Section R603

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 loadbearing 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 140 miles per hour (63 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.

Copyright © 2019 ICC. ALL RIGHTS RESERVED. Accessed by Kevin Day (kevin.day@dgs.ca.gov), (California Building Standards Commission) Order Number #100735044 on Jul 24, 2019 03:54 PM (PDT) pursuant to License Agreement with ICC. No further reproduction or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

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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 structuralquality sheet steel complying with the requirements of ASTM A1003: Structural Grades 33 Type H and 50 Type H.

R603.2.2 Corrosion protection. Load-bearing coldformed steel framing shall have a metallic coating complying with ASTM A1003 and one of the following:

Not less than G 60 in accordance with ASTM A653.
Not less than 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 1 ⁵ /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 1 ¹ /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.

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 coldformed 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

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mm). Gypsum board shall be attached to cold-formed 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 not fewer than 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 1 ¹ /2 inches (38 mm).
Holes shall have a web hole length not exceeding 4 ¹ /2 inches (114 mm).

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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-shaped 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).

TABLE R603.2.3 LOAD-BEARING COLD-FORMED STEEL STUD SIZES AND THICKNESSES

MEMBER DESIGNATIONa	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. a. 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.

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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:

1.1. The depth of the hole, measured across the web, exceeds 70 percent of the flat width of the web.

1.2. 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).

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. Coldformed 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.

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).

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 on an ultimate design wind speed of 115 miles per hour (51 m/s), Exposure Category B, and the building width, stud spacing and snow load, as appropriate. Fasten

ing 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 /16inch-thick (11.1 mm) oriented strand board or ¹⁵ /32

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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 where 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 where the second-floor live load is 30 pounds per square

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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 where 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).

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 R603.3.1 WALL TO FOUNDATION OR FLOOR CONNECTION REQUIREMENTSa, b
FRAMING CONDITION	FRAMING CONDITION	FRAMING CONDITION	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)
FRAMING CONDITION	FRAMING CONDITION	FRAMING CONDITION	115 B	120 B	130 B or 115 C	< 140 B or 120 C	130 C	< 140 C
Wall bottom track to floor per Figure R603.3.1(1)	Wall bottom track to floor per Figure R603.3.1(1)	Wall bottom track to floor per Figure R603.3.1(1)	1-No. 8 screw at 12 o.c.	1-No. 8 screw at 8 o.c.	2-No. 8 screws at 8 o.c.	2-No. 8 screws at 6 o.c.	3-No. 8 screws at 8 o.c.	3-No. 8 screws at 6 o.c.
Wall bottom track to foundation per Figure R603.3.1(2)d	Wall bottom track to foundation per Figure R603.3.1(2)d	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 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 3-4 o.c.	1/2 minimum diameter anchor bolt at 2-8 o.c.
Wall bottom track to wood sill per Figure R603.3.1(3)	Wall bottom track to wood sill per Figure R603.3.1(3)	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 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 1-4 o.c., with 4-No. 8 screws and 4- 10d or 6-8d common nails
Wind uplift connector strength (lbs)c, e	Stud Spacing (inches)	Roof Span (feet)
Wind uplift connector strength (lbs)c, e	16	24	NR	NR	NR	NR	NR	NR
Wind uplift connector strength (lbs)c, e	16	28	NR	NR	NR	NR	NR	339
Wind uplift connector strength (lbs)c, e	16	32	NR	NR	NR	NR	NR	382
Wind uplift connector strength (lbs)c, e	16	36	NR	NR	NR	NR	333	426
Wind uplift connector strength (lbs)c, e	16	40	NR	NR	NR	NR	368	470
Wind uplift connector strength (lbs)c, e	24	24	NR	NR	NR	NR	343	443
Wind uplift connector strength (lbs)c, e	24	28	NR	NR	NR	NR	395	508
Wind uplift connector strength (lbs)c, e	24	32	NR	NR	NR	330	447	573
Wind uplift connector strength (lbs)c, e	24	36	NR	NR	NR	371	500	639
Wind uplift connector strength (lbs)c, e	24	40	NR	NR	345	411	552	704

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. a. 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. b. All screw sizes shown are minimum. c. NR = Uplift connector not required. d. 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. e. See Figure R603.3.1(4) for details.

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		TABLE R603.3.1.1(1) GABLE ENDWALL TO FLOOR CONNECTION REQUIREMENTSa, b, c
ULTIMATE WIND SPEED (mph)	ULTIMATE WIND SPEED (mph)	WALL BOTTOM TRACK TO FLOOR JOIST OR TRACK CONNECTION	WALL BOTTOM TRACK TO FLOOR JOIST OR TRACK CONNECTION	WALL BOTTOM TRACK TO FLOOR JOIST OR TRACK CONNECTION
Exposure Category	Exposure Category	Stud height,h (feet)	Stud height,h (feet)	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.
120	—	1-No. 8 screw @ 12 o.c.	1-No. 8 screw @ 12 o.c.	1-No. 8 screw @ 12 o.c.
130	115	1-No. 8 screw @ 12 o.c.	1-No. 8 screw @ 12 o.c.	2-No. 8 screws @ 12 o.c.
< 140	120	1-No. 8 screw @ 12 o.c.	1-No. 8 screw @ 12 o.c.	2-No. 8 screws @ 12 o.c.
—	130	2-No. 8 screws @ 12 o.c.	1-No. 8 screw @ 8 o.c.	2-No. 8 screws @ 8 o.c.
—	< 140	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. a. Refer to Table R603.3.1.1(2) for gable endwall bottom track to foundation connections. b. Where attachment is not given, special design is required. c. 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 BOTTOM TRACK TO FOUNDATION CONNECTION REQUIREMENTS ^{a, b, c}

ULTIMATE WIND SPEED (mph)		MINIMUM SPACING FOR 1/-INCH-DIAMETER ANCHOR BOLTSd 2
Exposure Category	Exposure Category	Stud height,h (feet)	Stud height,h (feet)	Stud height,h (feet)
B	C	10 <h ~~~~ 14	14 <h ~~~~ 18	18 <h ~~~~ 22
115	—	6- 0 o.c.	6- 0 o.c.	6- 0 o.c.
120	—	6- 0 o.c.	5- 7 o.c.	6- 0 o.c.
130	115	5- 0 o.c.	6- 0 o.c.	6- 0 o.c.
< 140	120	6- 0 o.c.	5- 6 o.c.	6- 0 o.c.
—	130	5- 3 o.c.	6- 0 o.c.	6- 0 o.c.
—	< 140	3- 0 o.c.	3- 0 o.c.	3- 0 o.c.

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s, 1 foot = 304.8 mm. a. Refer to Table R603.3.1.1(1) for gable endwall bottom track to floor joist or track connection connections. b. Where attachment is not given, special design is required. c. Stud height, h, is measured from wall bottom track to wall top track or brace connection height. d. 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.

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	TABLE R603.3.2(1) WALL FASTENING SCHEDULEa
DESCRIPTION OF BUILDING ELEMENT	NUMBER AND SIZE OF FASTENERSa	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 screwsb	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. a. All screw sizes shown are minimum. b. 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.

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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)
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	8-foot Studs	8-foot Studs	8-foot Studs	8-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)
Exp. B	Exp. C	Exp. C	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
115	—	350S162	24	33	33	33	43	33	33	33	43	33	33	43	43
115	—	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
115	—	550S162	24	33	33	33	33	33	33	33	33	33	33	33	43
120	—	350S162	16	33	33	33	33	33	33	33	33	33	33	33	33
120	—	350S162	24	33	33	33	43	33	33	33	43	43	43	43	43
120	—	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
120	—	550S162	24	33	33	33	43	33	33	33	33	33	33	33	43
130	115	350S162	16	33	33	33	33	33	33	33	33	33	33	33	33
130	115	350S162	24	33	33	43	43	43	43	43	43	43	43	43	54
130	115	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
130	115	550S162	24	33	33	33	43	33	33	33	43	33	33	33	43
< 140	120	350S162	16	33	33	33	33	33	33	33	33	33	33	33	43
< 140	120	350S162	24	33	33	43	43	43	43	43	43	54	54	54	54
< 140	120	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
< 140	120	550S162	24	33	33	33	43	33	33	33	43	43	43	43	43
—	130	350S162	16	33	33	33	33	33	33	33	33	43	43	43	43
—	130	350S162	24	43	43	43	43	54	54	54	54	54	54	54	54
—	130	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
—	130	550S162	24	33	33	33	43	43	43	43	43	43	43	43	43
—	< 140	350S 162	16	33	33	33	33	43	43	43	43	43	43	43	43
—	< 140	350S 162	24	43	43	43	54	54	54	54	54	54	54	54	54
—	< 140	550S 162	16	33	33	33	33	33	33	33	33	33	33	33	33
—	< 140	550S 162	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 kPa,

1 ksi = 1,000 psi = 6.895 MPa. a. Deflection criterion: L /240. b. 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.

c. Building width is in the direction of horizontal framing members supported by the wall studs. d. 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.

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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)
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	8-foot Studs	8-foot Studs	8-foot Studs	8-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)
Exp. B	Exp. C	Exp. C	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
115	—	350S162	24	33	33	43	43	33	33	43	43	33	33	43	54
115	—	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
115	—	550S162	24	33	33	33	43	33	33	33	43	33	33	33	43
120	—	350S162	16	33	33	33	33	33	33	33	33	33	33	33	33
120	—	350S162	24	33	33	43	43	33	33	43	43	43	43	43	54
120	—	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
120	—	550S162	24	33	33	33	43	33	33	33	43	33	33	33	43
130	115	350S162	16	33	33	33	33	33	33	33	33	33	33	33	43
130	115	350S162	24	33	33	43	54	43	43	43	54	43	43	43	54
130	115	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
130	115	550S162	24	33	33	33	43	33	33	33	43	33	33	33	43
< 140	120	350S162	16	33	33	33	33	33	33	33	33	33	33	33	43
< 140	120	350S162	24	33	33	43	54	43	43	43	54	54	54	54	54
< 140	120	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
< 140	120	550S162	24	33	33	33	43	33	33	33	43	43	43	43	43
—	130	350S162	16	33	33	33	33	33	33	33	43	43	43	43	43
—	130	350S162	24	43	43	43	54	54	54	54	54	54	54	54	54
—	130	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
—	130	550S162	24	33	33	33	43	43	43	43	43	43	43	43	43
—	< 140	350S 162	16	33	33	33	43	43	43	43	43	43	43	43	43
—	< 140	350S 162	24	43	43	43	54	54	54	54	54	54	54	54	54
—	< 140	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
—	< 140	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 kPa,

1 ksi = 1,000 psi = 6.895 MPa. a. Deflection criterion: L /240. b. 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.

286 2019 CALIFORNIA RESIDENTIAL CODE

100735044

WALL CONSTRUCTION

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)
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	8-foot Studs	8-foot Studs	8-foot Studs	8-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)
Exp. B	Exp. C	Exp. C	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
115	—	350S162	24	33	33	43	54	33	33	43	54	43	43	43	54
115	—	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
115	—	550S162	24	33	33	33	43	33	33	33	43	33	33	33	43
120	—	350S162	16	33	33	33	33	33	33	33	33	33	33	33	43
120	—	350S162	24	33	33	43	54	33	33	43	54	43	43	43	54
120	—	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
120	—	550S162	24	33	33	33	43	33	33	33	43	33	33	43	43
130	115	350S162	16	33	33	33	43	33	33	33	43	33	33	33	43
130	115	350S162	24	33	33	43	54	43	43	43	54	43	43	54	54
130	115	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
130	115	550S162	24	33	33	43	43	33	33	33	43	33	33	43	43
< 140	120	350S162	16	33	33	33	43	33	33	33	43	33	33	33	43
< 140	120	350S162	24	33	33	43	54	43	43	43	54	54	54	54	54
< 140	120	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
< 140	120	550S162	24	33	33	43	43	33	33	33	43	43	43	43	43
—	130	350S162	16	33	33	33	43	33	33	33	43	43	43	43	43
—	130	350S162	24	43	43	43	54	54	54	54	54	54	54	54	54
—	130	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
—	130	550S162	24	33	33	43	43	43	43	43	43	43	43	43	43
—	< 140	350S162	16	33	33	33	43	43	43	43	43	43	43	43	43
—	< 140	350S162	24	43	43	54	54	54	54	54	54	54	54	54	54
—	< 140	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
—	< 140	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 kPa,

1 ksi = 1,000 psi = 6.895 MPa. a. Deflection criterion: L /240. b. 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.

100735044

WALL CONSTRUCTION

TABLE R603.3.2(5)¶

36-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLY ^{a, b, c, d}

ULTIMATE WIND SPEED AND EXPOSURE CATEORY (mph)		MEMBER SIZE	STUD SPACING (inches)	MINIMUM STUD THICKNESS (mils)
ULTIMATE WIND SPEED AND EXPOSURE CATEORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEORY (mph)	MEMBER SIZE	STUD SPACING (inches)	8-foot Studs	8-foot Studs	8-foot Studs	8-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs
ULTIMATE WIND SPEED AND EXPOSURE CATEORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEORY (mph)	MEMBER SIZE	STUD SPACING (inches)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)
Exp. B	Exp. C	Exp. C	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
115	—	350S162	24	33	33	43	54	33	33	43	54	43	43	54	54
115	—	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
115	—	550S162	24	33	33	43	43	33	33	43	43	33	33	43	43
120	—	350S162	16	33	33	33	43	33	33	33	43	33	33	33	43
120	—	350S162	24	33	33	43	54	33	33	43	54	43	43	54	54
120	—	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
120	—	550S162	24	33	33	43	43	33	33	43	43	33	33	43	43
130	115	350S162	16	33	33	33	43	33	33	33	43	33	33	43	43
130	115	350S162	24	33	43	43	54	43	43	43	54	43	43	54	54
130	115	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
130	115	550S162	24	33	33	43	43	33	33	43	43	33	33	43	43
< 140	120	350S162	16	33	33	33	43	33	33	33	33	33	33	43	43
< 140	120	350S162	24	43	43	43	54	43	43	43	54	54	54	54	54
< 140	120	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
< 140	120	550S162	24	33	33	43	43	33	33	43	43	43	43	43	54
—	130	350S162	16	33	33	33	43	33	33	33	43	43	43	43	43
—	130	350S162	24	43	43	54	54	54	54	54	54	54	54	54	54
—	130	550S162	16	33	33	33	33	33	33	33	33	33	33	33	43
—	130	550S162	24	33	33	43	54	43	43	43	43	43	43	43	54
—	< 140	350S162	16	33	33	33	43	43	43	43	43	43	43	43	54
—	< 140	350S162	24	43	43	54	54	54	54	54	54	54	54	54	68
—	< 140	550S162	16	33	33	33	33	33	33	33	33	33	33	33	43
—	< 140	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 kPa,

1 ksi = 1,000 psi = 6.895 MPa. a. Deflection criterion: L /240. b. 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.

288 2019 CALIFORNIA RESIDENTIAL CODE

100735044

WALL CONSTRUCTION

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)
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	8-foot Studs	8-foot Studs	8-foot Studs	8-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)
Exp. B	Exp. C	Exp. C	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
115	—	350S162	24	33	33	43	54	33	43	43	54	43	43	54	54
115	—	550S162	16	33	33	33	43	33	33	33	33	33	33	33	33
115	—	550S162	24	33	33	43	54	33	33	43	43	33	33	43	54
120	—	350S162	16	33	33	33	43	33	33	33	43	33	33	43	43
120	—	350S162	24	33	43	43	54	33	43	43	54	43	43	54	54
120	—	550S162	16	33	33	33	43	33	33	33	33	33	33	33	43
120	—	550S162	24	33	33	43	54	33	33	43	43	33	33	43	54
130	115	350S162	16	33	33	33	43	33	33	33	43	33	33	43	43
130	115	350S162	24	43	43	54	54	43	43	54	54	43	54	54	54
130	115	550S162	16	33	33	33	43	33	33	33	33	33	33	33	43
130	115	550S162	24	33	33	43	54	33	33	43	54	33	33	43	54
< 140	120	350S162	16	33	33	33	43	33	33	33	43	33	33	43	43
< 140	120	350S162	24	43	43	54	54	43	43	54	54	54	54	54	54
< 140	120	550S162	16	33	33	33	43	33	33	33	33	33	33	33	43
< 140	120	550S162	24	33	33	43	54	33	33	43	54	43	43	43	54
—	130	350S162	16	33	33	43	43	33	33	43	43	43	43	43	54
—	130	350S162	24	43	43	54	54	54	54	54	54	54	54	54	68
—	130	550S162	16	33	33	33	43	33	33	33	43	33	33	33	43
—	130	550S162	24	33	33	43	54	43	43	43	54	43	43	43	54
—	< 140	350S162	16	33	33	43	43	43	43	43	43	43	43	43	54
—	< 140	350S162	24	43	43	54	54	54	54	54	54	54	54	54	68
—	< 140	550S162	16	33	33	33	43	33	33	33	43	33	33	33	43
—	< 140	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 kPa,

1 ksi = 1,000 psi = 6.895 MPa. a. Deflection criterion: L /240. b. 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.

100735044

WALL CONSTRUCTION

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)
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	8-foot Studs	8-foot Studs	8-foot Studs	8-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)
Exp. B	Exp. C	Exp. C	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
115	—	350S162	24	33	33	43	43	43	43	43	43	43	43	43	54
115	—	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
115	—	550S162	24	33	33	33	43	33	33	33	43	33	33	33	43
120	—	350S162	16	33	33	33	33	33	33	33	33	33	33	33	43
120	—	350S162	24	43	43	43	43	43	43	43	43	43	43	54	54
120	—	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
120	—	550S162	24	33	33	33	43	33	33	33	43	33	33	33	43
130	115	350S162	16	33	33	33	43	33	33	33	43	43	43	43	43
130	115	350S162	24	43	43	43	54	43	43	54	54	54	54	54	54
130	115	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
130	115	550S162	24	33	33	33	43	33	33	33	43	33	33	43	43
< 140	120	350S162	16	33	33	33	43	33	33	43	43	43	43	43	43
< 140	120	350S162	24	43	43	43	54	43	54	54	54	54	54	54	54
< 140	120	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
< 140	120	550S162	24	33	33	43	43	33	33	33	43	43	43	43	43
—	130	350S162	16	33	33	33	43	43	43	43	43	43	43	43	54
—	130	350S162	24	43	43	54	54	54	54	54	54	54	54	54	54
—	130	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
—	130	550S162	24	33	33	43	43	43	43	43	43	43	43	43	43
—	< 140	350S162	16	43	43	43	43	43	43	43	43	54	54	54	54
—	< 140	350S162	24	54	54	54	54	54	54	54	54	54	54	54	54
—	< 140	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
—	< 140	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 kPa,

1 ksi = 1,000 psi = 6.895 MPa. a. Deflection criterion: L /240. b. 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.

290 2019 CALIFORNIA RESIDENTIAL CODE

100735044

WALL CONSTRUCTION

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)
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	8-foot Studs	8-foot Studs	8-foot Studs	8-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)
Exp. B	Exp. C	Exp. C	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
115	—	350S162	24	43	43	43	54	43	43	43	54	43	43	54	54
115	—	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
115	—	550S162	24	33	33	43	43	33	33	43	43	33	33	43	43
120	—	350S162	16	33	33	33	43	33	33	33	43	33	33	43	43
120	—	350S162	24	43	43	43	54	43	43	43	54	54	54	54	54
120	—	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
120	—	550S162	24	33	33	43	43	33	33	43	43	33	33	43	43
130	115	350S162	16	33	33	33	43	33	33	43	43	43	43	43	43
130	115	350S162	24	43	43	43	54	43	54	54	54	54	54	54	54
130	115	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
130	115	550S162	24	33	33	43	43	33	33	43	43	43	43	43	43
< 140	120	350S162	16	33	33	33	43	43	43	43	43	43	43	43	43
< 140	120	350S162	24	43	43	54	54	54	54	54	54	54	54	54	54
< 140	120	550S162	16	33	33	33	33	33	33	33	33	33	33	33	33
< 140	120	550S162	24	33	33	43	43	33	33	43	43	43	43	43	43
—	130	350S162	16	33	33	43	43	43	43	43	43	43	43	54	54
—	130	350S162	24	54	54	54	54	54	54	54	54	54	54	54	54
—	130	550S162	16	33	33	33	33	33	33	33	33	33	33	33	43
—	130	550S162	24	33	33	43	43	43	43	43	43	43	43	43	43
—	< 140	350S162	16	43	43	43	43	43	43	43	43	54	54	54	54
—	< 140	350S162	24	54	54	54	54	54	54	54	54	54	54	54	54
—	< 140	550S162	16	33	33	33	33	33	33	33	33	33	33	33	43
—	< 140	550S162	24	43	43	43	43	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. a. Deflection criterion: L /240. b. 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.

100735044

WALL CONSTRUCTION

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)
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	8-foot Studs	8-foot Studs	8-foot Studs	8-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)
Exp. B	Exp. C	Exp. C	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	43	43	43
115	—	350S162	24	43	43	43	54	43	43	43	54	54	54	54	54
115	—	550S162	16	33	33	33	43	33	33	33	33	33	33	33	43
115	—	550S162	24	33	43	43	54	33	33	43	43	33	33	43	43
120	—	350S162	16	33	33	33	43	33	33	33	43	43	43	43	43
120	—	350S162	24	43	43	43	54	43	43	43	54	54	54	54	54
120	—	550S162	16	33	33	33	43	33	33	33	33	33	33	33	43
120	—	550S162	24	33	43	43	54	33	33	43	43	33	33	43	54
130	115	350S162	16	33	33	43	43	43	43	43	43	43	43	43	43
130	115	350S162	24	43	43	54	54	54	54	54	54	54	54	54	54
130	115	550S162	16	33	33	33	43	33	33	33	33	33	33	33	43
130	115	550S162	24	33	43	43	54	33	33	43	43	43	43	43	54
< 140	120	350S162	16	33	33	43	43	43	43	43	43	43	43	43	54
< 140	120	350S162	24	43	54	54	54	54	54	54	54	54	54	54	54
< 140	120	550S162	16	33	33	33	43	33	33	33	43	33	33	33	43
< 140	120	550S162	24	33	43	43	54	33	43	43	43	43	43	43	54
—	130	350S162	16	43	43	43	43	43	43	43	43	43	54	54	54
—	130	350S162	24	54	54	54	54	54	54	54	54	54	54	54	54
—	130	550S162	16	33	33	33	43	33	33	33	43	33	33	33	43
—	130	550S162	24	43	43	43	54	43	43	43	54	43	43	43	54
—	< 140	350S162	16	43	43	43	43	43	43	43	54	54	54	54	54
—	< 140	350S162	24	54	54	54	54	54	54	54	54	54	54	54	68
—	< 140	550S162	16	33	33	33	43	33	33	33	43	33	33	33	43
—	< 140	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 kPa,

1 ksi = 1,000 psi = 6.895 MPa. a. Deflection criterion: L /240. b. 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.

292 2019 CALIFORNIA RESIDENTIAL CODE

100735044

WALL CONSTRUCTION

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)
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	8-foot Studs	8-foot Studs	8-foot Studs	8-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)
Exp. B	Exp. C	Exp. C	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	43
115	—	350S162	24	43	43	54	54	43	43	54	54	54	54	54	54
115	—	550S162	16	33	33	33	43	33	33	33	43	33	33	33	43
115	—	550S162	24	43	43	43	54	43	43	43	54	43	43	43	54
120	—	350S162	16	33	33	43	43	33	33	43	43	43	43	43	43
120	—	350S162	24	43	43	54	54	43	43	54	54	54	54	54	54
120	—	550S162	16	33	33	33	43	33	33	33	43	33	33	33	43
120	—	550S162	24	43	43	43	54	43	43	43	54	43	43	43	54
130	115	350S162	16	33	33	43	43	43	43	43	43	43	43	43	54
130	115	350S162	24	43	54	54	54	54	54	54	54	54	54	54	68
130	115	550S162	16	33	33	33	43	33	33	33	43	33	33	33	43
130	115	550S162	24	43	43	43	54	43	43	43	54	43	43	43	54
< 140	120	350S162	16	43	43	43	43	43	43	43	43	43	43	54	54
< 140	120	350S162	24	54	54	54	54	54	54	54	54	54	54	54	68
< 140	120	550S162	16	33	33	33	43	33	33	33	43	33	33	33	43
< 140	120	550S162	24	43	43	43	54	43	43	43	54	43	43	43	54
—	130	350S162	16	43	43	43	43	43	43	43	43	54	54	54	54
—	130	350S162	24	54	54	54	54	54	54	54	54	54	54	54	68
—	130	550S162	16	33	33	33	43	33	33	33	43	33	33	33	43
—	130	550S162	24	43	43	43	54	43	43	43	54	43	43	43	54
—	< 140	350S162	16	43	43	43	54	43	43	54	54	54	54	54	54
—	< 140	350S162	24	54	54	54	54	54	54	54	54	54	54	54	68
—	< 140	550S162	16	33	33	33	43	33	33	33	43	33	33	43	43
—	< 140	550S162	24	43	43	43	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 kPa,

1 ksi = 1,000 psi = 6.895 MPa. a. Deflection criterion: L /240. b. 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.

100735044

WALL CONSTRUCTION

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)
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	8-foot Studs	8-foot Studs	8-foot Studs	8-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)
Exp. B	Exp. C	Exp. C	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
115	—	350S162	24	43	43	54	54	43	43	54	54	54	54	54	68
115	—	550S162	16	33	33	33	43	33	33	33	43	33	33	33	43
115	—	550S162	24	43	43	54	54	43	43	43	54	43	43	43	54
120	—	350S162	16	33	33	43	43	33	33	43	43	43	43	43	54
120	—	350S162	24	43	43	54	54	54	54	54	54	54	54	54	68
120	—	550S162	16	33	33	33	43	33	33	33	43	33	33	33	43
120	—	550S162	24	43	43	54	54	43	43	43	54	43	43	43	54
130	115	350S162	16	43	43	43	54	43	43	43	43	43	43	54	54
130	115	350S162	24	54	54	54	54	54	54	54	54	54	54	54	68
130	115	550S162	16	33	33	43	43	33	33	33	43	33	33	43	43
130	115	550S162	24	43	43	54	54	43	43	43	54	43	43	54	54
< 140	120	350S162	16	43	43	43	54	43	43	43	54	43	43	54	54
< 140	120	350S162	24	54	54	54	54	54	54	54	54	54	54	54	68
< 140	120	550S162	16	33	33	43	43	33	33	33	43	33	33	43	43
< 140	120	550S162	24	43	43	54	54	43	43	43	54	43	43	54	54
—	130	350S162	16	43	43	43	54	43	43	43	54	54	54	54	54
—	130	350S162	24	54	54	54	68	54	54	54	54	54	54	68	68
—	130	550S162	16	33	33	43	43	33	33	33	43	33	33	43	43
—	130	550S162	24	43	43	54	54	43	43	43	54	43	43	54	54
—	< 140	350S162	16	43	43	43	54	43	43	54	54	54	54	54	54
—	< 140	350S162	24	54	54	54	68	54	54	54	68	54	54	68	68
—	< 140	550S162	16	33	33	43	43	33	33	43	43	33	43	43	43
—	< 140	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 kPa,

1 ksi = 1,000 psi = 6.895 MPa. a. Deflection criterion: L /240. b. 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.

294 2019 CALIFORNIA RESIDENTIAL CODE

100735044

WALL CONSTRUCTION

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)
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	8-foot Studs	8-foot Studs	8-foot Studs	8-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)
Exp. B	Exp. C	Exp. C	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
115	—	350S162	24	54	54	54	54	54	54	54	54	54	54	54	54
115	—	550S162	16	33	33	43	43	33	33	33	33	33	33	33	43
115	—	550S162	24	43	43	54	54	43	43	43	43	43	43	43	54
120	—	350S162	16	43	43	43	43	33	33	43	43	43	43	43	43
120	—	350S162	24	54	54	54	54	54	54	54	54	54	54	54	54
120	—	550S162	16	33	33	43	43	33	33	33	33	33	33	33	43
120	—	550S162	24	43	43	54	54	43	43	43	43	43	43	43	54
130	115	350S162	16	43	43	43	43	43	43	43	43	43	43	43	54
130	115	350S162	24	54	54	54	54	54	54	54	54	54	54	54	54
130	115	550S162	16	33	33	43	43	33	33	33	33	33	33	33	43
130	115	550S162	24	43	43	54	54	43	43	43	43	43	43	43	54
< 140	120	350S162	16	43	43	43	43	43	43	43	43	43	43	54	54
< 140	120	350S162	24	54	54	54	54	54	54	54	54	54	54	54	54
< 140	120	550S162	16	33	33	43	43	33	33	33	33	33	33	33	43
< 140	120	550S162	24	43	43	54	54	43	43	43	43	43	43	43	54
—	130	350S162	16	43	43	43	43	43	43	43	43	54	54	54	54
—	130	350S162	24	54	54	54	54	54	54	54	54	54	54	68	68
—	130	550S162	16	33	33	43	43	33	33	33	33	33	33	33	43
—	130	550S162	24	43	43	54	54	43	43	43	43	43	43	43	54
—	< 140	350S162	16	43	43	43	43	43	43	54	54	54	54	54	54
—	< 140	350S162	24	54	54	54	54	54	54	54	54	54	54	68	68
—	< 140	550S162	16	33	33	43	43	33	33	33	33	33	33	43	43
—	< 140	550S162	24	43	43	54	54	43	43	43	43	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. a. Deflection criterion: L /240. b. 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.

100735044

WALL CONSTRUCTION

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)
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	8-foot Studs	8-foot Studs	8-foot Studs	8-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)
Exp. B	Exp. C	Exp. C	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
115	—	350S162	24	54	54	54	54	54	54	54	54	54	54	54	54
115	—	550S162	16	43	43	43	43	43	43	43	43	43	43	43	43
115	—	550S162	24	54	54	54	54	54	54	54	54	54	54	54	54
120	—	350S162	16	43	43	43	43	43	43	43	43	43	43	43	43
120	—	350S162	24	54	54	54	54	54	54	54	54	54	54	54	54
120	—	550S162	16	43	43	43	43	43	43	43	43	43	43	43	43
120	—	550S162	24	54	54	54	54	54	54	54	54	54	54	54	54
130	115	350S162	16	43	43	43	43	43	43	43	43	43	43	54	54
130	115	350S162	24	54	54	54	54	54	54	54	54	54	54	54	68
130	115	550S162	16	43	43	43	43	43	43	43	43	43	43	43	43
130	115	550S162	24	54	54	54	54	54	54	54	54	54	54	54	54
< 140	120	350S162	16	43	43	43	43	43	43	43	43	54	54	54	54
< 140	120	350S162	24	54	54	54	54	54	54	54	54	54	54	68	68
< 140	120	550S162	16	43	43	43	43	43	43	43	43	43	43	43	43
< 140	120	550S162	24	54	54	54	54	54	54	54	54	54	54	54	54
—	130	350S162	16	43	43	43	43	43	43	43	54	54	54	54	54
—	130	350S162	24	54	54	54	54	54	54	54	54	68	68	68	68
—	130	550S162	16	43	43	43	43	43	43	43	43	43	43	43	43
—	130	550S162	24	54	54	54	54	54	54	54	54	54	54	54	54
—	< 140	350S162	16	43	43	43	54	54	54	54	54	54	54	54	54
—	< 140	350S162	24	54	54	54	54	54	54	54	68	68	68	68	68
—	< 140	550S162	16	43	43	43	43	43	43	43	43	43	43	43	43
—	< 140	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. a. Deflection criterion: L /240. b. 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.

296 2019 CALIFORNIA RESIDENTIAL CODE

100735044

WALL CONSTRUCTION

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)
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	8-foot Studs	8-foot Studs	8-foot Studs	8-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)
Exp. B	Exp. C	Exp. C	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
115	—	350S162	24	54	54	54	68	54	54	54	54	54	54	54	68
115	—	550S162	16	43	43	43	43	43	43	43	43	43	43	43	43
115	—	550S162	24	54	54	54	54	54	54	54	54	54	54	54	54
120	—	350S162	16	43	43	43	54	43	43	43	43	43	43	43	54
120	—	350S162	24	54	54	54	68	54	54	54	54	54	54	54	68
120	—	550S162	16	43	43	43	43	43	43	43	43	43	43	43	43
120	—	550S162	24	54	54	54	54	54	54	54	54	54	54	54	54
130	115	350S162	16	43	43	43	54	43	43	43	43	54	54	54	54
130	115	350S162	24	54	54	54	68	54	54	54	54	54	68	68	68
130	115	550S162	16	43	43	43	43	43	43	43	43	43	43	43	43
130	115	550S162	24	54	54	54	54	54	54	54	54	54	54	54	54
< 140	120	350S162	16	43	43	43	54	43	43	43	54	54	54	54	54
< 140	120	350S162	24	54	54	54	68	54	54	54	54	68	68	68	68
< 140	120	550S162	16	43	43	43	43	43	43	43	43	43	43	43	43
< 140	120	550S162	24	54	54	54	54	54	54	54	54	54	54	54	54
—	130	350S162	16	43	43	43	54	43	54	54	54	54	54	54	54
—	130	350S162	24	54	54	54	68	54	54	54	68	68	68	68	68
—	130	550S162	16	43	43	43	43	43	43	43	43	43	43	43	43
—	130	550S162	24	54	54	54	54	54	54	54	54	54	54	54	54
—	< 140	350S162	16	43	43	54	54	54	54	54	54	54	54	54	54
—	< 140	350S162	24	54	54	54	68	54	68	68	68	68	68	68	68
—	< 140	550S162	16	43	43	43	43	43	43	43	43	43	43	43	43
—	< 140	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. a. Deflection criterion: L /240. b. 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.

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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)
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	8-foot Studs	8-foot Studs	8-foot Studs	8-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)
Exp. B	Exp. C	Exp. C	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
115	—	350S162	24	68	68	68	68	54	54	54	68	68	68	68	68
115	—	550S162	16	43	43	43	54	43	43	43	43	43	43	43	43
115	—	550S162	24	54	54	54	54	54	54	54	54	54	54	54	54
120	—	350S162	16	54	54	54	54	43	43	43	54	54	54	54	54
120	—	350S162	24	68	68	68	68	54	54	54	68	68	68	68	68
120	—	550S162	16	43	43	43	54	43	43	43	43	43	43	43	43
120	—	550S162	24	54	54	54	54	54	54	54	54	54	54	54	54
130	115	350S162	16	54	54	54	54	43	43	43	54	54	54	54	54
130	115	350S162	24	68	68	68	68	54	54	54	68	68	68	68	68
130	115	550S162	16	43	43	43	54	43	43	43	43	43	43	43	43
130	115	550S162	24	54	54	54	54	54	54	54	54	54	54	54	54
< 140	120	350S162	16	54	54	54	54	43	43	54	54	54	54	54	54
< 140	120	350S162	24	68	68	68	68	54	54	54	68	68	68	68	68
< 140	120	550S162	16	43	43	43	54	43	43	43	43	43	43	43	43
< 140	120	550S162	24	54	54	54	54	54	54	54	54	54	54	54	54
—	130	350S162	16	54	54	54	54	54	54	54	54	54	54	54	54
—	130	350S162	24	68	68	68	68	54	54	68	68	68	68	68	68
—	130	550S162	16	43	43	43	54	43	43	43	43	43	43	43	43
—	130	550S162	24	54	54	54	54	54	54	54	54	54	54	54	54
—	< 140	350S162	16	54	54	54	54	54	54	54	54	54	54	54	54
—	< 140	350S162	24	68	68	68	68	68	68	68	68	68	68	68	68
—	< 140	550S162	16	43	43	43	54	43	43	43	43	43	43	43	43
—	< 140	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. a. Deflection criterion: L /240. b. 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.

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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)
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	8-foot Studs	8-foot Studs	8-foot Studs	8-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	9-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs	10-foot Studs
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)	Ground Snow Load (psf)
Exp. B	Exp. C	Exp. C	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
115	—	350S162	24	68	68	68	68	68	68	68	68	68	68	68	68
115	—	550S162	16	54	54	54	54	43	43	54	54	43	43	54	54
115	—	550S162	24	54	54	54	68	54	54	54	54	54	54	54	54
120	—	350S162	16	54	54	54	54	54	54	54	54	54	54	54	54
120	—	350S162	24	68	68	68	68	68	68	68	68	68	68	68	68
120	—	550S162	16	54	54	54	54	43	43	54	54	43	43	54	54
120	—	550S162	24	54	54	54	68	54	54	54	54	54	54	54	54
130	115	350S162	16	54	54	54	54	54	54	54	54	54	54	54	54
130	115	350S162	24	68	68	68	68	68	68	68	68	68	68	68	68
130	115	550S162	16	54	54	54	54	43	43	54	54	43	43	54	54
130	115	550S162	24	54	54	54	68	54	54	54	54	54	54	54	54
< 140	120	350S162	16	54	54	54	54	54	54	54	54	54	54	54	54
< 140	120	350S162	24	68	68	68	68	68	68	68	68	68	68	68	68
< 140	120	550S162	16	54	54	54	54	43	43	54	54	43	43	54	54
< 140	120	550S162	24	54	54	54	68	54	54	54	54	54	54	54	54
—	130	350S162	16	54	54	54	54	54	54	54	54	54	54	54	54
—	130	350S162	24	68	68	68	68	68	68	68	68	68	68	68	68
—	130	550S162	16	54	54	54	54	43	43	54	54	43	43	54	54
—	130	550S162	24	54	54	54	68	54	54	54	54	54	54	54	54
—	< 140	350S162	16	54	54	54	54	54	54	54	54	54	54	54	54
—	< 140	350S162	24	68	68	68	68	68	68	68	68	68	68	68	68
—	< 140	550S162	16	54	54	54	54	43	43	54	54	43	43	54	54
—	< 140	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. a. Deflection criterion: L /240. b. 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.

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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 1 ¹ /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.

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	Exp. C	Exp. C	8-foot Studs	9-foot Studs	10-foot Studs
115	—	350S162	16	33	33	33
115	—	350S162	24	33	33	33
115	—	550S162	16	33	33	33
115	—	550S162	24	33	33	33
120	—	350S162	16	33	33	33
120	—	350S162	24	33	33	43
120	—	550S162	16	33	33	33
120	—	550S162	24	33	33	33
130	115	350S162	16	33	33	33
130	115	350S162	24	33	43	43
130	115	550S162	16	33	33	33
130	115	550S162	24	33	33	33
< 140	120	350S162	16	33	33	43
< 140	120	350S162	24	33	43	54
< 140	120	550S162	16	33	33	33
< 140	120	550S162	24	33	33	33
—	130	350S162	16	33	33	43
—	130	350S162	24	43	43	54
—	130	550S162	16	33	33	33
—	130	550S162	24	33	43	43
—	< 140	350S162	16	33	43	43
—	< 140	350S162	24	43	54	54
—	< 140	550S162	16	33	33	33
—	< 140	550S162	24	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 kPa,

1 ksi = 1,000 psi = 6.895 MPa. a. Deflection criterion L /240. b. 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.

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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)
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	Stud Height,h (feet)	Stud Height,h (feet)	Stud Height,h (feet)	Stud Height,h (feet)	Stud Height,h (feet)	Stud Height,h (feet)
Exp. B	Exp. C	Exp. C	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	97	—	—
115	—	350S162	24	43	68	—	—	—	—
115	—	550S162	16	33	33	33	43	43	54
115	—	550S162	24	33	43	43	54	68	97
120	—	350S162	16	43	54	97	—	—	—
120	—	350S162	24	54	97	—	—	—	—
120	—	550S162	16	33	33	43	43	54	68
120	—	550S162	24	33	43	54	54	68	97
130	115	350S162	16	43	54	97	—	—	—
130	115	350S162	24	54	97	—	—	—	—
130	115	550S162	16	33	33	43	54	54	97
130	115	550S162	24	43	43	54	68	97	97
< 140	120	350S162	16	43	68	—	—	—	—
< 140	120	350S162	24	68	—	—	—	—	—
< 140	120	550S162	16	33	43	43	54	68	97
< 140	120	550S162	24	43	54	54	68	97	—
—	130	350S162	16	54	97	—	—	—	—
—	130	350S162	24	97	—	—	—	—	—
—	130	550S162	16	33	43	54	68	97	—
—	130	550S162	24	43	54	54	97	—	—
—	< 140	350S162	16	54	97	—	—	—	—
—	< 140	350S162	24	97	—	—	—	—	—
—	< 140	550S162	16	43	43	54	97	97	—
—	< 140	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. a. Deflection criterion L /240. b. 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.

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R603.3.4 Cutting and notching.¶

Flanges and lips of coldformed steel studs and headers shall not be cut or notched.

R603.3.5 Splicing. Steel studs and other structural members shall not be spliced without an approved design. Tracks shall be spliced in accordance with Figure R603.3.5.

WALL CONSTRUCTION

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.

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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 S240.

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 (1829 mm).
Two 800S162-54 for openings greater than 6 feet (1829 mm) but less than or equal to 9 feet (2743 mm).

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TABLE R603.6(1) BOX-BEAM AND BACK-TO-BACK HEADER SPANS

Headers Supporting Roof and Ceiling Only ^{a, b, d}

WALL CONSTRUCTION

MEMBER DESIGNATION	GROUND SNOW LOAD (20 psf)					GROUND SNOW LOAD (30 psf)
MEMBER DESIGNATION	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)
MEMBER DESIGNATION	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 mil = 0.0254 mm, 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,

1 ksi = 1,000 psi = 6.895 MPa. a. Deflection criteria: L /360 for live loads, L /240 for total loads. b. Design load assumptions:

Roof/ceiling dead load is 12 psf.

Attic dead load is 10 psf.

c. Building width is in the direction of horizontal framing members supported by the header. d. 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.

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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)
MEMBER DESIGNATION	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)
MEMBER DESIGNATION	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-	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-	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	8-11	10-1	9-1	8-3	7-6	6-10

For SI: 1 mil = 0.0254 mm, 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,

1 ksi = 1,000 psi = 6.895 MPa. a. Deflection criteria: L /360 for live loads, L /240 for total loads. b. Design load assumptions:

Roof/ceiling dead load is 12 psf. Attic dead load is 10 psf. c. Building width is in the direction of horizontal framing members supported by the header. d. 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.

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TABLE R603.6(3)

	BOX-BEAM AND BACK-TO-BACK HE Headers Supporting One Floor, Roof					EADER SPANS and Ceilinga, b, d
MEMBER DESIGNATION	GROUND SNOW LOAD (20 psf)	GROUND SNOW LOAD (20 psf)	GROUND SNOW LOAD (20 psf)	GROUND SNOW LOAD (20 psf)	GROUND SNOW LOAD (20 psf)	GROUND SNOW LOAD (30 psf)	GROUND SNOW LOAD (30 psf)	GROUND SNOW LOAD (30 psf)	GROUND SNOW LOAD (30 psf)	GROUND SNOW LOAD (30 psf)
MEMBER DESIGNATION	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)
MEMBER DESIGNATION	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. a. Deflection criteria: L /360 for live loads, L /240 for total loads. b. 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. c. Building width is in the direction of horizontal framing members supported by the header. d. 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.

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TABLE R603.6(4)

	BOX-BEAM AND BACK-TO-BACK HE Headers Supporting One Floor, Roof					EADER SPANS and Ceilinga, b, d
MEMBER DESIGNATION	GROUND SNOW LOAD (50 psf)	GROUND SNOW LOAD (50 psf)	GROUND SNOW LOAD (50 psf)	GROUND SNOW LOAD (50 psf)	GROUND SNOW LOAD (50 psf)	GROUND SNOW LOAD (70 psf)	GROUND SNOW LOAD (70 psf)	GROUND SNOW LOAD (70 psf)	GROUND SNOW LOAD (70 psf)	GROUND SNOW LOAD (70 psf)
MEMBER DESIGNATION	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)
MEMBER DESIGNATION	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 mil = 0.0254 mm, 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,

1 ksi = 1,000 psi = 6.895 MPa. a. Deflection criteria: L /360 for live loads, L /240 for total loads. b. Design load assumptions:

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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)
MEMBER DESIGNATION	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)
MEMBER DESIGNATION	24	28	32	36	40	24	28	32	36	40
2-350S162-33	—	—	—	—	—	—	—	—	—	—
2-350S162-43	—	—	—	—	—	—	—	—	—	—
2-350S162-54	2-5	—	—	—	—	2-4	—	—	—	—
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	3-0	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 mil = 0.0254 mm, 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,

1 ksi = 1,000 psi = 6.895 MPa. a. Deflection criteria: L /360 for live loads, L /240 for total loads. b. 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. c. Building width is in the direction of horizontal framing members supported by the header. d. 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.

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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)
MEMBER DESIGNATION	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)
MEMBER DESIGNATION	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 mil = 0.0254 mm, 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,

1 ksi = 1,000 psi = 6.895 MPa. a. Deflection criteria: L /360 for live loads, L /240 for total loads. b. Design load assumptions:

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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 minus ¹ /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).

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.

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.

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TABLE R603.7(1) TOTAL NUMBER OF JACK AND KING STUDS REQUIRED AT EACH END OF AN OPENING

SIZE OF OPENING (feet-inches)	24-INCHO.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 REQUIREMENTSa, b, c, d
HEADER SPAN (feet)	ULTIMATE WIND SPEED (mph), EXPOSURE CATEGORY	ULTIMATE WIND SPEED (mph), EXPOSURE CATEGORY	ULTIMATE WIND SPEED (mph), EXPOSURE CATEGORY	ULTIMATE WIND SPEED (mph), EXPOSURE CATEGORY	ULTIMATE WIND SPEED (mph), EXPOSURE CATEGORY	ULTIMATE WIND SPEED (mph), EXPOSURE CATEGORY
HEADER SPAN (feet)	115 B	120 B	130 B	<140 B	130 C	<140 C
HEADER SPAN (feet)	115 B	120 B	115 C	120 C	120 C	120 C
4	4-No. 8 screws	4-No. 8 screws	4-No. 8 screws	4-No. 8 screws	6-No. 8 screws	6-No. 8 screws
> 4 to 8	4-No. 8 screws	4-No. 8 screws	4-No. 8 screws	6-No. 8 screws	8-No. 8 screws	8-No. 8 screws
> 8 to 12	4-No. 8 screws	6-No. 8 screws	6-No. 8 screws	8-No. 8 screws	10-No. 8 screws	12-No. 8 screws
> 12 to 16	4-No. 8 screws	6-No. 8 screws	8-No. 8 screws	10-No. 8 screws	12-No. 8 screws	14-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. a. All screw sizes shown are minimum. b. 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 be not less than four. c. 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 be not less than

four. d. Screws can be replaced by an uplift connector that has a capacity of the number of screws multiplied by 164 pounds.

		TABLE R603.8 HEAD AND SILL TRACK SPAN
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ALLOWABLE HEAD AND SILL TRACK SPANa, b, c (feet-inches)	ALLOWABLE HEAD AND SILL TRACK SPANa, b, c (feet-inches)	ALLOWABLE HEAD AND SILL TRACK SPANa, b, c (feet-inches)	ALLOWABLE HEAD AND SILL TRACK SPANa, b, c (feet-inches)	ALLOWABLE HEAD AND SILL TRACK SPANa, b, c (feet-inches)	ALLOWABLE HEAD AND SILL TRACK SPANa, b, c (feet-inches)
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	TRACK DESIGNATIONd	TRACK DESIGNATIONd	TRACK DESIGNATIONd	TRACK DESIGNATIONd	TRACK DESIGNATIONd	TRACK DESIGNATIONd
B	C	350T125-33	350T125-43	350T125-54	550T125-33	550T125-43	550T125-54
115	—	5-9	6-9	9-3	7-3	9-1	12-5
120	—	5-6	6-6	8-11	7-0	8-9	11-11
130	115	4-10	5-9	7-10	6-2	7-8	10-6
< 140	120	4-8	5-6	7-6	5-11	7-4	10-1
—	130	4-3	5-1	6-11	5-6	6-9	9-4
—	< 140	4-0	4-9	6-5	5-1	6-4	8-8

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 ksi = 1,000 psi = 6.895 MPa. a. Deflection limit: L /240. b. Head and sill track spans are based on components and cladding wind pressures and 48-inch tributary span. c. 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. d. 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.

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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.

WALL CONSTRUCTION

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 where hold-down 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 130 mph. Where ultimate design wind speeds exceed 130 miles per hour (58 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 F8.2, as required for 140 miles per hour (63 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.

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.

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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)
WALL SUPPORTING	ROOF SLOPE	115 B	120 B	130 B	< 140 B	< 130 C	< 140 C
WALL SUPPORTING	ROOF SLOPE	115 B	120 B	115 C	120 C	120 C	120 C
Roof and ceiling only (one story or top floor of two- or three-story building)	3:12	9	11	11	13	17	20
Roof and ceiling only (one story or top floor of two- or three-story building)	6:12	13	15	17	22	28	35
Roof and ceiling only (one story or top floor of two- or three-story building)	9:12	23	27	29	33	53	59
Roof and ceiling only (one story or top floor of two- or three-story building)	12:12	32	39	40	44	70	76
One story, roof and ceiling (first floor of a two-story building or second floor of a three-story building)	3:12	26	32	34	39	53	67
One story, roof and ceiling (first floor of a two-story building or second floor of a three-story building)	6:12	27	33	34	44	61	75
One story, roof and ceiling (first floor of a two-story building or second floor of a three-story building)	9:12	38	45	46	61	78	92
One story, roof and ceiling (first floor of a two-story building or second floor of a three-story building)	12:12	43	53	57	72	106	116
Two stories, roof and ceiling (first floor of a three-story building)	3:12	43	53	57	64	89	113
Two stories, roof and ceiling (first floor of a three-story building)	6:12	41	51	51	67	95	114
Two stories, roof and ceiling (first floor of a three-story building)	9:12	53	63	63	89	104	126
Two stories, roof and ceiling (first floor of a three-story building)	12:12	54	67	74	100	142	157

For SI: 1 mph = 0.447 m/s. a. Linear interpolation is permitted. b. For hip-roofed homes the minimum percentage of full-height sheathing, based on 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

314 2019 CALIFORNIA RESIDENTIAL CODE

100735044

WALL CONSTRUCTION

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	STORY	BRACED WALL LINE LENGTH (feet)	BRACED WALL LINE LENGTH (feet)	BRACED WALL LINE LENGTH (feet)	BRACED WALL LINE LENGTH (feet)	BRACED WALL LINE LENGTH (feet)	BRACED WALL LINE LENGTH (feet)	SINGLE-STORY HOLD-DOWN FORCE (pounds)	CUMULATIVE HOLD-DOWN FORCE (pounds)
SEISMIC DESIGN CATEGORY	STORY	10	20	30	40	50	60	60	60
SEISMIC DESIGN CATEGORY	STORY	Minimum total length of braced wall panels required along each braced wall line (feet)	Minimum total length of braced wall panels required along each braced wall line (feet)	Minimum total length of braced wall panels required along each braced wall line (feet)	Minimum total length of braced wall panels required along each braced wall line (feet)	Minimum total length of braced wall panels required along each braced wall line (feet)	Minimum total length of braced wall panels required along each braced wall line (feet)	Minimum total length of braced wall panels required along each braced wall line (feet)	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	—
D0		5.3	8.7	12.1	15.4	18.8	22.2	3,360	6,720
D0		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	—
D1		6.6	10.7	14.9	19.1	23.3	27.5	3,360	6,720
D1		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	—
D2		9.2	15.1	21.1	27.0	32.9	38.8	3,360	6,720
D2		12.7	22.1	31.5	40.9	50.3	59.7	3,360	10,080

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound-force = 4.448 N.

100735044

WALL CONSTRUCTION

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	STORY	BRACED WALL LINE LENGTH (feet)	BRACED WALL LINE LENGTH (feet)	BRACED WALL LINE LENGTH (feet)	BRACED WALL LINE LENGTH (feet)	BRACED WALL LINE LENGTH (feet)	BRACED WALL LINE LENGTH (feet)	SINGLE-STORY HOLD-DOWN FORCE (pounds)	CUMULATIVE HOLD-DOWN FORCE (pounds)
SEISMIC DESIGN CATEGORY	STORY	10	20	30	40	50	60	60	60
SEISMIC DESIGN CATEGORY	STORY	Minimum total length of braced wall panels required along each braced wall line (feet)	Minimum total length of braced wall panels required along each braced wall line (feet)	Minimum total length of braced wall panels required along each braced wall line (feet)	Minimum total length of braced wall panels required along each braced wall line (feet)	Minimum total length of braced wall panels required along each braced wall line (feet)	Minimum total length of braced wall panels required along each braced wall line (feet)	Minimum total length of braced wall panels required along each braced wall line (feet)	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	—
D0		4.5	7.4	10.2	13.1	16.0	18.8	3,960	7,920
D0		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	—
D1		5.6	9.1	12.7	16.2	19.8	23.3	3,960	7,920
D1		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	—
D2		7.8	12.9	17.9	22.9	27.9	32.9	3,960	7,920
D2		10.8	18.8	26.7	34.7	42.7	50.7	3,960	11,880

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound-force = 4.448 N.

316 2019 CALIFORNIA RESIDENTIAL CODE

100735044

WALL CONSTRUCTION

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	STORY	BRACED WALL LINE LENGTH (feet)	BRACED WALL LINE LENGTH (feet)	BRACED WALL LINE LENGTH (feet)	BRACED WALL LINE LENGTH (feet)	BRACED WALL LINE LENGTH (feet)	BRACED WALL LINE LENGTH (feet)	SINGLE-STORY HOLD-DOWN FORCE (pounds)	CUMULATIVE HOLD-DOWN FORCE (pounds)
SEISMIC DESIGN CATEGORY	STORY	10	20	30	40	50	60	60	60
SEISMIC DESIGN CATEGORY	STORY	Minimum total length of braced wall panels required along each braced wall line (feet)	Minimum total length of braced wall panels required along each braced wall line (feet)	Minimum total length of braced wall panels required along each braced wall line (feet)	Minimum total length of braced wall panels required along each braced wall line (feet)	Minimum total length of braced wall panels required along each braced wall line (feet)	Minimum total length of braced wall panels required along each braced wall line (feet)	Minimum total length of braced wall panels required along each braced wall line (feet)	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	—
D0		4.0	6.6	9.2	11.8	14.4	17.0	4,392	8,784
D0		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	—
D1		5.0	8.2	11.4	14.6	17.8	21.0	4,392	8,784
D1		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	—
D2		7.1	11.6	16.1	20.6	25.1	29.7	4,392	8,784
D2		9.7	16.9	24.1	31.3	38.5	45.7	4,392	13,176

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound-force = 4.448 N.

100735044

WALL CONSTRUCTION

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	STORY	BRACED WALL LINE LENGTH (feet)	BRACED WALL LINE LENGTH (feet)	BRACED WALL LINE LENGTH (feet)	BRACED WALL LINE LENGTH (feet)	BRACED WALL LINE LENGTH (feet)	BRACED WALL LINE LENGTH (feet)	SINGLE-STORY HOLD-DOWN FORCE (pounds)	CUMULATIVE HOLD-DOWN FORCE (pounds)
SEISMIC DESIGN CATEGORY	STORY	10	20	30	40	50	60	60	60
SEISMIC DESIGN CATEGORY	STORY	Minimum total length of braced wall panels required along each braced wall line (feet)	Minimum total length of braced wall panels required along each braced wall line (feet)	Minimum total length of braced wall panels required along each braced wall line (feet)	Minimum total length of braced wall panels required along each braced wall line (feet)	Minimum total length of braced wall panels required along each braced wall line (feet)	Minimum total length of braced wall panels required along each braced wall line (feet)	Minimum total length of braced wall panels required along each braced wall line (feet)	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

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound-force = 4.448 N.

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.