	23.3	27.5	3,360	6,720
	9.0	15.7	22.4	29.0	35.7	42.2	3,360	10,080
D₂	5.7	8.2	10.6	13.0	15.4	17.8	3,360	-
	9.2	15.1	21.1	27.0	32.9	38.8	3,360	6,720
	12.7	22.1	31.5	40.9	50.3	59.7	3,360	10,080

TABLE R603.9.5(2)
REQUIRED LENGTH OF FULL-HEIGHT SHEATHING AND ASSOCIATED OVERTURNING ANCHORAGE FOR WALLS SUPPORTING WALLS WITH STONE OR MASONRY VENEER AND USING 43-MIL COLD-FORMED STEEL FRAMING AND 6-INCH SCREW SPACING ON THE PERIMETER OF EACH PANEL OF STRUCTURAL SHEATHING
SEISMIC DESIGN CATEGORY	BRACED WALL LINE LENGTH (feet)						SINGLE-STORY HOLD-DOWN FORCE (pounds)	CUMULATIVE HOLD-DOWN FORCE (pounds)
	10	20	30	40	50	60
	Minimum total length of braced wall panels required along each braced wall line (feet)
D₀	2.8	4.0	5.1	6.3	7.5	8.7	3,960	-
	4.5	7.4	10.2	13.1	16.0	18.8	3,960	7,920
	6.2	10.7	15.3	19.9	24.4	29.0	3,960	11,880
D₁	3.5	4.9	6.4	7.8	9.3	10.7	3,960	-
	5.6	9.1	12.7	16.2	19.8	23.3	3,960	7,920
	7.7	13.3	19.0	24.6	30.3	35.9	3,960	11,880
D₂	4.9	6.9	9.0	11.0	13.1	15.1	3,960	-
	7.8	12.9	17.9	22.9	27.9	32.9	3,960	7,920
	10.8	18.8	26.7	34.7	42.7	50.7	3,960	11,880

TABLE R603.9.5(3)
REQUIRED LENGTH OF FULL-HEIGHT SHEATHING AND ASSOCIATED OVERTURNING ANCHORAGE FOR WALLS SUPPORTING WALLS WITH STONE OR MASONRY VENEER AND USING 33-MIL COLD-FORMED STEEL FRAMING AND 4-INCH SCREW SPACING ON THE PERIMETER OF EACH PANEL OF STRUCTURAL SHEATHING
SEISMIC DESIGN CATEGORY	BRACED WALL LINE LENGTH (feet)						SINGLE-STORY HOLD-DOWN FORCE (pounds)	CUMULATIVE HOLD-DOWN FORCE (pounds)
	10	20	30	40	50	60
	Minimum total length of braced wall panels required along each braced wall line (feet)
D₀	2.5	3.6	4.6	5.7	6.8	7.8	4,392	-
	4.0	6.6	9.2	11.8	14.4	17.0	4,392	8,784
	5.6	9.7	13.8	17.9	22.0	26.2	4,392	13,176
D₁	3.1	4.4	5.7	7.1	8.4	9.7	4,392	-
	5.0	8.2	11.4	14.6	17.8	21.0	4,392	8,784
	6.9	12.0	17.1	22.2	27.3	32.4	4,392	13,176
D₂	4.4	6.2	8.1	10.0	11.8	13.7	4,392	-
	7.1	11.6	16.1	20.6	25.1	29.7	4,392	8,784
	9.7	16.9	24.1	31.3	38.5	45.7	4,392	13,176

TABLE R603.9.5(4)
REQUIRED LENGTH OF FULL-HEIGHT SHEATHING AND ASSOCIATED OVERTURNING ANCHORAGE FOR WALLS SUPPORTING WALLS WITH STONE OR MASONRY VENEER AND USING 43-MIL COLD-FORMED STEEL FRAMING AND 4-INCH SCREW SPACING ON THE PERIMETER OF EACH PANEL OF STRUCTURAL SHEATHING
SEISMIC DESIGN CATEGORY	BRACED WALL LINE LENGTH (feet)						SINGLE-STORY HOLD-DOWN FORCE (pounds)	CUMULATIVE HOLD-DOWN FORCE (pounds)
	10	20	30	40	50	60
	Minimum total length of braced wall panels required along each braced wall line (feet)
D₀	1.9	2.7	3.4	4.2	5.0	5.8	5,928	-
D₀	3.0	4.9	6.8	8.8	10.7	12.6	5,928	11,856
D₁	2.3	3.3	4.3	5.2	6.2	7.2	5,928	-
D₁	3.7	6.1	8.5	10.8	13.2	15.6	5,928	11,856
D₂	3.3	4.6	6.0	7.4	8.7	10.1	5,928	-
D₂	5.2	8.6	11.9	15.3	18.6	22.0	5,928	11,856

R603.9.5.1 Seismic Design Category C

In Seismic Design Category C, the length of structural sheathing for walls supporting one story, roof and ceiling shall be the greater of the amounts required by Section R603.9.2, except Section R603.9.2.2 shall be permitted.

R603.9.5.2 Seismic Design Categories D₀, D₁ and D₂

In Seismic Design Categories D₀, D₁ and D₂, the required length of structural sheathing and overturning anchorage shall be determined in accordance with Tables R603.9.5(1), R603.9.5(2), R603.9.5(3), and R603.9.5(4). Overturning anchorage shall be installed on the doubled studs at the end of each full-height wall segment.

Section R604 Wood Structural Panels

R604.1 Identification and Grade

Wood structural panels shall conform to DOC PS 1, DOC PS 2 or ANSI/APA PRP 210, CSA O437 or CSA O325. Panels shall be identified by a grade mark or certificate of inspection issued by an approved agency.

R604.2 Allowable Spans

The maximum allowable spans for wood structural panel wall sheathing shall not exceed the values set forth in Table R602.3(3).

R604.3 Installation

Wood structural panel wall sheathing shall be attached to framing in accordance with Table R602.3(1) or R602.3(3).

Section R605 Particleboard

R605.1 Identification and Grade

Particleboard shall conform to ANSI A208.1 and shall be so identified by a grade mark or certificate of inspection issued by an approved agency. Particleboard shall comply with the grades specified in Table R602.3(4).

Section R606 General Masonry Construction

R606.1 General

Masonry construction shall be designed and constructed in accordance with the provisions of this section. TMS 403 or in accordance with the provisions of TMS 402/ACI 530/ASCE 5.

R606.1.1 Professional Registration Not Required

When the empirical design provisions of Appendix A of TMS 402/ACI 530/ASCE 5, the provisions of TMS 403, or the provisions of this section are used to design masonry, project drawings, typical details and specifications are not required to bear the seal of the architect or engineer responsible for design, unless otherwise required by the state law of the jurisdiction having authority.

R606.2 Masonry Construction Materials

R606.2.1 Concrete Masonry Units

Concrete masonry units shall conform to the following standards: ASTM C55 for concrete brick; ASTM C73 for calcium silicate face brick; ASTM C90 for load-bearing concrete masonry units; ASTM C744 for prefaced concrete and calcium silicate masonry units; or ASTM C1634 for concrete facing brick.

R606.2.2 Clay or Shale Masonry Units

Clay or shale masonry units shall conform to the following standards: ASTM C34 for structural clay load-bearing wall tile; ASTM C56 for structural clay nonload-bearing wall tile; ASTM C62 for building brick (solid masonry units made from clay or shale); ASTM C1088 for solid units of thin veneer brick; ASTM C126 for ceramic-glazed structural clay facing tile, facing brick and solid masonry units; ASTM C212 for structural clay facing tile; ASTM C216 for facing brick (solid masonry units made from clay or shale); ASTM C652 for hollow brick (hollow masonry units made from clay or shale); or ASTM C1405 for glazed brick (single-fired solid brick units).

Exception: Structural clay tile for nonstructural use in fireproofing of structural members and in wall furring shall not be required to meet the compressive strength specifications. The fire-resistance rating shall be determined in accordance with ASTM E119 or UL 263 and shall comply with the requirements of Section R302.

R606.2.3 AAC Masonry

AAC masonry units shall conform to ASTM C1386 for the strength class specified.

R606.2.4 Stone Masonry Units

Stone masonry units shall conform to the following standards: ASTM C503 for marble building stone (exterior); ASTM C568 for limestone building stone; ASTM C615 for granite building stone; ASTM C616 for sandstone building stone; or ASTM C629 for slate building stone.

R606.2.5 Architectural Cast Stone

Architectural cast stone shall conform to ASTM C1364.

R606.2.6 Second Hand Units

Second hand masonry units shall not be reused unless they conform to the requirements of new units. The units shall be of whole, sound materials and free from cracks and other defects that will interfere with proper laying or use. Old mortar shall be cleaned from the unit before reuse.

R606.2.7 Mortar

Except for mortars listed in Sections R606.2.8, R606.2.9 and R606.2.10, mortar for use in masonry construction shall meet the proportion specifications of Table R606.2.7 or the property specifications of ASTM C270. The type of mortar shall be in accordance with Sections R606.2.7.1, R606.2.7.2 and R606.2.7.3.

TABLE R606.2.7
MORTAR PROPORTIONS^{a, b}
		PROPORTIONS BY VOLUME (cementitious materials)
MORTAR	TYPE	Portland cement or blended cement	Mortar cement			Masonry cement			Hydrated lime^c or lime putty	Aggregate ratio (measured in damp, loose conditions)
MORTAR	TYPE	Portland cement or blended cement	M	S	N	M	S	N	Hydrated lime^c or lime putty	Aggregate ratio (measured in damp, loose conditions)
Cement-lime	M	1	-	-	-	-	-	-	¹/₄ over ¹/₄ to ¹/₂ over ¹/₂ to 1¹/₄ over 1¹/₄ to 2¹/₂	Not less than 2¹/₄ and not more than 3 times the sum of separate volumes of lime, if used, and cement
	S	1	-	-	-	-	-	-
	N	1	-	-	-	-	-	-
	O	1	-	-	-	-	-	-
Mortar cement	M	1	-	-	1	-	-	-	-
	M	-	1	-	-	-	-	-
	S	¹/₂	-	-	1	-	-	-
	S	-	-	1	-	-	-	-
	N	-	-	-	1	-	-	-
	O	-	-	-	1	-	-	-
Masonry cement	M	1				-	-	1	-
	M	-				1	-	-
	S	¹/₂				-	-	1
	S	-				-	1	-
	N	-				-	-	1
	O	-				-	-	1

For SI: 1 cubic foot = 0.0283 m³, 1 pound = 0.454 kg.

For the purpose of these specifications, the weight of 1 cubic foot of the respective materials shall be considered to be as follows:

Portland Cement	94 pounds	Masonry Cement	Weight printed on bag
Mortar Cement	Weight printed on bag	Hydrated Lime	40 pounds
Lime Putty (Quicklime)	80 pounds	Sand, damp and loose	80 pounds of dry sand

Two air-entraining materials shall not be combined in mortar.
Hydrated lime conforming to the requirements of ASTM C207.

R606.2.7.1 Foundation Walls

Mortar for masonry foundation walls constructed as set forth in Tables R404.1.1(1) through R404.1.1(4) shall be Type Mor S mortar.

R606.2.7.2 Masonry in Seismic Design Categories A, B and C

Mortar for masonry serving as the lateralforce- resisting system in Seismic Design Categories A, B and C shall be Type M, S or N mortar.

R606.2.7.3 Masonry in Seismic Design Categories D₀, D₁ and D₂

Mortar for masonry serving as the lateral- force-resisting system in Seismic Design Categories D₀, D₁ and D₂ shall be Type M or S Portland cement-lime or mortar cement mortar.

R606.2.8 Surface-Bonding Mortar

Surface-bonding mortar shall comply with ASTM C887. Surface bonding of concrete masonry units shall comply with ASTM C946.

R606.2.9 Mortar for AAC Masonry

Thin-bed mortar for AAC masonry shall comply with Article 2.1 C.1 of TMS 602/ACI 530.1/ASCE 6. Mortar used for the leveling courses of AAC masonry shall comply with Article 2.1 C.2 ofTMS 602/ACI 530.1/ASCE 6.

R606.2.10 Mortar for Adhered Masonry Veneer

Mortar for use with adhered masonry veneer shall conform to ASTM C270 Type S or Type N or shall comply with ANSI A118.4 for latex-modified portland cement mortar.

R606.2.11 Grout

Grout shall consist of cementitious material and aggregate in accordance with ASTM C476 or the proportion specifications of Table R606.2.11. Type M or Type S mortar to which sufficient water has been added to produce pouring consistency shall be permitted to be used as grout.

TABLE R606.2.11
GROUT PROPORTIONS BY VOLUME FOR MASONRY CONSTRUCTION
TYPE	PORTLAND CEMENT OR BLENDED CEMENT SLAG CEMENT	HYDRATED LIME OR LIME PUTTY	AGGREGATE MEASURED IN A DAMP, LOOSE CONDITION
TYPE	PORTLAND CEMENT OR BLENDED CEMENT SLAG CEMENT	HYDRATED LIME OR LIME PUTTY	Fine	Coarse
Fine	1	0 to 1/10	2¹/₄ to 3 times the sum of the volume of the cementitious materials	-
Coarse	1	0 to 1/10	2¹/₄ to 3 times the sum of the volume of the cementitious materials	1 to 2 times the sum of the volumes of the cementitious materials

R606.2.12 Metal Reinforcement and Accessories

Metal reinforcement and accessories shall conform to Article 2.4 of TMS 602/ACI 530.1/ASCE 6.

R606.3 Construction Requirements

R606.3.1 Bed and Head Joints

Unless otherwise required or indicated on the project drawings, head and bed joints shall be ³/₈ inch (9.5 mm) thick, except that the thickness of the bed joint of the starting course placed over foundations shall be not less than ¹/₄ inch (6.4 mm) and not more than ³/₄ inch (19.1 mm). Mortar joint thickness for loadbearing masonry shall be within the following tolerances from the specified dimensions:

Bed joint: + ¹/₈ inch (3.2 mm).
Head joint: - ¹/₄ inch (6.4 mm), + ³/₈ inch (9.5 mm).
Collar joints: - ¹/₄ inch (6.4 mm), + ³/₈ inch (9.5 mm).

R606.3.2 Masonry Unit Placement

The mortar shall be sufficiently plastic and units shall be placed with sufficient pressure to extrude mortar from the joint and produce a tight joint. Deep furrowing of bed joints that produces voids shall not be permitted. Any units disturbed to the extent that initial bond is broken after initial placement shall be removed and relaid in fresh mortar. Surfaces to be in contact with mortar shall be clean and free of deleterious materials.

R606.3.2.1 Solid Masonry

Solid masonry units shall be laid with full head and bed joints and all interior vertical joints that are designed to receive mortar shall be filled.

R606.3.2.2 Hollow Masonry

For hollow masonry units, head and bed joints shall be filled solidly with mortar for a distance in from the face of the unit not less than the thickness of the face shell.

R606.3.3 Installation of Wall Ties

The installation of wall ties shall be as follows:

The ends of wall ties shall be embedded in mortar joints. Wall ties shall have not less than ⁵/₈-inch (15.9 mm) mortar coverage from the exposed face.
Wall ties shall not be bent after being embedded in grout or mortar.
For solid masonry units, solid grouted hollow units, or hollow units in anchored masonry veneer, wall ties shall be embedded in mortar bed not less than 1¹/₂ inches (38 mm).
For hollow masonry units in other than anchored masonry veneer, wall ties shall engage outer face shells by not less than ¹/₂ inch (13 mm).

R606.3.4 Protection for Reinforcement

Bars shall be completely embedded in mortar or grout. Joint reinforcement embedded in horizontal mortar joints shall not have less than ⁵/₈-inch (15.9 mm) mortar coverage from the exposed face. Other reinforcement shall have a minimum coverage of one bar diameter over all bars, but not less than ³/₄ inch (19 mm), except where exposed to weather or soil, in which case the minimum coverage shall be 2 inches (51 mm).

R606.3.4.1 Corrosion Protection

Minimum corrosion protection of joint reinforcement, anchor ties and wire fabric for use in masonry wall construction shall conform to Table R606.3.4.1.

TABLE R606.3.4.1
MINIMUM CORROSION PROTECTION
MASONRY METAL ACCESSORY	STANDARD
Joint reinforcement, interior walls	ASTM A641, Class 1
Wire ties or anchors in exterior walls completely embedded in mortar or grout	ASTM A641, Class 3
Wire ties or anchors in exterior walls not completely embedded in mortar or grout	ASTM A153, Class B-2
Joint reinforcement in exterior walls or interior walls exposed to moist environment	ASTM A153, Class B-2
Sheet metal ties or anchors exposed to weather	ASTM A153, Class B-2
Sheet metal ties or anchors completely embedded in mortar or grout	ASTM A653, Coating Designation G60
Stainless steel hardware for any exposure	ASTM A167, Type 304

R606.3.5 Grouting Requirements

R606.3.5.1 Grout Placement

Grout shall be a plastic mix suitable for pumping without segregation of the constituents and shall be mixed thoroughly. Grout shall be placed by pumping or by an approved alternate method and shall be placed before any initial set occurs and not more than 1¹/₂ hours after water has been added. Grout shall be consolidated by puddling or mechanical vibrating during placing and reconsolidated after excess moisture has been absorbed but before plasticity is lost. Grout shall not be pumped through aluminum pipes.

Maximum pour heights and the minimum dimensions of spaces provided for grout placement shall conform to Table R606.3.5.1. Grout shall be poured in lifts of 8-foot (2438 mm) maximum height. Where a total grout pour exceeds 8 feet (2438 mm) in height, the grout shall be placed in lifts not exceeding 64 inches (1626 mm) and special inspection during grouting shall be required. If the work is stopped for 1 hour or longer, the horizontal construction joints shall be formed by stopping all tiers at the same elevation and with the grout 1 inch (25 mm) below the top.

TABLE R606.3.5.1
GROUT SPACE DIMENSIONS AND POUR HEIGHTS
GROUT TYPE	GROUT POUR MAXIMUM HEIGHT (feet)	MINIMUM WIDTH OF GROUT SPACES^{a, b} (inches)	MINIMUM GROUT^{b, c} SPACE DIMENSIONS FOR GROUTING CELLS OF HOLLOW UNITS (inches × inches)
Fine	1	0.75	1.5 × 2
	5	2	2 × 3
	12	2.5	2.5 × 3
	24	3	3 × 3
Coarse	1	1.5	1.5 × 3
	5	2	2.5 × 3
	12	2.5	3 × 3
	24	3	3 × 4

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

For grouting between masonry wythes.
Grout space dimension is the clear dimension between any masonry protrusion and shall be increased by the horizontal projection of the diameters of the horizontal bars within the cross section of the grout space.
Area of vertical reinforcement shall not exceed 6 percent of the area of the grout space.

R606.3.5.2 Cleanouts

Provisions shall be made for cleaning the space to be grouted. Mortar that projects more than ¹/₂ inch (12.7 mm) into the grout space and any other foreign matter shall be removed from the grout space prior to inspection and grouting. Where required by the building official, cleanouts shall be provided in the bottom course of masonry for each grout pour where the grout pour height exceeds 64 inches (1626 mm). In solid grouted masonry, cleanouts shall be spaced horizontally not more than 32 inches (813 mm) on center. The cleanouts shall be sealed before grouting and after inspection.

R606.3.5.3 Construction

Requirements for grouted masonry construction shall be as follows:

Masonry shall be built to preserve the unobstructed vertical continuity of the cells or spaces to be filled. In partially grouted construction, cross webs forming cells to be filled shall be fullbedded in mortar to prevent leakage of grout. Head and end joints shall be solidly filled with mortar for a distance in from the face of the wall or unit not less than the thickness of the longitudinal face shells.
Vertical reinforcement shall be held in position at top and bottom and at intervals not exceeding 200 diameters of the reinforcement.
Cells containing reinforcement shall be filled solidly with grout.
The thickness of grout or mortar between masonry units and reinforcement shall be not less than ¹/₄ inch (6.4 mm), except that ¹/₄-inch (6.4 mm) bars shall be permitted to be laid in horizontal mortar joints not less than ¹/₂ inch (12.7 mm) thick, and steel wire reinforcement shall be permitted to be laid in horizontal mortar joints not less than twice the thickness of the wire diameter.

R606.3.6 Grouted Multiple-Wythe Masonry

Grouted multiple-wythe masonry shall conform to all the requirements specified in Section R606.3.5 and the requirements of this section.

R606.3.6.1 Bonding of Backup Wythe

Where all interior vertical spaces are filled with grout in multiple-wythe construction, masonry headers shall not be permitted. Metal wall ties shall be used in accordance with Section R606.13.2 to prevent spreading of the wythes and to maintain the vertical alignment of the wall. Wall ties shall be installed in accordance with Section R606.13.2 where the backup wythe in multiple-wythe construction is fully grouted.

R606.3.6.2 Grout Barriers

Vertical grout barriers or dams shall be built of solid masonry across the grout space the entire height of the wall to control the flow of the grout horizontally. Grout barriers shall be not more than 25 feet (7620 mm) apart. The grouting of any section of a wall between control barriers shall be completed in one day without interruptions greater than 1 hour.

R606.3.7 Masonry Bonding Pattern

Masonry laid in running and stack bond shall conform to Sections R606.3.7.1 and R606.3.7.2.

R606.3.7.1 Masonry Laid in Running Bond

In each wythe of masonry laid in running bond, head joints in successive courses shall be offset by not less than onefourth the unit length, or the masonry walls shall be reinforced longitudinally as required in Section R606.3.7.2.

R606.3.7.2 Masonry Laid in Stack Bond

Where unit masonry is laid with less head joint offset than in Section R606.3.7.1, the minimum area of horizontal reinforcement placed in mortar bed joints or in bond beams spaced not more than 48 inches (1219 mm) apart shall be 0.0007 times the vertical cross-sectional area of the wall.

R606.4 Thickness of Masonry

The nominal thickness of masonry walls shall conform to the requirements of Sections R606.4.1 through R606.4.4.

R606.4.1 Minimum Thickness

The minimum thickness of masonry bearing walls more than one story high shall be 8 inches (203 mm). Solid masonry walls of one-story dwellings and garages shall be not less than 6 inches (152 mm) in thickness where not greater than 9 feet (2743 mm) in height, provided that where gable construction is used, an additional 6 feet (1829 mm) is permitted to the peak of the gable. Masonry walls shall be laterally supported in either the horizontal or vertical direction at intervals as required by Section R606.6.4.

R606.4.2 Rubble Stone Masonry Wall

The minimum thickness of rough, random or coursed rubble stone masonry walls shall be 16 inches (406 mm).

R606.4.3 Change in Thickness

Where walls of masonry of hollow units or masonry-bonded hollow walls are decreased in thickness, a course of solid masonry or masonry units filled with mortar or grout shall be constructed between the wall below and the thinner wall above, or special units or construction shall be used to transmit the loads from face shells or wythes above to those below.

R606.4.4 Parapet Walls

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

R606.5 Corbeled Masonry

Corbeled masonry shall be in accordance with Sections R606.5.1 through R606.5.3.

R606.5.1 Units

Solid masonry units or masonry units filled with mortar or grout shall be used for corbeling.

R606.5.2 Corbel Projection

The maximum projection of one unit shall not exceed one-half the height of the unit or one-third the thickness at right angles to the wall. The maximum corbeled projection beyond the face of the wall shall not exceed:

One-half of the wall thickness for multiwythe walls bonded by mortar or grout and wall ties or masonry headers.
One-half the wythe thickness for single wythe walls, masonry-bonded hollow walls, multiwythe walls with open collar joints and veneer walls.

R606.5.3 Corbeled Masonry Supporting Floor or Roof-Framing Members

Where corbeled masonry is used to support floor or roof-framing members, the top course of the corbel shall be a header course or the top course bed joint shall have ties to the vertical wall.

R606.6 Support Conditions

Bearing and support conditions shall be in accordance with Sections R606.6.1 through R606.6.4.

R606.6.1 Bearing on Support

Each masonry wythe shall be supported by at least two-thirds of the wythe thickness.

R606.6.2 Support at Foundation

Cavity wall or masonry veneer construction shall be permitted to be supported on an 8-inch (203 mm) foundation wall, provided the 8-inch (203 mm) wall is corbeled to the width of the wall system above with masonry constructed of solid masonry units or masonry units filled with mortar or grout. The total horizontal projection of the corbel shall not exceed 2 inches (51 mm) with individual corbels projecting not more than one-third the thickness of the unit or one-half the height of the unit. The hollow space behind the corbeled masonry shall be filled with mortar or grout.

R606.6.3 Beam Supports

Beams, girders or other concentrated loads supported by a wall or column shall have a bearing of not less than 3 inches (76 mm) in length measured parallel to the beam upon solid masonry not less than 4 inches (102 mm) in thickness, or upon a metal bearing plate of adequate design and dimensions to distribute the load safely, or upon a continuous reinforced masonry member projecting not less than 4 inches (102 mm) from the face of the wall.

R606.6.3.1 Joist Bearing

Joists shall have a bearing of not less than 1¹/₂ inches (38 mm), except as provided in Section R606.6.3, and shall be supported in accordance with Figure R606.11(1).

R606.6.4 Lateral Support

Masonry walls shall be laterally supported in either the horizontal or the vertical direction. The maximum spacing between lateral supports shall not exceed the distances in Table R606.6.4. Lateral support shall be provided by cross walls, pilasters, buttresses or structural frame members where the limiting distance is taken horizontally, or by floors or roofs where the limiting distance is taken vertically.

TABLE R606.6.4
SPACING OF LATERAL SUPPORT FOR MASONRY WALLS
CONSTRUCTION	MAXIMUM WALL LENGTH TO THICKNESS OR WALL HEIGHT TO THICKNESS^{a, b}
Bearing walls:
Solid or solid grouted	20
All other	18
Nonbearing walls:
Exterior	18
Interior	36

For SI: 1 foot = 304.8 mm.

Except for cavity walls and cantilevered walls, the thickness of a wall shall be its nominal thickness measured perpendicular to the face of the wall. For cavity walls, the thickness shall be determined as the sum of the nominal thicknesses of the individual wythes. For cantilever walls, except for parapets, the ratio of height to nominal thickness shall not exceed 6 for solid masonry, or 4 for hollow masonry. For parapets, see Section R606.4.4.
An additional unsupported height of 6 feet is permitted for gable end walls.

R606.6.4.1 Horizontal Lateral Support

Lateral support in the horizontal direction provided by intersecting masonry walls shall be provided by one of the methods in Section R606.6.4.1.1 or R606.6.4.1.2.

R606.6.4.1.1 Bonding Pattern

Fifty percent of the units at the intersection shall be laid in an overlapping masonry bonding pattern, with alternate units having a bearing of not less than 3 inches (76 mm) on the unit below.

R606.6.4.1.2 Metal Reinforcement

Interior non-load-bearing walls shall be anchored at their intersections, at vertical intervals of not more than 16 inches (406 mm) with joint reinforcement of not less than 9 gage [0.148 inch (4mm)], or ¹/₄-inch (6 mm) galvanized mesh hardware cloth. Intersecting masonry walls, other than interior nonloadbearing walls, shall be anchored at vertical intervals of not more than 8 inches (203 mm) with joint reinforcement of not less than 9 gage and shall extend not less than 30 inches (762 mm) in each direction at the intersection. Other metal ties, joint reinforcement or anchors, if used, shall be spaced to provide equivalent area of anchorage to that required by this section.

R606.6.4.2 Vertical Lateral Support

Vertical lateral support of masonry walls in Seismic Design Category A, B or C shall be provided in accordance with one of the methods in Section R606.6.4.2.1 or R606.6.4.2.2.

R606.6.4.2.1 Roof Structures

Masonry walls shall be anchored to roof structures with metal strap anchors spaced in accordance with the manufacturer's instructions, ¹/₂-inch (13 mm) bolts spaced not more than 6 feet (1829 mm) on center, or other approved anchors. Anchors shall be embedded not less than 16 inches (406 mm) into the masonry, or be hooked or welded to bond beam reinforcement placed not less than 6 inches (152 mm) from the top of the wall.

R606.6.4.2.2 Floor Diaphragms

Masonry walls shall be anchored to floor diaphragm framing by metal strap anchors spaced in accordance with the manufacturer's instructions, ¹/₂-inch-diameter (13 mm) bolts spaced at intervals not to exceed 6 feet (1829 mm) and installed as shown in Figure R606.11(1), or by other approved methods.

R606.7 Piers

The unsupported height of masonry piers shall not exceed 10 times their least dimension. Where structural clay tile or hollow concrete masonry units are used for isolated piers to support beams and girders, the cellular spaces shall be filled solidly with grout or Type M or S mortar, except that unfilled hollow piers shall be permitted to be used if their unsupported height is not more than four times their least dimension. Where hollow masonry units are solidly filled with grout or Type M, S or N mortar, the allowable compressive stress shall be permitted to be increased as provided in Table R606.9.

R606.7.1 Pier Cap

Hollow piers shall be capped with 4 inches (102 mm) of solid masonry or concrete, a masonry cap block, or shall have cavities of the top course filled with concrete or grout.

R606.8 Chases

Chases and recesses in masonry walls shall not be deeper than one-third the wall thickness, and the maximum length of a horizontal chase or horizontal projection shall not exceed 4 feet (1219 mm), and shall have not less than 8 inches (203 mm) of masonry in back of the chases and recesses and between adjacent chases or recesses and the jambs of openings. Chases and recesses in masonry walls shall be designed and constructed so as not to reduce the required strength or required fire resistance of the wall and in no case shall a chase or recess be permitted within the required area of a pier. Masonry directly above chases or recesses wider than 12 inches (305 mm) shall be supported on noncombustible lintels.

R606.9 Allowable Stresses

Allowable compressive stresses in masonry shall not exceed the values prescribed in Table R606.9. In determining the stresses in masonry, the effects of all loads and conditions of loading and the influence of all forces affecting the design and strength of the several parts shall be taken into account.

TABLE R606.9
ALLOWABLE COMPRESSIVE STRESSES FOR EMPIRICAL DESIGN OF MASONRY
CONSTRUCTION; COMPRESSIVE STRENGTH OF UNIT, GROSS AREA	ALLOWABLE COMPRESSIVE STRESSES^a GROSS CROSS-SECTIONAL AREA^b
	Type M or S mortar	Type N mortar
Solid masonry of brick and other solid units of clay or shale; sand-lime or concrete brick: 8,000 + psi 4,500 psi 2,500 psi 1,500 psi	350 225 160 115	300 200 140 100
Grouted^c masonry, of clay or shale; sand-lime or concrete: 4,500 + psi 2,500 psi 1,500 psi	225 160 115	200 140 100
Solid masonry of solid concrete masonry units: 3,000 + psi 2,000 psi 1,200 psi	225 160 115	200 140 100
Masonry of hollow load bearing units: 2,000 + psi 1,500 psi 1,000 psi 700 psi	140 115 75 60	120 100 70 55
Hollow walls (cavity or masonry bonded^d) solid units: 2,500 + psi 1,500 psi Hollow units	160 115 75	140 100 70
Stone ashlar masonry: Granite Limestone or marble Sandstone or cast stone	720 450 360	640 400 320
Rubble stone masonry: Coarse, rough or random	120	100

For SI: 1 pound per square inch = 6.895 kPa.

Linear interpolation shall be used for determining allowable stresses for masonry units having compressive strengths that are intermediate between those given in the table.
Gross cross-sectional area shall be calculated on the actual rather than nominal dimensions.
See Section R606.13.
Where floor and roof loads are carried upon one wythe, the gross cross-sectional area is that of the wythe under load; if both wythes are loaded, the gross cross-sectional area is that of the wall minus the area of the cavity between the wythes. Walls bonded with metal ties shall be considered as cavity walls unless the collar joints are filled with mortar or grout.

R606.9.1 Combined Units

In walls or other structural members composed of different kinds or grades of units, materials or mortars, the maximum stress shall not exceed the allowable stress for the weakest of the combination of units, materials and mortars of which the member is composed. The net thickness of any facing unit that is used to resist stress shall be not less than 1¹/₂ inches (38 mm).

R606.10 Lintels

Masonry over openings shall be supported by steel lintels, reinforced concrete or masonry lintels or masonry arches, designed to support load imposed.

R606.11 Anchorage

Masonry walls shall be anchored to floor and roof systems in accordance with the details shown in Figure R606.11(1), R606.11(2) or R606.11(3). Footings shall be permitted to be considered as points of lateral support.

FIGURE R606.11(1)
ANCHORAGE REQUIREMENTS FOR MASONRY WALLS LOCATED IN SEISMIC DESIGN CATEGORY A, B OR C AND WHERE WIND LOADS ARE LESS THAN 30 PSF

FIGURE R606.11(2)
REQUIREMENTS FOR REINFORCED GROUTED MASONRY CONSTRUCTION IN SEISMIC DESIGN CATEGORY C

FIGURE R606.11 (3)
REQUIREMENTS FOR REINFORCED MASONRY CONSTRUCTION IN SEISMIC DESIGN CATEGORY D₀, D₁ OR D₂

R606.12 Seismic Requirements

The seismic requirements of this section shall apply to the design of masonry and the construction of masonry building elements located in Seismic Design Category D₀, D₁ or D₂. Townhouses in Seismic Design Category C shall comply with the requirements of Section R606.12.2. These requirements shall not apply to glass unit masonry conforming to Section R610, anchored masonry veneer conforming to Section R703.8 or adhered masonry veneer conforming to Section R703.12.

R606.12.1 General

Masonry structures and masonry elements shall comply with the requirements of Sections R606.12.2 through R606.12.4 based on the seismic design category established in Table R301.2(1). Masonry structures and masonry elements shall comply with the requirements of Section R606.12 and Figures R606.11(1), R606.11(2) and R606.11(3) or shall be designed in accordance with TMS 402/ACI 530/ASCE 5 or TMS 403.

R606.12.1.1 Floor and Roof Diaphragm Construction

Floor and roof diaphragms shall be constructed of wood structural panels attached to wood framing in accordance with Table R602.3(1) or to cold-formed steel floor framing in accordance with Table R505.3.1(2) or to cold-formed steel roof framing in accordance with Table R804.3. Additionally, sheathing panel edges perpendicular to framing members shall be backed by blocking, and sheathing shall be connected to the blocking with fasteners at the edge spacing. For Seismic Design Categories C, D₀, D₁ and D₂, where the width-to-thickness dimension of the diaphragm exceeds 2-to-1, edge spacing of fasteners shall be 4 inches (102 mm) on center.

R606.12.2 Seismic Design Category C

Townhouses located in Seismic Design Category C shall comply with the requirements of this section.

R606.12.2.1 Minimum Length of Wall Without Openings

Table R606.12.2.1 shall be used to determine the minimum required solid wall length without openings at each masonry exterior wall. The provided percentage of solid wall length shall include only those wall segments that are 3 feet (914 mm) or longer. The maximum clear distance between wall segments included in determining the solid wall length shall not exceed 18 feet (5486 mm). Shear wall segments required to meet the minimum wall length shall be in accordance with Section R606.12.2.2.3.

TABLE R606.12.2.1
MINIMUM SOLID WALL LENGTH ALONG EXTERIOR WALL LINES
SESIMIC DESIGN CATEGORY	MINIMUM SOLID WALL LENGTH (percent)^a
SESIMIC DESIGN CATEGORY	One story or top story of two story	Wall supporting light-framed second story and roof	Wall supporting masonry second story and roof
Townhouses in C	20	25	35
D₀ or D₁	25	NP	NP
D₂	30	NP	NP

NP = Not permitted, except with design in accordance with the International Building Code.

For all walls, the minimum required length of solid walls shall be based on the table percent multiplied by the dimension, parallel to the wall direction under consideration, of a rectangle inscribing the overall building plan.

R606.12.2.2 Design of Elements Not Part of the Lateral Force-Resisting System

R606.12.2.2.1 Load-Bearing Frames or Columns

Elements not part of the lateral force-resisting system shall be analyzed to determine their effect on the response of the system. The frames or columns shall be adequate for vertical load carrying capacity and induced moment caused by the design story drift.

R606.12.2.2.2 Masonry Partition Walls

Masonry partition walls, masonry screen walls and other masonry elements that are not designed to resist vertical or lateral loads, other than those induced by their own weight, shall be isolated from the structure so that vertical and lateral forces are not imparted to these elements. Isolation joints and connectors between these elements and the structure shall be designed to accommodate the design story drift.

R606.12.2.2.3 Reinforcement Requirements for Masonry Elements

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

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

R606.12.2.3 Design of Elements Part of the Lateral Force-Resisting System

R606.12.2.3.1 Connections to Masonry Shear Walls

Connectors shall be provided to transfer forces between masonry walls and horizontal elements in accordance with the requirements of Section 4.1.4 of TMS 402/ACI 530/ASCE 5. Connectors shall be designed to transfer horizontal design forces acting either perpendicular or parallel to the wall, but not less than 200 pounds per linear foot (2919 N/m) of wall. The maximum spacing between connectors shall be 4 feet (1219 mm). Such anchorage mechanisms shall not induce tension stresses perpendicular to grain in ledgers or nailers.

R606.12.2.3.2 Connections to Masonry Columns

Connectors shall be provided to transfer forces between masonry columns and horizontal elements in accordance with the requirements of Section 4.1.4 of TMS 402/ACI 530/ASCE 5. Where anchor bolts are used to connect horizontal elements to the tops of columns, the bolts shall be placed within lateral ties. Lateral ties shall enclose both the vertical bars in the column and the anchor bolts. There shall be not less than two No. 4 lateral ties provided in the top 5 inches (127 mm) of the column.

R606.12.2.3.3 Minimum Reinforcement Requirements for Masonry Shear Walls

Vertical reinforcement of not less than one No. 4 bar shall be provided at corners, within 16 inches (406 mm) of each side of openings, within 8 inches (203 mm) of each side of movement joints, within 8 inches (203 mm) of the ends of walls, and at a maximum spacing of 10 feet (3048 mm).

Horizontal joint reinforcement shall consist of not less than two wires of W1.7 spaced not more than 16 inches (406 mm); or bond beam reinforcement of not less than one No. 4 bar spaced not more than 10 feet (3048 mm) shall be provided. Horizontal reinforcement shall be provided at the bottom and top of wall openings and shall extend not less than 24 inches (610 mm) nor less than 40 bar diameters past the opening; continuously at structurally connected roof and floor levels; and within 16 inches (406 mm) of the top of walls.

R606.12.3 Seismic Design Category D₀ or D₁

Structures in Seismic Design Category D₀ or D₁ shall comply with the requirements of Seismic Design Category C and the additional requirements of this section. AAC masonry shall not be used for the design of masonry elements that are part of the lateral force-resisting system.

R606.12.3.1 Design Requirements

Masonry elements other than those covered by Section R606.12.2.2.2 shall be designed in accordance with the requirements of Chapters 1 through 7 and Sections 8.1 and 8.3 of TMS 402, ACI 530/ASCE 5 and shall meet the minimum reinforcement requirements contained in Sections R606.12.3.2 and R606.12.3.2.1. Otherwise, masonry shall be designed in accordance with TMS 403.

Exception: Masonry walls limited to one story in height and 9 feet (2743 mm) between lateral supports need not be designed provided they comply with the minimum reinforcement requirements of Sections R606.12.3.2 and R606.12.3.2.1.

R606.12.3.2 Minimum Reinforcement Requirements for Masonry Walls

Masonry walls other than those covered by Section R606.12.2.2.3 shall be reinforced in both the vertical and horizontal direction. The sum of the cross-sectional area of horizontal and vertical reinforcement shall be not less than 0.002 times the gross cross-sectional area of the wall, and the minimum cross-sectional area in each direction shall be not less than 0.0007 times the gross cross-sectional area of the wall. Reinforcement shall be uniformly distributed. Table R606.12.3.2 shows the minimum reinforcing bar sizes required for varying thicknesses of masonry walls. The maximum spacing of reinforcement shall be 48 inches (1219 mm) provided that the walls are solid grouted and constructed of hollow open-end units, hollow units laid with full head joints or two wythes of solid units. The maximum spacing of reinforcement shall be 24 inches (610 mm) for all other masonry.

TABLE R606.12.3.2
MINIMUM DISTRIBUTED WALL REINFORCEMENT FOR BUILDINGS ASSIGNED TO SEISMIC DESIGN CATEGORY D₀ or D₁
NOMINAL WALL THICKNESS (inches)	MINIMUM SUM OF THE VERTICAL AND HORIZONTAL REINFORCEMENT AREAS^a (square inches per foot)	MINIMUM REINFORCEMENT AS DISTRIBUTED IN BOTH HORIZONTAL AND VERTICAL DIRECTIONS^b (square inches per foot)	MINIMUM BAR SIZE FOR REINFORCEMENT SPACED AT 48 INCHES
6	0.135	0.047	#4
8	0.183	0.064	#5
10	0.231	0.081	#6
12	0.279	0.098	#6

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 square inch per foot = 2064 mm²/m.

Based on the minimum reinforcing ratio of 0.002 times the gross cross-sectional area of the wall.
Based on the minimum reinforcing ratio each direction of 0.0007 times the gross cross-sectional area of the wall.

R606.12.3.2.1 Shear Wall Reinforcement Requirements

The maximum spacing of vertical and horizontal reinforcement shall be the smaller of onethird the length of the shear wall, one-third the height of the shear wall, or 48 inches (1219 mm). The minimum cross-sectional area of vertical reinforcement shall be one-third of the required shear reinforcement. Shear reinforcement shall be anchored around vertical reinforcing bars with a standard hook.

R606.12.3.3 Minimum Reinforcement for Masonry Columns

Lateral ties in masonry columns shall be spaced not more than 8 inches (203 mm) on center and shall be not Jess than³/₈-inch (9.5 mm) diameter. Lateral ties shall be embedded in grout.

R606.12.3.4 Material Restrictions

Type N mortar or masonry cement shall not be used as part of the lateral force-resisting system.

R606.12.3.5 Lateral Tie Anchorage

Standard hooks for lateral tie anchorage shall be either a 135-degree (2.4 rad) standard hook or a 180-degree (3.2 rad) standard hook.

R606.12.4 Seismic Design Category D₂

Structures in Seismic Design Category D₂ shall comply with the requirements of Seismic Design Category D₁ and to the additional requirements of this section.

R606.12.4.1 Design of Elements Not Part of the Lateral Force-Resisting System

Stack bond masonry that is not part of the lateral force-resisting system shall have a horizontal cross-sectional area of reinforcement of not Jess than 0.0015 times the gross cross-sectional area of masonry. Table R606.12.4.1 shows minimum reinforcing bar sizes for masonry walls. The maximum spacing of horizontal reinforcement shall be 24 inches (610 mm). These elements shall be solidly grouted and shall be constructed of hollow open-end units or two wythes of solid units.

TABLE R606.12.4.1
MINIMUM REINFORCING FOR STACKED BONDED MASONRY WALLS IN SEISMIC DESIGN CATEGORY D₂
NOMINAL WALL THICKNESS (inches)	MINIMUM BAR SIZE SPACED AT 24 INCHES
6	#4
8	#5
10	#5
12	#6

For SI: 1 inch= 25.4 mm.

R606.12.4.2 Design of Elements Part of the Lateral Force-Resisting System

Stack bond masonry that is part of the lateral force-resisting system shall have a horizontal cross-sectional area of reinforcement of not less than 0.0025 times the gross cross-sectional area of masonry. Table R606.12.4.2 shows minimum reinforcing bar sizes for masonry walls. The maximum spacing of horizontal reinforcement shall be 16 inches (406 mm). These elements shall be solidly grouted and shall be constructed of hollow open-end units or two wythes of solid units.

TABLE R606.12.4.2
MINIMUM REINFORCING FOR STACKED BONDED MASONRY WALLS IN SEISMIC DESIGN CATEGORY D₂
NOMINAL WALL THICKNESS (inches)	MINIMUM BAR SIZE SPACED AT 16 INCHES
6	#4
8	#5
10	#5
12	#6

For SI: 1 inch= 25.4 mm.

R606.13 Multiple-Wythe Masonry

The facing and backing of multiple-wythe masonry walls shall be bonded in accordance with Section R606.13.1, R606.13.2 or R606.13.3. In cavity walls, neither the facing nor the backing shall be less than 3 inches (76 mm) nominal in thickness and the cavity shall be not more than 4 inches (102 mm) nominal in width. The backing shall be not less than as thick as the facing.

Exception: Cavities shall be permitted to exceed the 4-inch (102 mm) nominal dimension provided tie size and tie spacing have been established by calculation.

R606.13.1 Bonding With Masonry Headers

Bonding with solid or hollow masonry headers shall comply with Sections R606.13.1.1 and R606.13.1.2.

R606.13.1.1 Solid Units

Where the facing and backing (adjacent wythes) of solid masonry construction are bonded by means of masonry headers, not less than 4 percent of the wall surface of each face shall be composed of headers extending not less than 3 inches (76 mm) into the backing. The distance between adjacent full-length headers shall not exceed 24 inches (610 mm) either vertically or horizontally. In walls in which a single header does not extend through the wall, headers from the opposite sides shall overlap not less than 3 inches (76 mm), or headers from opposite sides shall be covered with another header course overlapping the header below not less than 3 inches (76 mm).

R606.13.1.2 Hollow Units

Where two or more hollow units are used to make up the thickness of a wall, the stretcher courses shall be bonded at vertical intervals not exceeding 34 inches (864 mm) by lapping not less than 3 inches (76 mm) over the unit below, or by lapping at vertical intervals not exceeding 17 inches (432 mm) with units that are not less than 50 percent thicker than the units below.

R606.13.2 Bonding With Wall Ties or Joint Reinforcement

Bonding with wall ties or joint reinforcement shall comply with Section R606.13.2.3.

R606.13.2.1 Bonding With Wall Ties

Bonding with wall ties, except as required by Section R607, where the facing and backing (adjacent wythes) of masonry walls are bonded with ³/₁₆-inch-diameter (5 mm) wall ties embedded in the horizontal mortar joints, there shall be not less than one metal tie for each 4 ¹/₂ square feet (0.418 m²) of wall area. Ties in alternate courses shall be staggered. The maximum vertical distance between ties shall not exceed 24 inches (610 mm), and the maximum horizontal distance shall not exceed 36 inches (914 mm). Rods or ties bent to rectangular shape shall be used with hollow masonry units laid with the cells vertical. In other walls, the ends of ties shall be bent to 90-degree (0.79 rad) angles to provide hooks not less than 2 inches (51 mm) long. Additional bonding ties shall be provided at all openings, spaced not more than 3 feet (914 mm) apart around the perimeter and within 12 inches (305 mm) of the opening.

R606.13.2.2 Bonding With Adjustable Wall Ties

Where the facing and backing (adjacent wythes) of masonry are bonded with adjustable wall ties, there shall be not less than one tie for each 2.67 square feet (0.248 m²) of wall area. Neither the vertical nor the horizontal spacing of the adjustable wall ties shall exceed 24 inches (610 mm). The maximum vertical offset of bed joints from one wythe to the other shall be 1.25 inches (32 mm). The maximum clearance between connecting parts of the ties shall be ¹/₁₆ inch (2 mm). Where pintle legs are used, ties shall have not less than two ³/₁₆-inch-diameter (5 mm) legs.

R606.13.2.3 Bonding With Prefabricated Joint Reinforcement

Where the facing and backing (adjacent wythes) of masonry are bonded with prefabricated joint reinforcement, there shall be not less than one cross wire serving as a tie for each 2.67 square feet (0.248 m²) of wall area. The vertical spacing of the joint reinforcement shall not exceed 16 inches (406 mm). Cross wires on prefabricated joint reinforcement shall not be smaller than No. 9 gage. The longitudinal wires shall be embedded in the mortar.

R606.13.3 Bonding With Natural or Cast Stone

Bonding with natural and cast stone shall conform to Sections R606.13.3.1 and R606.13.3.2.

R606.13.3.1 Ashlar Masonry

In ashlar masonry, bonder units, uniformly distributed, shall be provided to the extent of not less than 10 percent of the wall area. Such bonder units shall extend not less than 4 inches (102 mm) into the backing wall.

R606.13.3.2 Rubble Stone Masonry

Rubble stone masonry 24 inches (610 mm) or less in thickness shall have bonder units with a maximum spacing of 3 feet (914 mm) vertically and 3 feet (914 mm) horizontally, and if the masonry is of greater thickness than 24 inches (610 mm), shall have one bonder unit for each 6 square feet (0.557 m²) of wall surface on both sides.

R606.14 Anchored and Adhered Masonry Veneer

R606.14.1 Anchored Veneer

Anchored masonry veneer installed over a backing of wood or cold-formed steel shall meet the requirements of Section R703.8.

R606.14.2 Adhered Veneer

Adhered masonry veneer shall be installed in accordance with the requirements of Section R703.12.

Section R607 Glass Unit Masonry

R607.1 General

Panels of glass unit masonry located in load-bearing and nonload-bearing exterior and interior walls shall be constructed in accordance with this section.

R607.2 Materials

Hollow glass units shall be partially evacuated and have a minimum average glass face thickness of ³/₁₆ inch (5 mm). The surface of units in contact with mortar shall be treated with a polyvinyl butyral coating or latex-based paint. The use of reclaimed units is prohibited.

R607.3 Units

Hollow or solid glass block units shall be standard or thin units.

R607.3.1 Standard Units

The specified thickness of standard units shall be not less than 3⁷/₈ inches (98 mm).

R607.3.2 Thin Units

The specified thickness of thin units shall be not less than 3¹/₈ inches (79 mm) for hollow units and not less than 3 inches (76 mm) for solid units.

R607.4 Isolated Panels

Isolated panels of glass unit masonry shall conform to the requirements of this section.

R607.4.1 Exterior Standard-Unit Panels

The maximum area of each individual standard-unit panel shall be 144 square feet (13.4 m²) where the design wind pressure is 20 pounds per square foot (958 Pa). The maximum area of such panels subjected to design wind pressures other than 20 pounds per square foot (958 Pa) shall be in accordance with Figure R607.4.1. The maximum panel dimension between structural supports shall be 25 feet (7620 mm) in width or 20 feet (6096 mm) in height.

FIGURE R607.4.1
GLASS UNIT MASONRY DESIGN WIND LOAD RESISTANCE

R607.4.2 Exterior Thin-Unit Panels

The maximum area of each individual thin-unit panel shall be 85 square feet (7.9 m²). The maximum dimension between structural supports shall be 15 feet (4572 mm) in width or 10 feet (3048 mm) in height. Thin units shall not be used in applications where the design wind pressure as stated in Table R301.2(1) exceeds 20 pounds per square foot (958 Pa).

R607.4.3 Interior Panels

The maximum area of each individual standard-unit panel shall be 250 square feet (23.2 m²). The maximum area of each thin-unit panel shall be 150 square feet (13.9 m²). The maximum dimension between structural supports shall be 25 feet (7620 mm) in width or 20 feet (6096 mm) in height.

R607.4.4 Curved Panels

The width of curved panels shall conform to the requirements of Sections R607.4.1, R607.4.2 and R607.4.3, except additional structural supports shall be provided at locations where a curved section joins a straight section, and at inflection points in multicurved walls.

R607.5 Panel Support

Glass unit masonry panels shall conform to the support requirements of this section.

R607.5.1 Deflection

The maximum total deflection of structural members that support glass unit masonry shall not exceed ¹/₆₀₀.

R607.5.2 Lateral Support

Glass unit masonry panels shall be laterally supported along the top and sides of the panel. Lateral supports for glass unit masonry panels shall be designed to resist not less than 200 pounds per lineal feet (2918 N/m) of panel, or the actual applied loads, whichever is greater. Except for single unit panels, lateral support shall be provided by panel anchors along the top and sides spaced not greater than 16 inches (406 mm) on center or by channel-type restraints. Single unit panels shall be supported by channel-type restraints.

Exceptions:

Lateral support is not required at the top of panels that are one unit wide.
Lateral support is not required at the sides of panels that are one unit high.

R607.5.2.1 Panel Anchor Restraints

Panel anchors shall be spaced not greater than 16 inches (406 mm) on center in both jambs and across the head. Panel anchors shall be embedded not less than 12 inches (305 mm) and shall be provided with two fasteners so as to resist the loads specified in Section R607.5.2.

R607.5.2.2 Channel-Type Restraints

Glass unit masonry panels shall be recessed not less than 1 inch (25 mm) within channels and chases. Channel-type restraints shall be oversized to accommodate expansion material in the opening, packing and sealant between the framing restraints, and the glass unit masonry perimeter units.

R607.6 Sills

Before bedding of glass units, the sill area shall be covered with a water base asphaltic emulsion coating. The coating shall be not less than ¹/₈ inch (3 mm) thick.

R607.7 Expansion Joints

Glass unit masonry panels shall be provided with expansion joints along the top and sides at all structural supports. Expansion joints shall be not less than ³/₈ inch (10 mm) in thickness and shall have sufficient thickness to accommodate displacements of the supporting structure. Expansion joints shall be entirely free of mortar and other debris and shall be filled with resilient material.

R607.8 Mortar

Glass unit masonry shall be laid with Type S or N mortar. Mortar shall not be retempered after initial set. Mortar unused within 1¹/₂ hours after initial mixing shall be discarded.

R607.9 Reinforcement

Glass unit masonry panels shall have horizontal joint reinforcement spaced not greater than 16 inches (406 mm) on center located in the mortar bed joint. Horizontal joint reinforcement shall extend the entire length of the panel but shall not extend across expansion joints. Longitudinal wires shall be lapped not less than 6 inches (152 mm) at splices. Joint reinforcement shall be placed in the bed joint immediately below and above openings in the panel. The reinforcement shall have not less than two parallel longitudinal wires of size W1.7 or greater, and have welded cross wires of size W1.7 or greater.

R607.10 Placement

Glass units shall be placed so head and bed joints are filled solidly. Mortar shall not be furrowed. Head and bed joints of glass unit masonry shall be ¹/₄ inch (6.4 mm) thick, except that vertical joint thickness of radial panels shall be not less than ¹/₈ inch (3 mm) or greater than ⁵/₈ inch (16 mm). The bed joint thickness tolerance shall be minus ¹/₁₆ inch (1.6 mm) and plus ¹/₈ inch (3 mm). The head joint thickness tolerance shall be plus or minus ¹/₈ inch (3 mm).

Section R608 Exterior Concrete Wall Construction

R608.1 General

Exterior concrete walls shall be designed and constructed in accordance with the provisions of this section or in accordance with the provisions of PCA 100 or ACI 318. Where PCA 100, ACI 318 or the provisions of this section are used to design concrete walls, project drawings, typical details and specifications are not required to bear the seal of the architect or engineer responsible for design, unless otherwise required by the state law of the jurisdiction having authority.

R608.1.1 Interior Construction

These provisions are based on the assumption that interior walls and partitions, both load-bearing and nonload-bearing, floors and roof/ceiling assemblies are constructed of light-framed construction complying with the limitations of this code and the additional limitations of Section R608.2. Design and construction of light-framed assemblies shall be in accordance with the applicable provisions of this code. Where secondstory exterior walls are of light-framed construction, they shall be designed and constructed as required by this code.

Aspects of concrete construction not specifically addressed by this code, including interior concrete walls, shall comply with ACI 318.

R608.1.2 Other Concrete Walls

Exterior concrete walls constructed in accordance with this code shall comply with the shapes and minimum concrete cross-sectional dimensions of Table R608.3. Other types of forming systems resulting in concrete walls not in compliance with this section shall be designed in accordance with ACI 318.

R608.2 Applicability Limits

The provisions of this section shall apply to the construction of exterior concrete walls for buildings not greater than 60 feet (18288 mm) in plan dimensions, floors with clear spans not greater than 32 feet (9754 mm) and roofs with clear spans not greater than 40 feet (12192 mm). Buildings shall not exceed 35 feet (10668 mm) in mean roof height or two stories in height above grade. Floor/ceiling dead loads shall not exceed 10 pounds per square foot (479 Pa), roof/ceiling dead loads shall not exceed 15 pounds per square foot (718 Pa) and attic live loads shall not exceed 20 pounds per square foot (958 Pa). Roof overhangs shall not exceed 2 feet (610 mm) of horizontal projection beyond the exterior wall and the dead load of the overhangs shall not exceed 8 pounds per square foot (383 Pa).

Walls constructed in accordance with the provisions of this section shall be limited to buildings subjected to a maximum design wind speed of 160 mph (72 m/s) Exposure B, 136 mph (61 m/s) Exposure C and 125 mph (56 m/s) Exposure D. Walls constructed in accordance with the provisions of this section shall be limited to detached one- and two-family dwellings and townhouses assigned to Seismic Design Category A or B, and detached one- and two-family dwellings assigned to Seismic Design Category C.

Buildings that are not within the scope of this section shall be designed in accordance with PCA 100 or ACI 318.

R608.3 Concrete Wall Systems

Concrete walls constructed in accordance with these provisions shall comply with the shapes and minimum concrete cross-sectional dimensions of Table R608.3.

TABLE R608.3
DIMENSIONAL REQUIREMENTS FOR WALLS^{a, b}
WALL TYPE AND NOMINAL THICKNESS	MAXIMUM WALL WEIGHT^c (psf)	MINIMUM WIDTH, W, OF VERTICAL CORES (inches)	MINIMUM THICKNESS, T, OF VERTICAL CORES (inches)	MAXIMUM SPACING OF VERTICAL CORES (inches)	MAXIMUM SPACING OF HORIZONTAL CORES (inches)	MINIMUM WEB THICKNESS (inches)
4" Flat^d	50	N/A	N/A	N/A	N/A	N/A
6" Flat^d	75	N/A	N/A	N/A	N/A	N/A
8" Flat^d	100	N/A	N/A	N/A	N/A	N/A
10" Flat^d	125	N/A	N/A	N/A	N/A	N/A
6" Waffle-grid	56	8^e	5.5^e	12	16	2
8" Waffle-grid	76	8^f	8^f	12	16	2
6" Screen-grid	53	6.25^g	6.25^g	12	12	N/A

For SI: 1 inch = 25.4 mm; 1 pound per square foot = 0.0479 kPa, 1 pound per cubic foot = 2402.77 kg/m³, 1 square inch = 645.16 mm², 1 inch⁴ = 42 cm⁴.

Width "W," thickness "T," spacing and web thickness, refer to Figures R608.3(2) and R608.3(3).
N/A indicates not applicable.
Wall weight is based on a unit weight of concrete of 150 pcf. For flat walls the weight is based on the nominal thickness. The tabulated values do not include any allowance for interior and exterior finishes.
Nominal wall thickness. The actual as-built thickness of a flat wall shall not be more than ¹/₂ inch less or more than ¹/₄ inch more than the nominal dimension indicated.
Vertical core is assumed to be elliptical-shaped. Another shape core is permitted provided the minimum thickness is 5 inches, the moment of inertia, I, about the centerline of the wall (ignoring the web) is not less than 65 inch⁴, and the area, A, is not less than 31.25 square inches. The width used to calculate A and I shall not exceed 8 inches.
Vertical core is assumed to be circular. Another shape core is permitted provided the minimum thickness is 7 inches, the moment of inertia, I, about the centerline of the wall (ignoring the web) is not less than 200 inch⁴, and the area, A, is not less than 49 square inches. The width used to calculate A and I shall not exceed 8 inches.
Vertical core is assumed to be circular. Another shape core is permitted provided the minimum thickness is 5.5 inches, the moment of inertia, I, about the centerline of the wall is not less than 76 inch⁴, and the area, A, is not less than 30.25 square inches. The width used to calculate A and I shall not exceed 6.25 inches.

FIGURE R608.3(2)
WAFFLE-GRID WALL SYSTEM

R608.3.1 Flat Wall Systems

Flat concrete wall systems shall comply with Table R608.3 and Figure R608.3(1) and have a minimum nominal thickness of 4 inches (102 mm).

R608.3.2 Waffle-Grid Wall Systems

Waffle-grid wall systems shall comply with Table R608.3 and Figure R608.3(2) and shall have a minimum nominal thickness of 6 inches (152 mm) for the horizontal and vertical concrete members (cores). The core and web dimensions shall comply with Table R608. 3. The maximum weight of wafflegrid walls shall comply with Table R608.3.

R608.4 Stay-In-Place Forms

Stay-in-place concrete forms shall comply with this section.

R608.4.1 Surface Burning Characteristics

The flame spread index and smoke-developed index of forming material, other than foam plastic, left exposed on the interior shall comply with Section R302.9. The surface burning characteristics of foam plastic used in insulating concrete forms shall comply with Section R316.3.

R608.4.2 Interior Covering

Stay-in-place forms constructed of rigid foam plastic shall be protected on the interior of the building as required by Sections R316.4 and R702.3.4. Where gypsum board is used to protect the foam plastic, it shall be installed with a mechanical fastening system. Use of adhesives is permitted in addition to mechanical fasteners.

R608.4.3 Exterior Wall Covering

Stay-in-place forms constructed of rigid foam plastics shall be protected from sunlight and physical damage by the application of an approved exterior wall covering complying with this code. Exterior surfaces of other stay-in-place forming systems shall be protected in accordance with this code.

Requirements for installation of masonry veneer, stucco and other finishes on the exterior of concrete walls and other construction details not covered in this section shall comply with the requirements of this code.

JOIST SPAN	BOLT SIZE AND SPACING
JOIST SPAN	ROOF	FLOOR
10 FT.	¹/₂ AT 2 FT. 6 IN. ⁷/₈ AT 3 FT. 6 IN.	¹/₂ AT 2 FT. 0 IN. ⁷/₈ AT 2 FT. 9 IN.
10-15 FT.	¹/₂ AT 1 FT. 9 IN. ⁷/₈ AT 2 FT. 6 IN.	¹/₂ AT 1 FT. 4 IN. ⁷/₈ AT 2 FT. 0 IN.
15-20 FT.	¹/₂ AT 1 FT. 3 IN. ⁷/₈ AT 2 FT. 0 IN.	¹/₂ AT 1 FT. 0 IN. ⁷/₈ AT 1 FT. 6 IN.

Reference.

Research.

Collaboration.

International Residential Code 2015 (IRC 2015)