The provisions of this chapter shall control
the design and construction of walls and partitions for buildings.
Wall construction shall be capable of
accommodating all loads imposed in accordance with Section
R301 and of transmitting the resulting loads to the supporting
structural elements.
Compressible
floor-covering materials that compress more than
1/32 inch (0.8 mm) when subjected to 50 pounds (23 kg)
applied over 1 inch square (645 mm) of material and are
greater than 1/8 inch (3.2 mm) in thickness in the uncompressed
state shall not extend beneath walls, partitions or
columns, which are fastened to the floor.
Class I or II vapor retarders shall
be provided on the interior side of frame walls in zones 5, 6,
7, 8 and marine 4.
Exceptions:
R 408.30522a- As permitted in Table R702.7.1.
- Class III or no vapor retarder shall be permitted on the interior side of below grade wall assemblies. Class I or II vapor retarders shall be permitted on the interior side of the wall assembly when no air permeable insulation is installed in the below grade wall assemblies.
- Construction where moisture or its freezing will not damage the materials.
Wood and wood-based products used for
load-supporting purposes shall conform to the applicable provisions
of this section.
Sawn lumber shall be identified
by a grade mark of an accredited lumber grading or
inspection agency and have design values certified by an
accreditation body that complies with DOC PS 20. In lieu
of a grade mark, a certification of inspection issued by a
lumber grading or inspection agency meeting the requirements
of this section shall be accepted.
Approved end-jointed lumber
identified by a grade mark conforming to Section R602.1
shall be permitted to be used interchangeably with solid-sawn
members of the same species and grade. End-jointed lumber
used in an assembly required elsewhere in this code to have a
fire-resistance rating shall have the designation "Heat Resistant
Adhesive" or "HRA" included in its grade mark.
Glued-laminated
timbers shall be manufactured and identified as
required in ANSI/AITC A190.1 and ASTM D3737.
Structural log members
shall comply with the provisions of ICC 400.
Structural
capacities for structural composite lumber shall be established
and monitored in accordance with ASTM D5456.
Cross-laminated timber
shall be manufactured and identified as required by
ANSI/APA PRG 320.
Engineered wood
rim boards shall conform to ANSI/APA PRR 410 or shall
be evaluated in accordance with ASTM D7672. Structural
capacities shall be in accordance with either ANSI/APA
PRR 410 or established in accordance with ASTM D7672.
Rim boards conforming to ANSI/APA PRR 410 shall be
marked in accordance with that standard.
Wood structural panel
sheathing shall conform to DOC PS 1, DOC PS 2 or, when
manufactured in Canada, CSA O437 or CSA O325. Panels
shall be identified for grade, bond classification, and performance
category by a grade mark or certificate of
inspection issued by an approved agency.
Particleboard shall conform to
ANSI A208.1. Particleboard shall be identified by the
grade mark or certificate of inspection issued by an
approved agency.
Fiberboard shall conform to
ASTM C208. Fiberboard sheathing, where used structurally,
shall be identified by an approved agency as conforming
to ASTM C208.
Studs shall be a minimum No. 3, standard or
stud grade lumber.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
Exception: Bearing studs not supporting floors and nonbearing
studs shall be permitted to be utility grade lumber,
provided the studs are spaced in accordance with Table
R602.3(5).
STUD SIZE (inches) |
BEARING WALLS | NONBEARING WALLS | |||||
---|---|---|---|---|---|---|---|
Laterally unsupported stud heighta (feet) |
Maximum spacing when supporting a roof-ceiling assembly or a habitable attic assembly, only (inches) | Maximum spacing when supporting one floor, plus a roof-ceiling assembly or a habitable attic assembly (inches) | Maximum spacing when supporting two floors, plus a roof-ceiling assembly or a habitable attic assembly (inches) | Maximum spacingwhen supportingone floor heighta (inches) | Laterally unsupported stud heighta (feet) | Maximum spacing (inches) | |
|
|||||||
2 x 3b | - | - | - | - | - | 10 | 16 |
2 x 4 | 10 | 24c | 16c | - | 24 | 14 | 24 |
3 x 4 | 10 | 24 | 24 | 16 | 24 | 14 | 24 |
2 x 5 | 10 | 24 | 24 | - | 24 | 16 | 24 |
2 x 6 | 10 | 24 | 24 | 16 | 24 | 20 | 24 |
- Listed heights are distances between points of lateral support placed perpendicular to the plane of the wall. Bearing walls shall be sheathed on not less than one side or bridging shall be installed not greater than 4 feet apart measured vertically from either end of the stud. Increases in unsupported height are permitted where in compliance with Exception 2 of Section R602.3.1 or designed in accordance with accepted engineering practice.
- Shall not be used in exterior walls.
- A habitable attic assembly supported by 2 × 4 studs is limited to a roof span of 32 feet. Where the roof span exceeds 32 feet, the wall studs shall be increased to 2 × 6 or the studs shall be designed in accordance with accepted engineering practice.
Exterior walls of woodframe
construction shall be designed and constructed in
accordance with the provisions of this chapter and Figures
R602.3(1) and R602.3(2), or in accordance with AWC NDS.
Components of exterior walls shall be fastened in accordance
with Tables R602.3(1) through R602.3(4). Wall sheathing
shall be fastened directly to framing members and, where
placed on the exterior side of an exterior wall, shall be capable
of resisting the wind pressures listed in Table R301.2(2)
adjusted for height and exposure using Table R301.2(3) and
shall conform to the requirements of Table R602.3(3). Wall
sheathing used only for exterior wall covering purposes shall
comply with Section R703.
Studs shall be continuous from support at the sole plate to a support at the top plate to resist loads perpendicular to the wall. The support shall be a foundation or floor, ceiling or roof diaphragm or shall be designed in accordance with accepted engineering practice.


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.FIGURE R602.3(1)
TYPICAL WALL, FLOOR AND ROOF FRAMING


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.FIGURE R602.3(2)
FRAMING DETAILS
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; 1 ksi = 6.895 MPa.
For SI: 1 inch = 25.4 mm.
For SI: 1 inch = 25.4 mm.
For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.
For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
Studs shall be continuous from support at the sole plate to a support at the top plate to resist loads perpendicular to the wall. The support shall be a foundation or floor, ceiling or roof diaphragm or shall be designed in accordance with accepted engineering practice.
Exception: Jack studs, trimmer studs and cripple studs at
openings in walls that comply with Tables R602.7(1) and
R602.7(2).
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
TYPICAL WALL, FLOOR AND ROOF FRAMING
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FRAMING DETAILS
ITEM | DESCRIPTION OF BUILDING ELEMENTS | NUMBER AND TYPE OF FASTENERa,b,c |
SPACING AND LOCATION | |
---|---|---|---|---|
Roof | ||||
1 | Blocking between ceiling joists or rafters to top plate | 4-8d box (21/2" x 0.113 ")or 3-8d common (21/2" x 0.131 ''); or 3-10d box (3" x 0.128"); or 3-3" x 0.131" nails |
Toe nail | |
2 | Ceiling joists to top plate | 4-8d box (21/2" x 0.113 ''); or 3-8d common (21/2 " x 0.131 "); or 3-10d box (3" x 0.128"); or 3-3" x 0.131" nails |
Per joist, toe nail | |
3 | Ceiling joist not attached to parallel rafter, laps over partitions [see Sections R802.3.1, R802.3.2 and Table R802.5.1(9)] |
4-10d box (3" x 0.128"); or 3-16d common (31/2" x 0.162"); or 4-3" x 0.131" nails |
Face nail | |
4 | Ceiling joist attached to parallel rafter (heel joint) [see Sections R802.3.1 and R802.3.2 and Table R802.5.1(9)] |
Table R802.5.1(9) | Face nail | |
5 | Collar tie to rafter, face nail or 11/4" x 20 ga. ridge strap to rafter |
4-10d box (3" x 0.128"); or 3-10d common (3" x 0.148''); or 4-3" x 0.131" nails |
Face nail each rafter | |
6 | Rafter or roof truss to plate | 3-16d box nails (31/2" x 0.135"); or 3-10d common nails (3" x 0.148 ''); or 4-10d box (3" x 0.128"); or 4-3" x 0.131" nails |
2 toe nails on one side and 1 toe nail on opposite side of each rafter or trussi |
|
7 | Roof rafters to ridge, valley or hip rafters or roof rafter to minimum 2" ridge beam |
4-16d (31/2" x 0.135"); or 3-10d common (31/2" x 0.148"); or 4-10d box (3" x 0.128"); or 4-3" x 0.131" nails |
Toe nail | |
3-16d box (31/2" x 0.135"); or 2-16d common (31/2" x 0.162''); or 3-10d box (3" x 0.128''); or 3-3" x 0.131" nails |
End nail | |||
Wall | ||||
8 | Stud to stud (not at braced wall panels) | 16d common (31/2" x 0.162'') | 24" o.c. face nail | |
10d box (3" x 0.128"); or 3" x 0.131" nails |
16" o.c. face nail | |||
9 | Stud to stud and abutting studs at intersecting wall comers (at braced wall panels) |
16d box (31/2" x 0.135"); or 3" x 0.131" nails |
12" o.c. face nail | |
16d common (31/2" x 0.162") | 16" o.c. face nail | |||
10 | Built-up header (2" to 2" header with 1/2" spacer) | 16d common (31/2" x 0.162") | 16" o.c. each edge face nail | |
16d box (31/2" x 0.135") | 12" o.c. each edge face nail | |||
11 | Continuous header to stud | 5-8d box (21/2" x 0.113"); or 4-8d common (21/2" x 0.131"); or 4-10d box (3" x 0.128") |
Toe nail | |
12 | Top plate to top plate | 16d common (31/2" x 0.162") | 16" o.c. face nail | |
10d box (3" x 0.128"); or 3" x 0.131" nails |
12" o.c. face nail | |||
13 | Double top plate splice for SDCs A-D2 with seismic braced wall line spacing < 25' |
8-16d common (31/2" x 0.162''); or 12-16d box (31/2" x 0.135"); or 12-10d box (3" x 0.128"); or 12-3" x 0.131" nails |
Face nail on each side of end joint (minimum 24" lap splice length each side of end joint) |
|
Double top plate splice SDCs D0, D1, or D2; and braced wall line spacing = 25' |
12-16d (31/2" x 0.135") | |||
14 | Bottom plate to joist, rim joist, band joist or blocking (not at braced wall panels) |
16d common (31/2" x 0.162") | 16" o.c. face nail | |
16d box (31/2" x 0.135"); or 3" x 0.131" nails |
12" o.c. face nail | |||
15 | Bottom plate to joist, rim joist, band joist or blocking (at braced wall panel) |
3-16d box (31/2" x 0.135"); or 2-16d common (31/2" x 0.162"); or 4-3" x 0.131" nails |
3 each 16" o.c. face nail 2 each 16" o.c. face nail 4 each 16" o.c. face nail |
|
16 | Top or bottom plate to stud | 4-8d box (21/2" x 0.113 "); or 3-16d box (31/2" x 0.135''); or 4-8d common (21/2" x 0.131"); or 4-10d box (3" x 0.128''); or 4-3" x 0.131" nails |
Toe nail | |
3-16d box (31/2" x 0.135"); or 2-16d common (31/2" x 0.162"); or 3-10d box (3" x 0.128"); or 3-3" x 0.131" nails |
End nail | |||
17 | Top plates, laps at corners and intersections | 3-10d box (3" x 0.128"); or 2-16d common (31/2" x 0.162"); or 3-3" x 0.131" nails |
Face nail | |
18 | 1" brace to each stud and plate | 3-8d box (21/2" x 0.113 "); or 2-8d common (21/2" x 0.131"); or 2-10d box (3" x 0.128''); or 2 staples 13/4" |
Face nail | |
19 | 1" x 6" sheathing to each bearing | 3-8d box (21/2" x 0.113"); or 2-8d common (21/2" x 0.131"); or 2-10d box (3" x 0.128"); or 2 staples, 1" crown, 16 ga., 13/4" long |
Face nail | |
20 | 1" x 8" and wider sheathing to each bearing | 3-8d box (21/2" x 0.113"); or 3-8d common (21/2" x 0.131"); or 3-10d box (3" x 0.128"); or 3 staples, 1" crown, 16 ga., 13/4" long |
Face nail | |
Wider than 1" x 8" 4-8d box (21/2" x 0.113"); or 3-8d common (21/2" x 0.131 "); or 3-10d box (3" x 0.128"); or 4 staples, 1" crown, 16 ga., 13/4" long |
||||
Floor | ||||
21 | Joist to sill, top plate or girder | 4-8d box (21/2" x 0.113"); or 3-8d common (21/2" x 0.131 "); or 3-10d box (3" x 0.128"); or 3-3" x 0.131" nails |
Toe nail | |
22 | Rim joist, band joist or blocking to sill or top plate (roof applications also) |
8d box (21/2" x 0.113") | 4" o.c. toe nail | |
8d common (21/2" x 0.131''); or 10d box (3" x 0.128"); or 3" x 0.131" nails |
6" o.c. toe nail | |||
23 | 1" x 6" subfloor or less to each joist | 3-8d box (21/2" x 0.113 "); or 2-8d common (21/2" x 0.131"); or 3-10d box (3" x 0.128"); or 2 staples, 1" crown, 16 ga., 13/4" long |
Face nail | |
24 | 2" subfloor to joist or girder | 3-16d box (31/2" x 0.135"); or 2-16d common (31/2" x 0.162") |
Blind and face nail | |
25 | 2" planks (plank & beam-floor & roof) | 3-16d box (31/2" x 0.135"); or 2-16d common (31/2" x 0.162") |
At each bearing, face nail | |
26 | Band or rim joist to joist | 3-16d common (31/2" x 0.162") 4-10 box (3" x 0.128"), or 4-3" x 0.131" nails; or 4-3" x 14 ga. staples, 7/16" crown |
End nail | |
27 | Built-up girders and beams, 2-inch lumber layers |
20d common (4" x 0.192''); or | Nail each layer as follows: 32" o.c. at top and bottom and staggered. |
|
10d box (3" x 0.128"); or 3" x 0.131" nails |
24" o.c. face nail at top and bottom staggered on opposite sides |
|||
And: 2-20d common (4" x 0.192''); or 3-10d box (3" x 0.128''); or 3-3" x 0.131" nails |
Face nail at ends and at each splice | |||
28 | Ledger strip supporting joists or rafters | 4-16d box (31/2" x 0.135"); or 3-16d common (31/2" x 0.162") ; or 4-10d box (3" x 0.128"); or 4-3" x 0.131" nails |
At each joist or rafter, face nail | |
29 | Bridging to joist | 2-10d (3" x 0.128") | Each end, toe nail | |
ITEM | DESCRIPTION OF BUILDING ELEMENTS |
NUMBER AND TYPE OF FASTENERa,b,c |
SPACING OF FASTENERS | |
Edges (inches)h |
Intermediate supportsc,e (inches) |
|||
Wood structural panels, subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to framing [see Table R602.3(3) for wood structural panel exterior wall sheathing to wall framing] |
||||
30 | 3/8"-1/2" | 6d common (2" x 0.113'') nail (subfloor, wall)i 8d common (21/2" x 0.131'') nail (roof) |
6 | 12f |
31 | 19/32"-1" | 8d common nail (21/2" x 0.131") | 6 | 12f |
32 | 11/8"-11/4" | 10d common (3" x 0.148") nail; or 8d (21/2" x 0.131") deformed nail |
6 | 12 |
Other wall sheathingg | ||||
33 | 1/2" structural cellulosic fiberboard sheathing |
11/2" galvanized roofing nail, 7/16 head diameter, or 1" crown staple 16 ga., 11/4" long |
3 | 6 |
34 | 25/32" structural cellulosic fiberboard sheathing |
13/4" galvanized roofing nail, 7/16" head diameter, or 1" crown staple 16 ga., 11/4" long | 3 | 6 |
35 | 1/2" gypsum sheathingd | 11/2" galvanized roofing nail; staple galvanized, 11/2" long; 11/4" screws, Type W or S |
7 | 7 |
36 | 5/8" gypsum sheathingd | 13/4" galvanized roofing nail; staple galvanized, 15/8" long; 15/8" screws, Type W or S |
7 | 7 |
Wood structural panels, combination subfloor underlayment to framing | ||||
37 | 3/4" and less | 6d deformed (2" x 0.120'') nail; or 8d common (21/2" x 0.131") nail |
6 | 12 |
38 | 7/8"- 1" | 8d common (21/2" x 0.131") nail; or 8d deformed (21/2" x 0.120") nail |
6 | 12 |
39 | 11/8"- 11/4" | 10d common (3" x 0.148") nail; or 8d deformed (21/2" x 0.120") nail |
6 | 12 |
- Nails are smooth-common, box or deformed shanks except where otherwise stated. Nails used for framing and sheathing connections shall have minimum average bending yield strengths as shown: 80 ksi for shank diameter of 0.192 inch (20d common nail), 90 ksi for shank diameters larger than 0.142 inch but not larger than 0.177 inch, and 100 ksi for shank diameters of 0.142 inch or less.
- Staples are 16 gage wire and have a minimum 7/16-inch on diameter crown width.
- Nails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater.
- Four-foot by 8-foot or 4-foot by 9-foot panels shall be applied vertically.
- Spacing of fasteners not included in this table shall be based on Table R602.3(2).
- Where the ultimate design wind speed is 130 mph or less, nails for attaching wood structural panel roof sheathing to gable end wall framing shall be spaced 6 inches on center. Where the ultimate design wind speed is greater than 130 mph, nails for attaching panel roof sheathing to intermediate supports shall be spaced 6 inches on center for minimum 48-inch distance from ridges, eaves and gable end walls; and 4 inches on center to gable end wall framing.
- Gypsum sheathing shall conform to ASTM C1396 and shall be installed in accordance with GA 253. Fiberboard sheathing shall conform to ASTM C208.
- Spacing of fasteners on floor sheathing panel edges applies to panel edges supported by framing members and required blocking and at floor perimeters only. Spacing of fasteners on roof sheathing panel edges applies to panel edges supported by framing members and required blocking. Blocking of roof or floor sheathing panel edges perpendicular to the framing members need not be provided except as required by other provisions of this code. Floor perimeter shall be supported by framing members or solid blocking.
- Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule, provide two toe nails on one side of the rafter and toe nails from the ceiling joist to top plate in accordance with this schedule. The toe nail on the opposite side of the rafter shall not be required.
NOMINAL MATERIAL THICKNESS (inches) |
DESCRIPTIONa,b OF FASTENER AND LENGTH (inches) |
SPACINGc OF FASTENERS | |
Edges (inches) |
Intermediate supports (inches) |
||
Wood structural panels subfloor, roofg and wall sheathing to framing and particleboard wall sheathing to framingf | |||
Up to 1/2 | Staple 15 ga. 13/4 | 4 | 8 |
0.097 - 0.099 Nail 21/4 | 3 | 6 | |
Staple 16 ga. 1 3/4 | 3 | 6 | |
19/32 and 5/8 | 0.113 Nail 2 | 3 | 6 |
Staple 15 and 16 ga. 2 | 4 | 8 | |
0.097 - 0.099 Nail 21/4 | 4 | 8 | |
23/32 and 3/4 | Staple 14 ga. 2 | 4 | 8 |
Staple 15 ga. 13/4 | 3 | 6 | |
0.097 - 0.099 Nail 21/4 | 4 | 8 | |
Staple 16 ga. 2 | 4 | 8 | |
1 | Staple 14 ga. 21/4 | 4 | 8 |
0.113 Nail 21/4 | 3 | 6 | |
Staple 15 ga. 21/4 | 4 | 8 | |
0.097 - 0.099 Nail 2 1/2 | 4 | 8 | |
NOMINAL MATERIAL THICKNESS (inches) |
DESCRIPTIONa,bOF FASTENER AND LENGTH (inches) |
SPACING"OF FASTENERS | |
Edges (inches) |
Body of paneld (inches) |
||
Floor underlayment; plywood-hardboard-particleboardf-fiber-cementh | |||
Fiber-cement | |||
1/4 | 3d, corrosion-resistant, ring shank nails (finished flooring other than tile) |
3 | 6 |
Staple 18 ga.,7/8long, 1/4 crown (finished flooring other than tile) |
3 | 6 | |
11/4 long x .121 shank x .375 head diameter corrosion-resistant (galvanized or stainless steel) roofing nails (for tile finish) |
8 | 8 | |
11/4 long, No. 8 x .375 head diameter, ribbed wafer-head screws (for tile finish) |
8 | 8 | |
Plywood | |||
1/4 and 5/16 | 1 1/4 ring or screw shank nail-minimum 121/2 ga. (0.099") shank diameter |
3 | 6 |
Staple 18 ga., 7/8, 3/16 crown width | 2 | 5 | |
11/32, 3/8, 15/32, and 1/2 | 11/4 ring or screw shank nail-minimum 12 1/2 ga. (0.099") shank diameter |
6 | 8e |
19/32, 5/8, 23/32 and 3/4 | 11/2 ring or screw shank nail-minimum 121/2 ga. (0.099") shank diameter |
6 | 8 |
Staple 16 ga. 11/2 | 6 | 8 | |
Hardboardf | |||
0.200 | 11/2 long ring-grooved underlayment nail | 6 | 6 |
4d cement-coated sinker nail | 6 | 6 | |
Staple 18 ga., 7/8 long (plastic coated) | 3 | 6 | |
Particleboard | |||
1/4 | 4d ring-grooved underlayment nail | 3 | 6 |
Staple 18 ga.,⅞ long, 3/4 crown | 3 | 6 | |
3/8 | 6d ring-grooved underlayment nail | 6 | 10 |
Staple 16 ga., 11/8 long,3/8 crown | 3 | 6 | |
1/2, 5/8 | 6d ring-grooved underlayment nail | 6 | 10 |
Staple 16 ga., 15/8 long, 3/8 crown | 3 | 6 |
- Nail is a general description and shall be permitted to be T-head, modified round head or round head.
- Staples shall have a minimum crown width of 7/16-inch on diameter except as noted.
- Nails or staples shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater. Nails or staples shall be spaced at not more than 12 inches on center at intermediate supports for floors.
- Fasteners shall be placed in a grid pattern throughout the body of the panel.
- For 5-ply panels, intermediate nails shall be spaced not more than 12 inches on center each way.
- Hardboard underlayment shall conform to CPNANSI A135.4
- Specified alternate attachments for roof sheathing shall be permitted where the ultimate design wind speed is less than 130 mph. Fasteners attaching wood structural panel roof sheathing to gable end wall framing shall be installed using the spacing listed for panel edges.
- Fiber-cement underlayment shall conform to ASTM C1288 or ISO 8336, Category C.
THICKNESS (inch) |
GRADE | STUD SPACING (inches) |
|
When siding is nailed to studs | When siding is nailed to sheathing | ||
3/8 | M-1 Exterior glue | 16 | - |
1/2 | M-2 Exterior glue | 16 | 16 |
- Wall sheathing not exposed to the weather. If the panels are applied horizontally, the end joints of the panel shall be offset so that four panel corners will not meet. All panel edges must be supported. Leave a 1/16 inch gap between panels and nail not less than 3/8 inch from panel edges.
MINIMUM NAIL | MINIMUM WOOD STRUCTURAL PANEL SPAN RATING |
MINIMUM NOMINAL PANEL THICKNESS (inches) |
MAXIMUM WALL STUD SPACING (inches) |
PANEL NAIL SPACING | ULTIMATE DESIGN WIND SPEED Vult (mph) |
||||
Size | Penetration (inches) |
Edges (inches o.c.) |
Field (inches o.c.) |
Wind exposure category | |||||
B | C | D | |||||||
6d Common (2.0" x 0.113") |
1.5 | 24/0 | 3/8 | 16 | 6 | 12 | 140 | 115 | 110 |
8d Common (2.5" x 0.131") |
1.75 | 24/16 | 7/16 | 16 | 6 | 12 | 170 | 140 | 135 |
24 | 6 | 12 | 140 | 115 | 110 |
- Panel strength axis parallel or perpendicular to supports. Three-ply plywood sheathing with studs spaced more than 16 inches on center shall be applied with panel strength axis perpendicular to supports.
- Table is based on wind pressures acting toward and away from building surfaces in accordance with Section R301.2. Lateral bracing requirements shall be in accordance with Section R602.10.
- Wood structural panels with span ratings of Wall-16 or Wall-24 shall be permitted as an alternate to panels with a 24/0 span rating. Plywood siding rated 16 o.c. or 24 o.c. shall be permitted as an alternate to panels with a 24/16 span rating. Wall-16 and Plywood siding 16 o.c. shall be used with studs spaced not more than 16 inches on center.
GIRDERS AND HEADERS SUPPORTING |
SIZE | GROUND SNOW LOAD (psf)e | |||||||||||||||||
30 | 50 | 70 | |||||||||||||||||
Building widthc (feet) | |||||||||||||||||||
20 | 28 | 36 | 20 | 28 | 36 | 20 | 28 | 36 | |||||||||||
Span | NJd | Span | NJd | Span | NJd | Span | NJd | Span | NJd | Span | NJd | Span | NJd | Span | NJd | Span | NJd | ||
Roof and ceiling | 1-2 X 8 | 4-6 | 1 | 3-10 | 1 | 3-5 | 1 | 3-9 | 1 | 3-2 | 1 | 2-10 | 2 | - | - | - | - | - | - |
1-2 X 10 | 5-8 | 1 | 4-11 | 1 | 4-4 | 1 | 4-9 | 1 | 4-1 | 1 | 3-7 | 2 | - | - | - | - | - | - | |
1-2 X 12 | 6-11 | 1 | 5-11 | 2 | 5-3 | 2 | 5-9 | 2 | 4-8 | 2 | 3-8 | 2 | - | - | - | - | - | - | |
2-2 X 4 | 3-6 | 1 | 3-2 | 1 | 2- 10 | 1 | 3-2 | 1 | 2-9 | 1 | 2-6 | 1 | 2-10 | 1 | 2-6 | 1 | 2-3 | 1 | |
2-2 X 6 | 5-5 | 1 | 4-8 | 1 | 4-2 | 1 | 4-8 | 1 | 4-1 | 1 | 3-8 | 2 | 4-2 | 1 | 3-8 | 2 | 3-3 | 2 | |
2-2 X 8 | 6-10 | 1 | 5-11 | 2 | 5-4 | 2 | 5-11 | 2 | 5-2 | 2 | 4-7 | 2 | 5-4 | 2 | 4-7 | 2 | 4-1 | 2 | |
2-2 X 10 | 8-5 | 2 | 7-3 | 2 | 6-6 | 2 | 7-3 | 2 | 6-3 | 2 | 5-7 | 2 | 6-6 | 2 | 5-7 | 2 | 5-0 | 2 | |
2-2 X 12 | 9-9 | 2 | 8-5 | 2 | 7-6 | 2 | 8-5 | 2 | 7-3 | 2 | 6-6 | 2 | 7-6 | 2 | 6-6 | 2 | 5-10 | 3 | |
3-2 X 8 | 8-4 | 1 | 7-5 | 1 | 6-8 | 1 | 7-5 | 1 | 6-5 | 2 | 5-9 | 2 | 6-8 | 1 | 5-9 | 2 | 5-2 | 2 | |
3-2 X 10 | 10-6 | 1 | 9-1 | 2 | 8-2 | 2 | 9-1 | 2 | 7-10 | 2 | 7-0 | 2 | 8-2 | 2 | 7-0 | 2 | 6-4 | 2 | |
3-2 X 12 | 12-2 | 2 | 10-7 | 2 | 9-5 | 2 | 10-7 | 2 | 9-2 | 2 | 8-2 | 2 | 9-5 | 2 | 8-2 | 2 | 7-4 | 2 | |
4-2 X 8 | 9-2 | 1 | 8-4 | 1 | 7-8 | 1 | 8-4 | 1 | 7-5 | 1 | 6-8 | 1 | 7-8 | 1 | 6-8 | 1 | 5-11 | 2 | |
4-2 X 10 | 11-8 | 1 | 10-6 | 1 | 9-5 | 2 | 10-6 | 1 | 9-1 | 2 | 8-2 | 2 | 9-5 | 2 | 8-2 | 2 | 7-3 | 2 | |
4-2 X 12 | 14-1 | 1 | 12-2 | 2 | 10-11 | 2 | 12-2 | 2 | 10-7 | 2 | 9-5 | 2 | 10-11 | 2 | 9-5 | 2 | 8-5 | 2 | |
Roof, ceiling and one center- bearing floor |
1-2 X 8 | 3-11 | 1 | 3-5 | 1 | 3-0 | 1 | 3-7 | 1 | 3-0 | 2 | 2-8 | 2 | - | - | - | - | - | - |
1-2 X 10 | 5-0 | 2 | 4-4 | 2 | 3-10 | 2 | 4-6 | 2 | 3-11 | 2 | 3-4 | 2 | - | - | - | - | - | - | |
1-2 X 12 | 5-10 | 2 | 4-9 | 2 | 4-2 | 2 | 5-5 | 2 | 4-2 | 2 | 3-4 | 2 | - | - | - | - | - | - | |
2-2 X 4 | 3-1 | 1 | 2-9 | 1 | 2-5 | 1 | 2-9 | 1 | 2-5 | 1 | 2-2 | 1 | 2-7 | 1 | 2-3 | 1 | 2-0 | 1 | |
2-2 X 6 | 4-6 | 1 | 4-0 | 1 | 3-7 | 2 | 4-1 | 1 | 3-7 | 2 | 3-3 | 2 | 3-9 | 2 | 3-3 | 2 | 2-1 | 2 | |
2-2 X 8 | 5-9 | 2 | 5-0 | 2 | 4-6 | 2 | 5-2 | 2 | 4-6 | 2 | 4-1 | 2 | 4-9 | 2 | 4-2 | 2 | 3-9 | 2 | |
2-2 x 10 | 7-0 | 2 | 6-2 | 2 | 5-6 | 2 | 6-4 | 2 | 5-6 | 2 | 5-0 | 2 | 5-9 | 2 | 5-1 | 2 | 4-7 | 3 | |
2-2 X 12 | 8-1 | 2 | 7-1 | 2 | 6-5 | 2 | 7-4 | 2 | 6-5 | 2 | 5-9 | 3 | 6-8 | 2 | 5-10 | 3 | 5-3 | 3 | |
3-2 X 8 | 7-2 | 1 | 6-3 | 2 | 5-8 | 2 | 6-5 | 2 | 5-8 | 2 | 5-1 | 2 | 5-11 | 2 | 5-2 | 2 | 4-8 | 2 | |
3-2 X 10 | 8-9 | 2 | 7-8 | 2 | 6-11 | 2 | 7-11 | 2 | 6-11 | 2 | 6-3 | 2 | 7-3 | 2 | 6-4 | 2 | 5-8 | 2 | |
3-2 X 12 | 10-2 | 2 | 8-11 | 2 | 8-0 | 2 | 9-2 | 2 | 8-0 | 2 | 7-3 | 2 | 8-5 | 2 | 7-4 | 2 | 6-7 | 2 | |
4-2 X 8 | 8-1 | 1 | 7-3 | 1 | 6-7 | 1 | 7-5 | 1 | 6-6 | 1 | 5-11 | 2 | 6-10 | 1 | 6-0 | 2 | 5-5 | 2 | |
4-2 X 10 | 10-1 | 1 | 8-10 | 2 | 8-0 | 2 | 9-1 | 2 | 8-0 | 2 | 7-2 | 2 | 8-4 | 2 | 7-4 | 2 | 6-7 | 2 | |
4-2 X12 | 11-9 | 2 | 10-3 | 2 | 9-3 | 2 | 10-7 | 2 | 9-3 | 2 | 8-4 | 2 | 9-8 | 2 | 8-6 | 2 | 7-7 | 2 | |
Roof, ceiling and one clear span floor |
1-2 X 8 | 3-6 | 1 | 3-0 | 1 | 2-8 | 1 | 3-5 | 1 | 2-11 | 1 | 2-7 | 2 | - | - | - | - | - | - |
1-2 x 10 | 4-6 | 1 | 3-10 | 1 | 3-3 | 1 | 4-4 | 1 | 3-9 | 1 | 3-1 | 2 | - | - | - | - | - | - | |
1-2 X 12 | 5-6 | 1 | 4-2 | 2 | 3-3 | 2 | 5-4 | 2 | 3-11 | 2 | 3-1 | 2 | - | - | - | - | - | - | |
2-2 x 4 | 2-8 | 1 | 2-4 | 1 | 2-1 | 1 | 2-7 | 1 | 2-3 | 1 | 2-0 | 1 | 2-5 | 1 | 2-1 | 1 | 1-10 | 1 | |
2-2 X 6 | 3-11 | 1 | 3-5 | 2 | 3-0 | 2 | 3-10 | 2 | 3-4 | 2 | 3-0 | 2 | 3-6 | 2 | 3-1 | 2 | 2-9 | 2 | |
2-2 X 8 | 5-0 | 2 | 4-4 | 2 | 3-10 | 2 | 4-10 | 2 | 4-2 | 2 | 3-9 | 2 | 4-6 | 2 | 3-11 | 2 | 3-6 | 2 | |
2-2 x 10 | 6-1 | 2 | 5-3 | 2 | 4-8 | 2 | 5-11 | 2 | 5-1 | 2 | 4-7 | 3 | 5-6 | 2 | 4-9 | 2 | 4-3 | 3 | |
2-2 X 12 | 7-1 | 2 | 6-1 | 3 | 5-5 | 3 | 6-10 | 2 | 5-11 | 3 | 5-4 | 3 | 6-4 | 2 | 5-6 | 3 | 5-0 | 3 | |
3-2 X 8 | 6-3 | 2 | 5-5 | 2 | 4-10 | 2 | 6-1 | 2 | 5-3 | 2 | 4-8 | 2 | 5-7 | 2 | 4-11 | 2 | 4-5 | 2 | |
3-2 X 10 | 7-7 | 2 | 6-7 | 2 | 5-11 | 2 | 7-5 | 2 | 6-5 | 2 | 5-9 | 2 | 6-10 | 2 | 6-0 | 2 | 5-4 | 2 | |
3-2 X 12 | 8-10 | 2 | 7-8 | 2 | 6-10 | 2 | 8-7 | 2 | 7-5 | 2 | 6-8 | 2 | 7-11 | 2 | 6-11 | 2 | 6-3 | 2 | |
4-2 X 8 | 7-2 | 1 | 6-3 | 2 | 5-7 | 2 | 7-0 | 1 | 6-1 | 2 | 5-5 | 2 | 6-6 | 1 | 5-8 | 2 | 5-1 | 2 | |
4-2 x 10 | 8-9 | 2 | 7-7 | 2 | 6-10 | 2 | 8-7 | 2 | 7-5 | 2 | 6-7 | 2 | 7-11 | 2 | 6-11 | 2 | 6-2 | 2 | |
4-2 X 12 | 10-2 | 2 | 8-10 | 2 | 7-11 | 2 | 9-11 | 2 | 8-7 | 2 | 7-8 | 2 | 9-2 | 2 | 8-0 | 2 | 7-2 | 2 | |
Roof, ceiling and two center-bearing floors |
2-2 X 4 | 2-7 | 1 | 2-3 | 1 | 2-0 | 1 | 2-6 | 1 | 2-2 | 1 | 1-11 | 1 | 2-4 | 1 | 2-0 | 1 | 1-9 | 1 |
2-2 X 6 | 3-9 | 2 | 3-3 | 2 | 2-11 | 2 | 3-8 | 2 | 3-2 | 2 | 2-10 | 2 | 3-5 | 2 | 3-0 | 2 | 2-8 | 2 | |
2-2 X 8 | 4-9 | 2 | 4-2 | 2 | 3-9 | 2 | 4-7 | 2 | 4-0 | 2 | 3-8 | 2 | 4-4 | 2 | 3-9 | 2 | 3-5 | 2 | |
2-2 X 10 | 5-9 | 2 | 5-1 | 2 | 4-7 | 3 | 5-8 | 2 | 4-11 | 2 | 4-5 | 3 | 5-3 | 2 | 4-7 | 3 | 4-2 | 3 | |
2-2 X 12 | 6-8 | 2 | 5-10 | 3 | 5-3 | 3 | 6-6 | 2 | 5-9 | 3 | 5-2 | 3 | 6-1 | 3 | 5-4 | 3 | 4-10 | 3 | |
3-2 X 8 | 5-11 | 2 | 5-2 | 2 | 4-8 | 2 | 5-9 | 2 | 5-1 | 2 | 4-7 | 2 | 5-5 | 2 | 4-9 | 2 | 4-3 | 2 | |
3-2 X 10 | 7-3 | 2 | 6-4 | 2 | 5-8 | 2 | 7-1 | 2 | 6-2 | 2 | 5-7 | 2 | 6-7 | 2 | 5-9 | 2 | 5-3 | 2 | |
3-2 X 12 | 8-5 | 2 | 7-4 | 2 | 6-7 | 2 | 8-2 | 2 | 7-2 | 2 | 6-5 | 3 | 7-8 | 2 | 6-9 | 2 | 6-1 | 3 | |
4-2 X 8 | 6-10 | 1 | 6-0 | 2 | 5-5 | 2 | 6-8 | 1 | 5-10 | 2 | 5-3 | 2 | 6-3 | 2 | 5-6 | 2 | 4-11 | 2 | |
4-2 X 10 | 8-4 | 2 | 7-4 | 2 | 6-7 | 2 | 8-2 | 2 | 7-2 | 2 | 6-5 | 2 | 7-7 | 2 | 6-8 | 2 | 6-0 | 2 | |
4-2 X 12 | 9-8 | 2 | 8-6 | 2 | 7-8 | 2 | 9-5 | 2 | 8-3 | 2 | 7-5 | 2 | 8-10 | 2 | 7-9 | 2 | 7-0 | 2 | |
Roof, ceiling, and two clear-span floors |
2-2 X 4 | 2-1 | 1 | 1-8 | 1 | 1-6 | 2 | 2-0 | 1 | 1-8 | 1 | 1-5 | 2 | 2-0 | 1 | 1-8 | 1 | 1-5 | 2 |
2-2 X 6 | 3-1 | 2 | 2-8 | 2 | 2-4 | 2 | 3-0 | 2 | 2-7 | 2 | 2-3 | 2 | 2-11 | 2 | 2-7 | 2 | 2-3 | 2 | |
2-2 X 8 | 3-10 | 2 | 3-4 | 2 | 3-0 | 3 | 3-10 | 2 | 3-4 | 2 | 2-11 | 3 | 3-9 | 2 | 3-3 | 2 | 2-11 | 3 | |
2-2 X 10 | 4-9 | 2 | 4-1 | 3 | 3-8 | 3 | 4-8 | 2 | 4-0 | 3 | 3-7 | 3 | 4-7 | 3 | 4-0 | 3 | 3-6 | 3 | |
2-2 X 12 | 5-6 | 3 | 4-9 | 3 | 4-3 | 3 | 5-5 | 3 | 4-8 | 3 | 4-2 | 3 | 5-4 | 3 | 4-7 | 3 | 4-1 | 4 | |
3-2 X 8 | 4-10 | 2 | 4-2 | 2 | 3-9 | 2 | 4-9 | 2 | 4-1 | 2 | 3-8 | 2 | 4-8 | 2 | 4-1 | 2 | 3-8 | 2 | |
3-2 X 10 | 5-11 | 2 | 5-1 | 2 | 4-7 | 3 | 5-10 | 2 | 5-0 | 2 | 4-6 | 3 | 5-9 | 2 | 4-11 | 2 | 4-5 | 3 | |
3-2 X 12 | 6-10 | 2 | 5-11 | 3 | 5-4 | 3 | 6-9 | 2 | 5-10 | 3 | 5-3 | 3 | 6-8 | 2 | 5-9 | 3 | 5-2 | 3 | |
4-2 X 8 | 5-7 | 2 | 4-10 | 2 | 4-4 | 2 | 5-6 | 2 | 4-9 | 2 | 4-3 | 2 | 5-5 | 2 | 4-8 | 2 | 4-2 | 2 | |
4-2 x 10 | 6-10 | 2 | 5-11 | 2 | 5-3 | 2 | 6-9 | 2 | 5-10 | 2 | 5-2 | 2 | 6-7 | 2 | 5-9 | 2 | 5-1 | 2 | |
4-2 X 12 | 7-11 | 2 | 6-10 | 2 | 6-2 | 3 | 7-9 | 2 | 6-9 | 2 | 6-0 | 3 | 7-8 | 2 | 6-8 | 2 | 5-11 | 3 |
- Spans are given in feet and inches.
- No. 1 or better grade lumber shall be used for southern pine. Other tabulated values assume #2 grade lumber.
- Building width is measured perpendicular to the ridge. For widths between those shown, spans are permitted to be interpolated.
- NJ = Number of jack studs required to support each end. Where the number of required jack studs equals one, the header is permitted to be supported by an approved framing anchor attached to the full-height wall stud and to the header.
- Use 30 psf ground snow load for cases in which ground snow load is less than 30 psf and the roof live load is equal to or less than 20 psf.
HEADERS AND GIRDERS SUPPORTING |
SIZE | BUILDING Widthc (feet) | |||||
---|---|---|---|---|---|---|---|
20 | 28 | 36 | |||||
Span | NJd | Span | NJd | Span | NJd | ||
One floor only | 2-2 x 4 | 3-1 | 1 | 2-8 | 1 | 2-5 | 1 |
2-2 x 6 | 4-6 | 1 | 3-11 | 1 | 3-6 | 1 | |
2-2 x 8 | 5-9 | 1 | 5-0 | 2 | 4-5 | 2 | |
2-2 x 10 | 7-0 | 2 | 6-1 | 2 | 5-5 | 2 | |
2-2 x 12 | 8-1 | 2 | 7-0 | 2 | 6-3 | 2 | |
3-2 x 8 | 7-2 | 1 | 6-3 | 1 | 5-7 | 2 | |
3-2 x 10 | 8-9 | 1 | 7-7 | 2 | 6-9 | 2 | |
3-2 x 12 | 10-2 | 2 | 8-10 | 2 | 7-10 | 2 | |
4-2 x 8 | 9-0 | 1 | 7-8 | 1 | 6-9 | 1 | |
4-2 x 10 | 10-1 | 1 | 8-9 | 1 | 7-10 | 2 | |
4-2 x 12 | 11-9 | 1 | 10-2 | 2 | 9-1 | 2 | |
Two floors | 2-2 x 4 | 2-2 | 1 | 1-10 | 1 | 1-7 | 1 |
2-2 x 6 | 3-2 | 2 | 2-9 | 2 | 2-5 | 2 | |
2-2 x 8 | 4-1 | 2 | 3-6 | 2 | 3-2 | 2 | |
2-2 x 10 | 4-11 | 2 | 4-3 | 2 | 3-10 | 3 | |
2-2 x 12 | 5-9 | 2 | 5-0 | 3 | 4-5 | 3 | |
3-2 x 8 | 5-1 | 2 | 4-5 | 2 | 3-11 | 2 | |
3-2 x 10 | 6-2 | 2 | 5-4 | 2 | 4-10 | 2 | |
3-2 x 12 | 7-2 | 2 | 6-3 | 2 | 5-7 | 3 | |
4-2 x 8 | 6-1 | 1 | 5-3 | 2 | 4-8 | 2 | |
4-2 x 10 | 7-2 | 2 | 6-2 | 2 | 5-6 | 2 | |
4-2 x 12 | 8-4 | 2 | 7-2 | 2 | 6-5 | 2 |
- Spans are given in feet and inches.
- No. 1 or better grade lumber shall be used for southern pine. Other tabulated values assume #2 grade lumber.
- Building width is measured perpendicular to the ridge. For widths between those shown, spans are permitted to be interpolated.
- NJ = Number of jack studs required to support each end. Where the number of required jack studs equals one, the header is permitted to be supported by an approved framing anchor attached to the full-height wall stud and to the header.
The size, height
and spacing of studs shall be in accordance with Table
R602.3.(5).
Exceptions:
- Utility grade studs shall not be spaced more than 16 inches (406 mm) on center, shall not support more than a roof and ceiling, and shall not exceed 8 feet (2438 mm) in height for exterior walls and load-bearing walls or 10 feet (3048 mm) for interior nonload-bearing walls.
- Where snow loads are less than or equal to 25 pounds per square foot (1.2 kPa), and the ultimate design wind speed is less than or equal to 130 mph (58.1 m/s), 2-inch by 6-inch (38 mm by 14 mm) studs supporting a roof load with not more than 6 feet (1829 mm) of tributary length shall have a maximum height of 18 feet (5486 mm) where spaced at 16 inches (406 mm) on center, or 20 feet (6096 mm) where spaced at 12 inches (304.8 mm) on center. Studs shall be minimum No. 2 grade lumber.
Wood stud walls shall be capped with
a double top plate installed to provide overlapping at corners
and intersections with bearing partitions. End joints in
top plates shall be offset not less than 24 inches (610 mm).
Joints in plates need not occur over studs. Plates shall be not
less than 2-inches (51 mm) nominal thickness and have a
width not less than the width of the studs.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
Exception: A single top plate used as an alternative to a
double top plate shall comply with the following:
- The single top plate shall be tied at comers, intersecting walls, and at in-line splices in straight wall lines in accordance with Table R602.3.2.
- The rafters or joists shall be centered over the studs with a tolerance of not more than 1 inch (25 mm).
- Omission of the top plate is permitted over headers where the headers are adequately tied to adjacent wall sections in accordance with Table R602.3.2.
CONDITION | TOP-PLATE SPLICE LOCATION | |||
Corners and intersecting walls | Butt joints in straight walls | |||
Splice plate size | Minimum nails each side of joint |
Splice plate size | Minimum nails each side of joint |
|
Structures in SDC A-C; and in SDC D0, D1 and D2 with braced wall line spacing less than 25 feet |
3" X 6" X 0.036" galvanized steel plate or equivalent |
(6) 8d box (2 1/2" x 0.113") nails |
3" X 12"X 0.036" galvanized steel plate or equivalent |
(12) 8d box (21/2" x 0.113") nails |
Structures in SDC D0, D1 and D2, with braced wall line spacing greater than or equal to 25 feet |
3" X 8" X 0.036" galvanized steel plate or equivalent |
(9) 8d box (2 1/2" x 0.113") nails |
3" X 16" X 0.036" galvanized steel plate or equivalent |
(18) 8d box (2 1/2" x 0.113") nails |
Where joists, trusses or rafters
are spaced more than 16 inches (406 mm) on center and
the bearing studs below are spaced 24 inches (610 mm) on
center, such members shall bear within 5 inches (127 mm)
of the studs beneath.
Exceptions:
- The top plates are two 2-inch by 6-inch (38 mm by 140 mm) or two 3-inch by 4-inch (64 mm by 89 mm) members.
- A third top plate is installed.
- Solid blocking equal in size to the studs is installed to reinforce the double top plate.
Studs shall have full bearing
on a nominal 2-by (51 mm) or larger plate or sill having
a width not less than to the width of the studs.
Braced
wall panels located at exterior walls that support roof rafters
or trusses (including stories below top story) shall
have the framing members connected in accordance with
one of the following :
- Fastening in accordance with Table R602.3(1) where :
- The ultimate design wind speed does not exceed 115 mph (51 m/s), the wind exposure category is B, the roof pitch is 5: 12 or greater, and the roof span is 32 feet (9754 mm) or less.
- The net uplift value at the top of a wall does not exceed 100 plf (146 N/mm). The net uplift value shall be determined in accordance with Section R802.11 and shall be permitted to be reduced by 60 plf (86 N/mm) for each full wall above.
- Where the net uplift value at the top of a wall exceeds 100 plf (146 N/mm), installing approved uplift framing connectors to provide a continuous load path from the top of the wall to the foundation or to a point where the uplift force is 100 plf (146 N/ mm) or less. The net uplift value shall be as determined in Item 1.2.
- Wall sheathing and fasteners designed to resist combined uplift and shear forces in accordance with accepted engineering practice.
Interior load-bearing
walls shall be constructed, framed and fireblocked as specified
for exterior walls.
Interior nonbearing
walls shall be permitted to be constructed with 2-inch by 3-inch (51 mm by 76 mm) studs spaced 24 inches (610 mm) on
center or, where not part of a braced wall line, 2-inch by 4-inch (51 mm by 102 mm) flat studs spaced at 16 inches (406
mm) on center. Interior nonbearing walls shall be capped
with not less than a single top plate. Interior nonbearing walls
shall be fireblocked in accordance with Section R602.8.
Drilling and notching
of studs shall be in accordance with the following:


For SI: 1 inch = 25.4 mm.
Note: Condition for exterior and bearing walls.FIGURE R602.6(1)
NOTCHING AND BORED HOLE LIMITATIONS FOR EXTERIOR WALLS AND BEARING WALLS


For SI: 1 inch = 25.4 mm.FIGURE R602.6(2)
NOTCHING AND BORED HOLE LIMITATIONS FOR INTERIOR NONBEARING WALLS
- Notching. Any stud in an exterior wall or bearing partition shall be permitted to be cut or notched to a depth not exceeding 25 percent of its width. Studs in nonbearing partitions shall be permitted to be notched to a depth not to exceed 40 percent of a single stud width.
- Drilling. Any stud shall be permitted to be bored or drilled, provided that the diameter of the resulting hole is not more than 60 percent of the stud width, the edge of the hole is not more than 5/8 inch (16 mm) to the edge of the stud, and the hole is not located in the same section as a cut or notch. Studs located in exterior walls or bearing partitions drilled over 40 percent and up to 60 percent shall be doubled with not more than two successive doubled studs bored. See Figures R602.6(1) and R602.6(2).
Exception: Use of approved stud shoes is permitted
where they are installed in accordance with the manufacturer's
recommendations.
For SI: 1 inch = 25.4 mm.
Note: Condition for exterior and bearing walls.
NOTCHING AND BORED HOLE LIMITATIONS FOR EXTERIOR WALLS AND BEARING WALLS
For SI: 1 inch = 25.4 mm.
NOTCHING AND BORED HOLE LIMITATIONS FOR INTERIOR NONBEARING WALLS
When piping
or ductwork is placed in or partly in an exterior wall or
interior load-bearing wall, necessitating cutting, drilling or
notching of the top plate by more than 50 percent of its
width, a galvanized metal tie not less than 0.054 inch thick
(1.37 mm) (16 ga) and 11/2 inches (38 mm) wide shall be
fastened across and to the plate at each side of the opening
with not less than eight 10d (0.148 inch diameter) nails
having a minimum length of 11/2 inches (38 mm) at each
side or equivalent. The metal tie must extend a minimum
of 6 inches past the opening. See Figure R602.6.1.

For SI: I inch = 25.4 mm.FIGURE R602.6.1
TOP PLATE FRAMING TO ACCOMMODATE PIPING
Exception: When the entire side of the wall with the notch
or cut is covered by wood structural panel sheathing.
For SI: I inch = 25.4 mm.
TOP PLATE FRAMING TO ACCOMMODATE PIPING
For header spans, see Tables R602.7(1),
R602.7(2) and R602.7(3).
For SI: 1 inch = 25.4 mm, 1 foot= 304.8 mm, 1 pound per square foot= 0.0479 kPa.
SIZE | SUPPORTING ROOF | SUPPORTING FLOOR | ||||||
GROUND SNOW LOAD (psf) | ||||||||
30 | 50 | 70 | ||||||
DEPTH OF PORCHc (feet) | ||||||||
8 | 14 | 8 | 14 | 8 | 14 | 8 | 14 | |
2-2 X 6 | 7-6 | 5-8 | 6-2 | 4-8 | 5-4 | 4-0 | 6-4 | 4-9 |
2-2 X 8 | 10-1 | 7-7 | 8-3 | 6-2 | 7-1 | 5-4 | 8-5 | 6-4 |
2-2 X 10 | 12-4 | 9-4 | 10-1 | 7-7 | 8-9 | 6-7 | 10-4 | 7-9 |
2-2 X 12 | 14-4 | 10-10 | 11-8 | 8-10 | 10-1 | 7-8 | 11-11 | 9-0 |
- Spans are given in feet and inches.
- Tabulated values assume #2 grade lumber, wet service and incising for refractory species. Use 30 psf ground snow load for cases in which ground snow load is less than 30 psf and the roof live load is equal to or less than 20 psf.
- Porch depth is measured horizontally from building face to centerline of the header. For depths between those shown, spans are permitted to be interpolated.
Single headers shall be
framed with a single flat 2-inch-nominal (51 mm) member
or wall plate not less in width than the wall studs on the top
and bottom of the header in accordance with Figures
R602.7.1(1) and R602.7.1(2) and face nailed to the top and
bottom of the header with 10d box nails (3 inches × 0.128
inches) spaced 12 inches on center.
FIGURE R602.7.1(1)
SINGLE MEMBER HEADER IN EXTERIOR BEARING WALL
FIGURE R602.7.1(2)
ALTERNATIVE SINGLE MEMBER HEADER WITHOUT CRIPPLE
SINGLE MEMBER HEADER IN EXTERIOR BEARING WALL
ALTERNATIVE SINGLE MEMBER HEADER WITHOUT CRIPPLE
Rim board header size,
material and span shall be in accordance with Table
R602.7(1). Rim board headers shall be constructed in accordance
with Figure R602.7.2 and shall be supported at each
end by full-height studs. The number of full-height studs at
each end shall be not less than the number of studs displaced
by half of the header span based on the maximum stud spacing
in accordance with Table R602.3(5). Rim board headers
supporting concentrated loads shall be designed in accordance
with accepted engineering practice.
For SI: 25.4 mm = 1 inch.
FIGURE R602.7.2
RIM BOARD HEADER CONSTRUCTION
RIM BOARD HEADER CONSTRUCTION
Wood
structural panel box headers shall be constructed in accordance
with Figure R602.7.3 and Table R602.7.3.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
NOTES:FIGURE R602.7.3
TYPICAL WOOD STRUCTURAL PANEL BOX HEADER CONSTRUCTION
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
NOTES:
- The top and bottom plates shall be continuous at header location.
- Jack studs shall be used for spans over 4 feet.
- Cripple spacing shall be the same as for studs.
- Wood structural panel faces shall be single pieces of 15/32-inch-thick Exposure 1 (exterior glue) or thicker, installed on the interior or exterior or both sides of the header.
- Wood structural panel faces shall be nailed to framing and cripples with 8d common or galvanized box nails spaced 3 inches on center, staggering alternate nails 1/2 inch. Galvanized nails shall be hot-dipped or tumbled.
TYPICAL WOOD STRUCTURAL PANEL BOX HEADER CONSTRUCTION
HEADER CONSTRUCTIONb | HEADER DEPTH (inches) |
HOUSE DEPTH (feet) | ||||
---|---|---|---|---|---|---|
24 | 26 | 28 | 30 | 32 | ||
Wood structural panel-one side | 9 | 4 | 4 | 3 | 3 | - |
15 | 5 | 5 | 4 | 3 | 3 | |
Wood structural panel-both sides | 9 | 7 | 5 | 5 | 4 | 3 |
15 | 8 | 8 | 7 | 7 | 6 |
Load-bearing headers are not
required in interior or exterior nonbearing walls. A single
flat 2-inch by 4-inch (51 mm by 102 mm) member shall be
permitted to be used as a header in interior or exterior nonbearing
walls for openings up to 8 feet (2438 mm) in width
if the vertical distance to the parallel nailing surface above
is not more than 24 inches (610 mm). For such nonbearing
headers, cripples or blocking are not required above the
header.
Headers shall be supported
on each end with one or more jack studs or with
approved framing anchors in accordance with Table
R602.7(1) or R602.7(2). The full-height stud adjacent to
each end of the header shall be end nailed to each end of
the header with four-16d nails (3.5 inches ×
0.135 inches).
The minimum number of full-height studs at each end of a
header shall be in accordance with Table R602.7.5.
HEADER SPAN (feet) |
MAXIMUM STUD SPACING (inches) [per Table R602.3(5)] |
|
16 | 24 | |
≤ 3' | 1 | 1 |
4' | 2 | 1 |
8' | 3 | 2 |
12' | 5 | 3 |
16' | 6 | 4 |
Fireblocking shall be provided
in accordance with Section R302.11.
Foundation cripple walls shall be
framed of studs not smaller than the studding above. When
exceeding 4 feet (1219 mm) in height, such walls shall be
framed of studs having the size required for an additional
story.
Cripple walls with a stud height less than 14 inches (356 mm) shall be continuously sheathed on one side with wood structural panels fastened to both the top and bottom plates in accordance with Table R602.3(1), or the cripple walls shall be constructed of solid blocking.
Cripple walls shall be supported on continuous foundations.
Cripple walls with a stud height less than 14 inches (356 mm) shall be continuously sheathed on one side with wood structural panels fastened to both the top and bottom plates in accordance with Table R602.3(1), or the cripple walls shall be constructed of solid blocking.
Cripple walls shall be supported on continuous foundations.
Buildings shall be braced in accordance
with this section or, when applicable, Section R602.12.
Where a building, or portion thereof, does not comply with
one or more of the bracing requirements in this section, those
portions shall be designed and constructed in accordance with
Section R301.1.
For the purpose of determining
the amount and location of bracing required in
each story level of a building, braced wall lines shall be
designated as straight lines in the building plan placed in
accordance with this section.
The length
of a braced wall line shall be the distance between its
ends. The end of a braced wall line shall be the intersection
with a perpendicular braced wall line, an
angled braced wall line as permitted in Section
R602.10.1.4 or an exterior wall as shown in Figure
R602.10.1.1.

For SI: 1 foot = 304.8 mm.FIGURE R602.10.1.1
BRACED WALL LINES
For SI: 1 foot = 304.8 mm.
BRACED WALL LINES
Exterior
walls parallel to a braced wall line shall be offset
not more than 4 feet (1219 mm) from the designated
braced wall line location as shown in Figure
R602.10.1.1. Interior walls used as bracing shall be offset
not more than 4 feet (1219 mm) from a braced wall
line through the interior of the building as shown in
Figure R602.10.1.1.
The spacing
between parallel braced wall lines shall be in accordance
with Table R602.10.1.3. Intermediate braced
wall lines through the interior of the building shall be
permitted.
For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m2, 1 mile per hour = 0.447 m/s.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
For SI: 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.479 kPa, 1 pound-force = 4.448 N.
NP = Not Permitted.
N/A = Not Applicable.
APPLICATION | CONDITION | BUILDING TYPE | BRACED WALL LINE SPACING CRITERIA | |
Maximum Spacing |
Exception to Maximum Spacing | |||
Wind bracing |
Ultimate design wind speed 100 mph to< 140 mph |
Detached, townhouse |
60 feet | None |
Seismic bracing |
SDC A-C | Detached | Use wind bracing | |
SDC A - B | Townhouse | Use wind bracing | ||
SDC C | Townhouse | 35 feet | Up to 50 feet when length of required bracing per Table R602.10.3(3) is adjusted in accordance with Table R602.10.3(4). |
|
SDC D0, D1, D2 | Detached, townhouses, one- and two-story only |
25 feet | Up to 35 feet to allow for a single room not to exceed 900 square feet. Spacing of all other braced wall lines shall not exceed 25 feet. |
|
SDC D0, D1, D2 | Detached, townhouse |
25 feet | Up to 35 feet when length of required bracing per Table R602.10.3(3) is adjusted in accordance with Table R602.10.3(4). |
|
MINIMUM TOTAL LENGTH (FEET) OF BRACED WALL PANELS REQUIRED ALONG EACH BRACED WALL LINEa |
||||||
Seismic Design Category |
Story Location | Braced Wall Line Length (feet)c |
Method LIBd | Method GB | Methods DWB, SFB, PBS, PCP, HPS, CS-SFBe |
Method WSP |
Methods CS-WSP, CS-G |
C (townhouses only) |
10 | 2.5 | 2.5 | 2.5 | 1.6 | 1.4 | |
20 | 5.0 | 5.0 | 5.0 | 3.2 | 2.7 | ||
30 | 7.5 | 7.5 | 7.5 | 4.8 | 4.1 | ||
40 | 10.0 | 10.0 | 10.0 | 6.4 | 5.4 | ||
50 | 12.5 | 12.5 | 12.5 | 8.0 | 6.8 | ||
10 | NP | 4.5 | 4.5 | 3.0 | 2.6 | ||
20 | NP | 9.0 | 9.0 | 6.0 | 5.1 | ||
30 | NP | 13.5 | 13.5 | 9.0 | 7.7 | ||
40 | NP | 18.0 | 18.0 | 12.0 | 10.2 | ||
50 | NP | 22.5 | 22.5 | 15.0 | 12.8 | ||
10 | NP | 6.0 | 6.0 | 4.5 | 3.8 | ||
20 | NP | 12.0 | 12.0 | 9.0 | 7.7 | ||
30 | NP | 18.0 | 18.0 | 13.5 | 11.5 | ||
40 | NP | 24.0 | 24.0 | 18.0 | 15.3 | ||
50 | NP | 30.0 | 30.0 | 22.5 | 19.1 | ||
D0 | 10 | NP | 2.8 | 2.8 | 1.8 | 1.6 | |
20 | NP | 5.5 | 5.5 | 3.6 | 3.1 | ||
30 | NP | 8.3 | 8.3 | 5.4 | 4.6 | ||
40 | NP | 11.0 | 11.0 | 7.2 | 6.1 | ||
50 | NP | 13.8 | 13.8 | 9.0 | 7.7 | ||
10 | NP | 5.3 | 5.3 | 3.8 | 3.2 | ||
20 | NP | 10.5 | 10.5 | 7.5 | 6.4 | ||
30 | NP | 15.8 | 15.8 | 11.3 | 9.6 | ||
40 | NP | 21.0 | 21.0 | 15.0 | 12.8 | ||
50 | NP | 26.3 | 26.3 | 18.8 | 16.0 | ||
10 | NP | 7.3 | 7.3 | 5.3 | 4.5 | ||
20 | NP | 14.5 | 14.5 | 10.5 | 9.0 | ||
30 | NP | 21.8 | 21.8 | 15.8 | 13.4 | ||
40 | NP | 29.0 | 29.0 | 21.0 | 17.9 | ||
50 | NP | 36.3 | 36.3 | 26.3 | 22.3 | ||
D1 | 10 | NP | 3.0 | 3.0 | 2.0 | 1.7 | |
20 | NP | 6.0 | 6.0 | 4.0 | 3.4 | ||
30 | NP | 9.0 | 9.0 | 6.0 | 5.1 | ||
40 | NP | 12.0 | 12.0 | 8.0 | 6.8 | ||
50 | NP | 15.0 | 15.0 | 10.0 | 8.5 | ||
10 | NP | 6.0 | 6.0 | 4.5 | 3.8 | ||
20 | NP | 12.0 | 12.0 | 9.0 | 7.7 | ||
30 | NP | 18.0 | 18.0 | 13.5 | 11.5 | ||
40 | NP | 24.0 | 24.0 | 18.0 | 15.3 | ||
50 | NP | 30.0 | 30.0 | 22.5 | 19.1 | ||
10 | NP | 8.5 | 8.5 | 6.0 | 5.1 | ||
20 | NP | 17.0 | 17.0 | 12.0 | 10.2 | ||
30 | NP | 25.5 | 25.5 | 18.0 | 15.3 | ||
40 | NP | 34.0 | 34.0 | 24.0 | 20.4 | ||
50 | NP | 42.5 | 42.5 | 30.0 | 25.5 | ||
D2 | 10 | NP | 4.0 | 4.0 | 2.5 | 2.1 | |
20 | NP | 8.0 | 8.0 | 5.0 | 4.3 | ||
30 | NP | 12.0 | 12.0 | 7.5 | 6.4 | ||
40 | NP | 16.0 | 16.0 | 10.0 | 8.5 | ||
50 | NP | 20.0 | 20.0 | 12.5 | 10.6 | ||
10 | NP | 7.5 | 7.5 | 5.5 | 4.7 | ||
20 | NP | 15.0 | 15.0 | 11.0 | 9.4 | ||
30 | NP | 22.5 | 22.5 | 16.5 | 14.0 | ||
40 | NP | 30.0 | 30.0 | 22.0 | 18.7 | ||
50 | NP | 37.5 | 37.5 | 27.5 | 23.4 | ||
10 | NP | NP | NP | NP | NP | ||
20 | NP | NP | NP | NP | NP | ||
30 | NP | NP | NP | NP | NP | ||
40 | NP | NP | NP | NP | NP | ||
50 | NP | NP | NP | NP | NP | ||
Cripple wall below one- or two-story dwelling |
10 | NP | NP | NP | 7.5 | 6.4 | |
20 | NP | NP | NP | 15.0 | 12.8 | ||
30 | NP | NP | NP | 22.5 | 19.1 | ||
40 | NP | NP | NP | 30.0 | 25.5 | ||
50 | NP | NP | NP | 37.5 | 31.9 |
- Linear interpolation shall be permitted.
- Wall bracing lengths are based on a soil site class "D." Interpolation of bracing length between the Sds, values associated with the seismic design categories shall be permitted when a site-specific Sds, value is determined in accordance with Section 1613.3 of the International Building Code.
- Where the braced wall line length is greater than 50 feet, braced wall lines shall be permitted to be divided into shorter segments having lengths of 50 feet or less, and the amount of bracing within each segment shall be in accordance with this table.
- Method LIB shall have gypsum board fastened to not less than one side with nails or screws in accordance with Table R602.3(1) for exterior sheathing or Table R702.3.5 for interior gypsum board. Spacing of fasteners at panel edges shall not exceed 8 inches.
- Method CS-SFB does not apply in Seismic Design Categories D0, D1, and D2.
ITEM NUMBER |
ADJUSTMENT BASED ON: |
STORY | CONDITION | ADJUSTMENT FACTORa,b [Multiply length from Table R602.10.3(3) by this factor] |
APPLICABLE METHODS |
1 | Story height (Section 301.3) |
Any story | ≤ 10feet > 10 feet and ≤ 12feet |
1.0 1.2 |
All methods |
2 | Braced wall line spacing, townhouses in SDC C |
Any story | ≤ 35feet > 35 feet and ≤ 50 feet |
1.0 1.43 |
|
3 | Braced wall line spacing, in SDC D0, D1, D2c |
Any story | > 25 feet and ≤ 30feet > 30 feet and ≤ 35 feet |
1.2 1.4 |
|
4 | Wall dead load | Any story | > 8 psf and< 15psf < 8 psf |
1.0 0.85 |
|
5 | Roof/ceiling dead load for wall supporting |
1-, 2- or 3-story building | ≤ 15 psf | 1.0 | |
2- or 3-story building | > 15 psf and ≤ 25 psf > 15 psf and ≤ 25 psf |
1.1 1.2 |
|||
1-story building | |||||
6 | Walls with stone or masonry veneer, townhouses in SDC C d,e |
1.0 | All methods | ||
1.5 | |||||
1.5 | |||||
7 | Walls with stone or masonry veneer, detached one- and two-family dwellings in SDC D0 -D2d, f |
Any story | See Table R602.10.6.5 | BV-WSP | |
8 | Interior gypsum board finish (or equivalent) |
Any story | Omitted from inside face of braced wall panels |
1.5 | DWB, WSP, SFB, PBS,PCP, HPS, CS-WSP, CS-G, CS-SFB |
- Linear interpolation shall be permitted.
- The total length of bracing required for a given wall line is the product of all applicable adjustment factors.
- The length-to-width ratio for the floor/roof diaphragm shall not exceed 3:1. The top plate lap splice nailing shall be in accordance with Table R602.3(1), Item 13.
- Applies to stone or masonry veneer exceeding the first story height.
- The adjustment factor for stone or masonry veneer shall be applied to all exterior braced wall lines and all braced wall lines on the interior of the building, backing or perpendicular to and laterally supported veneered walls.
- See Section R602.10.6.5 for requirements where stone or masonry veneer does not exceed the first-story height.
SEISMIC DESIGN CATEGORY |
STORY | BRACED WALL LINE LENGTH (FEET) | SINGLE-STORY HOLD-DOWN FORCE (pounds)a |
CUMULATIVE HOLD-DOWN FORCE (pounds)b |
||||
---|---|---|---|---|---|---|---|---|
10 | 20 | 30 | 40 | 50 | ||||
Minimum Total Length (feet) of Braced Wall Panels Required Along each Braced Wall Line |
||||||||
D0 | 4.0 | 7.0 | 10.5 | 14.0 | 17.5 | N/A | - | |
4.0 | 7.0 | 10.5 | 14.0 | 17.5 | 1900 | - | ||
4.5 | 9.0 | 13.5 | 18.0 | 22.5 | 3500 | 5400 | ||
6.0 | 12.0 | 18.0 | 24.0 | 30.0 | 3500 | 8900 | ||
D1 | 4.5 | 9.0 | 13.5 | 18.0 | 22.5 | 2100 | - | |
4.5 | 9.0 | 13.5 | 18.0 | 22.5 | 3700 | 5800 | ||
6.0 | 12.0 | 18.0 | 24.0 | 30.0 | 3700 | 9500 | ||
D2 | 5.5 | 11.0 | 16.5 | 22.0 | 27.5 | 2300 | - | |
5.5 | 11.0 | 16.5 | 22.0 | 27.5 | 3900 | 6200 | ||
NP | NP | NP | NP | NP | N/A | N/A |
NP = Not Permitted.
N/A = Not Applicable.
- Hold-down force is minimum allowable stress design load for connector providing uplift tie from wall framing at end of braced wall panel at the noted story to wall framing at end of braced wall panel at the story below, or to foundation or foundation wall. Use single-story hold-down force where edges of braced wall panels do not align; a continuous load path to the foundation shall be maintained.
- Where hold-down connectors from stories above align with stories below, use cumulative hold-down force to size middle- and bottom-story hold-down connectors.
Any portion of a wall along
a braced wall line shall be permitted to angle out of
plane for a maximum diagonal length of 8 feet (2438
mm). Where the angled wall occurs at a corner, the
length of the braced wall line shall be measured from
the projected corner as shown in Figure R602.10.1.4.
Where the diagonal length is greater than 8 feet (2438
mm), it shall be considered a separate braced wall line
and shall be braced in accordance with Section
R602.10.1.

For SI: 1 foot = 304.8 mm.FIGURE R602.10.1.4
ANGLED WALLS
For SI: 1 foot = 304.8 mm.
ANGLED WALLS
Braced wall panels shall
be full-height sections of wall that shall not have vertical
or horizontal offsets. Braced wall panels shall be constructed
and placed along a braced wall line in accordance with this section and the bracing methods specified in Section
R602.10.4.
The
bracing lengths in Table R602.10.3(1) apply only when
uplift loads are resisted in accordance with Section
R602.3.5.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.
|
MINIMUM TOTAL LENGTH (FEET) OF BRACED WALL PANELS REQUIRED ALONG EACH BRACED WALL LINEa |
|||||
Ultimate Design Wind Speed (mph) |
Story Location | Braced Wall Line Spacingc (feet) |
Method LIBb | Method GB | Methods DWB WSP, SFB, PBS, PCP, HPS BV-WSP, ABW, PFH, PFC, CS-SFB |
Methods CS-WSP,CS-G, CS-PF |
≤110 | 10 | 3.5 | 3.5 | 2.0 | 1.5 | |
20 | 6.0 | 6.0 | 3.5 | 3.0 | ||
30 | 8.5 | 8.5 | 5.0 | 4.5 | ||
40 | 11.5 | 11.5 | 6.5 | 5.5 | ||
50 | 14.0 | 14.0 | 8.0 | 7.0 | ||
60 | 16.5 | 16.5 | 9.5 | 8.0 | ||
10 | 6.5 | 6.5 | 3.5 | 3.0 | ||
20 | 11.5 | 11.5 | 6.5 | 5.5 | ||
30 | 16.5 | 16.5 | 9.5 | 8.0 | ||
40 | 21.5 | 21.5 | 12.5 | 10.5 | ||
50 | 26.5 | 26.5 | 15.5 | 13.0 | ||
60 | 31.5 | 31.5 | 18.0 | 15.5 | ||
10 | NP | 9.5 | 5.5 | 4.5 | ||
20 | NP | 17.0 | 10.0 | 8.5 | ||
30 | NP | 24.5 | 14.0 | 12.0 | ||
40 | NP | 32.0 | 18.5 | 15.5 | ||
50 | NP | 39.5 | 22.5 | 19.0 | ||
60 | NP | 46.5 | 26.5 | 23.0 | ||
≤115 | 10 | 3.5 | 3.5 | 2.0 | 2.0 | |
20 | 6.5 | 6.5 | 3.5 | 3.5 | ||
30 | 9.5 | 9.5 | 5.5 | 4.5 | ||
40 | 12.5 | 12.5 | 7.0 | 6.0 | ||
50 | 15.0 | 15.0 | 9.0 | 7.5 | ||
60 | 18.0 | 18.0 | 10.5 | 9.0 | ||
10 | 7.0 | 7.0 | 4.0 | 3.5 | ||
20 | 12.5 | 12.5 | 7.5 | 6.5 | ||
30 | 18.0 | 18.0 | 10.5 | 9.0 | ||
40 | 23.5 | 23.5 | 13.5 | 11.5 | ||
50 | 29.0 | 29.0 | 16.5 | 14.0 | ||
60 | 34.5 | 34.5 | 20.0 | 17.0 | ||
10 | NP | 10.0 | 6.0 | 5.0 | ||
20 | NP | 18.5 | 11.0 | 9.0 | ||
30 | NP | 27.0 | 15.5 | 13.0 | ||
40 | NP | 35.0 | 20.0 | 17.0 | ||
50 | NP | 43.0 | 24.5 | 21.0 | ||
60 | NP | 51.0 | 29.0 | 25.0 | ||
≤120 | 10 | 4.0 | 4.0 | 2.5 | 2.0 | |
20 | 7.0 | 7.0 | 4.0 | 3.5 | ||
30 | 10.5 | 10.5 | 6.0 | 5.0 | ||
40 | 13.5 | 13.5 | 8.0 | 6.5 | ||
50 | 16.5 | 16.5 | 9.5 | 8.0 | ||
60 | 19.5 | 19.5 | 11.5 | 9.5 | ||
10 | 7.5 | 7.5 | 4.5 | 3.5 | ||
20 | 14.0 | 14.0 | 8.0 | 7.0 | ||
30 | 20.0 | 20.0 | 11.5 | 9.5 | ||
40 | 25.5 | 25.5 | 15.0 | 12.5 | ||
50 | 31.5 | 31.5 | 18.0 | 15.5 | ||
60 | 37.5 | 37.5 | 21.5 | 18.5 | ||
10 | NP | 11.0 | 6.5 | 5.5 | ||
20 | NP | 20.5 | 11.5 | 10.0 | ||
30 | NP | 29.0 | 17.0 | 14.5 | ||
40 | NP | 38.0 | 22.0 | 18.5 | ||
50 | NP | 47.0 | 27.0 | 23.0 | ||
60 | NP | 55.5 | 32.0 | 27.0 | ||
≤130 | 10 | 4.5 | 4.5 | 2.5 | 2.5 | |
20 | 8.5 | 8.5 | 5.0 | 4.0 | ||
30 | 12.0 | 12.0 | 7.0 | 6.0 | ||
40 | 15.5 | 15.5 | 9.0 | 7.5 | ||
50 | 19.5 | 19.5 | 11.0 | 9.5 | ||
60 | 23.0 | 23.0 | 13.0 | 11.0 | ||
10 | 8.5 | 8.5 | 5.0 | 4.5 | ||
20 | 16.0 | 16.0 | 9.5 | 8.0 | ||
30 | 23.0 | 23.0 | 13.5 | 11.5 | ||
40 | 30.0 | 30.0 | 17.5 | 15.0 | ||
50 | 37.0 | 37.0 | 21.5 | 18.0 | ||
60 | 44.0 | 44.0 | 25.0 | 21.5 | ||
10 | NP | 13.0 | 7.5 | 6.5 | ||
20 | NP | 24.0 | 13.5 | 11.5 | ||
30 | NP | 34.5 | 19.5 | 17.0 | ||
40 | NP | 44.5 | 25.5 | 22.0 | ||
50 | NP | 55.0 | 31.5 | 26.5 | ||
60 | NP | 65.0 | 37.5 | 31.5 | ||
< 140 | 10 | 5.5 | 5.5 | 3.0 | 2.5 | |
20 | 10.0 | 10.0 | 5.5 | 5.0 | ||
30 | 14.0 | 14.0 | 8.0 | 7.0 | ||
40 | 18.0 | 18.0 | 10.5 | 9.0 | ||
50 | 22.5 | 22.5 | 13.0 | 11.0 | ||
60 | 26.5 | 26.5 | 15.0 | 13.0 | ||
10 | 10.0 | 10.0 | 6.0 | 5.0 | ||
20 | 18.5 | 18.5 | 11.0 | 9.0 | ||
30 | 27.0 | 27.0 | 15.5 | 13.0 | ||
40 | 35.0 | 35.0 | 20.0 | 17.0 | ||
50 | 43.0 | 43.0 | 24.5 | 21.0 | ||
60 | 51.0 | 51.0 | 29.0 | 25.0 | ||
10 | NP | 15.0 | 8.5 | 7.5 | ||
20 | NP | 27.5 | 16.0 | 13.5 | ||
30 | NP | 39.5 | 23.0 | 19.5 | ||
40 | NP | 51.5 | 29.5 | 25.0 | ||
50 | NP | 63.5 | 36.5 | 31.0 | ||
60 | NP | 75.5 | 43.0 | 36.5 |
- Linear interpolation shall be permitted.
- Method LIB shall have gypsum board fastened to not less than one side with nails or screws in accordance with Table R602.3(1) for exterior sheathing or Table R702.3.5 for interior gypsum board. Spacing of fasteners at panel edges shall not exceed 8 inches.
- Where a braced wall line has parallel braced wall lines on one or both sides of differing dimensions, the average dimension shall be permitted to be used for braced wall line spacing.
A
braced wall panel shall begin within 10 feet (3810 mm)
from each end of a braced wall line as determined in
Section R602.10.1.1. The distance between adjacent
edges of braced wall panels along a braced wall line
shall be not greater than 20 feet (6096 mm) as shown in
Figure R602.10.2.2.

For SI: 1 foot = 304.8 mm.FIGURE R602.10.2.2
LOCATION OF BRACED WALL PANELS
For SI: 1 foot = 304.8 mm.
LOCATION OF BRACED WALL PANELS
Braced
wall panels shall be located at each end of a braced
wall line.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.45 N.
FIGURE R602.10.7
END CONDITIONS FOR BRACED WALL LINES WITH CONTINUOUS SHEATHING
Exception: Braced wall panels constructed of
Method WSP or BV-WSP and continuous
sheathing methods as specified in Section
R602.10.4 shall be permitted to begin not more
than 10 feet (3048 mm) from each end of a
braced wall line provided each end complies with
one of the following:
- A minimum 24-inch-wide (610 mm) panel for Methods WSP, CS-WSP, CS-G and CS-PF is applied to each side of the building corner as shown in End Condition 4 of Figure R602.10.7.
- The end of each braced wall panel closest to the end of the braced wall line shall have an 1,800 lb (8 kN) hold-down device fastened to the stud at the edge of the braced wall panel closest to the corner and to the foundation or framing below as shown in End Condition 5 of Figure R602.10.7.
END CONDITIONS FOR BRACED WALL LINES WITH CONTINUOUS SHEATHING
Braced wall lines with a length of 16 feet
(4877 mm) or less shall have not less than two braced
wall panels of any length or one braced wall panel
equal to 48 inches (1219 mm) or more. Braced wall lines greater than 16 feet (4877 mm) shall have not less
than two braced wall panels.
The required
length of bracing along each braced wall line shall be
determined as follows:
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.48 N.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.
NP = Not Permitted.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 degree = 0.0175 rad, 1 pound per square foot = 47.8 N/m2, 1 mile per hour = 0.447 m/s.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
N/A = Not Applicable.
For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.

For SI: 1 inch = 25.4 mm, 1 foot= 304.8 mm.FIGURE R602.10.6.2
METHOD PFH-PORT AL FRAME WITH HOLD-DOWNS

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.FIGURE R602.10.6.3
METHOD PFG-PORTAL FRAME AT GARAGE DOOR OPENINGS IN SEISMIC DESIGN CATEGORIES A, BAND C

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.FIGURE R602.10.6.4
METHOD CS-PF-CONTINUOUSLY SHEATHED PORTAL FRAME PANEL CONSTRUCTION

Note: Hold downs should be strap fies, tension ties, or other approved hold-down devices and shall be installed in accordance with the manufacturer's instructions.FIGURE R602.10.6.5
METHOD BV-WSP-WALL BRACING FOR DWELLINGS WITH STONE AND MASONRY VENEER IN SEISMIC DESIGN CATEGORIES D0, D1 and D2
- All buildings in Seismic Design Categories A and B shall use Table R602.10.3(1) and the applicable adjustment factors in Table R602.10.3(2).
- Detached buildings in Seismic Design Category C shall use Table R602.10.3(1) and the applicable adjustment factors in Table R602.10.3(2).
- Townhouses in Seismic Design Category C shall use the greater value determined from Table R602.10.3(1) or R602.10.3(3) and the applicable adjustment factors in Table R602.10.3(2) or R602.10.3(4), respectively.
- All buildings in Seismic Design Categories D0, D1 and D2 shall use the greater value determined from Table R602.10.3(1) or R602.10.3(3) and the applicable adjustment factors in Table R602.10.3(2) or R602.10.3(4), respectively.
Exception: The length of wall bracing for dwellings in
Seismic Design Categories D0, D1, and D2 with stone or
masonry veneer installed in accordance with Section
R703.8 and exceeding the first-story height shall be in
accordance with Section R602.10.6.5.
ITEM NUMBER |
ADJUSTMENT BASED ON |
STORY/ SUPPORTING |
CONDITION | ADJUSTMENT FACTORa,b [multiply length from Table R602.10.3(1) by this factor] |
APPLICABLE METHODS |
---|---|---|---|---|---|
1 | Exposure category | One-story structure |
B | 1.00 | All methods |
C | 1.20 | ||||
D | 1.50 | ||||
Two-story structure |
B | 1.00 | |||
C | 1.30 | ||||
D | 1.60 | ||||
Three-story structure |
B | 1.00 | |||
C | 1.40 | ||||
D | 1.70 | ||||
2 | Roof eave-to-ridge height |
Roof only | ≤ 5 feet | 0.70 | |
10 feet | 1.00 | ||||
15 feet | 1.30 | ||||
20 feet | 1.60 | ||||
Roof + 1 floor | ≤ 5 feet | 0.85 | |||
10 feet | 1.00 | ||||
15 feet | 1.15 | ||||
20 feet | 1.30 | ||||
Roof + 2 floors | ≤ 5 feet | 0.90 | |||
10 feet | 1.00 | ||||
15 feet | 1.10 | ||||
20 feet | Not permitted | ||||
3 | Wall height adjustment |
Any story | 8 feet | 0.90 | |
9 feet | 0.95 | ||||
10 feet | 1.00 | ||||
11 feet | 1.05 | ||||
12 feet | 1.10 | ||||
4 | Number of braced wall lines (per plan direction)c |
Any story | 2 | 1.00 | |
3 | 1.30 | ||||
4 | 1.45 | ||||
≥ 5 | 1.60 | ||||
5 | Additional 800-pound hold-down device |
Top story only | Fastened to the end studs of each braced wall panel and to the foundation or framing below |
0.80 | DWB, WSP, SFB, PBS, PCP, HPS |
6 | Interior gypsum board finish(or equivalent) |
Any story | Omitted from inside face of braced wall panels |
1.40 | DWB, WSP, SFB, PBS, PCP, HPS, CS-WSP,CS-G, CS-SFB |
7 | Gypsum board fastening |
Any story | 4 inches o.c. at panel edges, including top and bottom plates, and all horizontal joints blocked |
0.7 | GB |
- Linear interpolation shall be permitted.
- The total adjustment factor is the product of all applicable adjustment factors.
- The adjustment factor is permitted to be 1.0 when determining bracing amounts for intermediate braced wall lines provided the bracing amounts on adjacent braced wall lines are based on a spacing and number that neglects the intermediate braced wall line.
METHOD (See Table R602.10.4) |
MINIMUM LENGTHa (inches) |
CONTRIBUTING LENGTH (inches) |
|||||
---|---|---|---|---|---|---|---|
Wall Height | |||||||
8 feet | 9 feet | 10 feet | 11 feet | 12 feet | |||
DWB, WSP, SFB, PBS, PCP, HPS, BV-WSP | 48 | 48 | 48 | 53 | 58 | Actualb | |
GB | 48 | 48 | 48 | 53 | 58 | Double sided =Actual Single sided = 0.5 x Actual |
|
LIB | 55 | 62 | 69 | NP | NP | Actualb | |
ABW | SDC A, B and C, ultimate design wind speed < 140 mph |
28 | 32 | 34 | 38 | 42 | 48 |
SDC D0, D1 and D2, ultimate design wind speed < 140 mph |
32 | 32 | 34 | NP | NP | ||
PFH | Supporting roof only | 16 | 16 | 16 | 18c | 20c | 48 |
Supporting one story and roof | 24 | 24 | 24 | 27c | 29c | 48 | |
PFG | 24 | 27 | 30 | 33d | 36d | 1.5 x Actualb | |
CS-G | 24 | 27 | 30 | 33 | 36 | Actualb | |
CS-PF | SDC A, B and C | 16 | 18 | 20 | 22e | 24e | 1.5 x Actualb |
SDC D0, D1 and D2 | 16 | 18 | 20 | 22e | 24e | Actualb | |
CS-WSP, CS-SFB | Adjacent clear opening height (inches) |
||||||
= 64 | 24 | 27 | 30 | 33 | 36 | Actualb | |
68 | 26 | 27 | 30 | 33 | 36 | ||
72 | 27 | 27 | 30 | 33 | 36 | ||
76 | 30 | 29 | 30 | 33 | 36 | ||
80 | 32 | 30 | 30 | 33 | 36 | ||
84 | 35 | 32 | 32 | 33 | 36 | ||
88 | 38 | 35 | 33 | 33 | 36 | ||
92 | 43 | 37 | 35 | 35 | 36 | ||
96 | 48 | 41 | 38 | 36 | 36 | ||
100 | - | 44 | 40 | 38 | 38 | ||
104 | - | 49 | 43 | 40 | 39 | ||
108 | - | 54 | 46 | 43 | 41 | ||
112 | - | - | 50 | 45 | 43 | ||
116 | - | - | 55 | 48 | 45 | ||
120 | - | - | 60 | 52 | 48 | ||
124 | - | - | - | 56 | 51 | ||
128 | - | - | - | 61 | 54 | ||
132 | - | - | - | 66 | 58 | ||
136 | - | - | - | - | 62 | ||
140 | - | - | - | - | 66 | ||
144 | - | - | - | - | 72 |
NP = Not Permitted.
- Linear interpolation shall be permitted.
- Use the actual length where it is greater than or equal to the minimum length.
- Maximum header height for PFH is 10 feet in accordance with Figure R602.10.6.2, but wall height shall be permitted to be increased to 12 feet with pony wall.
- Maximum opening height for PFG is 10 feet in accordance with Figure R602.10.6.3, but wall height shall be permitted to be increased to 12 feet with pony wall.
- Maximum opening height for CS-PF is 10 feet in accordance with Figure R602.10.6.4, but wall height shall be permitted to be increased to 12 feet with pony wall.
METHODS, MATERIAL | MINIMUM THICKNESS | FIGURE | CONNECTION CRITERIAa | ||
---|---|---|---|---|---|
Fasteners | Spacing | ||||
Intermittent Bracing Method |
LIB Let-in-bracing |
1 x 4 wood or approved metal straps at 45° to 60° angles for maximum 16" stud spacing |
Wood: 2-8d common nails or 3-8d (21/2" long x 0.113" dia.) nails |
Wood: per stud and top and bottom plates |
|
Metal strap: per manufacturer | Metal: per manufacturer |
||||
DWB Diagonal wood boards |
3/4"(1" nominal) for maximum 24" stud spacing |
2-8d (21/2" long x 0.113" dia.) nails or 2-13/4" long staples |
Per stud | ||
WSP Wood structural panel (See Section R604) |
3/8" | Exterior sheathing per Table R602.3(3) |
6" edges 12" field | ||
Interior sheathing per Table R602.3(1) or R602.3(2) |
Varies by fastener | ||||
BV-WSPe Wood structural panels with stone or masonry veneer (See Section R602.10.6.5) |
7/16" | See Figure R602.10.6.5 | 8d common (21/2" x 0.131) nails | 4" at panel edges 12" at intermediate supports 4" at braced wall panel end posts |
|
SFB Structural fiberboard sheathing |
1/2" or 25/32" for maximum 16" stud spacing |
11/2" long x 0.12" dia. (for 1/2" thick sheathing) 13/4" long x 0.12" dia. (for 25/32" thick sheathing) galvanized roofing nails or 8d common (21/2" long x 0.131"dia.) nails |
3" edges 6" field | ||
GB Gypsum board |
1/2" | Nails or screws per Table R602.3(1) for exterior locations |
For all braced wall panel locations: 7" edges (including top and bottom plates) 7" field |
||
Nails or screws per Table R702.3.5 for interior locations |
|||||
PBS Particleboard sheathing (See Section R605) |
3/8" or 1/2" for maximum 16" stud spacing |
For 3/8", 6d common (2" long x 0.113" dia.) nails For 1/2", 8d common (21/2" long x 0.131" dia.) nails |
3" edges 6" field | ||
PCP Portland cement plaster |
See Section R703.6 for maximum 16" stud spacing |
11/2" long, 11 gage, 7/16" dia. head nails or 7/8" long, 16 gage staples |
6" o.c. on all framing members |
||
HPS Hardboard panel siding |
7/16" for maximum 16" stud spacing |
0.092" dia., 0.225" dia. head nails with length to accommodate 11/2" penetration into studs |
4" edges 8" field | ||
ABW Alternate braced wall |
3/8" | See Section R602.10.6.1 | See Section R602.10.6.1 |
||
PFH Portal frame with hold-downs |
3/8" | See Section R602.10.6.2 | See Section R602.10.6.2 | ||
PFG Portal frame at garage |
7/16" | See Section R602.10.6.3 | See Section R602.10.6.3 | ||
Continuous Sheathing Methods |
CS-WSP Continuously sheathed wood structural panel |
3/8" | Exterior sheathing per Table R602.3(3) |
6" edges 12" field | |
Interior sheathing per Table R602.3(1) or R602.3(2) |
Varies by fastener | ||||
CS-Gb,c Continuously sheathed wood structural panel adjacent to garage openings |
3/8" | See Method CS-WSP | See Method CS-WSP | ||
CS-PF Continuously sheathed portal frame |
7/16" | See Section R602.10.6.4 | See Section R602.10.6.4 | ||
CS-SFBd Continuously sheathed structural fiberboard |
1/2" or 25/32" for maximum 16" stud spacing |
11/2" long x 0.12" dia. (for 1/2" thick sheathing) 13/4" long x 0.12" dia. (for 25/32" thick sheathing) galvanized roofing nails or 8d common (21/2" long x 0.131" dia.) nails |
3" edges 6" field |
- Adhesive attachment of wall sheathing, including Method GB, shall not be permitted in Seismic Design Categories C, D0, D1 and D2.
- Applies to panels next to garage door opening where supporting gable end wall or roof load only. Shall only be used on one wall of the garage. In Seismic Design Categories D0, D1 and D2 roof covering dead load shall not exceed 3 psf.
- Garage openings adjacent to a Method CS-G panel shall be provided with a header in accordance with Table R602.7(1). A full-height clear opening shall not be permitted adjacent to a Method CS-G panel.
- Method CS-SFB does not apply in Seismic Design Categories D0, D1 and D2.
- Method applies to detached one- and two-family dwellings in Seismic Design Categories D0 through D2 only.
ACTUAL LENGTH OF BRACED WALL PANEL (inches) |
CONTRIBUTING LENGTH OF BRACED WALL PANEL (inches)a |
|
---|---|---|
8-foot Wall Height | 9-foot Wall Height | |
48 | 48 | 48 |
42 | 36 | 36 |
36 | 27 | N/A |
N/A = Not Applicable.
- Linear interpolation shall be permitted.
MINIMUM WALL STUD FRAMING NOMINAL SIZE AND GRADE |
MAXIMUM PONY WALL HEIGHT (feet) |
MAXIMUM TOTAL WALL HEIGHT (feet) |
MAXIMUM OPENING WIDTH (feet) |
TENSION STRAP CAPACITY REQUIRED (pounds)a,b | |||||
---|---|---|---|---|---|---|---|---|---|
Ultimate Design Wind Speed Vult (mph) | |||||||||
110 | 115 | 130 | 110 | 115 | 130 | ||||
Exposure B | Exposure C | ||||||||
2 x 4 No. 2 Grade | 0 | 10 | 18 | 1,000 | 1,000 | 1,000 | 1,000 | 1,000 | 1,050 |
1 | 10 | 9 | 1,000 | 1,000 | 1,000 | 1,000 | 1,000 | 1,750 | |
16 | 1,000 | 1,025 | 2,050 | 2,075 | 2,500 | 3,950 | |||
18 | 1,000 | 1,275 | 2,375 | 2,400 | 2,850 | DR | |||
2 | 10 | 9 | 1,000 | 1,000 | 1,475 | 1,500 | 1,875 | 3,125 | |
16 | 1,775 | 2,175 | 3,525 | 3,550 | 4,125 | DR | |||
18 | 2,075 | 2,500 | 3,950 | 3,975 | DR | DR | |||
2 | 12 | 9 | 1,150 | 1,500 | 2,650 | 2,675 | 3,175 | DR | |
16 | 2,875 | 3,375 | DR | DR | DR | DR | |||
18 | 3,425 | 3,975 | DR | DR | DR | DR | |||
4 | 12 | 9 | 2,275 | 2,750 | DR | DR | DR | DR | |
12 | 3,225 | 3,775 | DR | DR | DR | DR | |||
2 x 6 Stud Grade | 2 | 12 | 9 | 1,000 | 1,000 | 1,700 | 1,700 | 2,025 | 3,050 |
16 | 1,825 | 2,150 | 3,225 | 3,225 | 3,675 | DR | |||
18 | 2,200 | 2,550 | 3,725 | 3,750 | DR | DR | |||
4 | 12 | 9 | 1,450 | 1,750 | 2,700 | 2,725 | 3,125 | DR | |
16 | 2,050 | 2,400 | DR | DR | DR | DR | |||
18 | 3,350 | 3,800 | DR | DR | DR | DR |
- DR = Design Required.
- Straps shall be installed in accordance with manufacturer's recommendations.
For SI: 1 inch = 25.4 mm, 1 foot= 304.8 mm.
METHOD PFH-PORT AL FRAME WITH HOLD-DOWNS
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
METHOD PFG-PORTAL FRAME AT GARAGE DOOR OPENINGS IN SEISMIC DESIGN CATEGORIES A, BAND C
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
METHOD CS-PF-CONTINUOUSLY SHEATHED PORTAL FRAME PANEL CONSTRUCTION
Note: Hold downs should be strap fies, tension ties, or other approved hold-down devices and shall be installed in accordance with the manufacturer's instructions.
METHOD BV-WSP-WALL BRACING FOR DWELLINGS WITH STONE AND MASONRY VENEER IN SEISMIC DESIGN CATEGORIES D0, D1 and D2
Intermittent and continuously sheathed braced wall
panels shall be constructed in accordance with this section
and the methods listed in Table R602.10.4.
Mixing of bracing
methods shall be permitted as follows:
- Mixing intermittent bracing and continuous sheathing methods from story to story shall be permitted.
- Mixing intermittent bracing methods from braced wall line to braced wall line within a story shall be permitted. In regions within Seismic Design Categories A, B and C where the ultimate design wind speed is less than or equal to 130 mph (58m/s), mixing of intermittent bracing and continuous sheathing methods from braced wall line to braced wall line within a story shall be permitted.
- Mixing intermittent bracing methods along a braced wall line shall be permitted in Seismic Design Categories A and B, and detached dwellings in Seismic Design Category C, provided the length of required bracing in accordance with Table R602.10.3(1) or R602.10.3(3) is the highest value of all intermittent bracing methods used.
- Mixing of continuous sheathing methods CSWSP, CS-G and CS-PF along a braced wall line shall be permitted. Intermittent methods ABW, PFH and PFG shall be permitted to be used along a braced wall line with continuous sheathed methods.
- In Seismic Design Categories A and B, and for detached one- and two-family dwellings in Seismic Design Category C, mixing of intermittent bracing methods along the interior portion of a braced wall line with continuous sheathing methods CS-WSP, CS-G and CS-PF along the exterior portion of the same braced wall line shall be permitted. The length of required bracing shall be the highest value of all intermittent bracing methods used in accordance with Table R602.10.3(1) or R602.10.3(3) as adjusted by Tables R602.10.3(2) and R602.10.3(4), respectively. The requirements of Section R602.10.7 shall apply to each end of the continuously sheathed portion of the braced wall line.
Continuous
sheathing methods require structural panel sheathing
to be used on all sheathable surfaces on one side of
a braced wall line including areas above and below
openings and gable end walls and shall meet the
requirements of Section R602.10.7.
Braced wall panels shall have gypsum wall board
installed on the side of the wall opposite the bracing
material. Gypsum wall board shall be not less than 1/2
inch (12.7 mm) in thickness and be fastened with nails
or screws in accordance with Table R602.3(1) for exterior
sheathing or Table R702.3.5 for interior gypsum
wall board. Spacing of fasteners at panel edges for
gypsum wall board opposite Method LIB bracing shall
not exceed 8 inches (203 mm). Interior finish material
shall not be glued in Seismic Design Categories D0, D1
and D2.
Exceptions:
- Interior finish material is not required opposite wall panels that are braced in accordance with Methods GB, BV-WSP, ABW, PFH, PFG and CS-PF, unless otherwise required by Section R302.6.
- An approved interior finish material with an in-plane shear resistance equivalent to gypsum board shall be permitted to be substituted, unless otherwise required by Section R302.6.
- Except for Method LIB, gypsum wall board is permitted to be omitted provided the required length of bracing in Tables R602.10.3(1) and R602.10.3(3) is multiplied by the appropriate adjustment factor in Tables R602.10.3(2) and R602.10.3(4), respectively, unless otherwise required by Section R302.6.
The
minimum length of a braced wall panel shall comply with
Table R602.10.5. For Methods CS-WSP and CS-SFB, the
minimum panel length shall be based on the adjacent clear
opening height in accordance with Table R602.10.5 and
Figure R602.10.5. Where a panel has an opening on either
side of differing heights, the taller opening height shall be
used to determine the panel length.
FIGURE R602.10.5
BRACED WALL PANELS WITH CONTINUOUS SHEATHING
BRACED WALL PANELS WITH CONTINUOUS SHEATHING
For purposes of
computing the required length of bracing in Tables
R602.10.3(1) and R602.10.3(3), the contributing length
of each braced wall panel shall be as specified in Table
R602.10.5.
For Methods DWB, WSP,
SFB, PBS, PCP and HPS in Seismic Design Categories
A, B and C, panels between 36 inches and 48 inches
(914 mm and 1219 mm)) in length shall be considered a
braced wall panel and shall be permitted to partially
contribute toward the required length of bracing in
Tables R602.10.3(1) and R602.10.3(3), and the contributing
length shall be determined from Table
R602.10.5.2.
Methods ABW, PFH, PFG, CS-PF
and BV-WSP shall be constructed as specified in Sections
R602.10.6.1 through R602.10.6.5.
Method ABW braced wall panels shall be constructed
in accordance with Figure R602.10.6.1. The
hold-down force shall be in accordance with Table
R602.10.6.1.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.45 N, 1 mile per hour = 0.447 m/s.
NP = Not Permitted.

For SI: 1 inch = 25.4 mm.FIGURE R602.10.6.1
METHOD ABW-ALTERNATE BRACED WALL PANEL
SEISMIC DESIGN CATEGORY AND WIND SPEED | SUPPORTING/STORY | HOLD-DOWN FORCE (pounds) | ||||
---|---|---|---|---|---|---|
Height of Braced Wall Panel | ||||||
8 feet | 9 feet | 10 feet | 11 feet | 12 feet | ||
SDC A, B and C Ultimate design wind speed < 140 mph |
One story | 1,800 | 1,800 | 1,800 | 2,000 | 2,200 |
First of two stories | 3,000 | 3,000 | 3,000 | 3,300 | 3,600 | |
SDC D0, D1 and D2 Ultimate design wind speed < 140 mph |
One story | 1,800 | 1,800 | 1,800 | NP | NP |
First of two stories | 3,000 | 3,000 | 3,000 | NP | NP |
NP = Not Permitted.
For SI: 1 inch = 25.4 mm.
METHOD ABW-ALTERNATE BRACED WALL PANEL
Method PFH braced wall panels shall be constructed
in accordance with Figure R602.10.6.2.
Where supporting a roof or one story and a
roof, a Method PFG braced wall panel constructed in
accordance with Figure R602.10.6.3 shall be permitted
on either side of garage door openings.
Continuously sheathed portal frame
braced wall panels shall be constructed in accordance
with Figure R602.10.6.4 and Table R602.10.6.4. The
number of continuously sheathed portal frame panels in
a single braced wall line shall not exceed four.
Where stone and masonry veneer are
installed in accordance with Section R703.8, wall braeing on exterior braced wall lines and braced wall lines
on the interior of the building, backing or perpendicular
to and laterally supporting veneered walls shall comply
with this section.
Where dwellings in Seismic Design Categories D0, D1, and D2 have stone or masonry veneer installed in accordance with Section R703.8, and the veneer does not exceed the first-story height, wall bracing shall be in accordance with Section R602.10.3.
Where detached one- or two-family dwellings in Seismic Design Categories D0, D1, and D2 have stone or masonry veneer installed in accordance with Section R703.8, and the veneer exceeds the first-story height, wall bracing at exterior braced wall lines and braced wall lines on the interior of the building shall be constructed using Method BV-WSP in accordance with this section and Figure R602.10.6.5. Cripple walls shall not be permitted, and required interior braced wall lines shall be supported on continuous foundations.
Townhouses in Seismic Design Categories D0, D1, and D2 with stone or masonry veneer exceeding the first-story height shall be designed in accordance with accepted engineering practice.
Where dwellings in Seismic Design Categories D0, D1, and D2 have stone or masonry veneer installed in accordance with Section R703.8, and the veneer does not exceed the first-story height, wall bracing shall be in accordance with Section R602.10.3.
Where detached one- or two-family dwellings in Seismic Design Categories D0, D1, and D2 have stone or masonry veneer installed in accordance with Section R703.8, and the veneer exceeds the first-story height, wall bracing at exterior braced wall lines and braced wall lines on the interior of the building shall be constructed using Method BV-WSP in accordance with this section and Figure R602.10.6.5. Cripple walls shall not be permitted, and required interior braced wall lines shall be supported on continuous foundations.
Townhouses in Seismic Design Categories D0, D1, and D2 with stone or masonry veneer exceeding the first-story height shall be designed in accordance with accepted engineering practice.
The length of
bracing along each braced wall line shall be the
greater of that required by the ultimate design wind
speed and braced wall line spacing in accordance
with Table R602.10.3(1) as adjusted by the factors in
Table R602.10.3(2) or the seismic design category and braced wall line length in accordance with Table
R602.10.6.5. Angled walls shall be permitted to be
counted in accordance with Section R602.10.1.4, and
braced wall panel location shall be in accordance
with Section R602.10.2.2. Spacing between braced
wall lines shall be in accordance with Table
R602.10.1.3. The seismic adjustment factors in Table
R602.10.3(4) shall not be applied to the length of bracing determined using Table R602.10.6.5, except
that the bracing amount increase for braced wall line
spacing greater than 25 feet (7620 mm) in accordance
with Table R602.10.1.3 shall be required. The minimum
total length of bracing in a braced wall line,
after all adjustments have been taken, shall not be less
than 48 inches (1219 mm) total.
Each end of a braced wall line with continuous
sheathing shall have one of the conditions shown in
Figure R602.10.7.
Braced wall
panels shall be connected to floor framing or foundations
as follows:

For SI: 1 inch = 25.4 mm.FIGURE R602.10.8(1)
BRACED WALL PANEL CONNECTION WHEN PERPENDICULAR TO FLOOR/CEILING FRAMING

For SI: 1 inch = 25.4 mm.FIGURE R602.10.8(2)
BRACED WALL PANEL CONNECTION WHEN PARALLEL TO FLOOR/CEILING FRAMING
- Where joists are perpendicular to a braced wall panel above or below, a rim joist, band joist or blocking shall be provided along the entire length of the braced wall panel in accordance with Figure R602.10.8(1). Fastening of top and bottom wall plates to framing, rim joist, band joist and/or blocking shall be in accordance with Table R602.3(1).
- Where joists are parallel to a braced wall panel above or below, a rim joist, end joist or other parallel framing member shall be provided directly above and below the braced wall panel in accordance with Figure R602.10.8(2). Where a parallel framing member cannot be located directly above and below the panel, full-depth blocking at 16-inch (406 mm) spacing shall be provided between the parallel framing members to each side of the braced wall panel in accordance with Figure R602.10.8(2). Fastening of blocking and wall plates shall be in accordance with Table R602.3(1) and Figure R602.10.8(2).
- Connections of braced wall panels to concrete or masonry shall be in accordance with Section R403.1.6.
For SI: 1 inch = 25.4 mm.
BRACED WALL PANEL CONNECTION WHEN PERPENDICULAR TO FLOOR/CEILING FRAMING
For SI: 1 inch = 25.4 mm.
BRACED WALL PANEL CONNECTION WHEN PARALLEL TO FLOOR/CEILING FRAMING
Braced wall
panels shall be fastened to required foundations in
accordance with Section R602.11.1, and top plate lap
splices shall be face-nailed with not less than eight 16d
nails on each side of the splice.
Top plates
of exterior braced wall panels shall be attached to rafters
or roof trusses above in accordance with Table
R602.3(1) and this section. Where required by this section,
blocking between rafters or roof trusses shall be
attached to top plates of braced wall panels and to rafters
and roof trusses in accordance with Table
R602.3(1). A continuous band, rim or header joist or
roof truss parallel to the braced wall panels shall be
permitted to replace the blocking required by this section.
Blocking shall not be required over openings in continuously sheathed braced wall lines. In addition to
the requirements of this section, lateral support shall be
provided for rafters and ceiling joists in accordance
with Section R802.8 and for trusses in accordance with
Section R802.10.3. Roof ventilation shall be provided
in accordance with Section R806.1.

For SI: 1 inch = 25.4 mm.FIGURE R602.10.8.2(1)
BRACED WALL PANEL CONNECTION TO PERPENDICULAR RAFTERS

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.FIGURE R602.10.8.2(2)
BRACED WALL PANEL CONNECTION OPTION TO
PERPENDICULAR RAFTERS OR ROOF TRUSSES
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm
FIGURE R602.10.8.2(3)
BRACED WALL PANEL CONNECTION OPTION TO PERPENDICULAR RAFTERS OR ROOF TRUSSES
- For Seismic Design Categories A, B and C where
the distance from the top of the braced wall panel to
the top of the rafters or roof trusses above is 91/4
inches (235 mm) or less, blocking between rafters
or roof trusses shall not be required. Where the distance
from the top of the braced wall panel to the
top of the rafters or roof trusses above is between
91/4 inches (235 mm) and 151/4 inches (387 mm),
blocking between rafters or roof trusses shall be
provided above the braced wall panel in accordance
with Figure R602.10.8.2(1).
Exception: Where the outside edge of truss vertical web members aligns with the outside face of the wall studs below, wood structural panel sheathing extending above the top plate as shown in Figure R602.10.8.2(3) shall be permitted to be fastened to each truss web with three- 8d nails (21/2 inches x 0.131 inch) and blocking between the trusses shall not be required. - For Seismic Design Categories D0, D1 and D2, where the distance from the top of the braced wall panel to the top of the rafters or roof trusses is 151/4 inches (387 mm) or less, blocking between rafters or roof trusses shall be provided above the braced wall panel in accordance with Figure R602.10.8.2(1).
- Where the distance from the top of the braced wall
panel to the top of rafters or roof trusses exceeds
151/4 inches (387 mm), the top plates of the braced
wall panel shall be connected to perpendicular rafters or roof trusses above in accordance with one
or more of the following methods:
- Soffit blocking panels constructed in accordance with Figure R602.10.8.2(2).
- Vertical blocking panels constructed in accordance with Figure R602.10.8.2(3).
- Blocking panels provided by the roof truss manufacturer and designed in accordance with Section R802.
- Blocking, blocking panels or other methods of lateral load transfer designed in accordance with the AWC WFCM or accepted engineering practice.
For SI: 1 inch = 25.4 mm.
BRACED WALL PANEL CONNECTION TO PERPENDICULAR RAFTERS
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
- Methods of bracing shall be as described in Section R602.10.4.
BRACED WALL PANEL CONNECTION OPTION TO
PERPENDICULAR RAFTERS OR ROOF TRUSSES
- Methods of bracing shall be as described in Section R602.10.4.
BRACED WALL PANEL CONNECTION OPTION TO PERPENDICULAR RAFTERS OR ROOF TRUSSES
Braced wall
panel support shall be provided as follows:
R 408.30525a

For SI: 1 inch = 25.4 mm.FIGURE R602.10.9
MASONRY STEM WALLS SUPPORTING BRACED WALL PANELS
- Cantilevered floor joists complying with Section R502.3.3 shall be permitted to support braced wall panels.
- Raised floor system post or pier foundations supporting braced wall panels shall be designed in accordance with accepted engineering practice.
- Masonry stem walls with a length of 48 inches (1219 mm) or less supporting braced wall panels shall be reinforced in accordance with Figure R602.10.9. Masonry stem walls with a length greater than 48 inches (1219 mm) supporting braced wall panels shall be constructed in accordance with section R403.1. Methods ABW and PFH shall not be permitted to attach to masonry stem walls.
- Concrete stem walls with a length of 48 inches (1219 mm) or less, greater than 12 inches (305 mm) tall shall have reinforcement sized and located in accordance with Figure R602.10.9.
R 408.30525a
For SI: 1 inch = 25.4 mm.
MASONRY STEM WALLS SUPPORTING BRACED WALL PANELS
In Seismic Design
Categories D0, D1 and D2, braced wall panel footings
shall be as specified in Section R403.1.2.
Vertical joints of panel sheathing
shall occur over, and be fastened to, common studs.
Horizontal joints in braced wall panels shall occur over,
and be fastened to, common blocking of a minimum 11/2
inch (38 mm) thickness.
Exceptions:
- Vertical joints of panel sheathing shall be permitted to occur over double studs, where adjoining panel edges are attached to separate studs with the required panel edge fastening schedule, and the adjacent studs are attached together with two rows of 10d box nails [3 inches by 0.128 inch (76.2 mm by 3.25 mm)] at 10 inches o.c. (254 mm).
- Blocking at horizontal joints shall not be required in wall segments that are not counted as braced wall panels.
- Where the bracing length provided is not less than twice the minimum length required by Tables R602.10.3(1) and R602.10.3(3), blocking at horizontal joints shall not be required in braced wall panels constructed using Methods WSP, SFB, GB, PBS or HPS.
- Where Method GB panels are installed horizontally, blocking of horizontal joints is not required.
Cripple walls shall be
constructed in accordance with Section R602.9 and braced
in accordance with this section. Cripple walls shall be
braced with the length and method of bracing used for the
wall above in accordance with Tables R602.10.3(1) and
R602.10.3(3), and the applicable adjustment factors in
Table R602.10.3(2) or R602.10.3(4), respectively, except
that the length of cripple wall bracing shall be multiplied
by a factor of 1.15. Where gypsum wall board is not used
on the inside of the cripple wall bracing, the length adjustments
for the elimination of the gypsum wallboard, or
equivalent, shall be applied as directed in Tables
R602.10.3(2) and R602.10.3(4) to the length of cripple
wall bracing required. This adjustment shall be ta.ken in
addition to the 1.15 increase.
In addition to the requirements
in Section R602.10.11, the distance between adjacent
edges of braced wall panels for cripple walls along a
braced wall line shall be 14 feet (4267 mm) maximum.
Where braced wall lines at interior walls are not supported on a continuous foundation below, the adjacent parallel cripple walls, where provided, shall be braced with Method WSP or Method CS-WSP in accordance with Section R602.10.4. The length of bracing required in accordance with Table R602.10.3(3) for the cripple walls shall be multiplied by 1.5. Where the cripple walls do not have sufficient length to provide the required bracing, the spacing of panel edge fasteners shall be reduced to 4 inches (102 mm) on center and the required bracing length adjusted by 0.7. If the required length can still not be provided, the cripple wall shall be designed in accordance with accepted engineering practice.
Where braced wall lines at interior walls are not supported on a continuous foundation below, the adjacent parallel cripple walls, where provided, shall be braced with Method WSP or Method CS-WSP in accordance with Section R602.10.4. The length of bracing required in accordance with Table R602.10.3(3) for the cripple walls shall be multiplied by 1.5. Where the cripple walls do not have sufficient length to provide the required bracing, the spacing of panel edge fasteners shall be reduced to 4 inches (102 mm) on center and the required bracing length adjusted by 0.7. If the required length can still not be provided, the cripple wall shall be designed in accordance with accepted engineering practice.
In Seismic Design Category D2,
cripple walls shall be braced in accordance with Tables
R602.10.3(3) and R602.10.3(4).
Where
all cripple wall segments along a braced wall line do
not exceed 48 inches (1219 mm) in height, the cripple
walls shall be permitted to be redesignated as a firststory
wall for purposes of determining wall bracing
requirements. Where any cripple wall segment in a
braced wall line exceeds 48 inches (1219 mm) in
height, the entire cripple wall shall be counted as an
additional story. If the cripple walls are redesignated,
the stories above the redesignated story shall be
counted as the second and third stories, respectively.
Plate washers, not less than
0.229 inch by 3 inches by 3 inches (5.8 mm by 76 mm by
76 mm) in size, shall be provided between the foundation
sill plate and the nut except where approved anchor straps
are used. The hole in the plate washer is permitted to be
diagonally slotted with a width of up to 3/16 inch (5 mm)
larger than the bolt diameter and a slot length not to
exceed 13/4 inches (44 mm), provided a standard cut
washer is placed between the plate washer and the nut.
In all buildings located in Seismic
Design Categories D0, D1 or D2, where the height of a
required braced wall line that extends from foundation to
floor above varies more than 4 feet (1219 mm), the braced
wall line shall be constructed in accordance with the following:

For SI: 1 inch= 25.4 mm, 1 foot= 304.8 mm.
Note: Where footing Section "A" is less than 8 feet long in a 25-foot-long wall, install bracing at cripple stud wall.PUT_FIG_CAPTION_TEXT_HERE
- Where the lowest floor framing rests directly on a sill bolted to a foundation not less than 8 feet (2440 mm) in length along a line of bracing, the line shall be considered as braced. The double plate of the cripple stud wall beyond the segment of footing that extends to the lowest framed floor shall be spliced by extending the upper top plate not less than 4 feet (1219 mm) along the foundation. Anchor bolts shall be located not more than 1 foot and 3 feet (305 and 914 mm) from the step in the foundation. See Figure R602.11.2.
- Where cripple walls occur between the top of the foundation and the lowest floor framing, the bracing requirements of Sections R602.10.11, R602.10.11.1 and R602.10.11.2 shall apply.
- Where only the bottom of the foundation is stepped and the lowest floor framing rests directly on a sill bolted to the foundations, the requirements of Sections R403.1.6 and R602.11.1 shall apply.
For SI: 1 inch= 25.4 mm, 1 foot= 304.8 mm.
Note: Where footing Section "A" is less than 8 feet long in a 25-foot-long wall, install bracing at cripple stud wall.
The bracing
required for each building shall be determined by circumscribing
a rectangle around the entire building on each floor as shown in Figure R602.12.1. The rectangle shall
surround all enclosed offsets and projections such as sunrooms
and attached garages. Open structures, such as carports
and decks, shall be permitted to be excluded. The
rectangle shall not have a side greater than 60 feet (18 288
mm), and the ratio between the long side and short side
shall be not greater than 3: 1
FIGURE R602.12.1
RECTANGLE CIRCUMSCRIBING AN ENCLOSED BUILDING
RECTANGLE CIRCUMSCRIBING AN ENCLOSED BUILDING
The following sheathing
materials installed on the exterior side of exterior walls
shall be used to construct a bracing unit as defined in Section
R602.12.3. Mixing materials is prohibited.
- Wood structural panels with a minimum thickness of 3/8 inch (9.5 mm) fastened in accordance with Table R602.3(3).
- Structural fiberboard sheathing with a minimum thickness of 1/2 inch (12.7 mm) fastened in accordance with Table R602.3(1).
A bracing unit shall be a fullheight
sheathed segment of the exterior wall without openings
or vertical or horizontal offsets and a minimum length
as specified herein. Interior walls shall not contribute
toward the amount of required bracing. Mixing of Items 1
and 2 is prohibited on the same story.
- Where all framed portions of all exterior walls are sheathed in accordance with Section R602.12.2, including wall areas between bracing units, above and below openings and on gable end walls, the minimum length of a bracing unit shall be 3 feet (914 mm).
- Where the exterior walls are braced with sheathing panels in accordance with Section R602.12.2 and areas between bracing units are covered with other materials, the minimum length of a bracing unit shall be 4 feet (1219 mm).
Segments of
wall compliant with Section R602.12.3 and longer than
the minimum bracing unit length shall be considered as
multiple bracing units. The number of bracing units
shall be determined by dividing the wall segment
length by the minimum bracing unit length. Full-height
sheathed segments of wall narrower than the minimum
bracing unit length shall not contribute toward a bracing
unit except as specified in Section R602.12.6.
Each side of the
circumscribed rectangle, as shown in Figure R602.12.1,
shall have, at a minimum, the number of bracing units in
accordance with Table R602.12.4 placed on the parallel
exterior walls facing the side of the rectangle. Bracing
units shall then be placed using the distribution requirements
specified in Section R602.12.5.
For SI: 1 inch= 25.4 mm, 1 foot= 304.8 mm.
ULTIMATE DESIGN WIND SPEED (mph) |
STORY LEVEL | EAVE-TO-RIDGE HEIGHT (FEET) |
MINIMUM NUMBER OF BRACING UNITS ON EACH LONG SIDEa,b,d |
MINIMUM NUMBER OF BRACING UNITS ON EACH SHORT SIDEa,b,d |
||||||||||
Length of short side (feet)c | Length of long side (feet)c | |||||||||||||
10 | 20 | 30 | 40 | 50 | 60 | 10 | 20 | 30 | 40 | 50 | 60 | |||
115 | 10 | I | 2 | 2 | 2 | 3 | 3 | 1 | 2 | 2 | 2 | 3 | 3 | |
2 | 3 | 3 | 4 | 5 | 6 | 2 | 3 | 3 | 4 | 5 | 6 | |||
2 | 3 | 4 | 6 | 7 | 8 | 2 | 3 | 4 | 6 | 7 | 8 | |||
15 | 1 | 2 | 3 | 3 | 4 | 4 | 1 | 2 | 3 | 3 | 4 | 4 | ||
2 | 3 | 4 | 5 | 6 | 7 | 2 | 3 | 4 | 5 | 6 | 7 | |||
2 | 4 | 5 | 6 | 7 | 9 | 2 | 4 | 5 | 6 | 7 | 9 | |||
130 | 10 | 1 | 2 | 2 | 3 | 3 | 4 | 1 | 2 | 2 | 3 | 3 | 4 | |
2 | 3 | 4 | 5 | 6 | 7 | 2 | 3 | 4 | 5 | 6 | 7 | |||
2 | 4 | 5 | 7 | 8 | 10 | 2 | 4 | 5 | 7 | 8 | 10 | |||
15 | 2 | 3 | 3 | 4 | 4 | 6 | 2 | 3 | 3 | 4 | 4 | 6 | ||
3 | 4 | 6 | 7 | 8 | 10 | 3 | 4 | 6 | 7 | 8 | 10 | |||
3 | 6 | 7 | 10 | 11 | 13 | 3 | 6 | 7 | 10 | 11 | 13 |
- Interpolation shall not be permitted.
- Cripple walls or wood-framed basement walls in a walk-out condition shall be designated as the first story and the stories above shall be redesignated as the second and third stories, respectively, and shall be prohibited in a three-story structure.
- Actual lengths of the sides of the circumscribed rectangle shall be rounded to the next highest unit of 10 when using this table.
- For Exposure Category C, multiply bracing units by a factor of 1.20 for a one-story building, 1.30 for a two-story building and 1.40 for a three-story building.
The placement
of bracing units on exterior walls shall meet all of the following
requirements as shown in Figure R602.12.5.
For SI: 1 foot = 304.8 mm.
FIGURE R602.12.5
BRACING UNIT DISTRIBUTION
- A bracing unit shall begin not more than 12 feet (3658 mm) from any wall comer.
- The distance between adjacent edges of bracing units shall be not greater than 20 feet (6096 mm).
- Segments of wall greater than 8 feet (2438 mm) in length shall have not less than one bracing unit.
BRACING UNIT DISTRIBUTION
The bracing methods referenced
in Section R602.10 and specified in Sections
R602.12.6.1 through R602.12.6.3 shall be permitted when
using simplified wall bracing.
Braced wall panels constructed
as Method CS-G in accordance with Tables
R602.10.4 and R602.10.5 shall be permitted for onestory
garages where all framed portions of all exterior
walls are sheathed with wood structural panels. Each
CS-G panel shall be equivalent to 0.5 of a bracing unit.
Segments of wall that include a Method CS-G panel
shall meet the requirements of Section R602.10.4.2.
Braced wall panels constructed
as Method CS-PF in accordance with Section
R602.10.6.4 shall be permitted where all framed portions
of all exterior walls are sheathed with wood structural
panels. Each CS-PF panel shall equal 0.75 bracing
units. Not more than four CS-PF panels shall be permitted
on all segments of walls parallel to each side of the
circumscribed rectangle. Segments of wall that include
a Method CS-PF panel shall meet the requirements of
Section R602.10.4.2.
Braced
wall panels constructed as Method ABW, PFH and
PFG shall be permitted where bracing units are constructed
using wood structural panels applied either
continuously or intermittently. Each ABW and PFH
panel shall equal one bracing unit and each PFG panel
shall be equal to 0.75 bracing unit.
For bracing units located
along the eaves, the vertical distance from the outside edge
of the top wall plate to the roof sheathing above shall not
exceed 9.25 inches (235 mm) at the location of a bracing
unit unless lateral support is provided in accordance with
Section R602.10.8.2.
Masonry stem walls with a height
and length of 48 inches (1219 mm) or less supporting a
bracing unit or a Method CS-G, CS-PF or PFG braced
wall panel shall be constructed in accordance with Figure
R602.10.9. Concrete stem walls with a length of 48 inches
(1219 mm) or less, greater than 12 inches (305 mm) tall and less than 6 inches (152 mm) thick shall be reinforced
sized and located in accordance with Figure R602.10.9.
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.
The provisions of this section
shall control the construction of exterior cold-formed steel
wall framing and interior load-bearing cold-formed steel wall
framing for buildings not more than 60 feet (18 288 mm) long
perpendicular to the joist or truss span, not more than 40 feet
(12 192 mm) wide parallel to the joist or truss span, and less
than or equal to three stories above grade plane. Exterior
walls installed in accordance with the provisions of this section
shall be considered as load-bearing walls. Cold-formed
steel walls constructed in accordance with the provisions of
this section shall be limited to sites where the ultimate design
wind speed is less than 139 miles per hour (62 m/s), Exposure
Category B or C, and the ground snow load is less than or
equal to 70 pounds per square foot (3.35 kPa).
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:
For SI: 1 inch= 25.4 mm,FIGURE R603.1.2
IN-LINE FRAMING
- The maximum tolerance shall be 3/4 inch (19 mm) between the centerline of the horizontal framing member and the centerline of the vertical framing member.
- Where the centerline of the horizontal framing member and bearing stiffener is located to one side of the centerline of the vertical framing member, the maximum tolerance shall be 1/8 inch (3 mm) between the web of the horizontal framing member and the edge of the vertical framing member.
For SI: 1 inch= 25.4 mm,
IN-LINE FRAMING
Load-bearing cold-formed steel
wall framing members shall be in accordance with this section.
Load-bearing cold-formed steel framing
members shall be cold formed to shape from structural- quality
sheet steel complying with the requirements of ASTM
A1003: Structural Grades 33 Type Hand 50 Type H.
Load-bearing cold-formed
steel framing shall have a metallic coating complying
with ASTM A 1003 and one of the following:
- A minimum of G 60 in accordance with ASTM A653.
- A minimum of AZ 50 in accordance with ASTM A792.
Load-bearing cold-formed steel wall framing members
shall comply with Figure R603.2.3(1) and with the dimensional
and thickness requirements specified in Table
R603.2.3. Additionally, C-shaped sections shall have a
minimum flange width of 15/8 inches (41 mm) and a maximum
flange width of 2 inches (51 mm). The minimum lip
size for C-shaped sections shall be 1/2 inch (12.7 mm).
Track sections shall comply with Figure R603.2.3(2) and
shall have a minimum flange width of 11/4 inches (32 mm).
Minimum Grade 33 ksi steel shall be used wherever 33
mil and 43 mil thicknesses are specified. Minimum Grade
50 ksi steel shall be used wherever 54 and 68 mil thicknesses
are specified.
FIGURE R603.2.3(1)
C-SHAPED SECTION
FIGURE R603.2.3(2)
TRACK SECTION
For SI: 1 inch = 25.4 mm; 1 mil = 0.0254 mm.
C-SHAPED SECTION
TRACK SECTION
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) |
- 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.
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).
Screws for steel-to-steel connections
shall be installed with a minimum edge distance and center-to-center spacing of 1/2 inch (12.7 mm), shall be self-drilling tapping and shall conform to ASTM C1513. Structural
sheathing shall be attached to cold-formed steel studs with
minimum No. 8 self-drilling tapping screws that conform to
ASTM C1513. Screws for attaching structural sheathing to
cold-formed steel wall framing shall have a minimum head
diameter of 0.292 inch (7.4 mm) with countersunk heads
and shall be installed with a minimum edge distance of 3/8
inch (9.5 mm). Gypsum board shall be attached to coldformed
steel wall framing with minimum No. 6 screws conforming
to ASTM C954 or ASTM C1513 with a bugle-head
style and shall be installed in accordance with Section
R702. For connections, screws shall extend through the
steel a minimum of three exposed threads. Fasteners shall
have rust-inhibitive coating suitable for the installation in
which they are being used, or be manufactured from material
not susceptible to corrosion.
Web holes, web hole reinforcing and web hole
patching shall be in accordance with this section.
Web holes in wall studs and
other structural members shall comply with all of the
following conditions:

For SI: 1 inch = 25.4 mm.FIGURE R603.2.6.1
WALL STUD WEB HOLES
- Holes shall conform to Figure R603.2.6.1.
- Holes shall be permitted only along the centerline of the web of the framing member.
- Holes shall have a center-to-center spacing of not less than 24 inches (610 mm).
- Holes shall have a web hole width not greater than 0.5 times the member depth, or 11/2 inches (38 mm).
- Holes shall have a web hole length not exceeding 41/4 inches (114 mm).
- Holes shall have a minimum distance between the edge of the bearing surface and the edge of the web hole of not less than 10 inches (254 mm).
For SI: 1 inch = 25.4 mm.
WALL STUD WEB HOLES
Web holes in gable
endwall studs not conforming to the requirements of
Section R603.2.6.1 shall be permitted to be reinforced if
the hole is located fully within the center 40 percent of
the span and the depth and length of the hole does not
exceed 65 percent of the flat width of the web. The reinforcing
shall be a steel plate or C-shape section with a
hole that does not exceed the web hole size limitations
of Section R603.2.6.1 for the member being reinforced.
The steel reinforcing shall be the same thickness as the
receiving member and shall extend not less than 1 inch
(25 mm) beyond all edges of the hole. The steel reinforcing
shall be fastened to the web of the receiving
member with No. 8 screws spaced not more than 1 inch
(25 mm) center-to-center along the edges of the patch
with minimum edge distance of 1/2 inch (12.7 mm).
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:

For SI: 1 inch= 25.4 mm.FIGURE R603.2.6.3
WALL STUD WEB HOLE PATCH
- Framing members shall be replaced or designed
in accordance with accepted engineering practice
where web holes exceed the following size limits:
- The depth of the hole, measured across the web, exceeds 70 percent of the flat width of the web.
- 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 thanl 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).
For SI: 1 inch= 25.4 mm.
WALL STUD WEB HOLE PATCH
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.
FIGURE R603.3.1(1)
WALL TO FLOOR CONNECTION

For SI: 1 inch = 25.4 mm.FIGURE R603.3.1(2)
WALL TO FOUNDATION CONNECTION

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm.FIGURE R603.3.1(3)
WALL TO WOOD SILL CONNECTION
FIGURE R603.3.1(4)
WIND UPLIFT CONNECTOR
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.
WALL TO FLOOR CONNECTION
For SI: 1 inch = 25.4 mm.
WALL TO FOUNDATION CONNECTION
For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm.
WALL TO WOOD SILL CONNECTION
WIND UPLIFT CONNECTOR
FRAMING CONDITION |
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph) | ||||||
115 B | 126 B or 110 C |
< 139 B or 115 C |
126 C | < 139 C | |||
Wall bottom track to floor per Figure R603.3.1(1) |
1-No. 8 screw at 12" o.c. |
1-No. 8 screw at 12" o.c. |
1-No. 8 screw at 12" o.c. |
2-No. 8 screws at 12" o.c. |
2-No. 8 screws at 12" o.c. |
||
Wall bottom track to foundation per Figure R603.3.1(2)d |
1/2"minimum diameter anchor bolt at 6' o.c. |
1/2"minimum diameter anchor bolt at 4' o.c. |
1/2"minimum diameter anchor bolt at 4' o.c. |
1/2"minimum diameter anchor bolt at 4' o.c. |
1/2"minimum diameter anchor bolt at 4' o.c. |
||
Wall bottom track to wood sill per Figure R603.3.1(3) |
Steel plate spaced at 4' o.c., with 4- No. 8 screws and 4-10d or 6-8d common nails |
Steel plate spaced at 3' o.c., with 4- No. 8 screws and 4-10d or 6-8d common nails |
Steel plate spaced at 3' o.c., with 4- No. 8 screws and 4-10d or 6-8dcommon nails |
Steel plate spaced at 2' o.c., with 4- No. 8 screws and 4-10d or 6-8d common nails |
Steel plate spaced at 2' o.c., with 4- No. 8 screws and 4-10d or 6-8d common nails |
||
Stud Spacing (inches) |
Roof Span (feet) |
||||||
Windup lift connector strength (lbs)c,e |
16 | 24 | NR | NR | NR | 124 | 209 |
28 | NR | NR | 62 | 151 | 249 | ||
32 | NR | NR | 79 | 179 | 289 | ||
36 | NR | NR | 94 | 206 | 329 | ||
40 | NR | 61 | 117 | 239 | 374 | ||
24 | 24 | NR | NR | 69 | 186 | 314 | |
28 | NR | NR | 93 | 227 | 374 | ||
32 | NR | NR | 117 | 268 | 434 | ||
36 | NR | 64 | 141 | 309 | 494 | ||
40 | NR | 92 | 176 | 359 | 562 |
- Anchor bolts are to be located not more than 12 inches from corners or the termination of bottom tracks such as, at door openings or corners. Bolts are to extend not less than 15 inches into masonry or 7 inches into concrete.
- All screw sizes shown are minimum.
- NR = Uplift connector not required.
- Foundation anchor straps are permitted in place of anchor bolts, if spaced as required to provide equivalent anchorage to the required anchor bolts and installed in accordance with manufacturer's requirements.
- See Figure R603.3.1(4) for details.
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).
For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s, 1 foot = 304.8 mm.
For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s, 1 foot = 304.8 mm.
ULTIMATE WIND SPEED (mph) |
WALL BOTTOM TRACK TO FLOOR JOIST OR TRACK CONNECTION | |||
---|---|---|---|---|
Exposure Category |
Stud height, h (feet) | |||
B | C | 10 < h ≤ 14 | 14 < h ≤ 18 | 18 < h ≤ 22 |
115 | - | 1-No. 8 screw @ 12" o.c. | 1-No. 8 screw @ 12" o.c. | 1-No. 8 screw @ 12" o.c. |
126 | 110 | 1-No. 8 screw @ 12" o.c. | 1-No. 8 screw @ 12" o.c. | 1-No. 8 screw @ 12" o.c. |
< 139 | 115 | 1-No. 8 screw @ 12" o.c. | 1-No. 8 screw @ 12" o.c. | 2-No. 8 screws @ 12" o.c. |
- | 126 | 1-No. 8 screw @ 12" o.c. | 2-No. 8 screws @ 12" o.c. | 1-No. 8 screw @ 8" o.c. |
- | < 139 | 2-No. 8 screws @ 12" o.c. | 1-No. 8 screw @ 8" o.c. | 2-No. 8 screws @ 8" o.c. |
- Refer to Table R603.3.1.1(2) for gable endwall bottom track to foundation connections.
- Where attachment is not given, special design is required.
- Stud height, h, is measured from wall bottom track to wall top track or brace connection height.
ULTIMATE WIND SPEED (mph) |
MINIMUM SPACING FOR ½-INCH-DIAMETER ANCHOR BOLTSd | |||
---|---|---|---|---|
Exposure Category | Stud height, h (feet) | |||
B | C | 10 < h ≤ 14 | 14 < h ≤ 18 | 18 < h ≤ 22 |
115 | - | 6'- 0" o.c. | 5'- 7" o.c. | 6'- 0" o.c. |
126 | 110 | 5'- 10" o.c. | 6'- 0" o.c. | 6'- 0" o.c. |
< 139 | 115 | 4'- 10" o.c. | 5'- 6" o.c. | 6'- 0" o.c. |
- | 126 | 4'- 1" o.c. | 6'- 0" o.c. | 6'- 0" o.c. |
- | < 139 | 5'- 1" o.c. | 6'- 0" o.c. | 5'- 2" o.c. |
- Refer to Table R603.3.1.1(1) for gable endwall bottom track to floor joist or track connection connections.
- Where attachment is not given, special design is required.
- Stud height, h, is measured from wall bottom track to wall top track or brace connection height.
- Foundation anchor straps are permitted in place of anchor bolts if spaced as required to provide equivalent anchorage to the required anchor bolts and installed in accordance with manufacturer's requirements.
Cold-formed steel walls
shall be constructed in accordance with Figure
R603.3.1(1), R603.3.1(2) or R603.3.1(3), as applicable.
Exterior wall stud size and thickness shall be determined
in accordance with the limits set forth in Tables
R603.3.2(2) through R603.3.2(16). Interior load-bearing
wall stud size and thickness shall be determined in accordance
with the limits set forth in Tables R603.3.2(2)
through R603.3.2(16) based upon an ultimate design wind
speed of 115 miles per hour (51 mis), Exposure Category
B, and the building width, stud spacing and snow load, as
appropriate. Fastening requirements shall be in accordance
with Section R603.2.5 and Table R603.3.2(1). Top
and bottom tracks shall have the same minimum thickness
as the wall studs.
Exterior wall studs shall be permitted to be reduced to the next thinner size, as shown in Tables R603.3.2(2) through R603.3.2(16), but not less than 33 mils (0.84 mm), where both of the following conditions exist:
Interior load-bearing walls shall be permitted to be reduced to the next thinner size, as shown in Tables R603.3.2(2) through R603.3.2(16), but not less than 33 mils (0.84 mm), where not less than 1/2-inch (12.7 mm) gypsum board is installed and fastened in accordance with Section R702 on both sides of the wall. The tabulated stud thickness for load-bearing walls shall be used when the attic load is 10 pounds per square foot (480 Pa) or less. A limited attic storage load of 20 pounds per square foot (960 Pa) shall be permitted provided that the next higher snow load column is used to select the stud size from Tables R603.3.2(2) through R603.3.2(16).
For two-story buildings, the tabulated stud thickness for walls supporting one floor, roof and ceiling shall be used when the second-floor live load is 30 pounds per square foot (1440 Pa). Second-floor live loads of 40 psf (1920 Pa) shall be permitted provided that the next higher snow load column is used to select the stud size from Tables R603.3.2(2) through R603.3.2(11).
For three-story buildings, the tabulated stud thickness for walls supporting one or two floors, roof and ceiling shall be used when the third-floor live load is 30 pounds per square foot (1440 Pa). Third-floor live loads of 40 pounds per square foot (1920 Pa) shall be permitted provided that the next higher snow load column is used to select the stud size from Tables R603.3.2(12) through R603.3.2(16).
For SI: 1 inch = 25.4 mm.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 mis, 1 pound per square foot = 0.0479 k.Pa,
1 ksi = 1,000 psi = 6.895 MPa.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 k:Pa, 1 ksi = 1,000 psi = 6.895 MPa.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 k:Pa, 1 ksi = 1,000 psi = 6.895 MPa.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 k:Pa, 1 ksi = 1,000 psi = 6.895 MPa.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 k:Pa, 1 ksi = 1,000 psi = 6.895 MPa.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 k:Pa, 1 ksi = 1,000 psi = 6.895 MPa.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 k:Pa, 1 ksi = 1,000 psi = 6.895 MPa.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 k:Pa, 1 ksi = 1,000 psi = 6.895 MPa.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 k:Pa, 1 ksi = 1,000 psi = 6.895 MPa.
For SI: 1 inch= 25.4 mm, 1 foot= 304.8 mm, 1 mil= 0.0254 mm, 1 mile per hour= 0.447 m/s, 1 pound per square foot= 0.0479 k:Pa,
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,
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.
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.
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.
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,
Exterior wall studs shall be permitted to be reduced to the next thinner size, as shown in Tables R603.3.2(2) through R603.3.2(16), but not less than 33 mils (0.84 mm), where both of the following conditions exist:
- Minimum of 1/2-inch (12.7 mm) gypsum board is installed and fastened on the interior surface in accordance with Section R702.
- Wood structural sheathing panels of minimum 7/16-inch-thick (11.1 mm) oriented strand board or 15/32-inch-thick (12 mm) plywood are installed and fastened in accordance with Section R603.9.1 and Table R603.3.2(1) on the outside surface.
Interior load-bearing walls shall be permitted to be reduced to the next thinner size, as shown in Tables R603.3.2(2) through R603.3.2(16), but not less than 33 mils (0.84 mm), where not less than 1/2-inch (12.7 mm) gypsum board is installed and fastened in accordance with Section R702 on both sides of the wall. The tabulated stud thickness for load-bearing walls shall be used when the attic load is 10 pounds per square foot (480 Pa) or less. A limited attic storage load of 20 pounds per square foot (960 Pa) shall be permitted provided that the next higher snow load column is used to select the stud size from Tables R603.3.2(2) through R603.3.2(16).
For two-story buildings, the tabulated stud thickness for walls supporting one floor, roof and ceiling shall be used when the second-floor live load is 30 pounds per square foot (1440 Pa). Second-floor live loads of 40 psf (1920 Pa) shall be permitted provided that the next higher snow load column is used to select the stud size from Tables R603.3.2(2) through R603.3.2(11).
For three-story buildings, the tabulated stud thickness for walls supporting one or two floors, roof and ceiling shall be used when the third-floor live load is 30 pounds per square foot (1440 Pa). Third-floor live loads of 40 pounds per square foot (1920 Pa) shall be permitted provided that the next higher snow load column is used to select the stud size from Tables R603.3.2(12) through R603.3.2(16).
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. |
- All screw sizes shown are minimum.
- Screws for attachment of structural sheathing panels are to be bugle-head, flat-head, or similar head styles with a minimum head diameter of 0.29 inch.
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph) |
MEMBER SIZE |
STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-foot Studs | 9-foot Studs | 10-foot Studs | |||||||||||||
Ground Snow Load (psf) | |||||||||||||||
Exp.B | Exp.C | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||
115 | - | 350S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 |
24 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 43 | 43 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | |||
126 | 110 | 350S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 |
24 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 | |||
< 139 | 115 | 350S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 |
24 | 33 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 33 | 43 | 43 | 43 | 43 | |||
- | 126 | 350S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 | 43 | 43 | 43 |
24 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | |||
- | < 139 | 350S162 | 16 | 33 | 33 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
24 | 43 | 43 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
1 ksi = 1,000 psi = 6.895 MPa.
- Deflection criterion: L/240.
- Design load assumptions:Second-floor dead load is 10 psf.
Second-floor live load is 30 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the wall studs.
- Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph) | MEMBER SIZE | STUD SPACING (inches) | MINIMUM STUD THICKNESS (mils) | ||||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
8-foot Studs | 9-foot Studs | 10-foot Studs | |||||||||||||
Ground Snow Load (psf) | |||||||||||||||
Exp.B | Exp.C | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||
115 | - | 350S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 |
24 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | |||
126 | 110 | 350S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 |
24 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | |||
< 139 | 115 | 350S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 |
24 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | |||
- | 126 | 350S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 | 43 | 43 | 43 |
24 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | |||
- | < 139 | 350S162 | 16 | 33 | 33 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
24 | 43 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
- Deflection criterion: L/240.
- Design load assumptions:
Second-floor dead load is 10 psf.
Second-floor live load is 30 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the wall studs.
- Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph) | MEMBER SIZE | STUD SPACING (inches) | MINIMUM STUD THICKNESS (mils) | ||||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
8-foot Studs | 9-foot Studs | 10-foot Studs | |||||||||||||
Ground Snow Load (psf) | |||||||||||||||
Exp.B | Exp.C | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||
115 | - | 350S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 |
24 | 33 | 33 | 43 | 54 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | |||
126 | 110 | 350S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 |
24 | 33 | 33 | 43 | 54 | 33 | 33 | 43 | 54 | 43 | 43 | 43 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | |||
< 139 | 115 | 350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 |
24 | 33 | 33 | 43 | 54 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | |||
- | 126 | 350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 43 | 43 | 43 | 43 |
24 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | |||
- | < 139 | 350S162 | 16 | 33 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
24 | 43 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
- Deflection criterion: L/240.
- Design load assumptions:
Second-floor dead load is 10 psf.
Second-floor live load is 30 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the wall studs.
- Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph) | MEMBER SIZE | STUD SPACING (inches) | MINIMUM STUD THICKNESS (mils) | ||||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
8-foot Studs | 9-foot Studs | 10-foot Studs | |||||||||||||
Ground Snow Load (psf) | |||||||||||||||
Exp.B | Exp.C | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||
115 | - | 350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 |
24 | 33 | 33 | 43 | 54 | 33 | 33 | 43 | 54 | 33 | 33 | 43 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | |||
126 | 110 | 350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 |
24 | 33 | 33 | 43 | 54 | 33 | 33 | 43 | 54 | 43 | 43 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | |||
< 139 | 115 | 350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 |
24 | 33 | 33 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | |||
- | 126 | 350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 43 | 43 | 43 | 43 |
24 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | |||
- | < 139 | 350S162 | 16 | 33 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
24 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 43 | 43 | 43 | 54 | 43 | 33 | 43 | 43 | 43 | 43 | 43 | 54 |
- Deflection criterion: L/240.
- Design load assumptions:
Second-floor dead load is 10 psf.
Second-floor live load is 30 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the wall studs.
- Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph) | MEMBER SIZE | STUD SPACING (inches) | MINIMUM STUD THICKNESS (mils) | ||||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
8-foot Studs | 9-foot Studs | 10-foot Studs | |||||||||||||
Ground Snow Load (psf) | |||||||||||||||
Exp.B | Exp.C | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||
115 | - | 350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 |
24 | 33 | 33 | 43 | 54 | 33 | 33 | 43 | 54 | 33 | 43 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 43 | 54 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 54 | |||
126 | 110 | 350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 43 | 43 |
24 | 33 | 43 | 43 | 54 | 33 | 43 | 43 | 54 | 43 | 43 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 43 | 54 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 54 | |||
< 139 | 115 | 350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 |
24 | 33 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | 43 | 43 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 | ||
24 | 33 | 33 | 43 | 54 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 54 | |||
- | 126 | 350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 43 | 43 | 43 | 43 |
24 | 43 | 43 | 54 | 54 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 | ||
24 | 33 | 33 | '43 | 54 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | |||
- | < 139 | 350S162 | 16 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 |
24 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 68 | |||
550S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | ||
24 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 |
- Deflection criterion: L/240.
- Design load assumptions:
Second-floor dead load is 10 psf.
Second-floor live load is 30 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the wall studs.
- Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph) | MEMBER SIZE | STUD SPACING (inches) | MINIMUM STUD THICKNESS (mils) | ||||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
8-foot Studs | 9-foot Studs | 10-foot Studs | |||||||||||||
Ground Snow Load (psf) | |||||||||||||||
Exp.B | Exp.C | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||
115 | - | 350S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 |
24 | 33 | 33 | 43 | 43 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | |||
126 | 110 | 350S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 |
24 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | |||
< 139 | 115 | 350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 43 | 43 |
24 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | |||
- | 126 | 350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 43 | 43 | 43 | 43 |
24 | 43 | 43 | 43 | 54 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | |||
- | < 139 | 350S162 | 16 | 33 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
24 | 43 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
- Deflection criterion: L/240.
- Design load assumptions:
Second-floor dead load is 10 psf.
Second-floor live load is 30 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the wall studs.
- Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph) | MEMBER SIZE | STUD SPACING (inches) | MINIMUM STUD THICKNESS (mils) | ||||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
8-foot Studs | 9-foot Studs | 10-foot Studs | |||||||||||||
Ground Snow Load (psf) | |||||||||||||||
Exp.B | Exp.C | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||
115 | - | 350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 |
24 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | |||
126 | 110 | 350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 43 | 43 |
24 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | 43 | 43 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | |||
< 139 | 115 | 350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 43 | 43 | 43 | 43 |
24 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | 54 | 45 | 45 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | |||
- | 126 | 350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 |
24 | 43 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | |||
- | < 139 | 350S162 | 16 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 |
24 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
- Deflection criterion: L/240.
- Design load assumptions:
Second-floor dead load is 10 psf.
Second-floor live load is 30 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the wall studs.
- Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph) | MEMBER SIZE | STUD SPACING (inches) | MINIMUM STUD THICKNESS (mils) | ||||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
8-foot Studs | 9-foot Studs | 10-foot Studs | |||||||||||||
Ground Snow Load (psf) | |||||||||||||||
Exp.B | Exp.C | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||
115 | - | 350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 43 | 43 |
24 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | 43 | 43 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 | ||
24 | 33 | 43 | 43 | 54 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | |||
126 | 110 | 350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 43 | 43 | 43 |
24 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 | ||
24 | 33 | 43 | 43 | 54 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | |||
< 139 | 115 | 350S162 | 16 | 33 | 33 | 43 | 43 | 33 | 33 | 33 | 43 | 43 | 43 | 43 | 43 |
24 | 43 | 43 | 54 | 54 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 | ||
24 | 33 | 43 | 43 | 54 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 54 | |||
- | 126 | 350S162 | 16 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
24 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 | ||
24 | 33 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 | |||
- | < 139 | 350S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 | 54 |
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | ||
24 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 |
- Deflection criterion: L/240.
- Design load assumptions:
Second-floor dead load is 10 psf.
Second-floor live load is 30 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the wall studs.
- Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph) | MEMBER SIZE | STUD SPACING (inches) | MINIMUM STUD THICKNESS (mils) | ||||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
8-foot Studs | 9-foot Studs | 10-foot Studs | |||||||||||||
Ground Snow Load (psf) | |||||||||||||||
Exp.B | Exp.C | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||
115 | - | 350S162 | 16 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 |
24 | 43 | 43 | 54 | 54 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | ||
24 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | |||
126 | 110 | 350S162 | 16 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 |
24 | 43 | 43 | 54 | 54 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | ||
24 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | |||
< 139 | 115 | 350S162 | 16 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 54 |
24 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | ||
24 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | |||
- | 126 | 350S162 | 16 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 |
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 68 | |||
550S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | ||
24 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | |||
- | < 139 | 350S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 | 54 | 54 |
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 68 | |||
550S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | ||
24 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 |
- Deflection criterion: L/240.
- Design load assumptions:
Second-floor dead load is 10 psf.
Second-floor live load is 30 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the wall studs.
- Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph) |
MEMBER SIZE |
STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
8-foot Studs | 9-foot Studs | 10-foot Studs | |||||||||||||
Ground Snow Load (psf) | |||||||||||||||
Exp. B | Exp. C | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||
115 | - | 350S162 | 16 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 54 |
24 | 43 | 43 | 54 | 54 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | ||
24 | 43 | 43 | 54 | 54 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | |||
126 | 110 | 350S162 | 16 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 54 |
24 | 43 | 43 | 54 | 54 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | ||
24 | 43 | 43 | 54 | 54 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | |||
< 139 | 115 | 350S162 | 16 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 |
24 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 68 | |||
550S162 | 16 | 33 | 33 | 43 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | ||
24 | 43 | 43 | 54 | 54 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | |||
- | 126 | 350S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | 43 | 43 | 54 | 54 |
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 68 | |||
550S162 | 16 | 33 | 33 | 43 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 43 | 43 | ||
24 | 43 | 43 | 54 | 54 | 43 | 43 | 43 | 54 | 43 | 43 | 54 | 54 | |||
- | < 139 | 350S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | 54 | 54 | 54 | 54 |
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 68 | |||
550S162 | 16 | 33 | 33 | 43 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 43 | 43 | ||
24 | 43 | 43 | 54 | 54 | 43 | 43 | 43 | 54 | 43 | 43 | 54 | 54 |
1 ksi = 1,000 psi = 6.895 MPa.
- Deflection criterion: L/240.
- Design load assumptions:Second-floor dead load is 10 psf.
Second-floor live load is 30 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the wall studs.
- Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph) |
MEMBER SIZE |
STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-foot Studs | 9-foot Studs | 10-foot Studs | |||||||||||||
Ground Snow Load (psf) | |||||||||||||||
Exp.B | Exp.C | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||
115 | - | 350S162 | 16 | 43 | 43 | 43 | 43 | 33 | 33 | 33 | 43 | 43 | 43 | 43 | 43 |
24 | 54 | 54 | 54 | 54 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 43 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 | ||
24 | 43 | 43 | 54 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 | |||
126 | 110 | 350S162 | 16 | 43 | 43 | 43 | 43 | 33 | 33 | 33 | 43 | 43 | 43 | 43 | 43 |
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 43 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 | ||
24 | 43 | 43 | 54 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 | |||
< 139 | 115 | 350S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 43 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 | ||
24 | 43 | 43 | 54 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 | |||
- | 126 | 350S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 |
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 43 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 | ||
24 | 43 | 43 | 54 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 | |||
- | < 139 | 350S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 | 54 | 54 | 54 |
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 68 | |||
550S162 | 16 | 33 | 33 | 43 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 | ||
24 | 43 | 43 | 54 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 |
1 ksi = 1,000 psi = 6.895 MPa.
- Deflection criterion: L/240.
- Design load assumptions:
Top- and middle-floor dead load is 10 psf.
Top-floor live load is 30 psf.
Middle-floor live load is 40 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the wall studs.
- Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph) | MEMBER SIZE | STUD SPACING (inches) | MINIMUM STUD THICKNESS (mils) | ||||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
8-foot Studs | 9-foot Studs | 10-foot Studs | |||||||||||||
Ground Snow Load (psf) | |||||||||||||||
Exp.B | Exp.C | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||
115 | - | 350S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
126 | 110 | 350S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
< 139 | 115 | 350S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
550S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
- | 126 | 350S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 | 54 |
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 68 | |||
550S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
- | < 139 | 350S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 | 54 | 54 | 54 |
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 68 | 68 | 68 | 68 | |||
550S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 |
- Deflection criterion: L/240.
- Design load assumptions:
Top- and middle-floor dead load is 10 psf.
Top-floor live load is 30 psf.
Middle-floor live load is 40 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the wall studs.
- Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph) | MEMBER SIZE | STUD SPACING (inches) | MINIMUM STUD THICKNESS (mils) | ||||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
8-foot Studs | 9-foot Studs | 10-foot Studs | |||||||||||||
Ground Snow Load (psf) | |||||||||||||||
Exp.B | Exp.C | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||
115 | - | 350S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 |
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 68 | |||
550S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
126 | 110 | 350S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 |
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 68 | |||
550S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
< 139 | 115 | 350S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 54 | 54 |
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 68 | |||
550S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
- | 126 | 350S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 54 | 54 | 54 | 54 |
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 54 | 68 | 68 | 68 | 68 | |||
550S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
- | < 139 | 350S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | 54 |
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 54 | 68 | 68 | 68 | 68 | |||
550S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 |
- Deflection criterion: L/240.
- Design load assumptions:
Top- and middle-floor dead load is 10 psf.
Top-floor live load is 30 psf.
Middle-floor live load is 40 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the wall studs.
- Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph) | MEMBER SIZE | STUD SPACING (inches) | MINIMUM STUD THICKNESS (mils) | ||||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
8-foot Studs | 9-foot Studs | 10-foot Studs | |||||||||||||
Ground Snow Load (psf) | |||||||||||||||
Exp.B | Exp.C | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||
115 | - | 350S162 | 16 | 54 | 54 | 54 | 54 | 43 | 43 | 43 | 54 | 54 | 54 | 54 | 54 |
24 | 68 | 68 | 68 | 68 | 54 | 54 | 54 | 68 | 68 | 68 | 68 | 68 | |||
550S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
126 | 110 | 350S162 | 16 | 54 | 54 | 54 | 54 | 43 | 43 | 43 | 54 | 54 | 54 | 54 | 54 |
24 | 68 | 68 | 68 | 68 | 54 | 54 | 54 | 68 | 68 | 68 | 68 | 68 | |||
550S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
< 139 | 115 | 350S162 | 16 | 54 | 54 | 54 | 54 | 43 | 43 | 43 | 54 | 54 | 54 | 54 | 54 |
24 | 68 | 68 | 68 | 68 | 54 | 54 | 54 | 68 | 68 | 68 | 68 | 68 | |||
550S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
- | 126 | 350S162 | 16 | 54 | 54 | 54 | 54 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | 54 |
24 | 68 | 68 | 68 | 68 | 54 | 54 | 54 | 68 | 68 | 68 | 68 | 68 | |||
550S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
- | < 139 | 350S162 | 16 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 68 |
24 | 68 | 68 | 68 | 68 | 54 | 54 | 68 | 68 | 68 | 68 | 68 | 68 | |||
550S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 |
- Deflection criterion: L/240.
- Design load assumptions:
Top- and middle-floor dead load is 10 psf.
Top-floor live load is 30 psf.
Middle-floor live load is 40 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the wall studs.
- Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph) |
MEMBER SIZE |
STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-foot Studs | 9-foot Studs | 10-foot Studs | |||||||||||||
Ground Snow Load (psf) | |||||||||||||||
Exp.B | Exp.C | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||
115 | - | 350S162 | 16 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 |
24 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | |||
550S162 | 16 | 54 | 54 | 54 | 54 | 43 | 43 | 54 | 54 | 43 | 43 | 54 | 54 | ||
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
126 | 110 | 350S162 | 16 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 |
24 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | |||
550S162 | 16 | 54 | 54 | 54 | 54 | 43 | 43 | 54 | 54 | 43 | 43 | 54 | 54 | ||
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
< 139 | 115 | 350S162 | 16 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 |
24 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | |||
550S162 | 16 | 54 | 54 | 54 | 54 | 43 | 43 | 54 | 54 | 43 | 43 | 54 | 54 | ||
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
- | 126 | 350S162 | 16 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 |
24 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | |||
550S162 | 16 | 54 | 54 | 54 | 54 | 43 | 43 | 54 | 54 | 43 | 43 | 54 | 54 | ||
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
- | < 139 | 350S162 | 16 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 |
24 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | - | |||
550S162 | 16 | 54 | 54 | 54 | 54 | 43 | 43 | 54 | 54 | 43 | 43 | 54 | 54 | ||
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 |
1 ksi = 1,000 psi = 6.895 MPa.
- Deflection criterion: L/240.
- Design load assumptions:
Top- and middle-floor dead load is 10 psf.
Top-floor live load is 30 psf.
Middle-floor live load is 40 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the wall studs.
- Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
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).
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,
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,
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph) |
MEMBER SIZE |
STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | |||
Exp.B | Exp.C | 8-foot Studs | 9-foot Studs | 10-foot Studs | ||
115 | - | 350S162 | 16 | 33 | 33 | 33 |
24 | 33 | 33 | 33 | |||
550S162 | 16 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 | |||
126 | 110 | 350S162 | 16 | 33 | 33 | 33 |
24 | 33 | 33 | 43 | |||
550S162 | 16 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 | |||
< 139 | 115 | 350S162 | 16 | 33 | 33 | 33 |
24 | 33 | 33 | 43 | |||
550S162 | 16 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 | |||
- | 126 | 350S162 | 16 | 33 | 33 | 43 |
24 | 43 | 43 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 | |||
- | < 139 | 350S162 | 16 | 33 | 43 | 43 |
24 | 43 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | ||
24 | 33 | 33 | 43 |
1 ksi = 1,000 psi = 6.895 MPa.
- Deflection criterion: L/240.
- Design load assumptions:
Top- and middle-floor dead load is 10 psf.
Top-floor live load is 30 psf.
Middle-floor live load is 40 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the wall studs.
- Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph) |
MEMBER SIZE |
STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||
Stud Height, h (feet) | |||||||||
Exp.B | Exp.C | 10 < h ≤ 12 | 12 < h ≤ 14 | 14 < h ≤ 16 | 16 < h ≤ 18 | 18 < h ≤ 20 | 20 < h ≤ 22 | ||
115 | - | 350S162 | 16 | 33 | 43 | 68 | - | - | - |
24 | 43 | 68 | - | - | - | - | |||
550S162 | 16 | 33 | 33 | 33 | 43 | 54 | 54 | ||
24 | 33 | 33 | 43 | 54 | 68 | - | |||
126 | 110 | 350S162 | 16 | 43 | 54 | - | - | - | - |
24 | 54 | - | - | - | - | - | |||
550S162 | 16 | 33 | 33 | 43 | 54 | 54 | 68 | ||
24 | 33 | 43 | 54 | 54 | - | - | |||
< 139 | 115 | 350S162 | 16 | 43 | 68 | - | - | - | - |
24 | 68 | - | - | - | - | - | |||
550S162 | 16 | 33 | 43 | 43 | 54 | 68 | - | ||
24 | 43 | 54 | 54 | 68 | - | - | |||
- | 126 | 350S162 | 16 | 54 | - | - | - | - | - |
24 | - | - | - | - | - | - | |||
550S162 | 16 | 33 | 43 | 54 | 54 | - | - | ||
24 | 43 | 54 | 54 | - | - | - | |||
- | < 139 | 350S162 | 16 | 54 | - | - | - | - | - |
24 | - | - | - | - | - | - | |||
550S162 | 16 | 43 | 54 | 54 | 68 | - | - | ||
24 | 54 | 54 | 68 | - | - | - |
1 ksi = 1,000 psi = 6.895 MPa.
- Deflection criterion: L/240.
- Design load assumptions:
Top- and middle-floor dead load is 10 psf.
Top-floor live load is 30 psf.
Middle-floor live load is 40 psf.
Roof/ceiling dead load is 12 psf.
Attic live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the wall studs.
- Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
The flanges of cold-formed
steel studs shall be laterally braced in accordance with
one of the following:

For SI: 1 mil= 0.0254 mm, 1 inch= 25.4 mm, 1 foot= 304.8 mm.FIGURE R603.3.3(1)
STUD BRACING WITH STRAPPING ONLY

For SI: 1 mil= 0.0254 mm, 1 inch= 25.4 mm, 1 foot= 304.8 mm.FIGURE R603.3.3(2)
STUD BRACING WITH STRAPPING AND SHEATHING MATERIAL
- Gypsum board on both sides, structural sheathing on both sides, or gypsum board on one side and structural sheathing on the other side of load-bearing walls with gypsum board installed with minimum No. 6 screws in accordance with Section R702 and structural sheathing installed in accordance with Section R603.9 and Table R603.3.2(1).
- Horizontal steel straps fastened in accordance with Figure R603.3.3(1) on both sides at mid-height for 8-foot (2438 mm) walls, and at one-third points for 9-foot and 10-foot (2743 mm and 3048 mm) walls. Horizontal steel straps shall be not less than 11/2 inches in width and 33 mils in thickness (38 mm by 0.84 mm). Straps shall be attached to the flanges of studs with one No. 8 screw. In-line blocking shall be installed between studs at the termination of straps and at 12-foot (3658 mm) intervals along the strap. Straps shall be fastened to the blocking with two No. 8 screws.
- Sheathing on one side and strapping on the other side fastened in accordance with Figure R603.3.3(2). Sheathing shall be installed in accordance with Item 1. Steel straps shall be installed in accordance with Item 2.
For SI: 1 mil= 0.0254 mm, 1 inch= 25.4 mm, 1 foot= 304.8 mm.
STUD BRACING WITH STRAPPING ONLY
For SI: 1 mil= 0.0254 mm, 1 inch= 25.4 mm, 1 foot= 304.8 mm.
STUD BRACING WITH STRAPPING AND SHEATHING MATERIAL
Flanges and lips of cold-formed
steel studs and headers shall not be cut or notched.
Steel studs and other structural members
shall not be spliced. Tracks shall be spliced in accordance
with Figure R603.3.5.

For SI: 1 inch= 25.4 mm.FIGURE R603.3.5
TRACK SPLICE
For SI: 1 inch= 25.4 mm.
TRACK SPLICE
In exterior walls, comer studs and
the top tracks shall be installed in accordance with Figure
R603.4.

For SI: 1 inch= 25.4 mm.FIGURE R603.4
CORNER FRAMING
For SI: 1 inch= 25.4 mm.
CORNER FRAMING
The method of attachment
of exterior wall covering materials to cold-formed steel stud
wall framing shall conform to the manufacturer's installation
instructions.
Headers shall be installed above all wall
openings in exterior walls and interior load-bearing walls.
Box beam headers and back-to-back headers each shall be
formed from two equal sized C-shaped members in accordance with Figures R603.6(1) and R603.6(2), respectively,
and Tables R603.6(1) through R603.6(6). L-shaped headers
shall be permitted to be constructed in accordance with AISI
S230. Alternately, headers shall be permitted to be designed
and constructed in accordance with AISI S100, Section D4.

For SI: 1 inch= 25.4 mm.FIGURE R603.6(1)
BOX BEAM HEADER

For SI: 1 inch= 25.4 mm.FIGURE R603.6(2)
BACK-TO-BACK HEADER
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 k:Pa, 1 pound per square inch = 6.895 k:Pa.
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.
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.
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.
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.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 k:Pa, 1 pound per square inch = 6.895 k:Pa.
For SI: 1 inch= 25.4 mm.
BOX BEAM HEADER
For SI: 1 inch= 25.4 mm.
BACK-TO-BACK HEADER
MEMBER DESIGNATION |
GROUND SNOW LOAD (20 psf) |
GROUND SNOW LOAD (30 psf) |
||||||||
Building widthc(feet) | Building widthc(feet) | |||||||||
24 | 28 | 32 | 36 | 40 | 24 | 28 | 32 | 36 | 40 | |
2-350S162-33 | 3'-3" | 2'-8" | 2'-2" | - | - | 2'-8" | 2'-2" | - | - | - |
2-350S162-43 | 4'-2" | 3'-9" | 3'-4" | 2'-11" | 2'-7" | 3'-9" | 3'-4" | 2'-11" | 2'-7" | 2'-2" |
2-350S162-54 | 6'-2" | 5'-10" | 5'-8" | 5'-3" | 4'-10" | 5'-11" | 5'-8" | 5'-2" | 4'-10" | 4'-6" |
2-350S162-68 | 6'-7" | 6'-3" | 6'-0" | 5'-10" | 5'-8" | 6'-4" | 6'-1" | 5'-10" | 5'-8" | 5'-6" |
2-550S162-33 | 4'-8" | 4'-0" | 3'-6" | 3'-0" | 2'-6" | 4'-1" | 3'-6" | 3'-0" | 2'-6" | - |
2-550S162-43 | 6'-0" | 5'-4" | 4'-10" | 4'-4" | 3'-11" | 5'-5" | 4'-10" | 4'-4" | 3'-10" | 3'-5" |
2-550S162-54 | 8'-9" | 8'-5" | 8'-1" | 7'-9" | 7'-3" | 8'-6" | 8'-1" | 7'-8" | 7'-2" | 6'-8" |
2-550S162-68 | 9'-5" | 9'-0" | 8'-8" | 8'-4" | 8'-1" | 9'-1" | 8'-8" | 8'-4" | 8'-1" | 7'-10" |
2-800S162-33 | 4'-5" | 3'-11" | 3'-5" | 3'-1" | 2'-10" | 3'-11" | 3'-6" | 3'-1" | 2'-9" | 2'-3" |
2-800S162-43 | 7'-3" | 6'-7" | 5'-11" | 5'-4" | 4'-10" | 6'-7" | 5'-11" | 5'-4" | 4'-9" | 4'-3" |
2-800S162-54 | 10'-10" | 10'-2" | 9'-7" | 9'-0" | 8'-5" | 10'-2" | 9'-7" | 8'-11" | 8'-4" | 7'-9" |
2-800S162-68 | 12'-8" | 11'-10" | 11'-2" | 10'-7" | 10'-1" | 11'-11" | 11'-2" | 10'-7" | 10'-0" | 9'-6" |
2-1000S162-43 | 7'-10" | 6'-10" | 6'-1" | 5'-6" | 5'-0" | 6'-11" | 6'-1" | 5'-5" | 4'-11" | 4'-6" |
2-1000S162-54 | 12'-3" | 11'-5" | 10'-9" | 10'-2" | 9'-6" | 11'-6" | 10'-9" | 10'-1" | 9'-5" | 8'-9" |
2-1000S162-68 | 14'-5" | 13'-5" | 12'-8" | 12'-0" | 11'-6" | 13'-6" | 12'-8" | 12'-0" | 11'-5" | 10'-10" |
2-1200S162-54 | 12'-11" | 11'-3" | 10'-0" | 9'-0" | 8'-2" | 11'-5" | 10'-0" | 9'-0" | 8'-1" | 7'-4" |
2-1200S162-68 | 15'-11" | 14'-10" | 14'-0" | 13'-4" | 12'-8" | 15'-0" | 14'-0" | 13'-3" | 12'-7" | 11'-11" |
- Deflection criteria: L/360 for live loads, L/240 for total loads.
- Design load assumptions:
- Building width is in the direction of horizontal framing members supported by the header.
- Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
MEMBER DESIGNATION | GROUND SNOW LOAD (50 psf) |
GROUND SNOW LOAD (70 psf) |
||||||||
---|---|---|---|---|---|---|---|---|---|---|
Building widthc (feet) | Building widthc (feet) | |||||||||
24 | 28 | 32 | 36 | 40 | 24 | 28 | 32 | 36 | 40 | |
2-350S162-33 | - | - | - | - | - | - | - | - | - | - |
2-350S162-43 | 2'-4" | - | - | - | - | - | - | - | - | - |
2-350S162-54 | 4'-8" | 4'-2" | 3'-9" | 3'-5" | 3'-1" | 3'-7" | 3'-2" | 2'-9" | 2'-5" | 2'-0" |
2-350S162-68 | 5'-7" | 5'-2" | 4'-9" | 4'-4" | 3' -11" | 4'-7" | 4'-1" | 3'-7" | 3'-2" | 2'-10" |
2-550S162-33 | 2'-2" | - | - | - | - | - | - | - | - | - |
2-550S162-43 | 3'-8" | 3'-1" | 2'-6" | - | - | 2'-3" | - | - | - | - |
2-550S162-54 | 6'-11" | 6'-3" | 5'-9" | 5'-3" | 4'-9" | 5'-6" | 4'-11" | 4'-5" | 3'-11" | 3'-5" |
2-550S162-68 | 8'-0" | 7'-6" | 6'-11" | 6'-5" | 5'-11" | 6'-9" | 6'-1" | 5'-6" | 5'-0" | 4'-7" |
2-800S162-33 | 2'-7" | - | - | - | - | - | - | - | - | - |
2-800S162-43 | 4'-6" | 3'-9" | 3'-1" | 2'-5" | - | 2'-10" | - | - | - | - |
2-800S162-54 | 8'-0" | 7'-3" | 6'-8" | 6'-1" | 5'-7" | 6'-5" | 5'-9" | 5'-1" | 4'-7" | 4'-0" |
2-800S162-68 | 9'-9" | 9'-0" | 8'-3" | 7'-8" | 7'-1" | 8'-0" | 7'-3" | 6'-7" | 6'-0" | 5'-6" |
2-1000S162-43 | 4'-8" | 4'-1" | 3'-6" | 2'-9" | - | 3'-3" | 2'-2" | - | - | - |
2-1000S162-54 | 2'-2" | 8'-2" | 7'-3" | 6'-7" | 6'-0" | 7'-0" | 6'-2" | 5'-6" | 5'-0" | 4'-6" |
2-1000S162-68 | 11 '-1" | 10'-2" | 9'-5" | 8'-8" | 8'-1" | 9'-1" | 8'-3" | 7'-6" | 6'-10" | 6'-3" |
2-1200S162-54 | 7'-8" | 6'-9" | 6'-1" | 5'-6" | 5'-0" | 5'-10" | 5'-1" | 4'-7" | 4'-1" | 3'-9" |
2-1200S162-68 | 12'-3" | 11'-3" | 10'-4" | 9'-7" | 8'-11" | 10'-1" | 9'-1" | 8'-3" | 7'-6" | 6'-10" |
- Deflection criteria: L/360 for live loads, L/240 for total loads.
- Design load assumptions:
Roof/ceiling dead load is 12 psf.
Attic dead load is 10 psf. - Building width is in the direction of horizontal framing members supported by the header.
- Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
MEMBER DESIGNATION | GROUND SNOW LOAD (20 psf) |
GROUND SNOW LOAD (30 psf) |
||||||||
---|---|---|---|---|---|---|---|---|---|---|
Building widthc (feet) | Building widthc (feet) | |||||||||
24 | 28 | 32 | 36 | 40 | 24 | 28 | 32 | 36 | 40 | |
2-350S162-33 | - | - | - | - | - | - | - | - | - | - |
2-350S162-43 | 2'-2" | - | - | - | - | 2'-1" | - | - | - | - |
2-350S162-54 | 4'-4" | 3'-10" | 3'-5" | 3'-1" | 2'-9" | 4'-3" | 2'-9" | 3'-4" | 3'-0" | 2'-8" |
2-350S162-68 | 5'-0" | 4'-9" | 4'-7" | 4'-2" | 3'-9" | 4'-11" | 4'-8" | 4'-6" | 4'-1" | 3'-9" |
2-550S162-33 | - | - | - | - | - | - | - | - | - | - |
2-550S162-43 | 3'-5" | 2'-9" | 2'-1" | - | - | 3'-3" | 2'-7" | - | - | - |
2-550S162-54 | 6'-6" | 5'-10" | 5'-3" | 4'-9" | 4'-4" | 6'-4" | 5'-9" | 5'-2" | 4'-8" | 4'-3" |
2-550S162-68 | 7'-2" | 6'-10" | 6'-5" | 5'-11" | 5'-6" | 7'-0" | 6'-9" | 6'-4" | 5'-10" | 5'-4" |
2-800S162-33 | 2'-1" | - | - | - | - | - | - | - | - | - |
2-800S162-43 | 4'-2" | 3'-4" | 2'-7" | - | - | 4'-0" | 3'-3" | 2'-5" | - | - |
2-800S162-54 | 7'-6" | 6'-9" | 6'-2" | 5'-7" | 5'-0" | 7'-5" | 6'-8" | 6'-0" | 5'-5" | 4'-11" |
2-800S162-68 | 9'-3" | 8'-5" | 7'-8" | 7'-1" | 6'-6" | 9'-1" | 8'-3" | 7'-7" | 7'-0" | 6'-5" |
2-1000S162-43 | 4'-4" | 3'-9" | 2'-11" | - | - | 4'-3" | 3'-8" | 2'-9" | - | - |
2-1000S162-54 | 8'-6" | 7'-6" | 6'-8" | 6'-0" | 5'-5" | 8'-4" | 7'-4" | 6'-6" | 5'-10" | 5'-4" |
2-1000S162-68 | 10'-6" | 9'-7" | 8'-9" | 8'-0" | 7'-5" | 10'-4" | 9'-5" | 8'-7" | 7'-11" | 7'-3" |
2-1200S162-54 | 7'-1" | 6'-2" | 5'-6" | 5'-0" | 4'-6" | 6'-11" | 6'-1" | 5'-5" | 4'-10" | 4'-5" |
2-1200S162-68 | 11'-7" | 10'-7" | 9'-8" | 8'-11" | 8'-2" | 11'-5" | 10'-5" | 9'-6" | 8'-9" | 8'-0" |
- Deflection criteria: L/360 for live loads, L/240 for total loads.
- Design load assumptions:
Second-floor dead load is 10 psf.
Roof/ceiling dead load is 12 psf.
Second-floor live load is 30 psf.
Attic dead load is 10 psf. - Building width is in the direction of horizontal framing members supported by the header.
- Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
MEMBER DESIGNATION | GROUND SNOW LOAD (50 psf) |
GROUND SNOW LOAD (70 psf) |
||||||||
---|---|---|---|---|---|---|---|---|---|---|
Building widthc (feet) | Building widthc (feet) | |||||||||
24 | 28 | 32 | 36 | 40 | 24 | 28 | 32 | 36 | 40 | |
2-350S162-33 | - | - | - | - | - | - | - | - | - | - |
2-350S162-43 | - | - | - | - | - | - | - | - | - | - |
2-350S162-54 | 3'-5" | 3'-0" | 2'-7" | 2'-2" | - | 2'-8" | 2'-2" | - | - | - |
2-350S162-68 | 4'-6" | 4'-1" | 3'-8" | 3'-3" | 2'-11" | 3'-9" | 3'-3" | 2'-10" | 2'-5" | 2'-1" |
2-550S162-33 | - | - | - | - | - | - | - | - | - | - |
2-550S162-43 | 2'-0" | - | - | - | - | - | - | - | - | - |
2-550S162-54 | 5'-3" | 3'-8" | 4'-1" | 3'-8" | 3'-2" | 4'-3" | 3'-8" | 3'-1" | 2'-7" | 2'-0" |
2-550S162-68 | 6'-5" | 5'-10" | 5'-3" | 4'-9" | 4'-4" | 5'-5" | 4'-9" | 4'-3" | 3'-9" | 3'-4" |
2-800S162-33 | - | - | - | - | - | - | - | - | - | - |
2-800S162-43 | 2'-6" | - | - | - | - | - | - | - | - | - |
2-800S162-54 | 6'-1" | 5'-5" | 4'-10" | 4'-3" | 3'-9" | 4'-11" | 4'-3" | 3'-8" | 3'-0" | 2'-5" |
2-800S162-68 | 7'-8" | 6'-11" | 6'-3" | 5'-9" | 5'-2" | 6'-5" | 5'-9" | 5'-1" | 4'-6" | 4'-0" |
2-1000S162-43 | 2'-10" | - | - | - | - | - | - | - | - | - |
2-1000S162-54 | 6'-7" | 5'-10" | 5'-3" | 4'-9" | 4'-3" | 5'-4" | 4'-9" | 4'-1" | 3'-5" | 2'-9"' |
2-1000S162-68 | 8'-8" | 7'-10" | 7'-2" | 6'-6" | 5'-11" | 7'-4" | 6'-6" | 5'-9" | 5'-1" | 4'-6" |
2-1200S162-54 | 5'-6" | 4'-10" | 4'-4" | 3'-11" | 3'-7" | 4'-5" | 3'-11" | 3'-6" | 3'-2" | 2'-11" |
2-1200S162-68 | 9'-7" | 8'-8" | 7'-11" | 7'-2" | 6'-6" | 8'-1" | 7'-2" | 6'-4" | 5'-8" | 5'-0" |
- Deflection criteria: L/360 for live loads, L/240 for total loads.
- Design load assumptions:
Second-floor dead load is 10 psf.
Roof/ceiling dead load is 12 psf.
Second-floor live load is 30 psf.
Attic dead load is 10 psf. - Building width is in the direction of horizontal framing members supported by the header.
- Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
MEMBER DESIGNATION | GROUND SNOW LOAD (20 psf) |
GROUND SNOW LOAD (30 psf) |
||||||||
---|---|---|---|---|---|---|---|---|---|---|
Building widthc (feet) | Building widthc (feet) | |||||||||
24 | 28 | 32 | 36 | 40 | 24 | 28 | 32 | 36 | 40 | |
2-350S162-33 | - | - | - | - | - | - | - | - | - | - |
2-350S162-43 | - | - | - | - | - | - | - | - | - | - |
2-350S162-54 | 2'-5" | - | - | - | - | - | - | - | - | |
2-350S162-68 | 3'-6" | 3'-0" | 2'-6" | 2'-1" | - | 3'-5" | 2'-11" | 2'-6" | 2'-0" | - |
2-550S162-33 | - | - | - | - | - | - | - | - | - | '- |
2-550S162-43 | - | - | - | - | - | - | - | - | - | - |
2-550S162-54 | 3'-11" | 3'-3" | 2'-8" | 2'-0" | - | 3'-10" | 3'-3" | 2'-7" | - | - |
2-550S162-68 | 5'-1" | 4'-5" | 3'-10" | 3'-3" | 2'-9" | 5'-0" | 4'-4" | 3'-9" | 3'-3" | 2'-9" |
2-800S162-33 | - | - | - | - | - | - | - | - | - | - |
2-800S162-43 | - | - | - | - | - | - | - | - | - | - |
2-800S162-54 | 4'-7" | 3'-10" | 3'-1" | 2'-5" | - | 4'-6" | 3'-9" | 3'-9" | 2'-4" | - |
2-800S162-68 | 6'-0" | 5'-3" | 4'-7" | 3'-11" | 3'-4" | 6'-0" | 5'-2" | 4'-6" | 3'-11" | 3'-3" |
2-1000S162-43 | - | - | - | - | - | - | - | - | - | - |
2-1000S162-54 | 5'-0" | 4'-4" | 3'-6" | 2'-9" | - | 4'-11" | 4'-3" | 3'-5" | 2'-7" | - |
2-1000S162-68 | 6'-10" | 6'-0" | 5'-3" | 4'-6" | 3'-10" | 6'-9" | 5' -11" | 5'-2" | 4'-5" | 3'-9" |
2-1200S162-54 | 4'-2" | 3'-7" | 3'-3" | 2'-11" | - | 4'-1" | 3'-7" | 3'-2" | 2'-10" | - |
2-1200S162-68 | 7'-7" | 6'-7" | 5'-9" | 5'-0" | 4'-2" | 7'-6" | 6'-6" | 5'-8" | 4'-10" | 4'-1" |
- Deflection criteria: L/360 for live loads, L/240 for total loads.
- Design load assumptions:
Second-floor dead load is 10 psf.
Roof/ceiling dead load is 12 psf.
Second-floor live load is 30 psf.
Attic dead load is 10 psf. - Building width is in the direction of horizontal framing members supported by the header.
- Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
MEMBER DESIGNATION |
GROUND SNOW LOAD (50 psf) |
GROUND SNOW LOAD (70 psf) |
||||||||
Building widthc(feet) | Building widthc(feet) | |||||||||
24 | 28 | 32 | 36 | 40 | 24 | 28 | 32 | 36 | 40 | |
2-350S162-33 | - | - | - | - | - | - | - | - | - | - |
2-350S162-43 | - | - | - | - | - | - | - | - | - | - |
2-350S162-54 | 2'-2" | - | - | - | - | - | - | - | - | - |
2-350S162-68 | 3'-3" | 2'-9" | 2'-3" | - | - | 2'-11" | 2'-5" | - | - | - |
2-550S162-33 | - | - | - | - | - | - | - | - | - | - |
2-550S162-43 | - | - | - | - | - | - | - | - | - | - |
2-550S162-54 | 3'-7" | 2'-11" | 2'-3" | - | - | 3'-3" | 2'-7" | - | - | - |
2-550S162-68 | 4'-9" | 2'-1" | 3'-6" | 3'-0" | 2'-5" | 4'-4" | 3'-9" | 3'-2" | 2'-8" | 2'-1" |
2-800S162-33 | - | - | - | - | - | - | - | - | - | |
2-800S162-43 | - | - | - | - | - | - | - | - | - | - |
2-800S162-54 | 4'-3" | 3'-5" | 2'-8" | - | - | 3'-9" | 3'-0" | 2'-3" | - | - |
2-800S162-68 | 5'-8" | 4'-11" | 4'-2" | 3'-7" | 2'-11" | 5'-3" | 4'-6" | 3'-10" | 3'-3" | 2'-7" |
2-1000S162-43 | - | - | - | - | - | - | - | - | - | - |
2-1000S162-54 | 4'-8" | 3'-11" | 3'-1" | 2'-2" | - | 4'-3" | 3'-5" | 2'-7" | - | - |
2-1000S162-68 | 6'-5" | 5'-7" | 4'-9" | 4'-1" | 3'-4" | 5'-11" | 5'-1" | 4'-5" | 3'-8" | 2'-11" |
2-1200S162-54 | 3'-11" | 3'-5" | 3'-0" | 2'-4" | - | 3'-7" | 3'-2" | 2'-10" | - | - |
2-1200S162-68 | 7'-1" | 6'-2" | 5'-3" | 4'-6" | 3'-8" | 6'-6" | 5'-8" | 4'-10" | 4'-0" | 3'-3" |
- Deflection criteria: L/360 for live loads, L/240 for total loads.
- Design load assumptions:
Second-floor dead load is 10 psf.
Roof/ceiling dead load is 12 psf.
Second-floor live load is 40 psf.
Third-floor live load is 30 psf.
Attic dead load is 10 psf. - Building width is in the direction of horizontal framing members supported by the header.
- Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
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:
FIGURE R603.6.1(1)
BOX BEAM HEADER IN GABLE ENDWALL

For SI: 1 inch= 25.4 mm.FIGURE R603.6.1(2)
BACK-TO-BACK HEADER IN GABLE ENDWALL
- Two 362S162-33 for openings less than or equal to 4 feet (1219 mm).
- Two 600S162-43 for openings greater than 4 feet (1219 mm) but less than or equal to 6 feet (1830 mm).
- Two 800S162-54 for openings greater than 6 feet (1829 mm) but less than or equal to 9 feet (2743 mm).
BOX BEAM HEADER IN GABLE ENDWALL
For SI: 1 inch= 25.4 mm.
BACK-TO-BACK HEADER IN GABLE ENDWALL
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 SI: 1 inch= 25.4 mm, 1 foot= 304.8 mm.
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.
- 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 112 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 112 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).
SIZE OF OPENING (feet-inches) |
24-INCH O.C. STUD SPACING | 16-INCH O.C. STUD SPACING | ||
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 |
HEADER SPAN (feet) |
ULTIMATE WIND SPEED (mph), EXPOSURE CATEGORY | |
110, Exposure Category C or less than 139, Exposure Category B |
Less than 139, Exposure Category C | |
≤ 4' | 4-No. 8 screws | 6-No. 8 screws |
>4' to 8' | 4-No. 8 screws | 8-No. 8 screws |
> 8' to 12' | 6-No. 8 screws | 10-No. 8 screws |
> 12' to 16' | 8-No. 8 screws | 12-No. 8 screws |
- All screw sizes shown are minimum.
- For headers located on the first floor of a two-story building or the first or second floor of a three-story building, the total number of screws is permitted to be reduced by 2 screws, but the total number of screws shall not be less than four.
- For roof slopes of 6:12 or greater, the required number of screws shall be permitted to be reduced by half, but the total number of screws shall not be less than four.
- Screws can be replaced by an uplift connector that has a capacity of the number of screws multiplied by 164 pounds.
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.
For SI: 1 inch= 25.4 mm, 1 foot= 304.8 mm, 1 mile per hour= 0.447 m/s.
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph) |
ALLOWABLE HEAD AND SILL TRACK SPANa,b,c (feet-inches) |
||||||
TRACK DESIGNATIONd | |||||||
B | C | 350T125-33 | 350T125-43 | 350T125-54 | 550T125-33 | 550T125-43 | 550T125-54 |
115 | - | 4'-10" | 5'-5" | 6'-0" | 5'-8" | 6'-3" | 6'-10" |
126 | 110 | 4'-6" | 5'-1" | 5'-8" | 5'-4" | 5'-11" | 6'-5" |
<139 | 115 | 4'-2" | 4'-9" | 5'-4" | 5'-1" | 5'-7" | 6'-1" |
- | 126 | 3'-11" | 4'-6" | 5'-0" | 4'-10" | 5'-4" | 5'-10" |
- | <139 | 3'-8" | 4'-2" | 4'-9" | 4'-1" | 5'-1" | 5'-7" |
- Deflection limit: L/240.
- Head and sill track spans are based on components and cladding wind pressures and 48-inch tributary span.
- For openings less than 4 feet in height that have both a head track and sill track, the spans are permitted to be multiplied by 1.75. For openings less than or equal to 6 feet in height that have both a head track and a sill track, the spans are permitted to be multiplied by a factor of 1.5.
- Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
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.
FIGURE R603.9
STRUCTURAL SHEATHING FASTENING PATIERN
STRUCTURAL SHEATHING FASTENING PATIERN
Structural sheathing panels
shall consist of minimum 7/2-inch-thick (11 mm) oriented
strand board or 15/32-inch-thick (12 mm) plywood.
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:
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.
For SI: 1 mph = 0.447 m/s.
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 SUPPORTING | ROOF SLOPE | ULTIMATE WIND SPEED AND EXPOSURE (mph) |
||||
---|---|---|---|---|---|---|
115 B | 126 B | < 139 B | 126 C | < 139 C | ||
110 C | 115 C | |||||
Roof and ceiling only (one story or top floor of two- or three-story building). |
3:12 | 9 | 9 | 12 | 16 | 20 |
6:12 | 13 | 15 | 20 | 26 | 35 | |
9:12 | 23 | 25 | 30 | 50 | 58 | |
12:12 | 33 | 35 | 40 | 66 | 75 | |
One story, roof and ceiling (first floor of a two-story building or second floor of a three-story building). |
3:12 | 27 | 30 | 35 | 50 | 66 |
6:12 | 28 | 30 | 40 | 58 | 74 | |
9:12 | 38 | 40 | 55 | 74 | 91 | |
12:12 | 45 | 50 | 65 | 100 | 115 | |
Two stories, roof and ceiling (first floor of a three-story building). |
3:12 | 45 | 51 | 58 | 84 | 112 |
6:12 | 43 | 45 | 60 | 90 | 113 | |
9:12 | 53 | 55 | 80 | 98 | 124 | |
12:12 | 57 | 65 | 90 | 134 | 155 |
PLAN ASPECT RATIO | LENGTH ADJUSTMENT FACTORS | |
---|---|---|
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 |
In
the lowest story of a dwelling, multiplying the percentage
of full-height sheathing required in Table
R603.9.2(1) by 0.6 shall be permitted provided holddown
anchors are provided in accordance with Section
R603.9.4.2.
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:
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
Uplift connections
shall be provided in accordance with this section.
Where ultimate design wind speeds exceed
126 miles per hour (56 m/s), Exposure Category C
walls shall be provided with direct uplift connections in
accordance with AISI S230, Section E13.3, and AISI
S230, Section F7.2, as required for 139 miles per hour
(62 m/s), Exposure Category C.
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.

For SI: 1 inch= 25.4 mm.FIGURE R603.9.4.2
CORNER STUD HOLD-DOWN DETAIL
A single hold-down anchor, installed in accordance with Figure R603.9.4.2, shall be permitted at the corners of buildings.
For SI: 1 inch= 25.4 mm.
CORNER STUD HOLD-DOWN DETAIL
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.
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.
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.
SEISMIC DESIGN CATEGORY |
STORY | BRACED WALL LINE LENGTH (feet) |
SINGLE-STORY HOLD-DOWN FORCE (pounds) |
CUMULATIVE HOLD-DOWN FORCE (pounds) |
|||||
---|---|---|---|---|---|---|---|---|---|
10 | 20 | 30 | 40 | 50 | 60 | ||||
Minimum total length of braced wall panels required along each braced wall line (feet) |
|||||||||
D0 | 3.3 | 4.7 | 6.1 | 7.4 | 8.8 | 10.2 | 3,360 | - | |
5.3 | 8.7 | 12.1 | 15.4 | 18.8 | 22.2 | 3,360 | 6,720 | ||
7.3 | 12.7 | 18.0 | 23.4 | 28.8 | 34.2 | 3,360 | 10,080 | ||
D1 | 4.1 | 5.8 | 7.5 | 9.2 | 10.9 | 12.7 | 3,360 | - | |
6.6 | 10.7 | 14.9 | 19.1 | 23.3 | 27.5 | 3,360 | 6,720 | ||
9.0 | 15.7 | 22.4 | 29.0 | 35.7 | 42.2 | 3,360 | 10,080 | ||
D2 | 5.7 | 8.2 | 10.6 | 13.0 | 15.4 | 17.8 | 3,360 | - | |
9.2 | 15.1 | 21.1 | 27.0 | 32.9 | 38.8 | 3,360 | 6,720 | ||
12.7 | 22.1 | 31.5 | 40.9 | 50.3 | 59.7 | 3,360 | 10,080 |
SEISMIC DESIGN CATEGORY |
STORY | BRACED WALL LINE LENGTH (feet) |
SINGLE-STORY HOLD-DOWN FORCE (pounds) |
CUMULATIVE HOLD-DOWN FORCE (pounds) |
|||||
---|---|---|---|---|---|---|---|---|---|
10 | 20 | 30 | 40 | 50 | 60 | ||||
Minimum total length of braced wall panels required along each braced wall line (feet) |
|||||||||
D0 | 2.8 | 4.0 | 5.1 | 6.3 | 7.5 | 8.7 | 3,960 | - | |
4.5 | 7.4 | 10.2 | 13.1 | 16.0 | 18.8 | 3,960 | 7,920 | ||
6.2 | 10.7 | 15.3 | 19.9 | 24.4 | 29.0 | 3,960 | 11,880 | ||
D1 | 3.5 | 4.9 | 6.4 | 7.8 | 9.3 | 10.7 | 3,960 | - | |
5.6 | 9.1 | 12.7 | 16.2 | 19.8 | 23.3 | 3,960 | 7,920 | ||
7.7 | 13.3 | 19.0 | 24.6 | 30.3 | 35.9 | 3,960 | 11,880 | ||
D2 | 4.9 | 6.9 | 9.0 | 11.0 | 13.1 | 15.1 | 3,960 | - | |
7.8 | 12.9 | 17.9 | 22.9 | 27.9 | 32.9 | 3,960 | 7,920 | ||
10.8 | 18.8 | 26.7 | 34.7 | 42.7 | 50.7 | 3,960 | 11,880 |
SEISMIC DESIGN CATEGORY |
STORY | BRACED WALL LINE LENGTH (feet) |
SINGLE-STORY HOLD-DOWN FORCE (pounds) |
CUMULATIVE HOLD-DOWN FORCE (pounds) |
|||||
---|---|---|---|---|---|---|---|---|---|
10 | 20 | 30 | 40 | 50 | 60 | ||||
Minimum total length of braced wall panels required along each braced wall line (feet) |
|||||||||
D0 | 2.5 | 3.6 | 4.6 | 5.7 | 6.8 | 7.8 | 4,392 | - | |
4.0 | 6.6 | 9.2 | 11.8 | 14.4 | 17.0 | 4,392 | 8,784 | ||
5.6 | 9.7 | 13.8 | 17.9 | 22.0 | 26.2 | 4,392 | 13,176 | ||
D1 | 3.1 | 4.4 | 5.7 | 7.1 | 8.4 | 9.7 | 4,392 | - | |
5.0 | 8.2 | 11.4 | 14.6 | 17.8 | 21.0 | 4,392 | 8,784 | ||
6.9 | 12.0 | 17.1 | 22.2 | 27.3 | 32.4 | 4,392 | 13,176 | ||
D2 | 4.4 | 6.2 | 8.1 | 10.0 | 11.8 | 13.7 | 4,392 | - | |
7.1 | 11.6 | 16.1 | 20.6 | 25.1 | 29.7 | 4,392 | 8,784 | ||
9.7 | 16.9 | 24.1 | 31.3 | 38.5 | 45.7 | 4,392 | 13,176 |
SEISMIC DESIGN CATEGORY |
STORY | BRACED WALL LINE LENGTH (feet) |
SINGLE-STORY HOLD-DOWN FORCE (pounds) |
CUMULATIVE HOLD-DOWN FORCE (pounds) |
|||||
---|---|---|---|---|---|---|---|---|---|
10 | 20 | 30 | 40 | 50 | 60 | ||||
Minimum total length of braced wall panels required along each braced wall line (feet) |
|||||||||
D0 | 1.9 | 2.7 | 3.4 | 4.2 | 5.0 | 5.8 | 5,928 | - | |
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 | - | |
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 | - | |
5.2 | 8.6 | 11.9 | 15.3 | 18.6 | 22.0 | 5,928 | 11,856 |
Wood structural panels
shall conform to DOC PS 1, DOC PS 2 or ANSI/APA PRP
210, CSA O437 or CSA O325. Panels shall be identified by a
grade mark or certificate of inspection issued by an approved
agency.
The maximum allowable spans for
wood structural panel wall sheathing shall not exceed the values
set forth in Table R602.3(3).
Wood structural panel wall sheathing
shall be attached to framing in accordance with Table
R602.3(1) or R602.3(3).
Particleboard shall conform
to ANSI A208.1 and shall be so identified by a grade
mark or certificate of inspection issued by an approved
agency. Particleboard shall comply with the grades specified
in Table R602.3(4).
Masonry construction shall be designed and
constructed in accordance with the provisions of this section. TMS 403 or in accordance with the provisions of TMS 402/ACI 530/ASCE 5.
When
the empirical design provisions of Appendix A of TMS
402/ACI 530/ASCE 5, the provisions of TMS 403, or the
provisions of this section are used to design masonry, project
drawings, typical details and specifications are not
required to bear the seal of the architect or engineer
responsible for design, unless otherwise required by the
state law of the jurisdiction having authority.
Clay or shale
masonry units shall conform to the following standards:
ASTM C34 for structural clay load-bearing wall tile;
ASTM C56 for structural clay nonload-bearing wall tile;
ASTM C62 for building brick (solid masonry units made
from clay or shale); ASTM C1088 for solid units of thin
veneer brick; ASTM C126 for ceramic-glazed structural
clay facing tile, facing brick and solid masonry units;
ASTM C212 for structural clay facing tile; ASTM C216
for facing brick (solid masonry units made from clay or shale); ASTM C652 for hollow brick (hollow masonry
units made from clay or shale); or ASTM C1405 for
glazed brick (single-fired solid brick units).
Exception: Structural clay tile for nonstructural use in
fireproofing of structural members and in wall furring
shall not be required to meet the compressive strength
specifications. The fire-resistance rating shall be determined
in accordance with ASTM E119 or UL 263 and
shall comply with the requirements of Section R302.
AAC masonry units shall conform
to ASTM C1386 for the strength class specified.
Stone masonry units shall
conform to the following standards: ASTM C503 for marble
building stone (exterior); ASTM C568 for limestone
building stone; ASTM C615 for granite building stone;
ASTM C616 for sandstone building stone; or ASTM C629
for slate building stone.
Architectural cast
stone shall conform to ASTM C1364.
Second hand masonry units
shall not be reused unless they conform to the requirements
of new units. The units shall be of whole, sound
materials and free from cracks and other defects that will
interfere with proper laying or use. Old mortar shall be
cleaned from the unit before reuse.
Except for mortars listed in Sections
R606.2.8, R606.2.9 and R606.2.10, mortar for use in
masonry construction shall meet the proportion specifications of Table R606.2.7 or the property specifications of
ASTM C270. The type of mortar shall be in accordance
with Sections R606.2.7.1, R606.2.7.2 and R606.2.7.3.
For SI: 1 cubic foot = 0.0283 m3, 1 pound = 0.454 kg.
PROPORTIONS BY VOLUME (cementitious materials) | ||||||||||
---|---|---|---|---|---|---|---|---|---|---|
MORTAR | TYPE | Portland cement or blended cement |
Mortar cement | Masonry cement | Hydrated limec or lime putty |
Aggregate ratio (measured in damp, loose conditions) |
||||
M | S | N | M | S | N | |||||
Cement-lime | M | 1 | - | - | - | - | - | - | 1/4 over 1/4 to 1/2 over 1/2 to 11/4 over 11/4 to 21/2 |
Not less than 21/4 and not more than 3 times the sum of separate volumes of lime, if used, and cement |
S | 1 | - | - | - | - | - | - | |||
N | 1 | - | - | - | - | - | - | |||
O | 1 | - | - | - | - | - | - | |||
Mortar cement | M | 1 | - | - | 1 | - | - | - | - | |
M | - | 1 | - | - | - | - | - | |||
S | 1/2 | - | - | 1 | - | - | - | |||
S | - | - | 1 | - | - | - | - | |||
N | - | - | - | 1 | - | - | - | |||
O | - | - | - | 1 | - | - | - | |||
Masonry cement | M | 1 | - | - | 1 | - | ||||
M | - | 1 | - | - | ||||||
S | 1/2 | - | - | 1 | ||||||
S | - | - | 1 | - | ||||||
N | - | - | - | 1 | ||||||
O | - | - | - | 1 |
- For the purpose of these specifications, the weight of 1 cubic foot of the respective materials shall be considered to be as follows:
Portland Cement 94 pounds Masonry Cement Weight printed on bag Mortar Cement Weight printed on bag Hydrated Lime 40 pounds Lime Putty (Quicklime) 80 pounds Sand, damp and loose 80 pounds of dry sand - Two air-entraining materials shall not be combined in mortar.
- Hydrated lime conforming to the requirements of ASTM C207.
Mortar for masonry serving as the lateralforce-
resisting system in Seismic Design Categories A,
B and C shall be Type M, S or N mortar.
Mortar for masonry serving as the lateral-
force-resisting system in Seismic Design Categories
D0, D1 and D2 shall be Type M or S Portland
cement-lime or mortar cement mortar.
Surface-bonding
mortar shall comply with ASTM C887. Surface bonding of
concrete masonry units shall comply with ASTM C946.
Thin-bed mortar for
AAC masonry shall comply with Article 2.1 C.1 of TMS
602/ACI 530.1/ASCE 6. Mortar used for the leveling
courses of AAC masonry shall comply with Article 2.1
C.2 ofTMS 602/ACI 530.1/ASCE 6.
Mortar
for use with adhered masonry veneer shall conform to
ASTM C270 Type S or Type N or shall comply with
ANSI A118.4 for latex-modified portland cement mortar.
Grout shall consist of cementitious
material and aggregate in accordance with ASTM C476 or
the proportion specifications of Table R606.2.11. Type M
or Type S mortar to which sufficient water has been added
to produce pouring consistency shall be permitted to be
used as grout.
TYPE | PORTLAND CEMENT OR BLENDED CEMENT SLAG CEMENT |
HYDRATED LIME OR LIME PUTTY |
AGGREGATE MEASURED IN A DAMP, LOOSE CONDITION | |
---|---|---|---|---|
Fine | Coarse | |||
Fine | 1 | 0 to 1/10 | 21/4 to 3 times the sum of the volume of the cementitious materials |
- |
Coarse | 1 | 0 to 1/10 | 21/4 to 3 times the sum of the volume of the cementitious materials |
1 to 2 times the sum of the volumes of the cementitious materials |
Metal
reinforcement and accessories shall conform to Article 2.4
of TMS 602/ACI 530.1/ASCE 6.
Unless otherwise required
or indicated on the project drawings, head and bed joints
shall be 3/8 inch (9.5 mm) thick, except that the thickness
of the bed joint of the starting course placed over foundations
shall be not less than 1/4 inch (6.4 mm) and not more
than 3/4 inch (19.1 mm). Mortar joint thickness for loadbearing
masonry shall be within the following tolerances
from the specified dimensions:
- Bed joint: + 1/8 inch (3.2 mm).
- Head joint: - 1/4 inch (6.4 mm), + 3/8 inch (9.5 mm).
- Collar joints: - 1/4 inch (6.4 mm), + 3/8 inch (9.5 mm).
The mortar shall be
sufficiently plastic and units shall be placed with sufficient
pressure to extrude mortar from the joint and produce a
tight joint. Deep furrowing of bed joints that produces
voids shall not be permitted. Any units disturbed to the
extent that initial bond is broken after initial placement
shall be removed and relaid in fresh mortar. Surfaces to be
in contact with mortar shall be clean and free of deleterious
materials.
Solid masonry units shall
be laid with full head and bed joints and all interior vertical
joints that are designed to receive mortar shall be
filled.
For hollow masonry
units, head and bed joints shall be filled solidly with
mortar for a distance in from the face of the unit not
less than the thickness of the face shell.
The installation of wall
ties shall be as follows:
- The ends of wall ties shall be embedded in mortar joints. Wall ties shall have not less than 5/8-inch (15.9 mm) mortar coverage from the exposed face.
- Wall ties shall not be bent after being embedded in grout or mortar.
- For solid masonry units, solid grouted hollow units, or hollow units in anchored masonry veneer, wall ties shall be embedded in mortar bed not less than 11/2 inches (38 mm).
- For hollow masonry units in other than anchored masonry veneer, wall ties shall engage outer face shells by not less than 1/2 inch (13 mm).
Bars shall be completely
embedded in mortar or grout. Joint reinforcement
embedded in horizontal mortar joints shall not have less than
5/8-inch (15.9 mm) mortar coverage from the exposed face.
Other reinforcement shall have a minimum coverage of one
bar diameter over all bars, but not less than 3/4 inch (19 mm),
except where exposed to weather or soil, in which case the
minimum coverage shall be 2 inches (51 mm).
Minimum corrosion
protection of joint reinforcement, anchor ties and wire fabric
for use in masonry wall construction shall conform to
Table R606.3.4.1.
MASONRY METAL ACCESSORY |
STANDARD |
---|---|
Joint reinforcement, interior walls | ASTM A641, Class 1 |
Wire ties or anchors in exterior walls completely embedded in mortar or grout |
ASTM A641, Class 3 |
Wire ties or anchors in exterior walls not completely embedded in mortar or grout |
ASTM A153, Class B-2 |
Joint reinforcement in exterior walls or interior walls exposed to moist environment |
ASTM A153, Class B-2 |
Sheet metal ties or anchors exposed to weather |
ASTM A153, Class B-2 |
Sheet metal ties or anchors completely embedded in mortar or grout |
ASTM A653, Coating Designation G60 |
Stainless steel hardware for any exposure | ASTM A167, Type 304 |
Grout shall be a plastic
mix suitable for pumping without segregation of the
constituents and shall be mixed thoroughly. Grout shall
be placed by pumping or by an approved alternate
method and shall be placed before any initial set occurs
and not more than 11/2 hours after water has been
added. Grout shall be consolidated by puddling or
mechanical vibrating during placing and reconsolidated
after excess moisture has been absorbed but before plasticity is lost. Grout shall not be pumped through
aluminum pipes.
Maximum pour heights and the minimum dimensions of spaces provided for grout placement shall conform to Table R606.3.5.1. Grout shall be poured in lifts of 8-foot (2438 mm) maximum height. Where a total grout pour exceeds 8 feet (2438 mm) in height, the grout shall be placed in lifts not exceeding 64 inches (1626 mm) and special inspection during grouting shall be required. If the work is stopped for 1 hour or longer, the horizontal construction joints shall be formed by stopping all tiers at the same elevation and with the grout 1 inch (25 mm) below the top.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
Maximum pour heights and the minimum dimensions of spaces provided for grout placement shall conform to Table R606.3.5.1. Grout shall be poured in lifts of 8-foot (2438 mm) maximum height. Where a total grout pour exceeds 8 feet (2438 mm) in height, the grout shall be placed in lifts not exceeding 64 inches (1626 mm) and special inspection during grouting shall be required. If the work is stopped for 1 hour or longer, the horizontal construction joints shall be formed by stopping all tiers at the same elevation and with the grout 1 inch (25 mm) below the top.
GROUT TYPE | GROUT POUR MAXIMUM HEIGHT (feet) |
MINIMUM WIDTH OF GROUT SPACESa, b (inches) |
MINIMUM GROUTb, c SPACE DIMENSIONS FOR GROUTING CELLS OF HOLLOW UNITS (inches × inches) |
---|---|---|---|
Fine | 1 | 0.75 | 1.5 × 2 |
5 | 2 | 2 × 3 | |
12 | 2.5 | 2.5 × 3 | |
24 | 3 | 3 × 3 | |
Coarse | 1 | 1.5 | 1.5 × 3 |
5 | 2 | 2.5 × 3 | |
12 | 2.5 | 3 × 3 | |
24 | 3 | 3 × 4 |
- For grouting between masonry wythes.
- Grout space dimension is the clear dimension between any masonry protrusion and shall be increased by the horizontal projection of the diameters of the horizontal bars within the cross section of the grout space.
- Area of vertical reinforcement shall not exceed 6 percent of the area of the grout space.
Provisions shall be made for
cleaning the space to be grouted. Mortar that projects
more than 1/2 inch (12.7 mm) into the grout space and any
other foreign matter shall be removed from the grout
space prior to inspection and grouting. Where required
by the building official, cleanouts shall be provided in
the bottom course of masonry for each grout pour where
the grout pour height exceeds 64 inches (1626 mm). In
solid grouted masonry, cleanouts shall be spaced horizontally
not more than 32 inches (813 mm) on center.
The cleanouts shall be sealed before grouting and after
inspection.
Requirements for grouted
masonry construction shall be as follows:
- Masonry shall be built to preserve the unobstructed vertical continuity of the cells or spaces to be filled. In partially grouted construction, cross webs forming cells to be filled shall be fullbedded in mortar to prevent leakage of grout. Head and end joints shall be solidly filled with mortar for a distance in from the face of the wall or unit not less than the thickness of the longitudinal face shells.
- Vertical reinforcement shall be held in position at top and bottom and at intervals not exceeding 200 diameters of the reinforcement.
- Cells containing reinforcement shall be filled solidly with grout.
- The thickness of grout or mortar between masonry units and reinforcement shall be not less than 1/4 inch (6.4 mm), except that 1/4-inch (6.4 mm) bars shall be permitted to be laid in horizontal mortar joints not less than 1/2 inch (12.7 mm) thick, and steel wire reinforcement shall be permitted to be laid in horizontal mortar joints not less than twice the thickness of the wire diameter.
Grouted
multiple-wythe masonry shall conform to all the requirements
specified in Section R606.3.5 and the requirements
of this section.
Where all interior
vertical spaces are filled with grout in multiplewythe
construction, masonry headers shall not be permitted.
Metal wall ties shall be used in accordance with
Section R606.13.2 to prevent spreading of the wythes
and to maintain the vertical alignment of the wall. Wall
ties shall be installed in accordance with Section
R606.13.2 where the backup wythe in multiple-wythe
construction is fully grouted.
Vertical grout barriers or
dams shall be built of solid masonry across the grout
space the entire height of the wall to control the flow of
the grout horizontally. Grout barriers shall be not more
than 25 feet (7620 mm) apart. The grouting of any section
of a wall between control barriers shall be completed
in one day without interruptions greater than 1 hour.
In each
wythe of masonry laid in running bond, head joints in
successive courses shall be offset by not less than onefourth
the unit length, or the masonry walls shall be reinforced
longitudinally as required in Section R606.3.7.2.