Class I or II vapor retarders are required on the interior side of frame walls in Zones 5, 6, 7, 8 and Marine 4.
Exceptions:
- Basement walls.
- Below grade portion of any wall.
- Construction where moisture or its freezing will not damage the materials.
Class III vapor retarders shall be permitted where any one of the conditions in Table R601.3.1 is met.
ZONE | CLASS III VAPOR RETARDERS PERMITTED FOR:a |
Marine 4 | Vented cladding over OSB Vented cladding over plywood Vented cladding over fiberboard Vented cladding over gypsum Insulated sheathing with R-value ≥ 2.5 over 2 × 4 wall Insulated sheathing with R-value ≥ 3.75 over 2 × 6 wall |
5 | Vented cladding over OSB Vented cladding over plywood Vented cladding over fiberboard Vented cladding over gypsum Insulated sheathing with R-value ≥ 5 over 2 × 4 wall Insulated sheathing with R-value ≥ 7.5 over 2 × 6 wall |
6 | Vented cladding over fiberboard Vented cladding over gypsum Insulated sheathing with R-value ≥ 7.5 over 2 × 4 wall Insulated sheathing with R-value ≥ 11.25 over 2 × 6 wall |
7 and 8 | Insulated sheathing with R-value ≥ 10 over 2 × 4 wall Insulated sheathing with R-value ≥ 15 over 2 × 6 wall |
- Spray foam with a minimum density of 2 lb/ft3 applied to the interior cavity side of OSB, plywood, fiberboard, insulating sheathing or gypsum is deemed to meet the insulating sheathing requirement where the spray foam R-value meets or exceeds the specified insulating sheathing R-value.
The vapor retarder class shall be based on the manufacturer's certified testing or a tested assembly.
The following shall be deemed to meet the class specified:
Class I: Sheet polyethylene, unperforated aluminum foil.
Class II: Kraft-faced fiberglass batts.
Class III: Latex or enamel paint.
For the purposes of this section, vented cladding shall include the following minimum clear air spaces. Other openings with the equivalent vent area shall be permitted.
- Vinyl lap or horizontal aluminum siding applied over a weather resistive barrier as specified in Table R703.4.
- Brick veneer with a clear airspace as specified in Section R703.7.4.2.
- Other approved vented claddings.
Studs shall be a minimum No. 3, standard or stud grade lumber.
Exception: Bearing studs not supporting floors and nonbearing studs may be utility grade lumber, provided the studs are spaced in accordance with Table R602.3(5).
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.
ITEM | DESCRIPTION OF BUILDING ELEMENTS | NUMBER AND TYPE OF FASTENERa, b, c | SPACING OF FASTENERS | |
Roof | ||||
1 | Blocking between joists or rafters to top plate, toe nail | 3-8d (21/2" × 0.113") | — | |
2 | Ceiling joists to plate, toe nail | 3-8d (21/2" × 0.113") | — | |
3 | Ceiling joists not attached to parallel rafter, laps over partitions, face nail |
3-10d | — | |
4 | Collar tie rafter, face nail or 11/4" × 20 gage ridge strap | 3-10d (3" × 0.128") | — | |
5 | Rafter to plate, toe nail | 2-16d (31/2" × 0.135") | — | |
6 | Roof rafters to ridge, valley or hip rafters: toe nail face nail |
4-16d (31/2" × 0.135") 3-16d (31/2" × 0.135") |
— — |
|
Wall | ||||
7 | Built-up corner studs | 10d (3" × 0.128") | 24" o.c. | |
8 | Built-up header, two pieces with 1/2" spacer | 16d (31/2" × 0.135") | 16" o.c. along each edge | |
9 | Continued header, two pieces | 16d (31/2" × 0.135") | 16" o.c. along each edge | |
10 | Continuous header to stud, toe nail | 4-8d (21/2" × 0.113") | — | |
11 | Double studs, face nail | 10d (3" × 0.128") | 24" o.c. | |
12 | Double top plates, face nail | 10d (3" × 0.128") | 24" o.c. | |
13 | Double top plates, minimum 24-inch offset of end joints, face nail in lapped area |
8-16d (31/2" × 0.135") | — | |
14 | Sole plate to joist or blocking, face nail | 16d (31/2" × 0.135") | 16" o.c. | |
15 | Sole plate to joist or blocking at braced wall panels | 3-16d (31/2" × 0.135") | 16" o.c. | |
16 | Stud to sole plate, toe nail | 3-8d (21/2" × 0.113") or 2-16d 31/2" × 0.135") |
— — |
|
17 | Top or sole plate to stud, end nail | 2-16d (31/2" × 0.135") | — | |
18 | Top plates, laps at corners and intersections, face nail | 2-10d (3" × 0.128") | — | |
19 | 1" brace to each stud and plate, face nail | 2-8d (21/2" × 0.113") 2 staples 13/4" |
— — |
|
20 | 1" × 6" sheathing to each bearing, face nail | 2-8d (21/2" × 0.113") 2 staples 13/4" |
— — |
|
21 | 1" × 8" sheathing to each bearing, face nail | 2-8d (21/2" × 0.113") 3 staples 13/4" |
— — |
|
22 | Wider than 1" × 8" sheathing to each bearing, face nail | 3-8d (21/2" × 0.113") 4 staples 13/4" |
— — | |
Floor | ||||
23 | Joist to sill or girder, toe nail | 3-8d (21/2" × 0.113") | — | |
24 | 1" × 6" subfloor or less to each joist, face nail | 2-8d (21/2" × 0.113") 2 staples 13/4" |
— — | |
25 | 2" subfloor to joist or girder, blind and face nail | 2-16d (31/2" × 0.135") | — | |
26 | Rim joist to top plate, toe nail (roof applications also) | 8d (21/2" × 0.113") | 6" o.c. | |
27 | 2" planks (plank & beam — floor & roof) | 2-16d (31/2" × 0.135") | at each bearing | |
28 | Built-up girders and beams, 2-inch lumber layers | 10d (3" × 0.128") | Nail each layer as follows: 32" o.c. at top and bottom and staggered. Two nails at ends and at each splice. |
|
29 | Ledger strip supporting joists or rafters | 3-16d (31/2" × 0.135") | At each joist or rafter | |
Wood structural panels, subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to framing | ||||
30 | 3/8" - 1/2" | 6d common (2" × 0.113") nail (subfloor wall) 8d common (21/2" × 0.131") nail (roof)f | 6 | 12g |
31 | 19/32" - 1" | 8d common nail (21/2" × 0.131") | 6 | 12g |
32 | 11/8" - 11/4" | 10d common (3" × 0.148") nail or 8d (21/2" × 0.131") deformed nail | 6 | 12 |
Other wall sheathingh | ||||
33 | 1/2" structural cellulosic fiberboard sheathing |
1/2" galvanized roofing nail, 7/16" crown 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" crown or 1" crown staple 16 ga., 11/2" 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" glavanized 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" × 0.120") nail or 8d common (21/2" × 0.131") nail | 6 | 12 |
38 | 7/8" - 1" | 8d common (21/2" × 0.131") nail or 8d deformed (21/2" × 0.120") nail | 6 | 12 |
39 | 11/8" - 11/4" | 10d common (3" × 0.148") nail or 8d deformed (21/2" × 0.120") nail | 6 | 12 |
- All 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).
- For regions having basic wind speed of 110 mph or greater, 8d deformed (21/2" × 0.120) nails shall be used for attaching plywood and wood structural panel roof sheathing to framing within minimum 48-inch distance from gable end walls, if mean roof height is more than 25 feet, up to 35 feet maximum.
- For regions having basic wind speed of 100 mph or less, nails for attaching wood structural panel roof sheathing to gable end wall framing shall be spaced 6 inches on center. When basic wind speed is greater than 100 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 C 1396 and shall be installed in accordance with GA 253. Fiberboard sheathing shall conform to ASTM C 208.
- Spacing of fasteners on floor sheathing panel edges applies to panel edges supported by framing members and required blocking and at all 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.
NOMINAL MATERIAL THICKNESS (inches) | DESCRIPTIONa, b OF FASTENER AND LENGTH (inches) |
SPACINGc OF FASTENERS | |
Edges (inches) |
Intermediate supports (inches) |
||
Wood structural panels subfloor, roof 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. 13/4 | 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 21/2 | 4 | 8 | |
NOMINAL MATERIAL THICKNESS (inches) |
DESCRIPTIONa,b OF FASTENER AND LENGTH (inches) |
SPACINGc OF FASTENERS | |
Edges (inches) |
Body of paneld (inches) |
||
Floor underlayment; plywood-hardboard-particleboardf | |||
Plywood | |||
1/4 and 5/16 | 11/4 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 121/2 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., 7/8 long, 3/16 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 may be T-head, modified round head or round head.
- Staples shall have a minimum crown width of 7/16-inch on diameter except as noted.
- Nails or staples shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater. Nails or staples shall be spaced at not more than 12 inches on center at intermediate supports for floors.
- Fasteners shall be placed in a grid pattern throughout the body of the panel.
- For 5-ply panels, intermediate nails shall be spaced not more than 12 inches on center each way.
- Hardboard underlayment shall conform to CPA/ANSI A135.4.
MINIMUM NAIL | MINIMUM WOOD STRUCTURAL PANEL SPAN RATING | MINIMUM NOMINAL PANEL THICKNESS (inches) | MAXIMUM WALL STUD SPACING (inches) |
PANEL NAIL SPACING | MAXIMUM WIND SPEED (mph) |
||||
Size | Penetration (inches) |
Edges (inches o.c.) |
Field (inches o.c.) |
Wind exposure category | |||||
B | C | D | |||||||
6d Common (2.0" × 0.113") |
1.5 | 24/0 | 3/8 | 16 | 6 | 12 | 110 | 90 | 85 |
8d Common (2.5" × 0.131") |
1.75 | 24/16 | 7/16 | 16 | 6 | 12 | 130 | 110 | 105 |
24 | 6 | 12 | 110 | 90 | 85 |
- 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 per 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 oc or 24 oc shall be permitted as an alternate to panels with a 24/16 span rating. Wall-16 and Plywood siding 16 oc shall be used with studs spaced a maximum of 16 inches on center.
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 panels corners will not meet. All panel edges must be supported. Leave a 1/16-inch gap between panels and nail no closer than 3/8 inch from panel edges.
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 spacing when supporting one floor heighta (inches) |
Laterally unsupported stud heighta (feet) |
Maximum spacing (inches) |
|
2 × 3b | — | — | — | — | — | 10 | 16 |
2 × 4 | 10 | 24c | 16c | — | 24 | 14 | 24 |
3 × 4 | 10 | 24 | 24 | 16 | 24 | 14 | 24 |
2 × 5 | 10 | 24 | 24 | — | 24 | 16 | 24 |
2 × 6 | 10 | 24 | 24 | 16 | 24 | 20 | 24 |
- Listed heights are distances between points of lateral support placed perpendicular to the plane of the wall. Increases in unsupported height are permitted where justified by analysis.
- 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.
TYPICAL WALL, FLOOR AND ROOF FRAMING
FRAMING DETAILS
- 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.
- Studs more than 10 feet (3048 mm) in height which are in accordance with Table R602.3.1.
HEIGHT (feet) |
ON-CENTER SPACING (inches) | |||
24 | 16 | 12 | 8 | |
Supporting a roof only | ||||
>10 | 2 × 4 | 2 × 4 | 2 × 4 | 2 × 4 |
12 | 2 × 6 | 2 × 4 | 2 × 4 | 2 × 4 |
14 | 2 × 6 | 2 × 6 | 2 × 6 | 2 × 4 |
16 | 2 × 6 | 2 × 6 | 2 × 6 | 2 × 4 |
18 | NAa | 2 × 6 | 2 × 6 | 2 × 6 |
20 | NAa | NAa | 2 × 6 | 2 × 6 |
24 | NAa | NAa | NAa | 2 × 6 |
Supporting one floor and a roof | ||||
>10 | 2 × 6 | 2 × 4 | 2 × 4 | 2 × 4 |
12 | 2 × 6 | 2 × 6 | 2 × 6 | 2 × 4 |
14 | 2 × 6 | 2 × 6 | 2 × 6 | 2 × 6 |
16 | NAa | 2 × 6 | 2 × 6 | 2 × 6 |
18 | NAa | 2 × 6 | 2 × 6 | 2 × 6 |
20 | NAa | NAa | 2 × 6 | 2 × 6 |
24 | NAa | NAa | NAa | 2 × 6 |
Supporting two floors and a roof | ||||
>10 | 2 × 6 | 2 × 6 | 2 × 4 | 2 × 4 |
12 | 2 × 6 | 2 × 6 | 2 × 6 | 2 × 6 |
14 | 2 × 6 | 2 × 6 | 2 × 6 | 2 × 6 |
16 | NAa | NAa | 2 × 6 | 2 × 6 |
18 | NAa | NAa | 2 × 6 | 2 × 6 |
20 | NAa | NAa | NAa | 2 × 6 |
22 | NAa | NAa | NAa | NAa |
24 | NAa | NAa | NAa | NAa |
- Design required.
- Applicability of this table assumes the following: Snow load not exceeding 25 psf, fb not less than 1310 psi determined by multiplying the AF&PA NDS tabular base design value by the repetitive use factor, and by the size factor for all species except southern pine, E not less than 1.6 × 106 psi, tributary dimensions for floors and roofs not exceeding 6 feet, maximum span for floors and roof not exceeding 12 feet, eaves not over 2 feet in dimension and exterior sheathing. Where the conditions are not within these parameters, design is required.
- Utility, standard, stud and No. 3 grade lumber of any species are not permitted.
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 at least 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 at least equal to the width of the studs.
Exception: A single top plate may be installed in stud walls, provided the plate is adequately tied at joints, corners and intersecting walls by a minimum 3-inch-by- 6-inch by a 0.036-inch-thick (76 mm by 152 mm by 0.914 mm) galvanized steel plate that is nailed to each wall or segment of wall by six 8d nails on each side, provided the rafters or joists are centered over the studs with a tolerance of no more than 1 inch (25 mm). The top plate may be omitted over lintels that are adequately tied to adjacent wall sections with steel plates or equivalent as previously described.
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.
- Notching. Any stud in an exterior wall or bearing partition may be cut or notched to a depth not exceeding 25 percent of its width. Studs in nonbearing partitions may be notched to a depth not to exceed 40 percent of a single stud width.
- Drilling. Any stud may be bored or drilled, provided that the diameter of the resulting hole is no more than 60 percent of the stud width, the edge of the hole is no 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 also be doubled with no more than two successive doubled studs bored. See Figures R602.6(1) and R602.6(2).
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
For SI: 1 inch = 25.4 mm.
TOP PLATE FRAMING TO ACCOMMODATE PIPING
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 |
- Spans are based on single story with clear-span trussed roof or two-story with floor and roof supported by interior-bearing walls.
- See Figure R602.7.2 for construction details.
- The top plate shall be continuous over header.
- 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
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 sheathed on at least one side with a wood structural panel that is 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. 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.
Exception: Detached one- and two-family dwellings located in Seismic Design Category C are exempt from the seismic bracing requirements of this section. Wind speed provisions for bracing shall be applicable to detached one- and two-family dwellings.
Braced wall lines shall be provided in accordance with this section. The length of a braced wall line shall be measured as the distance between the ends of the wall line. The end of a braced wall line shall be considered to be either:
- The intersection with perpendicular exterior walls or projection thereof,
- The intersection with perpendicular braced wall lines.
The end of the braced wall line shall be chosen such that the maximum length results.
Braced wall panels shall be constructed in accordance with the intermittent bracing methods specified in Section R602.10.2, or the continuous sheathing methods specified in Sections R602.10.4 and R602.10.5. Mixing of bracing method shall be permitted as follows:
- Mixing bracing methods from story to story is permitted.
- Mixing bracing methods from braced wall line to braced wall line within a story is permitted, except that continuous sheathing methods shall conform to the additional requirements of Sections R602.10.4 and R602.10.5.
- Mixing bracing methods within a braced wall line is permitted only in Seismic Design Categories A and B, and detached dwellings in Seismic Design Category C. The length of required bracing for the braced wall line with mixed sheathing types shall have the higher bracing length requirement, in accordance with Tables R602.10.1.2(1) and R602.10.1.2(2), of all types of bracing used.
EXPOSURE CATEGORY B, 30 FT MEAN ROOF HEIGHT, 10 FT EAVE TO RIDGE HEIGHT, 10 FT WALL HEIGHT, 2 BRACED WALL LINES |
MINIMUM TOTAL LENGTH (feet) OF BRACED WALL PANELS REQUIRED ALONG EACH BRACED WALL LINE | |||||
Basic Wind Speed (mph) |
Story Location |
Braced Wall Line Spacing (feet) | Method LIBf, h | Method GB (double sided)g |
Methods DWB, WSP, SFB, PBS, PCP, HPSf, i |
Continuous Sheathing |
≤ 85 (mph) |
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 | 15.0 | 13.0 | ||
60 | 31.5 | 31.5 | 18.0 | 15.5 | ||
10 | NP | 9.0 | 5.5 | 4.5 | ||
20 | NP | 17.0 | 10.0 | 8.5 | ||
30 | NP | 24.5 | 14.0 | 12.0 | ||
40 | NP | 32.0 | 18.0 | 15.5 | ||
50 | NP | 39.0 | 22.5 | 19.0 | ||
60 | NP | 46.5 | 26.5 | 22.5 | ||
≤ 90 (mph) |
10 | 3.5 | 3.5 | 2.0 | 2.0 | |
20 | 7.0 | 7.0 | 4.0 | 3.5 | ||
30 | 9.5 | 9.5 | 5.5 | 5.0 | ||
40 | 12.5 | 12.5 | 7.5 | 6.0 | ||
50 | 15.5 | 15.5 | 9.0 | 7.5 | ||
60 | 18.5 | 18.5 | 10.5 | 9.0 | ||
10 | 7.0 | 7.0 | 4.0 | 3.5 | ||
20 | 13.0 | 13.0 | 7.5 | 6.5 | ||
30 | 18.5 | 18.5 | 10.5 | 9.0 | ||
40 | 24.0 | 24.0 | 14.0 | 12.0 | ||
50 | 29.5 | 29.5 | 17.0 | 14.5 | ||
60 | 35.0 | 35.0 | 20.0 | 17.0 | ||
10 | NP | 10.5 | 6.0 | 5.0 | ||
20 | NP | 19.0 | 11.0 | 9.5 | ||
30 | NP | 27.5 | 15.5 | 13.5 | ||
40 | NP | 35.5 | 20.5 | 17.5 | ||
50 | NP | 44.0 | 25.0 | 21.5 | ||
60 | NP | 52.0 | 30.0 | 25.5 | ||
≤ 100 (mph) |
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 | 19.0 | 19.0 | 11.0 | 9.5 | ||
60 | 22.5 | 22.5 | 13.0 | 11.0 | ||
10 | 8.5 | 8.5 | 5.0 | 4.5 | ||
20 | 16.0 | 16.0 | 9.0 | 8.0 | ||
30 | 23.0 | 23.0 | 13.0 | 11.0 | ||
40 | 29.5 | 29.5 | 17.0 | 14.5 | ||
50 | 36.5 | 36.5 | 21.0 | 18.0 | ||
60 | 43.5 | 43.5 | 25.0 | 21.0 | ||
10 | NP | 12.5 | 7.5 | 6.0 | ||
20 | NP | 23.5 | 13.5 | 11.5 | ||
30 | NP | 34.0 | 19.5 | 16.5 | ||
40 | NP | 44.0 | 25.0 | 21.5 | ||
50 | NP | 54.0 | 31.0 | 26.5 | ||
60 | NP | 64.0 | 36.5 | 31.0 | ||
≤ 110 (mph) |
10 | 5.5 | 5.5 | 3.0 | 3.0 | |
20 | 10.0 | 10.0 | 6.0 | 5.0 | ||
30 | 14.5 | 14.5 | 8.5 | 7.0 | ||
40 | 18.5 | 18.5 | 11.0 | 9.0 | ||
50 | 23.0 | 23.0 | 13.0 | 11.5 | ||
60 | 27.5 | 27.5 | 15.5 | 13.5 | ||
10 | 10.5 | 10.5 | 6.0 | 5.0 | ||
20 | 19.0 | 19.0 | 11.0 | 9.5 | ||
30 | 27.5 | 27.5 | 16.0 | 13.5 | ||
40 | 36.0 | 36.0 | 20.5 | 17.5 | ||
50 | 44.0 | 44.0 | 25.5 | 21.5 | ||
60 | 52.5 | 52.5 | 30.0 | 25.5 | ||
10 | NP | 15.5 | 9.0 | 7.5 | ||
20 | NP | 28.5 | 16.5 | 14.0 | ||
30 | NP | 41.0 | 23.5 | 20.0 | ||
40 | NP | 53.0 | 30.5 | 26.0 | ||
50 | NP | 65.5 | 37.5 | 32.0 | ||
60 | NP | 77.5 | 44.5 | 37.5 |
- Tabulated bracing lengths are based on Wind Exposure Category B, a 30-ft mean roof height, a 10-ft eave to ridge height, a 10-ft wall height, and two braced wall lines sharing load in a given plan direction on a given story level. Methods of bracing shall be as described in Sections R602.10.2, R602.10.4 and R602.10.5. Interpolation shall be permitted.
- For other mean roof heights and exposure categories, the required bracing length shall be multiplied by the appropriate factor from the following table:
NUMBER OF STORIES EXPOSURE/HEIGHT FACTORS Exposure B Exposure C Exposure D 1 1.0 1.2 1.5 2 1.0 1.3 1.6 3 1.0 1.4 1.7 - For other roof-to-eave ridge heights, the required bracing length shall be multiplied by the appropriate factor from the following table: interpolation shall be permitted.
SUPPORT CONDITION ROOF EAVE-TO-RIDGE HEIGHT 5 ft or less 10 ft 15 ft 20 ft Roof only 0.7 1.0 1.3 1.6 Roof + floor 0.85 1.0 1.15 1.3 Roof + 2 floors 0.9 1.0 1.1 NP - For a maximum 9-foot wall height, multiplying the table values by 0.95 shall be permitted. For a maximum 8-foot wall height, multiplying, the table values by 0.90 shall be permitted. For a maximum 12-foot wall height, the table values shall be multiplied by 1.1.
- For three or more braced wall lines in a given plan direction, the required bracing length on each braced wall line shall be multiplied by the appropriate factor from the following table:
NUMBER OF BRACED WALL LINES ADJUSTMENT FACTOR 3 1.30 4 1.45 ≥ 5 1.60 - Bracing lengths are based on the application of gypsum board finish (or equivalent) applied to the inside face of a braced wall panel. When gypsum board finish (or equivalent) is not applied to the inside face of braced wall panels, the tabulated lengths shall be multiplied by the appropriate factor from the following table:
BRACING METHOD ADJUSTMENT FACTOR Method LIB 1.8 Methods DWB, WSP, SFB, PBS, PCP, HPS 1.4 - Bracing lengths for Method GB are based on the application of gypsum board on both faces of a braced wall panel. When Method GB is provided on only one side of the wall, the required bracing amounts shall be doubled. When Method GB braced wall panels installed in accordance with Section R602.10.2 are fastened at 4 inches on center at panel edges, including top and bottom plates, and are blocked at all horizontal joints, multiplying the required bracing percentage for wind loading by 0.7 shall be permitted.
- Method LIB bracing shall have gypsum board attached to at least one side according to the Section R602.10.2 Method GB requirements.
- Required bracing length for Methods DWB, WSP, SFB, PBS, PCP and HPS in braced wall lines located in one-story buildings and in the top story of two or three story buildings shall be permitted to be multiplied by 0.80 when an approved hold-down device with a minimum uplift design value of 800 pounds is fastened to the end studs of each braced wall panel in the braced wall line and to the foundation or framing below.
SOIL CLASS Da WALL HEIGHT = 10 FT 10 PSF FLOOR DEAD LOAD 15 PSF ROOF/CEILING DEAD LOAD BRACED WALL LINE SPACING ≤ 25 FT |
MINIMUM TOTAL LENGTH (feet) OF BRACED WALL PANELS REQUIRED ALONG EACH BRACED WALL LINE |
|||||
Seismic Design Category (SDC) |
Story Location | Braced Wall Line Length |
Method LIB | Methods DWB, SFB, GB, PBS, PCP, HPS |
Method WSP | Continuous Sheathing |
SDC A and B and Detached Dwellings in C |
Exempt from Seismic Requirements Use Table R602.10.1.2(1) for Bracing Requirements |
|||||
SDC C | 10 | 2.5 | 2.5 | 1.6 | 1.4 | |
20 | 5.0 | 5.0 | 3.2 | 2.7 | ||
30 | 7.5 | 7.5 | 4.8 | 4.1 | ||
40 | 10.0 | 10.0 | 6.4 | 5.4 | ||
50 | 12.5 | 12.5 | 8.0 | 6.8 | ||
10 | NP | 4.5 | 3.0 | 2.6 | ||
20 | NP | 9.0 | 6.0 | 5.1 | ||
30 | NP | 13.5 | 9.0 | 7.7 | ||
40 | NP | 18.0 | 12.0 | 10.2 | ||
50 | NP | 22.5 | 15.0 | 12.8 | ||
10 | NP | 6.0 | 4.5 | 3.8 | ||
20 | NP | 12.0 | 9.0 | 7.7 | ||
30 | NP | 18.0 | 13.5 | 11.5 | ||
40 | NP | 24.0 | 18.0 | 15.3 | ||
50 | NP | 30.0 | 22.5 | 19.1 | ||
SDC D0 or D1 | 10 | NP | 3.0 | 2.0 | 1.7 | |
20 | NP | 6.0 | 4.0 | 3.4 | ||
30 | NP | 9.0 | 6.0 | 5.1 | ||
40 | NP | 12.0 | 8.0 | 6.8 | ||
50 | NP | 15.0 | 10.0 | 8.5 | ||
10 | NP | 6.0 | 4.5 | 3.8 | ||
20 | NP | 12.0 | 9.0 | 7.7 | ||
30 | NP | 18.0 | 13.5 | 11.5 | ||
40 | NP | 24.0 | 18.0 | 15.3 | ||
50 | NP | 30.0 | 22.5 | 19.1 | ||
10 | NP | 8.5 | 6.0 | 5.1 | ||
20 | NP | 17.0 | 12.0 | 10.2 | ||
30 | NP | 25.5 | 18.0 | 15.3 | ||
40 | NP | 34.0 | 24.0 | 20.4 | ||
50 | NP | 42.5 | 30.0 | 25.5 | ||
SDC D2 | 10 | NP | 4.0 | 2.5 | 2.1 | |
20 | NP | 8.0 | 5.0 | 4.3 | ||
30 | NP | 12.0 | 7.5 | 6.4 | ||
40 | NP | 16.0 | 10.0 | 8.5 | ||
50 | NP | 20.0 | 12.5 | 10.6 | ||
10 | NP | 7.5 | 5.5 | 4.7 | ||
20 | NP | 15.0 | 11.0 | 9.4 | ||
30 | NP | 22.5 | 16.5 | 14.0 | ||
40 | NP | 30.0 | 22.0 | 18.7 | ||
50 | NP | 37.5 | 27.5 | 23.4 | ||
10 | NP | NP | NP | NP | ||
20 | NP | NP | NP | NP | ||
30 | NP | NP | NP | NP | ||
40 | NP | NP | NP | NP | ||
50 | NP | NP | NP | NP |
- 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 1613.5 of the International Building Code.
- Foundation cripple wall panels shall be braced in accordance with Section R602.10.9.
- Methods of bracing shall be as described in Sections R602.10.2, R602.10.4 and R602.10.5.
ADJUSTMENT BASED ON: | MULTIPLY LENGTH OF BRACING PER WALL LINE BY: |
APPLIES TO: | ||
Story heightb (Section R301.3) | ≤10 ft | 1.0 | All bracing methods - Sections R602.10.2, R602.10.4 and R602.10.5 |
|
> 10 ≤ 12 ft | 1.2 | |||
Braced wall line spacing townhouses in SDC A-Cb,c | ≤ 35 ft | 1.0 | ||
> 35 ≤ 50 ft | 1.43 | |||
Wall dead load | > 8 ≤ 15 psf | 1.0 | ||
≤ 8 psf | 0.85 | |||
Roof/ceiling dead load for wall supportingb |
roof only or roof plus one story |
≤ 15 psf | 1.0 | |
roof only | < 15 psf ≤ 25 psf | 1.2 | ||
roof plus one story | < 15 psf ≤ 25 psf | 1.1 | ||
Walls with stone or masonry veneer in SDC C-D2 | See Section R703.7 | |||
Cripple walls | See Section R602.10.9 |
- The total length of bracing required for a given wall line is the product of all applicable adjustment factors.
- Linear interpolation shall be permitted.
- Braced wall line spacing and adjustment to bracing length in SDC D0, D1, and D2 shall comply with Section R602.10.1.5.
- Fastening in accordance with Table R602.3(1) where:
- The basic wind speed does not exceed 90 mph (40 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, or
- The net uplift value at the top of a wall does not exceed 100 plf. 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. The net uplift value shall be as determined in Item 1.2 above.
- Bracing and fasteners designed in accordance with accepted engineering practice to resist combined uplift and shear forces.
ANGLED CORNERS
BRACED WALL PANELS AND BRACED WALL LINES
BRACED WALL PANEL END DISTANCE REQUIREMENTS (SDC A, B AND C)
OFFSETS PERMITTED FOR BRACED WALL LINES
BRACED WALL LINE SPACING
Braced wall lines at exterior walls shall have a braced wall panel located at each end of the braced wall line.
- A minimum 24-inch-wide (610 mm) panel is applied to each side of the building corner and the two 24-inch-wide (610 mm) panels at the corner are attached to framing in accordance with Figure R602.10.4.4(1), or
- The end of each braced wall panel closest to the corner shall have a 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. The hold- down device shall be capable of providing an uplift allowable design value of at least 1,800 pounds (8 kN). The hold-down device shall be installed in accordance with the manufacturer's recommendations.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound force = 4,448 N.
BRACED WALL PANELS AT ENDS OF BRACED WALL LINES IN SEISMIC DESIGN CATEGORIES D0, D1 AND D2
BRACED WALL LINE SPACING (feet) |
MULTIPLY BRACING LENGTH IN TABLE R602.10.1.2(2) BY: |
25 | 1.0 |
30 | 1.2 |
35 | 1.4 |
- Linear interpolation is permitted.
- When a braced wall line has a parallel braced wall line on both sides, the larger adjustment factor shall be used.
METHOD | MATERIAL | MINIMUM THICKNESS | FIGURE | CONNECTION CRITERIA |
LIB | Let-in-bracing | 1 × 4 wood or approved metal straps at 45° to 60° angles for maximum 16" stud spacing | Wood: 2-8d nails per stud including top and bottom plate metal: per manufacturer | |
DWB | Diagonal wood boards | 3/4" (1" nominal) for maximum 24" stud spacing |
2-8d (21/2" × 0.113") nails or 2 staples, 13/4" per stud |
|
WSP | Wood structural panel (see Section R604) |
3/8" | For exterior sheathing see Table R602.3(3) For interior sheathing see Table R602.3(1) |
|
SFB | Structural fiberboard sheathing |
1/2" or 25/32" for maximum 16" stud spacing | 11/2" galvanized roofing nails or 8d common (21/2" × 0.131) nails at 3" spacing (panel edges) at 6" spacing (intermediate supports) | |
GB | Gypsum board | 1/2" | Nails or screws at 7" spacing at panel edges including top and bottom plates; for all braced wall panel locations for exterior sheathing nail or screw size, see Table R602.3(1); for interior gypsum board nail or screw size, see Table R702.3.5 | |
PBS | Particleboard sheathing (see Section R605) |
3/8" or 1/2" for maximum 16" stud spacing |
11/2" galvanized roofing nails or 8d common (21/2" × 0.131) nails at 3" spacing (panel edges) at 6 spacing (intermediate supports) | |
PCP | Portland cement plaster |
See Section R703.6 For maximum 16" stud spacing |
11/2", 11 gage, 7/16" head nails at 6" spacing or 7/8", 16 gage staples at 6" spacing |
|
HPS | Hardboard panel siding |
7/16" For maximum 16" stud spacing |
0.092" dia., 0.225" head nails with length to accommodate 11/2" penetration into studs at 4" spacing (panel edges), at 8" spacing (intermediate supports) | |
ABW | Alternate braced wall |
See Section R602.10.3.2 | See Section R602.10.3.2 | |
PFH | Intermittent portal frame |
See Section R602.10.3.3 | See Section R602.10.3.3 | |
PFG | Intermittent portal frame at garage |
See Section R602.10.3.4 | See Section R602.10.3.4 |
Intermittent 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 in accordance with Table R702.3.5 for interior gypsum wall board.
Exceptions:
- Wall panels that are braced in accordance with Methods GB, ABW, PFG and PFH.
- When an approved interior finish material with an in-plane shear resistance equivalent to gypsum board is installed.
- For Methods DWB, WSP, SFB, PBS, PCP and HPS, omitting gypsum wall board is permitted provided the length of bracing in Tables R602.10.1.2(1) and R602.10.1.2(2) is multiplied by a factor of 1.5.
- Lengths of braced wall panels for continuous sheathing methods shall be in accordance with Table R602.10.4.2.
- Lengths of Method ABW panels shall be in accordance with Sections R602.10.3.2.
- Length of Methods PFH and PFG panels shall be in accordance with Section R602.10.3.3 and R602.10.3.4 respectively.
- For Methods DWB, WSP, SFB, PBS, PCP and HPS in Seismic Design Categories A, B, and C: Panels between 36 inches (914 mm)and 48 inches (1219 mm) in length shall be permitted to count towards the required length of bracing in Tables R602.10.1.2(1) and R602.10.1.2(2), and the effective contribution shall comply with Table R602.10.3.
ACTUAL LENGTH OF BRACED WALL PANEL (inches) |
EFFECTIVE LENGTH OF BRACED WALL PANEL (inches) |
||
8-foot Wall Height | 9-foot Wall Height | 10-foot Wall Height | |
48 | 48 | 48 | 48 |
42 | 36 | 36 | N/A |
36 | 27 | N/A | N/A |
- Interpolation shall be permitted.
SEISMIC DESIGN CATEGORY AND WIND SPEED |
BRACING METHOD |
HEIGHT OF BRACED WALL PANEL | ||||
8 ft | 9 ft | 10 ft | 11 ft | 12 ft | ||
SDC A, B, C, D0, D1 and D2 Wind speed < 110 mph |
DWB, WSP, SFB, PBS, PCP, HPS and Method GB when double sided |
4' - 0" | 4' - 0" | 4' - 0" | 4' - 5" | 4' - 10" |
Method GB, single sided | 8' - 0" | 8' - 0" | 8' - 0" | 8' - 10" | 9' - 8" |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
- In one-story buildings, each panel shall be installed in accordance with Figure R602.10.3.2. The hold-down device shall be installed in accordance with the manufacturer's recommendations. The panels shall be supported directly on a foundation or on floor framing supported directly on a foundation which is continuous across the entire length of the braced wall line.
- In the first story of two-story buildings, each braced wall panel shall be in accordance with Item 1 above, except that the wood structural panel sheathing edge nailing spacing shall not exceed 4 inches (102 mm) on center.
SEISMIC DESIGN CATEGORY AND WIND SPEED |
HEIGHT OF BRACED WALL PANEL | |||||
8 ft | 9 ft | 10 ft | 11 ft | 12 ft | ||
SDC A, B and C Wind speed < 110 mph |
Minimum sheathed length | 2' - 4" | 2' - 8" | 2' - 10" | 3' - 2" | 3' - 6" |
R602.10.3.2, item 1 hold-down force (lb) | 1800 | 1800 | 1800 | 2000 | 2200 | |
R602.10.3.2, item 2 hold-down force (lb) | 3000 | 3000 | 3000 | 3300 | 3600 | |
SDC D0, D1 and D2 Wind speed < 110 mph |
Minimum sheathed length | 2' - 8" | 2' - 8" | 2' - 10" | NPa | NPa |
R602.10.3.2, item 1 hold-down force (lb) | 1800 | 1800 | 1800 | NPa | NPa | |
R602.10.3.2, item 2 hold-down force (lb) | 3000 | 3000 | 3000 | NPa | NPa |
For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 pound = 4.448 N.
- NP = Not Permitted. Maximum height of 10 feet.
ALTERNATE BRACED WALL PANEL
Method PFH braced wall panels constructed in accordance with one of the following provisions are also permitted to replace each 4 feet (1219 mm) of braced wall panel as required by Section R602.10.3 for use adjacent to a window or door opening with a full-length header:
- Each panel shall be fabricated in accordance with Figure R602.10.3.3. The wood structural panel sheathing shall extend up over the solid sawn or glued-laminated header and shall be nailed in accordance with Figure R602.10.3.3. A spacer, if used with a built-up header, shall be placed on the side of the built-up beam opposite the wood structural panel sheathing. The header shall extend between the inside faces of the first full-length outer studs of each panel. One anchor bolt not less than 5/8-inch-diameter (16 mm) and installed in accordance with Section R403.1.6 shall be provided in the center of each sill plate. The hold-down devices shall be an embedded-strap type, installed in accordance with the manufacturer's recommendations. The panels shall be supported directly on a foundation which is continuous across the entire length of the braced wall line. The foundation shall be reinforced as shown on Figure R602.10.3.2. This reinforcement shall be lapped not less than 15 inches (381 mm) with the reinforcement required in the continuous foundation located directly under the braced wall line.
- In the first story of two-story buildings, each wall panel shall be braced in accordance with item 1 above, except that each panel shall have a length of not less than 24 inches (610 mm).
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound force = 4.448 N.
METHOD PFH: PORTAL FRAME WITH HOLD-DOWNS
- Braced wall panel length shall be a minimum of 24 inches (610 mm) and braced wall panel height shall be a maximum of 10 feet (3048 mm).
- Braced wall panel shall be sheathed on one face with a single layer of 7/16-inch-minimum (11 mm) thickness wood structural panel sheathing attached to framing with 8d common nails at 3 inches (76 mm) on center in accordance with Figure R602.10.3.4.
- The wood structural panel sheathing shall extend up over the solid sawn or glued-laminated header and shall be nailed to the header at 3 inches (76 mm) on center grid in accordance with Figure R602.10.3.4.
- The header shall consist of a minimum of two solid sawn 2×12s (51 by 305 mm) or a 3 inches × 11.25 inch (76 by 286 mm) glued-laminated header. The header shall extend between the inside faces of the first full-length outer studs of each panel in accordance with Figure R602.10.3.4. The clear span of the header between the inner studs of each panel shall be not less than 6 feet (1829 mm) and not more than 18 feet (5486 mm) in length.
- A strap with an uplift capacity of not less than 1,000 pounds (4448 N) shall fasten the header to the side of the inner studs opposite the sheathing face. Where building is located in Wind Exposure Categories C or D, the strap uplift capacity shall be in accordance with Table R602.10.4.1.1.
- A minimum of two bolts not less than 1/2-inch (12.7 mm) diameter shall be installed in accordance with Section R403.1.6. A 3/16-inch by 21/2-inch (4.8 by 63 by 63 mm) by 21/2-inch steel plate washer is installed between the bottom plate and the nut of each bolt.
- Braced wall panel shall be installed directly on a foundation.
- Where an alternate braced wall panel is located only on one side of the garage opening, the header shall be connected to a supporting jack stud on the opposite side of the garage opening with a metal strap with an uplift capacity of not less than 1,000 pounds. Where that supporting jack stud is not part of a braced wall panel assembly, another 1,000 pounds (4448 N) strap shall be installed to attach the supporting jack stud to the foundation.
METHOD PFG PORTAL FRAME AT GARAGE DOOR OPENINGS IN SEISMIC DESIGN CATEGORIES A, B AND C
Braced wall lines with continuous sheathing shall be constructed in accordance with this section. All braced wall lines along exterior walls on the same story shall be continuously sheathed.
Exception: Within Seismic Design Categories A, B and C or in regions where the basic wind speed is less than or equal to 100 mph (45 m/s), other bracing methods prescribed by this code shall be permitted on other braced wall lines on the same story level or on any braced wall line on different story levels of the building.
METHOD | MATERIAL | MINIMUM THICKNESS | FIGURE | CONNECTION CRITERIA |
CS-WSP | Wood structural panel | 3/8" | 6d common (2" × 0.113") nails at 6" spacing (panel edges) and at 12" spacing (intermediate supports) or 16 ga. × 13/4 staples at 3" spacing (panel edges) and 6" spacing (intermediate supports) | |
CS-G | Wood structural panel adjacent to garage openings and supporting roof load onlya,b | 3/8" | See Method CS-WSP | |
CS-PF | Continuous portal frame | See Section R602.10.4.1.1 |
See Section R602.10.4.1.1 |
- Applies to one wall of a garage only.
- Roof covering dead loads shall be 3 psf or less.
MINIMUM WALL STUD FRAMING NOMINAL SIZE AND GRADE | MAXIMUM PONY WALL HEIGHT (feet) | MAXIMUM TOTAL WALL HEIGHT (feet) |
MAXIMUM OPENING WIDTH (feet) |
BASIC WIND SPEED (mph) | |||||
85 | 90 | 100 | 85 | 90 | 100 | ||||
Exposure B | Exposure C | ||||||||
Tension strap capacity required (lbf)a,b | |||||||||
2 × 4 No. 2 Grade |
0 | 10 | 18 | 1000 | 1000 | 1000 | 1000 | 1000 | 1000 |
1 | 10 | 9 | 1000 | 1000 | 1000 | 1000 | 1000 | 1275 | |
16 | 1000 | 1000 | 1750 | 1800 | 2325 | 3500 | |||
18 | 1000 | 1200 | 2100 | 2175 | 2725 | DR | |||
2 | 10 | 9 | 1000 | 1000 | 1025 | 1075 | 1550 | 2500 | |
16 | 1525 | 2025 | 3125 | 3200 | 3900 | DR | |||
18 | 1875 | 2400 | 3575 | 3700 | DR | DR | |||
2 | 12 | 9 | 1000 | 1200 | 2075 | 2125 | 2750 | 4000 | |
16 | 2600 | 3200 | DR | DR | DR | DR | |||
18 | 3175 | 3850 | DR | DR | DR | DR | |||
4 | 12 | 9 | 1775 | 2350 | 3500 | 3550 | DR | DR | |
16 | 4175 | DR | DR | DR | DR | DR | |||
2 × 6 Stud Grade |
2 | 12 | 9 | 1000 | 1000 | 1325 | 1375 | 1750 | 2550 |
16 | 1650 | 2050 | 2925 | 3000 | 3550 | DR | |||
18 | 2025 | 2450 | 3425 | 3500 | 4100 | DR | |||
4 | 12 | 9 | 1125 | 1500 | 2225 | 2275 | 2775 | 3800 | |
16 | 2650 | 3150 | DR | DR | DR | DR | |||
18 | 3125 | 3675 | DR | DR | DR | DR |
- DR = design required.
- Strap shall be installed in accordance with manufacturer's recommendations.
METHOD CS-PF: CONTINUOUS PORTAL FRAME PANEL CONSTRUCTION
METHOD |
ADJACENT CLEAR OPENING HEIGHT (inches) |
WALL HEIGHT (feet) | ||||
8 | 9 | 10 | 11 | 12 | ||
CS-WSP | 64 | 24 | 27 | 30 | 33 | 36 |
68 | 26 | 27 | 30 | — | — | |
72 | 28 | 27 | 30 | — | — | |
76 | 29 | 30 | 30 | — | — | |
80 | 31 | 33 | 30 | — | — | |
84 | 35 | 36 | 33 | — | — | |
88 | 39 | 39 | 36 | — | — | |
92 | 44 | 42 | 39 | — | — | |
96 | 48 | 45 | 42 | — | — | |
100 | — | 48 | 45 | — | — | |
104 | — | 51 | 48 | — | — | |
108 | — | 54 | 51 | — | — | |
112 | — | — | 54 | 44 | — | |
116 | — | — | 57 | — | — | |
120 | — | — | 60 | — | — | |
122 | — | — | — | — | 48 | |
132 | — | — | — | 66 | — | |
144 | — | — | — | — | 75 | |
CS-G | ≤ 120 | 24 | 27 | 30 | — | — |
CS-PF | ≤ 120 | 16 | 18 | 20 | — | — |
- Interpolation shall be permitted.
BRACED WALL PANELS WITH CONTINUOUS SHEATHING
- A minimum 24 inch (610 mm) long, full-height wood structural panel is provided at both sides of a corner constructed in accordance with Figure R602.10.4.4(1) at the braced wall line ends in accordance with Figure R602.10.4.4(4), or
- The braced wall panel closest to the corner shall have a hold-down device with a minimum uplift design value of 800 pounds (3560 N) fastened to the stud at the edge of the braced wall panel closest to the corner and to the foundation or framing below in accordance with Figure R602.10.4.4(5).
TYPICAL EXTERIOR CORNER FRAMING FOR CONTINUOUS SHEATHING
BRACED WALL LINE WITH CONTINUOUS SHEATHING WITH CORNER RETURN PANEL
BRACED WALL LINE WITH CONTINUOUS SHEATHING WITHOUT CORNER RETURN PANEL
BRACED WALL LINE WITH CONTINUOUS SHEATHING FIRST BRACED WALL PANEL
AWAY FROM END OF WALL LINE WITHOUT TIE DOWN
BRACED WALL LINE WITH CONTINUOUS SHEATHING—FIRST BRACED WALL
PANEL AWAY FROM END OF WALL LINE WITH HOLD-DOWN
Continuously-sheathed braced wall lines shall be in accordance with Figure R602.10.4.2 and shall comply with all of the following requirements:
- Structural fiberboard sheathing shall be applied to all exterior sheathable surfaces of a braced wall line including areas above and below openings.
- Only full-height or blocked braced wall panels shall be used for calculating the braced wall length in accordance with Tables R602.10.1.2(1) and R602.10.1.2(2).
MINIMUM LENGTH OF STRUCTURAL FIBERBOARD BRACED WALL PANEL (inches) |
MINIMUM OPENING CLEAR HEIGHT NEXT TO THE STRUCTURAL FIBERBOARD BRACED WALL PANEL (% of wall height) |
||
8-foot wall | 9-foot wall | 10-foot wall | |
48 | 54 | 60 | 100 |
32 | 36 | 40 | 85 |
24 | 27 | 30 | 67 |
- Interpolation is permitted.
A braced wall panel shall be located at each end of a continuously-sheathed braced wall line. A minimum 32-inch (813 mm) structural fiberboard sheathing panel corner return shall be provided at both ends of a continuously-sheathed braced wall line in accordance with Figure R602.10.4.4(1) In lieu of the corner return, a hold-down device with a minimum uplift design value of 800 pounds (3560 N) shall be fastened to the corner stud and to the foundation or framing below in accordance with Figure R602.10.4.4(3).
Exception: The first braced wall panel shall be permitted to begin 12 feet 6 inches (3810 mm) from each end of the braced wall line in Seismic Design Categories A, B and C provided one of the following is satisfied:
- A minimum 32-inch-long (813 mm), full-height structural fiberboard sheathing panel is provided at both sides of a corner constructed in accordance with Figure R602.10.4.4(1) at the braced wall line ends in accordance with Figure R602.10.4.4(4), or
- The braced wall panel closest to the corner shall have a hold-down device with a minimum uplift design value of 800 pounds (3560 N) fastened to the stud at the edge of the braced wall panel closest to the corner and to the foundation or framing below in accordance with Figure R602.10.4.4(5).
- 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 R602.10.6(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 R602.10.6(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 R602.10.6(2). Fastening of blocking and wall plates shall be in accordance with Table R602.3(1) and Figure R602.10.6(2).
- Connections of braced wall panels to concrete or masonry shall be in accordance with Section R403.1.6.
BRACED WALL PANEL CONNECTION WHEN PERPENDICULAR TO FLOOR/CEILING FRAMING
BRACED WALL PANEL CONNECTION WHEN PARALLEL TO FLOOR/CEILING FRAMING
Exterior braced wall panels shall be connected to roof framing as follows.
- Parallel rafters or roof trusses shall be attached to the top plates of braced wall panels in accordance with Table R602.3(1).
- For SDC A, B and C and wind speeds less than 100 miles per hour (45 m/s), where the distance from the top of the rafters or roof trusses and perpendicular top plates is 91/4 inches (235 mm) or less, the rafters or roof trusses shall be connected to the top plates of braced wall lines in accordance with Table R602.3(1) and blocking need not be installed. Where the distance from the top of the rafters and perpendicular top plates is between 91/4 inches (235 mm) and 151/4 inches (387 mm) the rafters shall be connected to the top plates of braced wall panels with blocking in accordance with Figure R602.10.6.2(1) and attached in accordance with Table R602.3(1). Where the distance from the top of the roof trusses and perpendicular top plates is between 91/4 inches (235 mm) and 151/4 inches (387 mm) the roof trusses shall be connected to the top plates of braced wall panels with blocking in accordance with Table R602.3(1).
- For SDC D0, D1 and D2 or wind speeds of 100 miles per hour (45 m/s) or greater, where the distance between the top of rafters or roof trusses and perpendicular top plates is 151/4 inches (387 mm) or less, rafters or roof trusses shall be connected to the top plates of braced wall panels with blocking in accordance with Figure R602.10.6.2(1) and attached in accordance with Table R602.3(1).
- For all seismic design categories and wind speeds, where the distance between the top of rafters or roof trusses and perpendicular top plates exceeds 151/4 inches (387 mm), perpendicular rafters or roof trusses shall be connected to the top plates of braced wall panels in accordance with one of the following methods:
- In accordance with Figure R602.10.6.2(2),
- In accordance with Figure R602.10.6.2(3),
- With full height engineered blocking panels designed for values listed in American Forest and Paper Association (AF&PA) Wood Frame Construction Manual for One- and Two-Family Dwellings (WFCM). Both the roof and floor sheathing shall be attached to the blocking panels in accordance with Table R602.3(1).
- Designed in accordance with accepted engineering methods.
Lateral support for the rafters and ceiling joists shall be provided in accordance with Section R802.8. Lateral support for trusses shall be provided in accordance with Section R802.10.3. Ventilation shall be provided in accordance with Section R806.1.
For SI: 1 inch = 25.4 mm.
BRACED WALL PANEL CONNECTION
TO PERPENDICULAR RAFTERS
- Methods of bracing Shell be as described in section R602.10.2 method DWB, WSP, SFT, BG, PBS, PCP or HPS
BRACED WALL PANEL CONNECTION OPTION TO PERPENDICULAR RAFTERS OR ROOF TRUSSES
BRACED WALL PANEL CONNECTION OPTION TO PERPENDICULAR RAFTERS OR ROOF TRUSSES
- Cantilevered floor joists, supporting braced wall lines, shall comply with Section R502.3.3. Solid blocking shall be provided at the nearest bearing wall location. In Seismic Design Categories A, B and C, where the cantilever is not more than 24 inches (610 mm), a full height rim joist instead of solid blocking shall be provided.
- Elevated 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 (1220 mm) or less supporting braced wall panels shall be reinforced in accordance with Figure R602.10.7. Masonry stem walls with a length greater than 48 inches (1220 mm) supporting braced wall panels shall be constructed in accordance with Section R403.1 Braced wall panels constructed in accordance with Sections R602.10.3.2 and R602.10.3.3 shall not be attached to masonry stem walls.
MASONRY STEM WALLS SUPPORTING BRACED WALL PANELS
2. In one-story buildings located in Seismic Design Category D2, braced wall panels shall be supported on continuous foundations at intervals not exceeding 50 feet (15 240 mm). In two-story buildings located in Seismic Design Category D2, all braced wall panels shall be supported on continuous foundations.
Exception: Two-story buildings shall be permitted to have interior braced wall panels supported on continuous foundations at intervals not exceeding 50 feet (15 240 mm) provided that:
- The height of cripple walls does not exceed 4 feet (1219 mm).
- First-floor braced wall panels are supported on doubled floor joists, continuous blocking or floor beams.
- The distance between bracing lines does not exceed twice the building width measured parallel to the braced wall line.
All 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:
- 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 at least twice the minimum length required by Tables R602.10.1.2(1) and R602.10.1.2(2) blocking at horizontal joints shall not be required in braced wall panels constructed using Methods WSP, SFB, GB, PBS or HPS.
- When Method GB panels are installed horizontally, blocking of horizontal joints is not required.
In Seismic Design Categories other than D2, cripple walls shall be braced with a length and type of bracing as required for the wall above in accordance with Tables R602.10.1.2(1) and R602.10.1.2(2) with the following modifications for cripple wall bracing:
- The length of bracing as determined from Tables R602.10.1.2(1) and R602.10.1.2(2) shall be multiplied by a factor of 1.15, and
- The wall panel spacing shall be decreased to 18 feet (5486 mm) instead of 25 feet (7620 mm).
0, D1 and D2. In addition to the requirements of Section R602.10.9, where braced wall lines at interior walls occur without a continuous foundation below, the length of parallel exterior cripple wall bracing shall be 11/2 times the length required by Tables R602.10.1.2(1) and R602.10.1.2(2). Where cripple walls braced using Method WSP of Section R602.10.2 cannot provide this additional length, the capacity of the sheathing shall be increased by reducing the spacing of fasteners along the perimeter of each piece of sheathing to 4 inches (102 mm) on center.
In Seismic Design Category D2, cripple walls shall be braced in accordance with Tables R602.10.1.2(1) and R602.10.1.2(2).
- 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 a minimum of 4 feet (1219 mm) along the foundation. Anchor bolts shall be located a maximum of 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 R602.10.9 and R602.10.9.1 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.
Note: Where footing Section "A" is less than 8 feet long in a 25-foot-long wall, install bracing at cripple stud wall.
STEPPED FOUNDATION CONSTRUCTION
For all buildings in Seismic Design Categories A, B and C, wall bracing at exterior and interior braced wall lines shall be in accordance with Section R602.10 and the additional requirements of Table R602.12(1).
For detached one- or two-family dwellings in Seismic Design Categories D0, D1 and D2, wall bracing and hold downs at exterior and interior braced wall lines shall be in accordance with Sections R602.10 and R602.11 and the additional requirements of Section R602.12.1 and Table R602.12(2). In Seismic Design Categories D0, D1 and D2, cripple walls are not permitted, and required interior braced wall lines shall be supported on continuous foundations.
SEISMIC DESIGN CATEGORY | NUMBER OF WOOD FRAMED STORIES |
WOOD FRAMED STORY | MINIMUM SHEATHING AMOUNT (length of braced wall line length)a |
A or B | 1, 2 or 3 | all | TABLE R602.10.1.2(2) |
C | 1 | 1 only | TABLE R602.10.1.2(2) |
2 | top | TABLE R602.10.1.2(2) | |
bottom | 1.5 times length required by TABLE R602.10.1.2(2) |
||
3 | top | TABLE R602.10.1.2(2) | |
middle | 1.5 times length required by TABLE R602.10.1.2(2) |
||
bottom | 1.5 times length required by TABLE R602.10.1.2(2) |
- Applies to exterior and interior braced wall lines.
SEISMIC DESIGN CATEGORY |
NUMBER OF STORIESa |
STORY | MINIMUM SHEATHING AMOUNT (percent of braced wall line length)b |
MINIMUM SHEATHING THICKNESS AND FASTENING | SINGLE STORY HOLD DOWN FORCE (lb)c | CUMULATIVE HOLD DOWN FORCE (lb)d |
D0 | 1 | 1 only | 35 | 7/16-inch wood structural panel sheathing with 8d common nails spaced at 4 inches on center at panel edges, 12 inches on center at intermediate supports; 8d common nails at 4 inches on center at braced wall panel end posts with hold down attached | N/A | — |
2 | top | 35 | 1900 | — | ||
bottom | 45 | 3200 | 5100 | |||
3 | top | 40 | 1900 | — | ||
middle | 45 | 3500 | 5400 | |||
bottom | 60 | 3500 | 8900 | |||
D1 | 1 | 1 only | 45 | 2100 | — | |
2 | top | 45 | 2100 | — | ||
bottom | 45 | 3700 | 5800 | |||
3 | top | 45 | 2100 | — | ||
middle | 45 | 3700 | 5800 | |||
bottom | 60 | 3700 | 9500 | |||
D2 | 1 | 1 only | 55 | 2300 | — | |
2 | top | 55 | 2300 | — | ||
bottom | 55 | 3900 | 6200 |
- Cripple walls are not permitted in Seismic Design Categories D0, D1 and D2.
- Applies to exterior and interior braced wall lines.
- Hold down force is minimum allowable stress design load for connector providing uplift tie from wall framing at end of braced wall panel at the noted story to wall framing at end of braced wall panel at the story below, or to foundation or foundation wall. Use single story hold down force where edges of braced wall panels do not align; a continuous load path to the foundation shall be maintained. [See Figure R602.12].
- Where hold down connectors from stories above align with stories below, use cumulative hold down force to size middle and bottom story hold down connectors. (See Figure R602.12).
HOLD DOWNS AT EXTERIOR AND INTERIOR BRACED WALL PANELS
- 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 are 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.
IN-LINE FRAMING
MEMBER DESIGNATIONa | WEB DEPTH (inches) |
MINIMUM FLANGE WIDTH (inches) | MAXIMUM FLANGE WIDTH (inches) | MINIMUM LIP SIZE (inches) |
350S162-t | 3.5 | 1.625 | 2 | 0.5 |
550S162-t | 5.5 | 1.625 | 2 | 0.5 |
- 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 [See Table R603.2(2)].
DESIGNATION THICKNESS (mils) |
MINIMUM BASE STEEL THICKNESS (inches) |
33 | 0.0329 |
43 | 0.0428 |
54 | 0.0538 |
68 | 0.0677 |
97 | 0.0966 |
For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm.
C-SHAPED SECTION
TRACK SECTION
Load-bearing cold-formed steel framing members shall be cold-formed to shape from structural quality sheet steel complying with the requirements of one of the following:
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).
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 A 653.
- A minimum of AZ 50 in accordance with ASTM A 792.
Where No. 8 screws are specified in a steel-to-steel connection, the required number of screws in the connection is permitted to be reduced in accordance with the reduction factors in Table R603.2.4, when larger screws are used or when one of the sheets of steel being connected is thicker than 33 mils (0.84 mm). When applying the reduction factor, the resulting number of screws shall be rounded up.
SCREW SIZE | THINNEST CONNECTED STEEL SHEET (mils) | |
33 | 43 | |
#8 | 1.0 | 0.67 |
#10 | 0.93 | 0.62 |
#12 | 0.86 | 0.56 |
For SI: 1 mil = 0.0254 mm.
- Holes shall conform to Figure R603.2.5.1;
- Holes shall be permitted only along the centerline of the web of the framing member;
- Holes shall have a center-to-center spacing of not less than 24 inches (610 mm);
- Holes shall have a web hole width not greater than 0.5 times the member depth, or 11/2 inches (38 mm);
- Holes shall have a web hole length not exceeding 41/2 inches (114 mm); and
- 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).
WEB HOLES
- Framing members shall be replaced or designed in accordance with accepted engineering practice when 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; or
- 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 R603.2.5.3, Item 1 shall be patched with a solid steel plate, stud section or track section in accordance with Figure R603.2.5.3. The steel patch shall, as a minimum, be the same thickness as the receiving member and shall extend at least 1 inch (25.4 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 no more than 1 inch (25.4 mm) center-to-center along the edges of the patch with a minimum edge distance of 1/2 inch (12.7 mm).
STUD WEB HOLE PATCH
FRAMING CONDITION |
WIND SPEED (mph) AND EXPOSURE | |||||
85 B | 90 B |
100 B 85 C |
110 B 90 C |
100 C | < 110 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. | 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 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 4' o.c., with 4-No. 8 screws and 4-10d or 6-8d common nails | Steel plate spaced at 3' o.c., with 4-No. 8 screws and 4-10d or 6-8d common nails | Steel plate spaced at 3' o.c., with 4-No. 8 screws and 4-10d or 6-8d common nails | Steel plate spaced at 2' o.c., with 4-No. 8 screws and 4-10d or 6-8d common nails | Steel plate spaced at 2' o.c., with 4-No. 8 screws and 4-10d or 6-8d common nails |
Wind uplift connector strength to 16" stud spacingc | NR | NR | NR | NR | NR | 65 lb per foot of wall length |
Wind uplift connector strength for 24" stud spacingc | NR | NR | NR | NR | NR | 100 lb per foot of wall length |
- Anchor bolts are to be located not more than 12 inches from corners or the termination of bottom tracks (e.g., at door openings or corners). Bolts are to extend a minimum of 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.
WALL TO FLOOR CONNECTION
WALL TO FOUNDATION CONNECTION
WALL TO WOOD SILL CONNECTION
BASIC WIND SPEED (mph) |
WALL BOTTOM TRACK TO FLOOR JOIST OR TRACK CONNECTION | |||
Exposure | Stud height, h (ft) | |||
B | C | 10 < h ≤ 14 | 14 < h ≤ 18 | 18 < h ≤ 22 |
85 | — | 1-No. 8 screw @ 12" o.c. | 1-No. 8 screw @ 12" o.c. | 1-No. 8 screw @ 12" o.c. |
90 | — | 1-No. 8 screw @ 12" o.c. | 1-No. 8 screw @ 12" o.c. | 1-No. 8 screw @ 12" o.c. |
100 | 85 | 1-No. 8 screw @ 12" o.c. | 1-No. 8 screw @ 12" o.c. | 1-No. 8 screw @ 12" o.c. |
110 | 90 | 1-No. 8 screw @ 12" o.c. | 1-No. 8 screw @ 12" o.c. | 2-No. 8 screws @ 12" o.c. |
— | 100 | 1-No. 8 screw @ 12" o.c. | 2-No. 8 screws @ 12" o.c. | 1-No. 8 screw @ 8" o.c. |
— | 110 | 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.
BASIC WIND SPEED (mph) |
MINIMUM SPACING FOR 1/2 IN. DIAMETER ANCHOR BOLTSd | |||
Exposure | Stud height, h (ft) | |||
B | C | 10 < h ≤ 14 | 14 < h ≤ 18 | 18 < h ≤ 22 |
85 | — | 6' - 0" o.c. | 6' - 0" o.c. | 6' - 0" o.c. |
90 | — | 6' - 0" o.c. | 5' - 7" o.c. | 6' - 0" o.c. |
100 | 85 | 5' - 10" o.c. | 6' - 0" o.c. | 6' - 0" o.c. |
110 | 90 | 4' - 10" o.c. | 5' - 6" o.c. | 6' - 0" o.c. |
— | 100 | 4' - 1" o.c. | 6' - 0" o.c. | 6' - 0" o.c. |
— | 110 | 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.
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(31), 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 in accordance with Section R702 on the interior surface.
- Wood structural sheathing panels of minimum 7/16 inch (11 mm) thick oriented strand board or 15/32 inch (12 mm) thick plywood is installed and fastened in accordance with Section R603.9.1 and Table R603.3.2(1) on the outside surface.
For two-story buildings, the tabulated stud thickness for walls supporting one floor, roof and ceiling shall be used when second floor live load is 30 pounds per square feet (1440 Pa). Second floor live loads of 40 psf (1920 pounds per square feet) 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(21).
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 feet (1440 Pa). Third floor live loads of 40 pounds per square feet (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(22) through R603.3.2(31).
DESCRIPTION OF BUILDING ELEMENT | NUMBER AND SIZE OF FASTENERSa | SPACING OF FASTENERS |
Floor joist to track of load-bearing wall | 2-No. 8 screws | Each joist |
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 |
Roof framing to wall | Approved design or tie down in accordance with Section R802.11 |
- 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.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 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 | |||
90 mph |
— | 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 | |||
100 mph |
85 mph |
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 | |||
110 mph |
90 mph |
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 | |||
— | 100 mph |
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 | |||
— | 110 mph |
350S162 | 16 | 33 | 33 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
24 | 43 | 43 | 43 | 43 | 54 | 54 | 54 | 54 | 68 | 68 | 68 | 68 | |||
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 |
- 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.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 350S162 | 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 | |||
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 | |||
90 mph |
— | 350S162 | 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 | |||
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 | |||
100 mph |
85 mph |
350S162 | 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 | |||
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 | |||
110 mph |
90 mph |
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 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | |||
— | 100 mph |
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 | 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 | |||
— | 110 mph |
350S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 |
24 | 33 | 33 | 33 | 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 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 |
- 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.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 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 | |||
90 mph |
— | 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 | |||
100 mph |
85 mph |
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 | |||
110 mph |
90 mph |
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 | 33 | 33 | 33 | 43 | |||
— | 100 mph |
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 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | |||
— | 110 mph |
350S162 | 16 | 33 | 33 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
24 | 43 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | 68 | 68 | 68 | 68 | |||
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 |
- 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.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 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 | 33 | 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 | |||
90 mph |
— | 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 | 33 | 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 | |||
100 mph |
85 mph |
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 | |||
110 mph |
90 mph |
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 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | |||
— | 100 mph |
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 | 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 | 33 | |||
— | 110 mph |
350S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 |
24 | 33 | 33 | 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 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 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.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 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 | |||
90 mph |
— | 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 | |||
100 mph |
85 mph |
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 | |||
110 mph |
90 mph |
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 | 33 | 33 | 43 | 43 | |||
— | 100 mph |
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 | 33 | 33 | 33 | 43 | 33 | 33 | 43 | 43 | |||
— | 110 mph |
350S162 | 16 | 33 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
24 | 43 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | 68 | 68 | 68 | 68 | |||
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 |
- 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.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 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 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 | |||
90 mph |
— | 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 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 | |||
100 mph |
85 mph |
350S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 |
24 | 33 | 33 | 43 | 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 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 | |||
110 mph |
90 mph |
350S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 |
24 | 33 | 33 | 43 | 43 | 33 | 33 | 33 | 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 | 33 | 33 | 33 | 43 | |||
— | 100 mph |
350S162 | 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 | 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 | |||
— | 110 mph |
350S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 |
24 | 33 | 33 | 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 | 33 | 33 | 33 | 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.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 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 | 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 | |||
90 mph |
— | 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 | 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 | |||
100 mph |
85 mph |
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 | |||
110 mph |
90 mph |
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 | 68 | |||
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 | |||
— | 100 mph |
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 | 68 | |||
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 | |||
— | 110 mph |
350S162 | 16 | 33 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
24 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | 54 | 68 | 68 | 68 | 68 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 43 | 54 | 33 | 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.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 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 | |||
90 mph |
— | 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 | |||
100 mph |
85 mph |
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 | |||
110 mph |
90 mph |
350S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 |
24 | 33 | 33 | 43 | 54 | 33 | 33 | 33 | 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 | |||
— | 100 mph |
350S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 |
24 | 33 | 33 | 33 | 54 | 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 | |||
— | 110 mph |
350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 |
24 | 33 | 33 | 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 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 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.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 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 | 68 | |||
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 | |||
90 mph |
— | 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 | 68 | |||
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 | |||
100 mph |
85 mph |
350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 |
24 | 33 | 43 | 43 | 54 | 33 | 43 | 43 | 54 | 43 | 43 | 54 | 68 | |||
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 | |||
110 mph |
90 mph |
350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 43 | 43 |
24 | 33 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | 43 | 43 | 54 | 68 | |||
550S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 | ||
24 | 33 | 33 | 43 | 54 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 54 | |||
— | 100 mph |
350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 43 | 43 | 43 | 43 |
24 | 43 | 43 | 54 | 68 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | 68 | |||
550S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 | ||
24 | 33 | 33 | 43 | 54 | 33 | 33 | 43 | 54 | 33 | 33 | 43 | 54 | |||
— | 110 mph |
350S162 | 16 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 |
24 | 43 | 43 | 54 | 68 | 54 | 54 | 54 | 68 | 68 | 68 | 68 | 68 | |||
550S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | ||
24 | 33 | 33 | 43 | 54 | 33 | 33 | 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.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 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 | |||
90 mph |
— | 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 | |||
100 mph |
85 mph |
350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 33 | 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 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | |||
110 mph |
90 mph |
350S162 | 16 | 33 | 33 | 33 | 43 | 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 | |||
— | 100 mph |
350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 |
24 | 33 | 33 | 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 | 33 | 43 | 33 | 33 | 43 | 43 | |||
— | 110 mph |
350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 |
24 | 33 | 33 | 43 | 54 | 43 | 43 | 43 | 54 | 54 | 54 | 54 | 68 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 43 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 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.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 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 | |||
90 mph |
— | 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 | |||
100 mph |
85 mph |
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 | |||
110 mph |
90 mph |
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 | |||
— | 100 mph |
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 | |||
— | 110 mph |
350S162 | 16 | 33 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
24 | 43 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | 68 | 68 | 68 | 68 | |||
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.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 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 | |||
90 mph |
— | 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 | |||
100 mph |
85 mph |
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 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | |||
110 mph |
90 mph |
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 | 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 | |||
— | 100 mph |
350S162 | 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 | 54 | |||
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 | |||
— | 110 mph |
350S162 | 16 | 33 | 33 | 33 | 33 | 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 | 33 | 33 | 33 | 33 | 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.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 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 | |||
90 mph |
— | 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 | |||
100 mph |
85 mph |
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 | |||
110 mph |
90 mph |
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 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | |||
— | 100 mph |
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 | 68 | |||
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 | |||
— | 110 mph |
350S162 | 16 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 |
24 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | 54 | 68 | 68 | 68 | 68 | |||
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.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 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 | |||
90 mph |
— | 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 | |||
100 mph |
85 mph |
350S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 |
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 | |||
110 mph |
90 mph |
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 | 33 | 33 | 33 | 43 | |||
— | 100 mph |
350S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 |
24 | 43 | 43 | 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 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | |||
— | 110 mph |
350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 33 | 43 | 43 | 43 | 43 |
24 | 43 | 43 | 43 | 54 | 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 | 33 | 33 | 33 | 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.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 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 | |||
90 mph |
— | 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 | |||
100 mph |
85 mph |
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 | 68 | |||
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 | |||
110 mph |
90 mph |
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 | 68 | |||
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 | |||
— | 100 mph |
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 | |||
— | 110 mph |
350S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 | 54 |
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 68 | 68 | 68 | 68 | 68 | |||
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.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 350S162 | 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 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 43 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | |||
90 mph |
— | 350S162 | 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 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 43 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | |||
100 mph |
85 mph |
350S162 | 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 | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 33 | 43 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | |||
110 mph |
90 mph |
350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 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 | 33 | 43 | 33 | 33 | 33 | 43 | |||
— | 100 mph |
350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 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 | 33 | 33 | 33 | 43 | 33 | 33 | 43 | 43 | |||
— | 110 mph |
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 | 33 | 33 | 33 | 43 | 33 | 33 | 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.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 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 | 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 | |||
90 mph |
— | 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 | 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 | |||
100 mph |
85 mph |
350S162 | 16 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 |
24 | 43 | 43 | 54 | 68 | 43 | 43 | 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 | |||
110 mph |
90 mph |
350S162 | 16 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 54 |
24 | 43 | 43 | 54 | 68 | 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 | |||
— | 100 mph |
350S162 | 16 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 |
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 68 | 54 | 68 | 68 | 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 | |||
— | 110 mph |
350S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 | 54 | 54 |
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 68 | 68 | 68 | 68 | 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.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 |
24 | 43 | 43 | 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 | 43 | 43 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | |||
90 mph |
— | 350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 |
24 | 43 | 43 | 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 | 43 | 43 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | |||
100 mph |
85 mph |
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 | 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 | |||
110 mph |
90 mph |
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 | |||
— | 100 mph |
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 | 68 | |||
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 | |||
— | 110 mph |
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 | 68 | |||
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 |
- 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.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 350S162 | 16 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 54 |
24 | 43 | 43 | 54 | 68 | 43 | 43 | 54 | 68 | 54 | 54 | 54 | 68 | |||
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 | |||
90 mph |
— | 350S162 | 16 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 54 |
24 | 43 | 43 | 54 | 68 | 43 | 43 | 54 | 68 | 54 | 54 | 54 | 68 | |||
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 | |||
100 mph |
85 mph |
350S162 | 16 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 54 |
24 | 43 | 43 | 54 | 68 | 43 | 43 | 54 | 68 | 54 | 54 | 54 | 68 | |||
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 | |||
110 mph |
90 mph |
350S162 | 16 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 |
24 | 43 | 43 | 54 | 68 | 54 | 54 | 54 | 68 | 54 | 54 | 68 | 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 | |||
— | 100 mph |
350S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | 43 | 43 | 54 | 54 |
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 68 | 68 | 68 | 68 | 97 | |||
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 | |||
— | 110 mph |
350S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 54 | 54 | 54 | 54 | 54 |
24 | 54 | 54 | 54 | 68 | 54 | 54 | 68 | 68 | 68 | 68 | 68 | 97 | |||
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 |
- 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.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 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 | 33 | ||
24 | 33 | 43 | 43 | 54 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | |||
90 mph |
— | 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 | 33 | ||
24 | 33 | 43 | 43 | 54 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | |||
100 mph |
85 mph |
350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 43 | 43 |
24 | 43 | 43 | 54 | 54 | 43 | 43 | 43 | 54 | 43 | 43 | 54 | 68 | |||
550S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 33 | 43 | 43 | 54 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | |||
110 mph |
90 mph |
350S162 | 16 | 33 | 33 | 43 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 43 | 43 |
24 | 43 | 43 | 54 | 54 | 43 | 43 | 43 | 54 | 54 | 54 | 54 | 68 | |||
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 | |||
— | 100 mph |
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 | 68 | |||
550S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 43 | ||
24 | 33 | 43 | 43 | 54 | 33 | 33 | 43 | 43 | 33 | 43 | 43 | 43 | |||
— | 110 mph |
350S162 | 16 | 33 | 33 | 43 | 43 | 33 | 33 | 43 | 43 | 43 | 43 | 43 | 54 |
24 | 43 | 43 | 54 | 68 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 68 | |||
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 |
- 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.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 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 | |||
90 mph |
— | 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 | |||
100 mph |
85 mph |
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 | 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 | |||
110 mph |
90 mph |
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 | 68 | 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 | |||
— | 100 mph |
350S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 |
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 68 | 68 | 68 | 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 | |||
— | 110 mph |
350S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 | 54 | 54 | 54 |
24 | 54 | 54 | 54 | 68 | 54 | 54 | 68 | 68 | 68 | 68 | 68 | 97 | |||
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 |
- 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.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 |
24 | 43 | 43 | 54 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 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 | |||
90 mph |
— | 350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 |
24 | 43 | 43 | 54 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 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 | |||
100 mph |
85 mph |
350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 |
24 | 43 | 43 | 54 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 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 | |||
110 mph |
90 mph |
350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 43 | 43 |
24 | 43 | 43 | 54 | 54 | 43 | 43 | 43 | 43 | 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 | |||
— | 100 mph |
350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 33 | 43 | 43 | 43 | 43 |
24 | 43 | 43 | 54 | 54 | 43 | 43 | 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 | |||
— | 110 mph |
350S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 43 | 43 | 43 | 43 | 43 |
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 68 | |||
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:
Top and middle floor dead load is 10 psf.
Top floor live load is 30 psf.
Middle floor live load is 40 psf.
Attic live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the wall studs.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 350S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
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 | |||
90 mph |
— | 350S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
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 | |||
100 mph |
85 mph |
350S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 54 | 54 | 54 | 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 | |||
110 mph |
90 mph |
350S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
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 | |||
— | 100 mph |
350S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 | 54 |
24 | 54 | 54 | 54 | 68 | 54 | 54 | 68 | 68 | 68 | 68 | 68 | 97 | |||
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 | |||
— | 110 mph |
350S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 | 54 | 54 | 54 |
24 | 54 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 97 | 97 | |||
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.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 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 | 33 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | |||
90 mph |
— | 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 | 33 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | |||
100 mph |
85 mph |
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 | 33 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | |||
110 mph |
90 mph |
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 | 33 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | |||
— | 100 mph |
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 | 68 | |||
550S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | |||
— | 110 mph |
350S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
24 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 68 | 68 | 68 | 68 | |||
550S162 | 16 | 33 | 33 | 33 | 43 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | 33 | ||
24 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
- 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.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 350S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 |
24 | 68 | 68 | 68 | 68 | 54 | 54 | 68 | 68 | 68 | 68 | 68 | 68 | |||
550S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
90 mph |
— | 350S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 |
24 | 68 | 68 | 68 | 68 | 54 | 54 | 68 | 68 | 68 | 68 | 68 | 68 | |||
550S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
100 mph |
85 mph |
350S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 |
24 | 68 | 68 | 68 | 68 | 54 | 54 | 68 | 68 | 68 | 68 | 68 | 68 | |||
550S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
110 mph |
90 mph |
350S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 54 | 54 |
24 | 68 | 68 | 68 | 68 | 54 | 54 | 68 | 68 | 68 | 68 | 68 | 68 | |||
550S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
— | 100 mph |
350S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 54 | 54 | 54 | 54 |
24 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 97 | 97 | |||
550S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
— | 110 mph |
350S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | 54 |
24 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 97 | 97 | 97 | 97 | |||
550S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 54 | 54 | 54 | 68 | 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.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 350S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 68 | |||
550S162 | 16 | 43 | 43 | 43 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 43 | 43 | ||
24 | 54 | 54 | 54 | 54 | 43 | 43 | 43 | 54 | 43 | 43 | 54 | 54 | |||
90 mph |
— | 350S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 68 | |||
550S162 | 16 | 43 | 43 | 43 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 43 | 43 | ||
24 | 54 | 54 | 54 | 54 | 43 | 43 | 43 | 54 | 43 | 43 | 54 | 54 | |||
100 mph |
85 mph |
350S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 68 | |||
550S162 | 16 | 43 | 43 | 43 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 43 | 43 | ||
24 | 54 | 54 | 54 | 54 | 43 | 43 | 43 | 54 | 43 | 43 | 54 | 54 | |||
110 mph |
90 mph |
350S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 68 | |||
550S162 | 16 | 43 | 43 | 43 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 43 | 43 | ||
24 | 54 | 54 | 54 | 54 | 43 | 43 | 43 | 54 | 43 | 43 | 54 | 54 | |||
— | 100 mph |
350S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 54 | 68 | 68 | 68 | 68 | |||
550S162 | 16 | 43 | 43 | 43 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 43 | 43 | ||
24 | 54 | 54 | 54 | 54 | 43 | 43 | 43 | 54 | 43 | 43 | 54 | 54 | |||
— | 110 mph |
350S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 |
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 54 | 68 | 68 | 68 | 68 | |||
550S162 | 16 | 43 | 43 | 43 | 43 | 33 | 33 | 33 | 43 | 33 | 33 | 43 | 43 | ||
24 | 54 | 54 | 54 | 54 | 43 | 43 | 43 | 54 | 43 | 43 | 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.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 350S162 | 16 | 54 | 54 | 54 | 54 | 43 | 43 | 43 | 54 | 54 | 54 | 54 | 54 |
24 | 68 | 68 | 68 | 97 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 97 | |||
550S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 68 | 68 | 68 | 68 | 54 | 54 | 54 | 68 | 54 | 54 | 68 | 68 | |||
90 mph |
— | 350S162 | 16 | 54 | 54 | 54 | 54 | 43 | 43 | 43 | 54 | 54 | 54 | 54 | 54 |
24 | 68 | 68 | 68 | 97 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 97 | |||
550S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 68 | 68 | 68 | 68 | 54 | 54 | 54 | 68 | 54 | 54 | 68 | 68 | |||
100 mph |
85 mph |
350S162 | 16 | 54 | 54 | 54 | 54 | 43 | 43 | 43 | 54 | 54 | 54 | 54 | 54 |
24 | 68 | 68 | 68 | 97 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 97 | |||
550S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 68 | 68 | 68 | 68 | 54 | 54 | 54 | 68 | 54 | 54 | 68 | 68 | |||
110 mph |
90 mph |
350S162 | 16 | 54 | 54 | 54 | 54 | 43 | 43 | 43 | 54 | 54 | 54 | 54 | 54 |
24 | 68 | 68 | 68 | 97 | 68 | 68 | 68 | 68 | 68 | 68 | 97 | 97 | |||
550S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 68 | 68 | 68 | 68 | 54 | 54 | 54 | 68 | 54 | 54 | 68 | 68 | |||
— | 100 mph |
350S162 | 16 | 54 | 54 | 54 | 54 | 43 | 43 | 54 | 54 | 54 | 54 | 54 | 54 |
24 | 68 | 68 | 68 | 97 | 68 | 68 | 68 | 68 | 97 | 97 | 97 | 97 | |||
550S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 68 | 68 | 68 | 68 | 54 | 54 | 54 | 68 | 54 | 54 | 68 | 68 | |||
— | 110 mph |
350S162 | 16 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 68 |
24 | 68 | 68 | 68 | 97 | 68 | 68 | 68 | 97 | 97 | 97 | 97 | 97 | |||
550S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 68 | 68 | 68 | 68 | 54 | 54 | 54 | 68 | 54 | 54 | 68 | 68 |
- 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.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 350S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
24 | 68 | 68 | 68 | 68 | 54 | 54 | 54 | 68 | 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 | |||
90 mph |
— | 350S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
24 | 68 | 68 | 68 | 68 | 54 | 54 | 54 | 68 | 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 | |||
100 mph |
85 mph |
350S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
24 | 68 | 68 | 68 | 68 | 54 | 54 | 54 | 68 | 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 | |||
110 mph |
90 mph |
350S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 |
24 | 68 | 68 | 68 | 68 | 54 | 54 | 54 | 68 | 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 | |||
— | 100 mph |
350S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 54 |
24 | 68 | 68 | 68 | 68 | 54 | 54 | 54 | 68 | 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 | |||
— | 110 mph |
350S162 | 16 | 43 | 43 | 43 | 54 | 43 | 43 | 43 | 43 | 43 | 54 | 54 | 54 |
24 | 68 | 68 | 68 | 68 | 54 | 54 | 68 | 68 | 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.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 350S162 | 16 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 |
24 | 97 | 97 | 97 | 97 | 68 | 68 | 68 | 97 | 97 | 97 | 97 | 97 | |||
550S162 | 16 | 54 | 54 | 54 | 54 | 43 | 43 | 54 | 54 | 43 | 43 | 54 | 54 | ||
24 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | |||
90 mph |
— | 350S162 | 16 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 |
24 | 97 | 97 | 97 | 97 | 68 | 68 | 68 | 97 | 97 | 97 | 97 | 97 | |||
550S162 | 16 | 54 | 54 | 54 | 54 | 43 | 43 | 54 | 54 | 43 | 43 | 54 | 54 | ||
24 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | |||
100 mph |
85 mph |
350S162 | 16 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 |
24 | 97 | 97 | 97 | 97 | 68 | 68 | 68 | 97 | 97 | 97 | 97 | 97 | |||
550S162 | 16 | 54 | 54 | 54 | 54 | 43 | 43 | 54 | 54 | 43 | 43 | 54 | 54 | ||
24 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | |||
110 mph |
90 mph |
350S162 | 16 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 |
24 | 97 | 97 | 97 | 97 | 68 | 68 | 68 | 97 | 97 | 97 | 97 | 97 | |||
550S162 | 16 | 54 | 54 | 54 | 54 | 43 | 43 | 54 | 54 | 43 | 43 | 54 | 54 | ||
24 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | |||
— | 100 mph |
350S162 | 16 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 |
24 | 97 | 97 | 97 | 97 | 68 | 68 | 68 | 97 | 97 | 97 | 97 | 97 | |||
550S162 | 16 | 54 | 54 | 54 | 54 | 43 | 43 | 54 | 54 | 43 | 43 | 54 | 54 | ||
24 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | |||
— | 110 mph |
350S162 | 16 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 68 | 68 |
24 | 97 | 97 | 97 | 97 | 68 | 68 | 97 | 97 | 97 | 97 | 97 | 97 | |||
550S162 | 16 | 54 | 54 | 54 | 54 | 43 | 43 | 54 | 54 | 43 | 43 | 54 | 54 | ||
24 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 |
- 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.
WIND SPEED |
MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (mils) | ||||||||||||
8-Foot Studs | 9-Foot Studs | 10-Foot Studs | |||||||||||||
Exp. B | Exp. C | Ground Snow Load (psf) | |||||||||||||
20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | 20 | 30 | 50 | 70 | ||||
85 mph |
— | 350S162 | 16 | 54 | 54 | 54 | 54 | 43 | 43 | 43 | 43 | 43 | 54 | 54 | 54 |
24 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | |||
550S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
90 mph |
— | 350S162 | 16 | 54 | 54 | 54 | 54 | 43 | 43 | 43 | 43 | 43 | 54 | 54 | 54 |
24 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | |||
550S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
100 mph |
85 mph |
350S162 | 16 | 54 | 54 | 54 | 54 | 43 | 43 | 43 | 43 | 43 | 54 | 54 | 54 |
24 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | |||
550S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
110 mph |
90 mph |
350S162 | 16 | 54 | 54 | 54 | 54 | 43 | 43 | 43 | 43 | 43 | 54 | 54 | 54 |
24 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | |||
550S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
— | 100 mph |
350S162 | 16 | 54 | 54 | 54 | 54 | 43 | 43 | 43 | 43 | 43 | 54 | 54 | 54 |
24 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | |||
550S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 54 | 54 | 54 | 68 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | 54 | |||
— | 110 mph |
350S162 | 16 | 54 | 54 | 54 | 54 | 43 | 43 | 43 | 43 | 54 | 54 | 54 | 54 |
24 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 68 | 97 | |||
550S162 | 16 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | 43 | ||
24 | 54 | 54 | 54 | 68 | 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.
WIND SPEED | MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (Mils) | |||
Exp. B | Exp. C | 8-foot studs | 9-foot studs | 10-foot studs | ||
85 mph | — | 350S162 | 16 | 33 | 33 | 33 |
24 | 33 | 33 | 33 | |||
550S162 | 16 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 | |||
90 mph | — | 350S162 | 16 | 33 | 33 | 33 |
24 | 33 | 33 | 33 | |||
550S162 | 16 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 | |||
100 mph | 85 mph | 350S162 | 16 | 33 | 33 | 33 |
24 | 33 | 33 | 43 | |||
550S162 | 16 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 | |||
110 mph | 90 mph | 350S162 | 16 | 33 | 33 | 33 |
24 | 33 | 33 | 43 | |||
550S162 | 16 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 | |||
— | 100 mph | 350S162 | 16 | 33 | 33 | 43 |
24 | 43 | 43 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 | |||
— | 110 mph | 350S162 | 16 | 33 | 43 | 43 |
24 | 43 | 54 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | ||
24 | 33 | 33 | 43 |
For SI: 1 inch = 25.4, 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 = 6.895 MPa.
- Deflection criterion L/240.
- Design load assumptions:
Ground snow load is 70 psf.
Roof and ceiling dead load is 12 psf.
Floor dead load is 10 psf.
Floor live load is 40 psf.
Attic dead load is 10 psf. - Building width is in the direction of horizontal framing members supported by the wall studs.
WIND SPEED | MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (Mils) | |||
Exp. B | Exp. C | 8-foot studs | 9-foot studs | 10-foot studs | ||
85 mph | — | 350S162 | 16 | 33 | 33 | 33 |
24 | 33 | 33 | 33 | |||
550S162 | 16 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 | |||
90 mph | — | 350S162 | 16 | 33 | 33 | 33 |
24 | 33 | 33 | 33 | |||
550S162 | 16 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 | |||
100 mph | 85 mph | 350S162 | 16 | 33 | 33 | 33 |
24 | 33 | 33 | 33 | |||
550S162 | 16 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 | |||
110 mph | 90 mph | 350S162 | 16 | 33 | 33 | 33 |
24 | 33 | 33 | 43 | |||
550S162 | 16 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 | |||
— | 100 mph | 350S162 | 16 | 33 | 33 | 33 |
24 | 33 | 33 | 43 | |||
550S162 | 16 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 | |||
— | 110 mph | 350S162 | 16 | 33 | 33 | 33 |
24 | 33 | 43 | 54 | |||
550S162 | 16 | 33 | 33 | 33 | ||
24 | 33 | 33 | 33 |
For SI: 1 inch = 25.4, 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 = 6.895 MPa.
- Deflection criterion L/240.
- Design load assumptions:
Ground snow load is 70 psf.
Roof and ceiling dead load is 12 psf.
Floor dead load is 10 psf.
Floor live load is 40 psf.
Attic dead load is 10 psf. - Building width is in the direction of horizontal framing members supported by the wall studs.
WIND SPEED | MEMBER SIZE |
STUD SPACING (inches) |
MINIMUM STUD THICKNESS (Mils) | ||||||
Exp. B | Exp. C | Stud Height, h (feet) | |||||||
10 < h ≤ 12 | 12 < h ≤ 14 | 14 < h ≤ 16 | 16 < h ≤ 18 | 18 < h ≤ 20 | 20 < h ≤ 22 | ||||
85 mph | — | 350S162 | 16 | 33 | 43 | 54 | 97 | — | — |
24 | 43 | 54 | 97 | — | — | — | |||
550S162 | 16 | 33 | 33 | 33 | 43 | 43 | 54 | ||
24 | 33 | 33 | 43 | 54 | 68 | 97 | |||
90 mph | — | 350S162 | 16 | 33 | 43 | 68 | 97 | — | — |
24 | 43 | 68 | 97 | — | — | — | |||
550S162 | 16 | 33 | 33 | 33 | 43 | 54 | 54 | ||
24 | 33 | 33 | 43 | 54 | 68 | 97 | |||
100 mph | 85 mph | 350S162 | 16 | 43 | 54 | 97 | — | — | — |
24 | 54 | 97 | — | — | — | — | |||
550S162 | 16 | 33 | 33 | 43 | 54 | 54 | 68 | ||
24 | 33 | 43 | 54 | 68 | 97 | 97 | |||
110 mph | 90 mph | 350S162 | 16 | 43 | 68 | — | — | — | — |
24 | 68 | — | — | — | — | — | |||
550S162 | 16 | 33 | 43 | 43 | 54 | 68 | 97 | ||
24 | 43 | 54 | 68 | 97 | 97 | — | |||
— | 100 mph | 350S162 | 16 | 54 | 97 | — | — | — | — |
24 | 97 | — | — | — | — | — | |||
550S162 | 16 | 33 | 43 | 54 | 68 | 97 | — | ||
24 | 43 | 68 | 97 | 97 | — | — | |||
— | 110 mph | 350S162 | 16 | 68 | 97 | — | — | — | — |
24 | 97 | — | — | — | — | — | |||
550S162 | 16 | 43 | 54 | 68 | 97 | 97 | — | ||
24 | 54 | 68 | 97 | — | — | — |
For SI: 1 inch = 25.4, 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 = 6.895 MPa.
- Deflection criterion L/240.
- Design load assumptions:
Ground snow load is 70 psf.
Roof and ceiling dead load is 12 psf.
Floor dead load is 10 psf.
Floor live load is 40 psf.
Attic dead load is 10 psf. - Building width is in the direction of horizontal framing members supported by the wall studs.
WIND SPEED | MEMBER SIZE | STUD SPACING (inches) |
MINIMUM STUD THICKNESS (Mils) | ||||||
Exp. B | Exp. C | Stud Height, h (feet) | |||||||
10 < h ≤ 12 | 12 < h ≤ 14 | 14 < h ≤ 16 | 16 < h ≤ 18 | 18 < h ≤ 20 | 20 < h ≤ 22 | ||||
85 mph | — | 350S162 | 16 | 33 | 43 | 54 | 97 | — | — |
24 | 33 | 54 | 97 | — | — | — | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 43 | 54 | ||
24 | 33 | 33 | 33 | 43 | 54 | 97 | |||
90 mph | — | 350S162 | 16 | 33 | 43 | 68 | 97 | — | — |
24 | 43 | 68 | 97 | — | — | — | |||
550S162 | 16 | 33 | 33 | 33 | 33 | 43 | 54 | ||
24 | 33 | 33 | 43 | 43 | 68 | 97 | |||
100 mph | 85 mph | 350S162 | 16 | 33 | 54 | 97 | — | — | — |
24 | 54 | 97 | — | — | — | — | |||
550S162 | 16 | 33 | 33 | 33 | 43 | 54 | 68 | ||
24 | 33 | 33 | 43 | 54 | 97 | 97 | |||
110 mph | 90 mph | 350S162 | 16 | 43 | 68 | — | — | — | — |
24 | 68 | — | — | — | — | — | |||
550S162 | 16 | 33 | 33 | 43 | 43 | 68 | 97 | ||
24 | 33 | 43 | 54 | 68 | 97 | — | |||
— | 100 mph | 350S162 | 16 | 54 | 97 | — | — | — | — |
24 | 97 | — | — | — | — | — | |||
550S162 | 16 | 33 | 33 | 43 | 54 | 97 | — | ||
24 | 43 | 54 | 54 | 97 | — | — | |||
— | 110 mph | 350S162 | 16 | 54 | 97 | — | — | — | — |
24 | 97 | — | — | — | — | — | |||
550S162 | 16 | 33 | 43 | 54 | 68 | 97 | — | ||
24 | 43 | 54 | 68 | 97 | — | — |
For SI: 1 inch = 25.4, 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 = 6.895 MPa.
- Deflection criterion L/240.
- Design load assumptions:
Ground snow load is 70 psf.
Roof and ceiling dead load is 12 psf.
Floor dead load is 10 psf.
Floor live load is 40 psf.
Attic dead load is 10 psf. - Building width is in the direction of horizontal framing members supported by the wall studs.
- 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 R603.9.1 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 at least 1.5 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 all 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.
STUD BRACING WITH STRAPPING ONLY
STUD BRACING WITH STRAPPING AND SHEATHING MATERIAL
TRACK SPLICE
CORNER FRAMING
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 | 5'-0" | 4'-6" | 4'-1" | 3'-8" | 3'-4" | 4'-6" | 4'-1" | 3'-8" | 3'-3" | 3'-0" |
2-350S162-68 | 5'-7" | 5'-1" | 4'-7" | 4'-3" | 3'-10" | 5'-1" | 4'-7" | 4'-2" | 3'-10" | 3'-5" |
2-350S162-97 | 7'-1" | 6'-6" | 6'-1" | 5'-8" | 5'-3" | 6'-7" | 6'-1" | 5'-7" | 5'-3" | 4'-11" |
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 | 7'-0" | 6'-4" | 5'-9" | 5'-4" | 4'-10" | 6'-5" | 5'-9" | 5'-3" | 4'-10" | 4'-5" |
2-550S162-68 | 8'-0" | 7'-4" | 6'-9" | 6'-3" | 5'-10" | 7'-5" | 6'-9" | 6'-3" | 5'-9" | 5'-4" |
2-550S162-97 | 9'-11" | 9'-2" | 8'-6" | 8'-0" | 7'-6" | 9'-3" | 8'-6" | 8'-0" | 7'-5" | 7'-0" |
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 | 8'-10" | 8'-0" | 7'-4" | 6'-9" | 6'-2" | 8'-1" | 7'-4" | 6'-8" | 6'-1" | 5'-7" |
2-800S162-68 | 10'-5" | 9'-7" | 8'-10" | 8'-2" | 7'-7" | 9'-8" | 8'-10" | 8'-1" | 7'-6" | 7'-0" |
2-800S162-97 | 13'-1" | 12'-1" | 11'-3" | 10'-7" | 10'-0" | 12'-2" | 11'-4" | 10'-6" | 10'-0" | 9'-4" |
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 | 10'-0" | 9'-1" | 8'-3" | 7'-7" | 7'-0" | 9'-2" | 8'-4" | 7'-7" | 6'-11" | 6'-4" |
2-1000S162-68 | 11'-11" | 10'-11" | 10'-1" | 9'-4" | 8'-8" | 11'-0" | 10'-1" | 9'-3" | 8'-7" | 8'-0" |
2-1000S162-97 | 15'-3" | 14'-3" | 13'-5" | 12'-6" | 11'-10" | 14'-4" | 13'-5" | 12'-6" | 11'-9" | 11'-0" |
2-1200S162-54 | 11'-1" | 10'-0" | 9'-2" | 8'-5" | 7'-9" | 10'-1" | 9'-2" | 8'-4" | 7'-7" | 7'-0" |
2-1200S162-68 | 13'-3" | 12'-1" | 11'-2" | 10'-4" | 9'-7" | 12'-3" | 11'-2" | 10'-3" | 9'-6" | 8'-10" |
2-1200S162-97 | 16'-8" | 15'-7" | 14'-8" | 13'-11" | 13'-3" | 15'-8" | 14'-8" | 13'-11" | 13'-2" | 12'-6" |
- Deflection criterion: 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.
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 | 4'-4" | 3'-11" | 3'-6" | 3'-2" | 2'-10" | 3'-11" | 3'-6" | 3'-1" | 2'-9" | 2'-5" |
2-350S162-43 | 5'-6" | 5'-0" | 4'-7" | 4'-2" | 3'-10" | 5'-0" | 4'-7" | 4'-2" | 3'-10" | 3'-6" |
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" |
2-350S162-97 | 7'-3" | 6'-11" | 6'-8" | 6'-5" | 6'-3" | 7'-0" | 6'-8" | 6'-5" | 6'-3" | 6'-0" |
2-550S162-33 | 6'-2" | 5'-6" | 5'-0" | 4'-7" | 4'-2" | 5'-7" | 5'-0" | 4'-6" | 4'-1" | 3'-8" |
2-550S162-43 | 7'-9" | 7'-2" | 6'-7" | 6'-1" | 5'-8" | 7'-3" | 6'-7" | 6'-1" | 5'-7" | 5'-2" |
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" |
2-550S162-97 | 10'-5" | 10'-0" | 9'-7" | 9'-3" | 9'-0" | 10'-0" | 9'-7" | 9'-3" | 8'-11" | 8'-8" |
2-800S162-33 | 4'-5" | 3'-11" | 3'-5" | 3'-1" | 2'-10" | 3'-11" | 3'-6" | 3'-1" | 2'-9" | 2'-6" |
2-800S162-43 | 9'-1" | 8'-5" | 7'-8" | 6'-11" | 6'-3" | 8'-6" | 7'-8" | 6'-10" | 6'-2" | 5'-8" |
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" |
2-800S162-97 | 14'-2" | 13'-6" | 13'-0" | 12'-7" | 12'-2" | 13'-8" | 13'-1" | 12'-7" | 12'-2" | 11'-9" |
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" |
2-1000S162-97 | 17'-1" | 16'-4" | 15'-8" | 14'-11" | 14'-3" | 16'-5" | 15'-9" | 14'-10" | 14'-1" | 13'-6" |
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" |
2-1200S162-97 | 19'-11" | 18'-7" | 17'-6" | 16'-8" | 15'-10" | 18'-9" | 17'-7" | 16'-7" | 15'-9" | 15'-0" |
- Deflection criterion: 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.
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 | 3'-1" | 2'-8" | 2'-3" | — | — | 2'-1" | — | — | — | — |
2-350S162-68 | 3'-7" | 3'-2" | 2'-8" | 2'-3" | — | 2'-6" | — | — | — | — |
2-350S162-97 | 5'-1" | 4'-7" | 4'-3" | 3'-11" | 3'-7" | 4'-1" | 3'-8" | 3'-4" | 3'-0" | 2'-8" |
2-550S162-33 | 2'-2" | — | — | — | — | — | — | — | — | — |
2-550S162-43 | 3'-8" | 3'-1" | 2'-6" | — | — | 2'-3" | — | — | — | — |
2-550S162-54 | 4'-7" | 4'-0" | 3'-6" | 3'-0" | 2'-6" | 3'-3" | 2'-8" | 2'-1" | — | — |
2-550S162-68 | 5'-6" | 4'-11" | 4'-5" | 3'-11" | 3'-6" | 4'-3" | 3'-8" | 3'-1" | 2'-7" | 2'-1" |
2-550S162-97 | 7'-3" | 6'-7" | 6'-1" | 5'-8" | 5'-3" | 5'-11" | 5'-4" | 4'-11" | 4'-6" | 4'-1" |
2-800S162-33 | 2'-7" | — | — | — | — | — | — | — | — | — |
2-800S162-43 | 4'-6" | 3'-9" | 3'-1" | 2'-5" | — | 2'-10" | — | — | — | — |
2-800S162-54 | 5'-10" | 5'-1" | 4'-6" | 3'-11" | 3'-4" | 4'-3" | 3'-6" | 2'-9" | — | — |
2-800S162-68 | 7'-2" | 6'-6" | 5'-10" | 5'-3" | 4'-8" | 5'-7" | 4'-10" | 4'-2" | 3'-7" | 2'-11" |
2-800S162-97 | 9'-7" | 8'-9" | 8'-2" | 7'-7" | 7'-0" | 7'-11" | 7'-2" | 6'-7" | 6'-0" | 5'-7" |
2-1000S162-43 | 4'-8" | 4'-1" | 3'-6" | 2'-9" | — | 3'-3" | 2'-2" | — | — | — |
2-1000S162-54 | 6'-7" | 5'-10" | 5'-1" | 4'-5" | 3'-9" | 4'-10" | 4'-0" | 3'-2" | 2'-3" | — |
2-1000S162-68 | 8'-3" | 7'-5" | 6'-8" | 6'-0" | 5'-5" | 6'-5" | 5'-7" | 4'-9" | 4'-1" | 3'-5" |
2-1000S162-97 | 11'-4" | 10'-5" | 9'-8" | 9'-0" | 8'-5" | 9'-5" | 8'-6" | 7'-10" | 7'-2" | 6'-7" |
2-1200S162-54 | 7'-3" | 6'-5" | 5'-7" | 4'-10" | 4'-2" | 5'-4" | 4'-4" | 3'-5" | 2'-5" | — |
2-1200S162-68 | 9'-2" | 8'-2" | 7'-5" | 6'-8" | 6'-0" | 7'-1" | 6'-2" | 5'-4" | 4'-6" | 3'-9" |
2-1200S162-97 | 12'-10" | 11'-9" | 10'-11" | 10'-2" | 9'-6" | 10'-7" | 9'-8" | 8'-10" | 8'-2" | 7'-6" |
- Deflection criterion: 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.
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'-7" | 2'-2" | — | — | — | — | — | — | — | — |
2-350S162-43 | 3'-8" | 3'-3" | 2'-10" | 2'-6" | 2'-1" | 2'-8" | 2'-3" | — | — | — |
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" |
2-350S162-97 | 6'-2" | 5'-11" | 5'-8" | 5'-6" | 5'-4" | 5'-8" | 5'-5" | 5'-3" | 4'-11" | 4'-7" |
2-550S162-33 | 3'-11" | 3'-4" | 2'-10" | 2'-4" | — | 2'-7" | — | — | — | — |
2-550S162-43 | 5'-4" | 4'-10" | 4'-4" | 3'-10" | 3'-5" | 4'-2" | 3'-7" | 3'-1" | 2'-7" | 2'-1" |
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" |
2-550S162-97 | 8'-11" | 8'-6" | 8'-2" | 7'-11" | 7'-8" | 8'-1" | 7'-9" | 7'-6" | 7'-1" | 6'-7" |
2-800S162-33 | 2'-8" | 2'-4" | 2'-1" | 1'-11" | 1'-9" | 2'-0" | 1'-9" | — | — | — |
2-800S162-43 | 5'-10" | 5'-2" | 4'-7" | 4'-2" | 3'-10" | 4'-5" | 3'-11" | 3'-6" | 3'-0" | 2'-6" |
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" |
2-800S162-97 | 12'-1" | 11'-7" | 11'-2" | 10'-8" | 10'-2" | 11'-0" | 10'-4" | 9'-9" | 9'-2" | 8'-7" |
2-1000S162-43 | 4'-8" | 4'-1" | 3'-8" | 3'-4" | 3'-0" | 3'-6" | 3'-1" | 2'-9" | 2'-6" | 2'-3" |
2-1000S162-54 | 9'-1" | 8'-2" | 7'-3" | 6'-7" | 6'-0" | 7'-0" | 6'-2" | 5'-6" | 5'-0" | 4'-6" |
2-1000S162-68 | 11'-1" | 10'-2" | 9'-5" | 8'-8" | 8'-1" | 9'-1" | 8'-3" | 7'-6" | 6'-10" | 6'-3" |
2-1000S162-97 | 13'-9" | 12'-11" | 12'-2" | 11'-7" | 11'-1" | 11'-11" | 11'-3" | 10'-7" | 9'-11" | 9'-4" |
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" |
2-1200S162-97 | 15'-4" | 14'-5" | 13'-7" | 12'-11" | 12'-4" | 13'-4" | 12'-6" | 11'-10" | 11'-1" | 10'-5" |
- Deflection criterion: 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.
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 | 2'-11" | 2'-5" | — | — | — | 2'-10" | 2'-4" | — | — | — |
2-350S162-68 | 3'-8" | 3'-2" | 2'-9" | 2'-4" | — | 3'-7" | 3'-1" | 2'-8" | 2'-3" | — |
2-350S162-97 | 4'-11" | 4'-5" | 4'-2" | 3'-8" | 3'-5" | 4'-10" | 4'-5" | 4'-0" | 3'-8" | 3'-4" |
2-550S162-33 | — | — | — | — | — | — | — | — | — | — |
2-550S162-43 | 3'-5" | 2'-9" | 2'-1" | — | — | 3'-3" | 2'-7" | — | — | — |
2-550S162-54 | 4'-4" | 3'-9" | 3'-2" | 2'-7" | 2'-1" | 4'-3" | 3'-7" | 3'-1" | 2'-6" | — |
2-550S162-68 | 5'-3" | 4'-8" | 4'-1" | 3'-7" | 3'-2" | 5'-2" | 4'-7" | 4'-0" | 3'-6" | 3'-1" |
2-550S162-97 | 7'-0" | 6'-5" | 5'-10" | 5'-5" | 5'-0" | 6'-11" | 6'-4" | 5'-9" | 5'-4" | 4'-11" |
2-800S162-33 | 2'-1" | — | — | — | — | — | — | — | — | — |
2-800S162-43 | 4'-2" | 3'-4" | 2'-7" | — | — | 4'-0" | 3'-3" | 2'-5" | — | — |
2-800S162-54 | 5'-6" | 4'-9" | 4'-1" | 3'-5" | 2'-9" | 5'-5" | 4'-8" | 3'-11" | 3'-3" | 2'-8" |
2-800S162-68 | 6'-11" | 6'-2" | 5'-5" | 4'-10" | 4'-3" | 6'-9" | 6'-0" | 5'-4" | 4'-8" | 4'-1" |
2-800S162-97 | 9'-4" | 8'-6" | 7'-10" | 7'-3" | 6'-8" | 9'-2" | 8'-4" | 7'-8" | 7'-1" | 6'-7" |
2-1000S162-43 | 4'-4" | 3'-9" | 2'-11" | — | — | 4'-3" | 3'-8" | 2'-9" | — | — |
2-1000S162-54 | 6'-3" | 5'-5" | 4'-7" | 3'-11" | 3'-2" | 6'-1" | 5'-3" | 4'-6" | 3'-9" | 3'-0" |
2-1000S162-68 | 7'-11" | 7'-0" | 6'-3" | 5'-6" | 4'-10" | 7'-9" | 6'-10" | 6'-1" | 5'-4" | 4'-9" |
2-1000S162-97 | 11'-0" | 10'-1" | 9'-3" | 8'-7" | 8'-0" | 10'-11" | 9'-11" | 9'-2" | 8'-5" | 7'-10" |
2-1200S162-54 | 6'-11" | 5'-11" | 5'-1" | 4'-3" | 3'-5" | 6'-9" | 5'-9" | 4'-11" | 4'-1" | 3'-3" |
2-1200S162-68 | 8'-9" | 7'-9" | 6'-11" | 6'-1" | 5'-4" | 8'-7" | 7'-7" | 6'-9" | 5'-11" | 5'-3" |
2-1200S162-97 | 12'-4" | 11'-5" | 10'-6" | 9'-8" | 9'-0" | 12'-3" | 11'-3" | 10'-4" | 9'-6" | 8'-10" |
- Deflection criterion: 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.
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'-4" | — | — | — | — | 2'-3" | — | — | — | — |
2-350S162-43 | 3'-4" | 2'-11" | 2'-6" | 2'-1" | — | 3'-3" | 2'-10" | 2'-5" | 2'-0" | — |
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" |
2-350S162-97 | 5'-6" | 5'-3" | 5'-1" | 4'-11" | 2'-9" | 5'-5" | 5'-2" | 5'-0" | 4'-10" | 4'-8" |
2-550S162-33 | 3'-6" | 2'-11" | 2'-4" | — | — | 3'-5" | 2'-10" | 2'-3" | — | — |
2-550S162-43 | 5'-0" | 4'-5" | 3'-11" | 3'-5" | 3'-0" | 4'-11" | 4'-4" | 3'-10" | 3'-4" | 2'-11" |
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" |
2-550S162-97 | 7'-11" | 7'-7" | 7'-3" | 7'-0" | 6'-10" | 7'-9" | 7'-5" | 7'-2" | 6'-11" | 6'-9" |
2-800S162-33 | 2'-5" | 2'-2" | 1'-11" | 1'-9" | — | 2'-5" | 2'-1" | 1'-10" | 1'-8" | — |
2-800S162-43 | 5'-5" | 4'-9" | 4'-3" | 3'-9" | 3'-5" | 5'-3" | 4'-8" | 4'-1" | 3'-9" | 3'-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" |
2-800S162-97 | 10'-9" | 10'-3" | 9'-11" | 9'-7" | 9'-3" | 10'-7" | 10'-1" | 9'-9" | 9'-5" | 9'-1" |
2-1000S162-43 | 4'-4" | 3'-9" | 3'-4" | 3'-0" | 2'-9" | 4'-3" | 3'-8" | 3'-3" | 2'-11" | 2'-8" |
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" |
2-1000S162-97 | 12'-11" | 12'-4" | 11'-8" | 11'-1" | 10'-6" | 12'-9" | 12'-2" | 11'-6" | 10'-11" | 10'-5" |
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" |
2-1200S162-97 | 14'-9" | 13'-9" | 13'-0" | 12'-4" | 11'-9" | 14'-7" | 13'-8" | 12'-10" | 12'-3" | 11'-8" |
- Deflection criterion: 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 live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the header.
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 | — | — | — | — | — | — | — | — | — | — |
2-350S162-68 | 2'-8" | 2'-3" | — | — | — | — | — | — | — | — |
2-350S162-97 | 4'-0" | 3'-7" | 3'-3" | 2'-11" | 2'-7" | 3'-4" | 2'-11" | 2'-6" | 2'-2" | — |
2-550S162-33 | — | — | — | — | — | — | — | — | — | — |
2-550S162-43 | 2'-0" | — | — | — | — | — | — | — | — | — |
2-550S162-54 | 3'-1" | 2'-6" | — | — | — | — | — | — | — | — |
2-550S162-68 | 4'-1" | 3'-6" | 2'-11" | 2'-5" | — | 3'-1" | 2'-5" | — | — | — |
2-550S162-97 | 5'-10" | 5'-3" | 4'-10" | 4'-5" | 4'-0" | 4'-11" | 4'-5" | 3'-11" | 3'-6" | 3'-2" |
2-800S162-33 | — | — | — | — | — | — | — | — | — | — |
2-800S162-43 | 2'-6" | — | — | — | — | — | — | — | — | — |
2-800S162-54 | 4'-0" | 3'-3" | 2'-6" | — | — | 2'-8" | — | — | — | — |
2-800S162-68 | 5'-5" | 4'-8" | 4'-0" | 3'-4" | 2'-8" | 4'-2" | 3'-4" | 2'-6" | — | — |
2-800S162-97 | 7'-9" | 7'-1" | 6'-6" | 5'-11" | 5'-5" | 6'-7" | 5'-11" | 5'-4" | 4'-10" | 4'-4" |
2-1000S162-43 | 2'-10" | — | — | — | — | — | — | — | — | — |
2-1000S162-54 | 4'-7" | 3'-8" | 2'-9" | — | — | 3'-0" | — | — | — | — |
2-1000S162-68 | 6'-2" | 5'-4" | 4'-7" | 3'-10" | 3'-1" | 4'-9" | 3'-10" | 2'-11" | — | — |
2-1000S162-97 | 9'-3" | 8'-5" | 7'-8" | 7'-1" | 6'-6" | 7'-10" | 7'-1" | 6'-5" | 5'-9" | 5'-2" |
2-1200S162-54 | 5'-0" | 4'-0" | 3'-1" | — | — | 3'-4" | — | — | — | — |
2-1200S162-68 | 6'-10" | 5'-11" | 5'-0" | 4'-3" | 3'-5" | 5'-3" | 4'-3" | 3'-2" | — | — |
2-1200S162-97 | 10'-5" | 9'-6" | 8'-8" | 8'-0" | 7'-4" | 8'-10" | 8'-0" | 7'-3" | 6'-6" | 5'-10" |
- Deflection criterion: 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 live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the header.
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'-8" | — | — | — | — | — | — | — | — | — |
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" |
2-350S162-97 | 5'-1" | 4'-10" | 4'-8" | 4'-6" | 4'-5" | 4'-10" | 4'-7" | 4'-4" | 4'-0" | 3'-8" |
2-550S162-33 | 2'-4" | — | — | — | — | — | — | — | — | — |
2-550S162-43 | 3'-10" | 3'-4" | 2'-9" | 2'-3" | — | 2'-11" | 2'-3" | — | — | — |
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" |
2-550S162-97 | 7'-4" | 7'-0" | 6'-9" | 6'-6" | 6'-4" | 6'-11" | 6'-8" | 6'-3" | 5'-10" | 5'-5" |
2-800S162-33 | 1'-11" | 1'-8" | — | — | — | — | — | — | — | — |
2-800S162-43 | 4'-2" | 3'-8" | 3'-4" | 2'-9" | 2'-2" | 3'-5" | 2'-9" | — | — | — |
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" |
2-800S162-97 | 9'-11" | 9'-6" | 9'-2" | 8'-10" | 8'-3" | 9'-5" | 8'-10" | 8'-2" | 7'-7" | 7'-0" |
2-1000S162-43 | 3'-4" | 2'-11" | 2'-7" | 2'-5" | 2'-2" | 2'-8" | 2'-5" | 2'-2" | — | — |
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" |
2-1000S162-97 | 11'-7" | 10'-11" | 10'-3" | 9'-7" | 9'-0" | 10'-5" | 9'-7" | 8'-10" | 8'-2" | 7'-8" |
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" |
2-1200S162-97 | 12'-11" | 12'-2" | 11'-6" | 10'-8" | 10'-0" | 11'-8" | 10'-9" | 9'-11" | 9'-2" | 8'-6" |
- Deflection criterion: 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 live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the 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 | — | — | — | — | — | — | — | — | — | — |
2-350S162-43 | — | — | — | — | — | — | — | — | — | — |
2-350S162-54 | — | — | — | — | — | — | — | — | — | — |
2-350S162-68 | — | — | — | — | — | — | — | — | — | — |
2-350S162-97 | 3'-1" | 2'-8" | 2'-3" | — | — | 3'-1" | 2'-7" | 2'-2" | — | — |
2-550S162-33 | — | — | — | — | — | — | — | — | — | — |
2-550S162-43 | — | — | — | — | — | — | — | — | — | — |
2-550S162-54 | — | — | — | — | — | — | — | — | — | — |
2-550S162-68 | 2'-9" | — | — | — | — | 2'-8" | — | — | — | — |
2-550S162-97 | 4'-8" | 4'-1" | 3'-7" | 3'-2" | 2'-9" | 4'-7" | 4'-0" | 3'-6" | 3'-1" | 2'-8" |
2-800S162-33 | — | — | — | — | — | — | — | — | — | — |
2-800S162-43 | — | — | — | — | — | — | — | — | — | — |
2-800S162-54 | 2'-1" | — | — | — | — | — | — | — | — | — |
2-800S162-68 | 3'-8" | 2'-9" | — | — | — | 3'-7" | 2'-8" | — | — | — |
2-800S162-97 | 6'-3" | 5'-6" | 4'-11" | 4'-4" | 3'-9" | 6'-2" | 5'-5" | 4'-10" | 4'-3" | 3'-9" |
2-1000S162-43 | — | — | — | — | — | — | — | — | — | — |
2-1000S162-54 | 2'-5" | — | — | — | — | 2'-3" | — | — | — | — |
2-1000S162-68 | 4'-3" | 3'-2" | 2'-0" | — | — | 4'-2" | 3'-1" | — | — | — |
2-1000S162-97 | 7'-5" | 6'-7" | 5'-10" | 5'-2" | 4'-7" | 7'-4" | 6'-6" | 5'-9" | 5'-1" | 4'-6" |
2-1200S162-54 | 2'-7" | — | — | — | — | 2'-6" | — | — | — | — |
2-1200S162-68 | 4'-8" | 3'-6" | 2'-2" | — | — | 4'-7" | 3'-5" | 2'-0" | — | — |
2-1200S162-97 | 8'-5" | 7'-5" | 6'-7" | 5'-10" | 5'-2" | 8'-3" | 7'-4" | 6'-6" | 5'-9" | 5'-1" |
- Deflection criterion: L/360 for live loads, L/240 for total loads.
- Design load assumptions:
Second floor dead load is 10 psf.
Roof/ceiling dead load is 12 psf.
Second floor live load is 40 psf.
Third floor live load is 30 psf.
Attic live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the header.
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'-4" | — | — | — | — |
2-350S162-68 | 3'-6" | 3'-0" | 2'-6" | 2'-1" | — | 3'-5" | 2'-11" | 2'-6" | 2'-0" | — |
2-350S162-97 | 4'-9" | 4'-6" | 4'-1" | 3'-8" | 3'-4" | 4'-8" | 4'-5" | 4'-0" | 3'-8" | 3'-4" |
2-550S162-33 | — | — | — | — | — | — | — | — | — | — |
2-550S162-43 | 2'-7" | — | — | — | — | 2'-6" | — | — | — | — |
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" |
2-550S162-97 | 6'-10" | 6'-5" | 5'-10" | 5'-5" | 4'-11" | 6'-9" | 6'-4" | 5'-10" | 5'-4" | 4'-11" |
2-800S162-33 | — | — | — | — | — | — | — | — | — | — |
2-800S162-43 | 3'-1" | 2'-3" | — | — | — | 3'-0" | 2'-2" | — | — | — |
2-800S162-54 | 4'-7" | 3'-10" | 3'-1" | 2'-5" | — | 4'-6" | 3'-9" | 3'-0" | 2'-4" | — |
2-800S162-68 | 6'-0" | 5'-3" | 4'-7" | 3'-11" | 3'-4" | 6'-0" | 5'-2" | 4'-6" | 3'-11" | 3'-3" |
2-800S162-97 | 9'-2" | 8'-4" | 7'-8" | 7'-0" | 6'-6" | 9'-1" | 8'-3" | 7'-7" | 7'-0" | 6'-5" |
2-1000S162-43 | 2'-6" | 2'-2" | — | — | — | 2'-6" | 2'-2" | — | — | — |
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" |
2-1000S162-97 | 10'-0" | 9'-1" | 8'-3" | 7'-8" | 7'-0" | 9'-10" | 9'-0" | 8'-3" | 7'-7" | 7'-0" |
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" |
2-1200S162-97 | 11'-2" | 10'-1" | 9'-3" | 8'-6" | 7'-10" | 11'-0" | 10'-0" | 9'-2" | 9'-2" | 7'-9" |
- Deflection criterion: L/360 for live loads, L/240 for total loads.
- Design load assumptions:
Second floor dead load is 10 psf.
Roof/ceiling dead load is 12 psf.
Second floor live load is 40 psf.
Third floor live load is 30 psf.
Attic live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the header.
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 | — | — | — | — | — | — | — | — | — | — |
2-350S162-68 | — | — | — | — | — | — | — | — | — | — |
2-350S162-97 | 2'-11" | 2'-5" | 2'-0" | — | — | 2'-7" | 2'-2" | — | — | — |
2-550S162-33 | — | — | — | — | — | — | — | — | — | — |
2-550S162-43 | — | — | — | — | — | — | — | — | — | — |
2-550S162-54 | — | — | — | — | — | — | — | — | — | — |
2-550S162-68 | 2'-5" | — | — | — | — | — | — | — | — | — |
2-550S162-97 | 4'-4" | 3'-10" | 3'-4" | 2'-10" | 2'-5" | 4'-0" | 3'-6" | 3'-1" | 2'-7" | 2'-2" |
2-800S162-33 | — | — | — | — | — | — | — | — | — | — |
2-800S162-43 | — | — | — | — | — | — | — | — | — | — |
2-800S162-54 | — | — | — | — | — | — | — | — | — | — |
2-800S162-68 | 3'-3" | 2'-3" | — | — | — | 2'-8" | — | — | — | — |
2-800S162-97 | 5'-11" | 5'-2" | 4'-6" | 4'-0" | 3'-5" | 5'-6" | 4'-10" | 4'-3" | 3'-8" | 3'-2" |
2-1000S162-43 | — | — | — | — | — | — | — | — | — | — |
2-1000S162-54 | — | — | — | — | — | — | — | — | — | — |
2-1000S162-68 | 3'-9" | 2'-7" | — | — | — | 3'-1" | — | — | — | — |
2-1000S162-97 | 7'-0" | 6'-2" | 5'-5" | 4'-9" | 4'-2" | 6'-6" | 5'-9" | 5'-1" | 4'-5" | 3'-10" |
2-1200S162-54 | — | — | — | — | — | — | — | — | — | — |
2-1200S162-68 | 4'-2" | 2'-10" | — | — | — | 3'-5" | 2'-0" | — | — | — |
2-1200S162-97 | 7'-11" | 7'-0" | 6'-2" | 5'-5" | 4'-8" | 7'-4" | 6'-6" | 5'-9" | 5'-0" | 4'-4" |
- Deflection criterion: L/360 for live loads, L/240 for total loads.
- Design load assumptions:
Second floor dead load is 10 psf.
Roof/ceiling dead load is 12 psf.
Second floor live load is 40 psf.
Third floor live load is 30 psf.
Attic live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the header.
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" | — | — | — |
2-350S162-97 | 4'-6" | 4'-3" | 3'-10" | 3'-6" | 3'-2" | 4'-3" | 4'-0" | 3'-7" | 3'-3" | 3'-0" |
2-550S162-33 | — | — | — | — | — | — | — | — | — | — |
2-550S162-43 | 2'-3" | — | — | — | — | — | — | — | — | — |
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" |
2-550S162-97 | 6'-5" | 6'-1" | 5'-7" | 5'-1" | 4'-8" | 6'-3" | 5'-10" | 5'-4" | 4'-10" | 4'-5" |
2-800S162-33 | — | — | — | — | — | — | — | — | — | — |
2-800S162-43 | 2'-8" | — | — | — | — | 2'-2" | — | — | — | — |
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" |
2-800S162-97 | 8'-9" | 8'-0" | 7'-3" | 6'-8" | 6'-2" | 8'-4" | 7'-7" | 6'-11" | 6'-4" | 5'-10" |
2-1000S162-43 | 2'-4" | 2'-0" | — | — | — | 2'-2" | — | — | — | — |
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" |
2-1000S162-97 | 9'-6" | 8'-8" | 7'-11" | 7'-3" | 6'-8" | 9'-0" | 8'-3" | 7'-6" | 6'-11" | 6'-4" |
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" |
2-1200S162-97 | 10'-8" | 9'-8" | 8'-10" | 8'-1" | 7'-5" | 10'-1" | 9'-2" | 8'-5" | 7'-9" | 7'-1" |
- Deflection criterion: L/360 for live loads, L/240 for total loads.
- Design load assumptions:
Second floor dead load is 10 psf.
Roof/ceiling dead load is 12 psf.
Second floor live load is 40 psf.
Third floor live load is 30 psf.
Attic live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the header.
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'-11" | 2'-4" | — | — | — | 2'-5" | — | — | — | — |
2-350S162-43 | 4'-8" | 3'-10" | 3'-5" | 3'-1" | 2'-9" | 3'-11" | 3'-5" | 3'-0" | 2'-8" | 2'-4" |
2-350S162-54 | 5'-3" | 4'-9" | 4'-4" | 4'-1" | 3'-8" | 4'-10" | 4'-4" | 4'-0" | 3'-8" | 3'-4" |
2-350S162-68 | 6'-1" | 5'-7" | 5'-2" | 4'-10" | 4'-6" | 5'-8" | 5'-3" | 4'-10" | 4'-6" | 4'-2" |
2-350S162-97 | 7'-3" | 6'-10" | 6'-5" | 6'-0" | 5'-8" | 6'-11" | 6'-5" | 6'-0" | 5'-8" | 5'-4" |
2-550S162-33 | 4'-5" | 3'-9" | 3'-1" | 2'-6" | — | 3'-9" | 3'-2" | 2'-6" | — | — |
2-550S162-43 | 6'-2" | 5'-7" | 5'-0" | 4'-7" | 4'-2" | 5'-7" | 5'-0" | 4'-6" | 4'-1" | 3'-8" |
2-550S162-54 | 7'-5" | 6'-9" | 6'-3" | 5'-9" | 5'-4" | 6'-10" | 6'-3" | 5'-9" | 5'-4" | 4'-11" |
2-550S162-68 | 6'-7" | 7'-11" | 7'-4" | 6'-10" | 6'-5" | 8'-0" | 7'-4" | 6'-10" | 6'-5" | 6'-0" |
2-550S162-97 | 10'-5" | 9'-8" | 9'-0" | 8'-6" | 8'-0" | 9'-9" | 9'-0" | 8'-6" | 8'-0" | 7'-7" |
2-800S162-33 | 4'-5" | 3'-11" | 3'-5" | 3'-1" | 2'-4" | 3'-11" | 3'-6" | 3'-0" | 2'-3" | — |
2-800S162-43 | 7'-7" | 6'-10" | 6'-2" | 5'-8" | 5'-2" | 6'-11" | 6'-2" | 5'-7" | 5'-1" | 4'-7" |
2-800S162-54 | 9'-3" | 8'-7" | 7'-11" | 7'-4" | 6'-10" | 8'-8" | 7'-11" | 7'-4" | 6'-9" | 6'-3" |
2-800S162-68 | 10'-7" | 9'-10" | 9'-4" | 8'-10" | 8'-5" | 9'-11" | 9'-4" | 8'-10" | 8'-4" | 7'-11" |
2-800S162-97 | 13'-9" | 12'-9" | 12'-0" | 11'-3" | 10'-8" | 12'-10" | 12'-0" | 11'-3" | 10'-7" | 10'-0" |
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 | 10'-5" | 9'-9" | 9'-0" | 8'-4" | 7'-9" | 9'-10" | 9'-0" | 8'-4" | 7'-9" | 7'-2" |
2-1000S162-68 | 12'-1" | 11'-3" | 10'-8" | 10'-1" | 9'-7" | 11'-4" | 10'-8" | 10'-1" | 9'-7" | 9'-1" |
2-1000S162-97 | 15'-3" | 14'-3" | 13'-5" | 12'-9" | 12'-2" | 14'-4" | 13'-5" | 12'-8" | 12'-1" | 11'-6" |
2-1200S162-54 | 11'-6" | 10'-9" | 10'-0" | 9'-0" | 8'-2" | 10'-10" | 10'-0" | 9'-0" | 8'-1" | 7'-4" |
2-1200S162-68 | 13'-4" | 12'-6" | 11'-9" | 11'-2" | 10'-8" | 12'-7" | 11'-10" | 11'-2" | 10'-7" | 10'-1" |
2-1200S162-97 | 16'-8" | 15'-7" | 14'-8" | 13'-11" | 13'-3" | 15'-8" | 14'-8" | 13'-11" | 13'-2" | 12'-7" |
- Deflection criterion: L/360 for live loads, L/240 for total loads.
- Design load assumptions:
Second floor dead load is 12 psf.
Attic live load is 10 psf. - Building width is in the direction of horizontal framing members supported by 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 | 4'-2" | 3'-8" | 3'-3" | 2'-10" | 2'-6" | 3'-8" | 3'-3" | 2'-10" | 2'-5" | 2'-1" |
2-350S162-43 | 5'-5" | 5'-0" | 4'-6" | 4'-2" | 3'-10" | 5'-0" | 4'-7" | 4'-2" | 3'-10" | 3'-6" |
2-350S162-54 | 6'-2" | 5'-10" | 5'-8" | 5'-4" | 5'-0" | 5'-11" | 5'-8" | 5'-4" | 5'-0" | 4'-8" |
2-350S162-68 | 6'-7" | 6'-3" | 6'-0" | 5'-10" | 5'-8" | 6'-4" | 6'-1" | 5'-10" | 5'-8" | 5'-6" |
2-350S162-97 | 7'-3" | 6'-11" | 6'-8" | 6'-5" | 6'-3" | 7'-0" | 6'-8" | 6'-5" | 6'-3" | 6'-0" |
2-550S162-33 | 5'-10" | 5'-3" | 4'-8" | 4'-3" | 3'-9" | 5'-3" | 4'-9" | 4'-2" | 3'-9" | 3'-3" |
2-550S162-43 | 7'-9" | 7'-2" | 6'-7" | 6'-1" | 5'-8" | 7'-3" | 6'-7" | 6'-1" | 5'-8" | 5'-3" |
2-550S162-54 | 8'-9" | 8'-5" | 8'-1" | 7'-9" | 7'-5" | 8'-6" | 8'-1" | 7'-9" | 7'-5" | 6'-11" |
2-550S162-68 | 9'-5" | 9'-0" | 8'-8" | 8'-4" | 8'-1" | 9'-1" | 8'-8" | 8'-4" | 8'-1" | 7'-10" |
2-550S162-97 | 10'-5" | 10'-0" | 9'-7" | 9'-3" | 9'-0" | 10'-0" | 9'-7" | 9'-3" | 8'-11" | 8'-8" |
2-800S162-33 | 4'-5" | 3'-11" | 3'-5" | 3'-1" | 2'-10" | 3'-11" | 3'-6" | 3'-1" | 2'-9" | 2'-6" |
2-800S162-43 | 9'-1" | 8'-5" | 7'-8" | 6'-11" | 6'-3" | 8'-6" | 7'-8" | 6'-10" | 6'-2" | 5'-8" |
2-800S162-54 | 10'-10" | 10'-2" | 9'-7" | 9'-1" | 8'-8" | 10'-2" | 9'-7" | 9'-0" | 8'-7" | 8'-1" |
2-800S162-68 | 12'-8" | 11'-10" | 11'-2" | 10'-7" | 10'-1" | 11'-11" | 11'-2" | 10'-7" | 10'-0" | 9'-7" |
2-800S162-97 | 14'-2" | 13'-6" | 13'-0" | 12'-7" | 12'-2" | 13'-8" | 13'-1" | 12'-7" | 12'-2" | 11'-9" |
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'-3" | 9'-9" | 11'-6" | 10'-9" | 10'-2" | 9'-8" | 8'-11" |
2-1000S162-68 | 14'-5" | 13'-5" | 12'-8" | 12'-0" | 11'-6" | 13'-6" | 12'-8" | 12'-0" | 11'-5" | 10'-11" |
2-1000S162-97 | 17'-1" | 16'-4" | 15'-8" | 14'-11" | 14'-3" | 16'-5" | 15'-9" | 14'-10" | 14'-1" | 13'-6" |
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" | 12'-0" |
2-1200S162-97 | 19'-11" | 18'-7" | 17'-6" | 16'-8" | 15'-10" | 18'-9" | 17'-7" | 16'-7" | 15'-9" | 15'-0" |
- Deflection criterion: L/360 for live loads, L/240 for total loads.
- Design load assumptions:
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 header.
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'-6" | — | — | — | — | — | — | — | — | — |
2-350S162-54 | 3'-6" | 3'-1" | 2'-8" | 2'-4" | 2'-0" | 2'-7" | 2'-1" | — | — | — |
2-350S162-68 | 4'-4" | 3'-11" | 3'-7" | 3'-3" | 2'-11" | 3'-5" | 3'-0" | 2'-8" | 2'-4" | 2'-1" |
2-350S162-97 | 5'-5" | 5'-0" | 4'-8" | 4'-6" | 4'-1" | 4'-6" | 4'-2" | 3'-10" | 3'-6" | 3'-3" |
2-550S162-33 | — | — | — | — | — | — | — | — | — | — |
2-550S162-43 | 3'-10" | 3'-3" | 2'-9" | 2'-2" | — | 2'-6" | — | — | — | — |
2-550S162-54 | 5'-1" | 4'-7" | 4'-1" | 3'-8" | 3'-4" | 3'-11" | 3'-5" | 2'-11" | 2'-6" | 2'-0" |
2-550S162-68 | 6'-2" | 5'-8" | 5'-2" | 4'-9" | 4'-5" | 5'-0" | 4'-6" | 4'-1" | 3'-9" | 3'-4" |
2-550S162-97 | 7'-9" | 7'-2" | 6'-8" | 6'-3" | 5'-11" | 6'-6" | 6'-0" | 5'-7" | 5'-2" | 4'-10" |
2-800S162-33 | — | — | — | — | — | — | — | — | — | — |
2-800S162-43 | 4'-10" | 4'-1" | 3'-6" | 2'-11" | 2'-3" | 3'-3" | 2'-5" | — | — | — |
2-800S162-54 | 6'-6" | 5'-10" | 5'-3" | 4'-9" | 4'-4" | 5'-1" | 4'-6" | 3'-11" | 3'-4" | 2'-10" |
2-800S162-68 | 8'-1" | 7'-5" | 6'-10" | 6'-4" | 5'-11" | 6'-8" | 6'-1" | 5'-6" | 5'-0" | 4'-7" |
2-800S162-97 | 10'-3" | 9'-7" | 8'-11" | 8'-5" | 7'-11" | 8'-8" | 8'-0" | 7'-6" | 7'-0" | 6'-7" |
2-1000S162-43 | 4'-8" | 4'-1" | 3'-8" | 3'-4" | 2'-8" | 3'-6" | 2'-10" | — | — | — |
2-1000S162-54 | 7'-5" | 6'-8" | 6'-1" | 5'-6" | 5'-0" | 5'-10" | 5'-1" | 4'-6" | 3'-11" | 3'-4" |
2-1000S162-68 | 9'-4" | 8'-7" | 7'-11" | 7'-4" | 6'-10" | 7'-8" | 7'-0" | 6'-4" | 5'-10" | 5'-4" |
2-1000S162-97 | 11'-9" | 11'-0" | 10'-5" | 9'-11" | 9'-5" | 10'-3" | 9'-7" | 8'-11" | 8'-4" | 7'-10" |
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 | 10'-4" | 9'-6" | 8'-10" | 8'-2" | 7'-7" | 8'-7" | 7'-9" | 7'-1" | 6'-6" | 6'-0" |
2-1200S162-97 | 12'-10" | 12'-1" | 11'-5" | 10'-10" | 10'-4" | 11'-2" | 10'-6" | 9'-11" | 9'-5" | 9'-0" |
- Deflection criterion: L/360 for live loads, L/240 for total loads.
- Design load assumptions:
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 header.
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'-3" | — | — | — | — | — | — | — | — | — |
2-350S162-43 | 3'-8" | 3'-3" | 2'-10" | 2'-6" | 2'-2" | 2'-8" | 2'-3" | — | — | — |
2-350S162-54 | 4'-9" | 4'-4" | 4'-0" | 3'-8" | 3'-8" | 3'-10" | 3'-5" | 3'-1" | 2'-9" | 2'-5" |
2-350S162-68 | 5'-7" | 5'-4" | 5'-2" | 4'-11" | 4'-7" | 5'-1" | 4'-8" | 4'-3" | 3'-11" | 3'-8" |
2-350S162-97 | 6'-2" | 5'-11" | 5'-8" | 5'-6" | 5'-4" | 5'-8" | 5'-5" | 5'-3" | 5'-0" | 4'-11" |
2-550S162-33 | 3'-6" | 2'-10" | 2'-3" | — | — | 2'-0" | — | — | — | — |
2-550S162-43 | 5'-5" | 4'-10" | 4'-4" | 3'-11" | 3'-6" | 4'-2" | 3'-8" | 3'-2" | 2'-8" | 2'-3" |
2-550S162-54 | 7'-2" | 6'-6" | 6'-0" | 5'-7" | 5'-2" | 5'-10" | 5'-3" | 4'-10" | 4'-5" | 4'-0" |
2-550S162-68 | 8'-0" | 7'-8" | 7'-3" | 6'-11" | 6'-6" | 7'-2" | 6'-7" | 6'-1" | 5'-8" | 5'-4" |
2-550S162-97 | 8'-11" | 8'-6" | 8'-2" | 7'-11" | 7'-8" | 8'-1" | 7'-9" | 7'-6" | 7'-2" | 6'-11" |
2-800S162-33 | 2'-8" | 2'-4" | 2'-1" | 1'-11" | — | 2'-0" | — | — | — | — |
2-800S162-43 | 5'-10" | 5'-2" | 4'-7" | 4'-2" | 3'-10" | 4'-5" | 3'-11" | 3'-6" | 3'-2" | 2'-9" |
2-800S162-54 | 8'-4" | 7'-8" | 7'-1" | 6'-7" | 6'-1" | 6'-10" | 6'-3" | 5'-8" | 5'-2" | 4'-9" |
2-800S162-68 | 9'-9" | 9'-2" | 8'-8" | 8'-3" | 7'-10" | 8'-6" | 7'-11" | 7'-4" | 6'-10" | 6'-5" |
2-800S162-97 | 12'-1" | 11'-7" | 11'-2" | 10'-8" | 10'-2" | 11'-0" | 10'-4" | 9'-9" | 9'-3" | 8'-10" |
2-1000S162-43 | 4'-8" | 4'-1" | 2'-8" | 3'-4" | 3'-0" | 3'-6" | 10'-1" | 2'-9" | 2'-6" | 2'-3" |
2-1000S162-54 | 9'-3" | 8'-2" | 7'-3" | 6'-7" | 6'-0" | 7'-0" | 6'-2" | 5'-6" | 5'-0" | 4'-6" |
2-1000S162-68 | 11'-1" | 10'-5" | 9'-10" | 9'-4" | 8'-11" | 9'-8" | 9'-1" | 8'-5" | 7'-10" | 7'-4" |
2-1000S162-97 | 13'-9" | 12'-11" | 12'-2" | 11'-7" | 11'-1" | 11'-11" | 11'-3" | 10'-7" | 10'-1" | 9'-7" |
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'-6" | 10'-11" | 10'-4" | 9'-11" | 10'-8" | 10'-0" | 9'-2" | 8'-4" | 7'-7" |
2-1200S162-97 | 15'-4" | 14'-5" | 13'-7" | 12'-11" | 12'-4" | 13'-4" | 12'-6" | 11'-10" | 11'-3" | 10'-9" |
- Deflection criterion: L/360 for live loads, L/240 for total loads.
- Design load assumptions:
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 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 | — | — | — | — | — | — | — | — | — | — |
2-350S162-43 | 2'-2" | — | — | — | — | 2'-1" | — | — | — | — |
2-350S162-54 | 3'-3" | 2'-9" | 2'-5" | 2'-0" | — | 3'-2" | 2'-9" | 2'-4" | — | — |
2-350S162-68 | 4'-4" | 3'-8" | 3'-3" | 2'-11" | 2'-8" | 4'-0" | 3'-7" | 3'-2" | 2'-11" | 2'-7" |
2-350S162-97 | 5'-2" | 4'-9" | 4'-4" | 4'-1" | 3'-9" | 5'-1" | 4'-8" | 4'-4" | 4'-0" | 3'-9" |
2-550S162-33 | — | — | — | — | — | — | — | — | — | — |
2-550S162-43 | 3'-6" | 2'-10" | 2'-3" | — | — | 3'-5" | 2'-9" | 2'-2" | — | — |
2-550S162-54 | 4'-9" | 4'-2" | 3'-9" | 3'-3" | 2'-10" | 4'-8" | 4'-1" | 3'-8" | 3'-2" | 2'-9" |
2-550S162-68 | 5'-10" | 5'-3" | 4'-10" | 4'-5" | 4'-1" | 5'-9" | 5'-3" | 4'-9" | 4'-4" | 4'-0" |
2-550S162-97 | 7'-4" | 6'-9" | 6'-4" | 5'-11" | 5'-6" | 7'-3" | 6'-9" | 6'-3" | 5'-10" | 5'-5" |
2-800S162-33 | — | — | — | — | — | — | — | — | — | — |
2-800S162-43 | 4'-4" | 3'-8" | 2'-11" | 2'-3" | — | 4'-3" | 3'-6" | 2'-10" | 2'-1" | — |
2-800S162-54 | 6'-1" | 5'-5" | 4'-10" | 4'-4" | 3'-10" | 6'-0" | 5'-4" | 4'-9" | 4'-3" | 3'-9" |
2-800S162-68 | 7'-8" | 7'-0" | 6'-5" | 5'-11" | 5'-5" | 7'-7" | 6'-11" | 6'-4" | 5'-10" | 5'-4" |
2-800S162-97 | 9'-10" | 9'-1" | 8'-5" | 7'-11" | 7'-5" | 9'-8" | 8'-11" | 8'-4" | 7'-10" | 7'-4" |
2-1000S162-43 | 4'-4" | 3'-9" | 3'-4" | 2'-8" | — | 4'-3" | 3'-8" | 3'-3" | 2'-6" | — |
2-1000S162-54 | 6'-11" | 6'-2" | 5'-6" | 5'-0" | 4'-5" | 6'-10" | 6'-1" | 5'-5" | 4'-10" | 4'-4" |
2-1000S162-68 | 8'-10" | 8'-1" | 7'-5" | 6'-10" | 6'-4" | 8'-8" | 7'-11" | 7'-3" | 6'-8" | 6'-2" |
2-1000S162-97 | 11'-3" | 10'-7" | 9'-11" | 9'-5" | 8'-10" | 11'-2" | 10'-5" | 9'-10" | 9'-3" | 8'-9" |
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 | 9'-10" | 9'-0" | 8'-3" | 7'-7" | 7'-0" | 9'-8" | 8'-10" | 8'-111 | 7'-6" | 6'-11" |
2-1200S162-97 | 12'-4" | 11'-7" | 10'-11" | 10'-4" | 9'-10" | 12'-3" | 11'-5" | 10'-9" | 10'-3" | 9'-9" |
- Deflection criterion: 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 live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the 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 | — | — | — | — | — | — | — | — | — | — |
2-350S162-43 | 3'-4" | 2'-11" | 2'-6" | 2'-2" | — | 3'-3" | 2'-10" | 2'-5" | 2'-1" | — |
2-350S162-54 | 4'-6" | 4'-1" | 3'-8" | 3'-4" | 3'-0" | 4'-5" | 4'-0" | 3'-7" | 3'-3" | 2'-11" |
2-350S162-68 | 5'-0" | 4'-9" | 4'-7" | 4'-5" | 4'-3" | 4'-11" | 4'-8" | 4'-6" | 4'-4" | 4'-2" |
2-350S162-97 | 5'-6" | 5'-3" | 5'-1" | 4'-11" | 4'-9" | 5'-5" | 5'-2" | 5'-0" | 4'-10" | 4'-8" |
2-550S162-33 | 3'-1" | 2'-5" | — | — | — | 3'-0" | 2'-3" | — | — | — |
2-550S162-43 | 5'-1" | 4'-6" | 4'-0" | 3'-6" | 3'-1" | 4'-11" | 4'-5" | 3'-11" | 3'-5" | 3'-0" |
2-550S162-54 | 6'-8" | 6'-2" | 5'-7" | 5'-2" | 4'-9" | 6'-6" | 6'-0" | 5'-6" | 5'-1" | 4'-8" |
2-550S162-68 | 7'-2" | 6'-10" | 6'-7" | 6'-4" | 6'-1" | 7'-0" | 6'-9" | 6'-6" | 6'-3" | 6'-0" |
2-550S162-97 | 7'-11" | 7'-7" | 7'-3" | 7'-0" | 6'-10" | 7'-9" | 7'-5" | 7'-2" | 6'-11" | 6'-9" |
2-800S162-33 | 2'-5" | 2'-2" | 1'-11" | — | — | 2'-5" | 2'-1" | 1'-10" | — | — |
2-800S162-43 | 5'-5" | 4'-9" | 4'-3" | 3'-9" | 3'-5" | 5'-3" | 4'-8" | 4'-1" | 3'-9" | 3'-5" |
2-800S162-54 | 7'-11" | 7'-2" | 6'-7" | 6'-1" | 5'-7" | 7'-9" | 7'-1" | 6'-6" | 6'-0" | 5'-6" |
2-800S162-68 | 9'-5" | 8'-9" | 8'-3" | 7'-9" | 7'-4" | 9'-3" | 8'-8" | 8'-2" | 7'-8" | 7'-3" |
2-800S162-97 | 10'-9" | 10'-3" | 9'-11" | 9'-7" | 9'-3" | 10'-7" | 10'-1" | 9'-9" | 9'-5" | 9'-1" |
2-1000S162-43 | 4'-4" | 3'-9" | 3'-4" | 3'-0" | 2'-9" | 4'-3" | 3'-8" | 3'-3" | 2'-11" | 2'-8" |
2-1000S162-54 | 8'-6" | 7'-5" | 6'-8" | 6'-0" | 5'-5" | 8'-4" | 7'-4" | 6'-6" | 5'-10" | 5'-4" |
2-1000S162-68 | 10'-8" | 10'-0" | 9'-5" | 8'-11" | 8'-4" | 10'-7" | 9'-10" | 9'-4" | 8'-9" | 8'-3" |
2-1000S162-97 | 12'-11" | 12'-4" | 11'-8" | 11'-1" | 10'-6" | 12'-9" | 12'-2" | 11'-6" | 10'-11" | 10'-5" |
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'-9" | 11'-0" | 10'-5" | 9'-10" | 9'-1" | 11'-8" | 10'-11" | 10'-3" | 9'-9" | 8'-11" |
2-1200S162-97 | 14'-9" | 13'-9" | 13'-0" | 12'-4" | 11'-9" | 14'-7" | 13'-8" | 12'-10" | 12'-3" | 11'-8" |
- Deflection criterion: 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 live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the header.
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'-4" | — | — | — | — | — | — | — | — | — |
2-350S162-68 | 3'-3" | 2'-10" | 2'-6" | 2'-2" | — | 2'-7" | 2'-2" | — | — | — |
2-350S162-97 | 4'-4" | 4'-0" | 3'-8" | 3'-4" | 3'-1" | 3'-9" | 3'-4" | 3'-1" | 2'-9" | 2'-6" |
2-550S162-33 | — | — | — | — | — | — | — | — | — | — |
2-550S162-43 | 2'-2" | — | — | — | — | — | — | — | — | — |
2-550S162-54 | 3'-8" | 3'-2" | 2'-8" | 2'-3" | — | 2'-10" | 2'-3" | — | — | — |
2-550S162-68 | 4'-9" | 4'-4" | 3'-11" | 3'-6" | 3'-2" | 4'-0" | 3'-6" | 3'-1" | 2'-9" | 2'-4" |
2-550S162-97 | 6'-3" | 5'-9" | 5'-4" | 5'-0" | 4'-8" | 5'-6" | 5'-0" | 4'-7" | 4'-3" | 3'-11" |
2-800S162-33 | — | — | — | — | — | — | — | — | — | — |
2-800S162-43 | 2'-11" | 2'-0" | — | — | — | — | — | — | — | — |
2-800S162-54 | 4'-9" | 4'-2" | 3'-7" | 3'-1" | 2'-7" | 3'-9" | 3'-1" | 2'-5" | — | — |
2-800S162-68 | 6'-4" | 5'-9" | 5'-3" | 4'-9" | 4'-4" | 5'-4" | 4'-9" | 4'-3" | 3'-10" | 3'-4" |
2-800S162-97 | 8'-5" | 7'-9" | 7'-3" | 6'-9" | 6'-4" | 7'-4" | 6'-9" | 6'-3" | 5'-10" | 5'-5" |
2-1000S162-43 | 3'-4" | 2'-5" | — | — | — | — | — | — | — | — |
2-1000S162-54 | 5'-6" | 4'-10" | 4'-2" | 3'-7" | 3'-0" | 4'-4" | 3'-7" | 2'-11" | 2'-2" | — |
2-1000S162-68 | 7'-4" | 6'-8" | 6'-1" | 5'-7" | 5'-1" | 6'-3" | 5'-7" | 5'-0" | 4'-5" | 4'-0" |
2-1000S162-97 | 9'-11" | 8'-3" | 8'-7" | 8'-1" | 7'-7" | 8'-9" | 8'-1" | 7'-6" | 7'-0" | 6'-6" |
2-1200S162-54 | 5'-6" | 4'-10" | 4'-4" | 3'-11" | 3'-5" | 4'-5" | 3'-11" | 3'-3" | 2'-6" | — |
2-1200S162-68 | 8'-2" | 7'-5" | 6'-9" | 6'-3" | 5'-8" | 6'-11" | 6'-3" | 5'-7" | 5'-0" | 4'-6" |
2-1200S162-97 | 10'-10" | 10'-2" | 9'-8" | 9'-2" | 8'-7" | 9'-9" | 9'-2" | 8'-6" | 7'-11" | 7'-5" |
- Deflection criterion: 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 live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the header.
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'-6" | 2'-0" | — | — | — | — | — | — | — | — |
2-350S162-54 | 3'-8" | 3'-3" | 2'-11" | 2'-7" | 2'-3" | 3'-0" | 2'-7" | 2'-2" | — | — |
2-350S162-68 | 4'-7" | 4'-5" | 4'-1" | 3'-9" | 3'-6" | 4'-2" | 3'-9" | 3'-5" | 3'-1" | 2'-10" |
2-350S162-97 | 5'-1" | 4'-10" | 4'-8" | 4'-6" | 4'-5" | 4'-10" | 4'-7" | 4'-5" | 4'-3" | 4'-1" |
2-550S162-33 | — | — | — | — | — | — | — | — | — | — |
2-550S162-43 | 3'-11" | 3'-5" | 2'-11" | 2'-5" | — | 3'-0" | 2'-5" | — | — | — |
2-550S162-54 | 5'-7" | 5'-0" | 4'-7" | 4'-2" | 3'-9" | 4'-8" | 4'-2" | 3'-8" | 3'-3" | 2'-11" |
2-550S162-68 | 6'-7" | 6'-4" | 5'-11" | 5'-6" | 5'-1" | 6'-0" | 5'-6" | 5'-0" | 4'-7" | 4'-3" |
2-550S162-97 | 7'-4" | 7'-0" | 6'-9" | 6'-6" | 6'-4" | 6'-11" | 6'-8" | 6'-5" | 6'-2" | 6'-0" |
2-800S162-33 | 1'-11" | — | — | — | — | — | — | — | — | — |
2-800S162-43 | 4'-2" | 3'-8" | 3'-4" | 3'-0" | 2'-6" | 3'-5" | 3'-0" | 2'-4" | — | — |
2-800S162-54 | 6'-7" | 5'-11" | 5'-5" | 4'-11" | 4'-6" | 5'-6" | 4'-11" | 4'-5" | 3'-11" | 3'-6" |
2-800S162-68 | 8'-3" | 7'-8" | 7'-1" | 6'-8" | 6'-2" | 7'-3" | 6'-7" | 6'-1" | 5'-7" | 5'-2" |
2-800S162-97 | 9'-11" | 9'-6" | 9'-2" | 8'-10" | 8'-7" | 9'-5" | 9'-0" | 8'-7" | 8'-2" | 7'-9" |
2-1000S162-43 | 3'-4" | 2'-11" | 2'-7" | 2'-5" | 2'-2" | 2'-8" | 2'-5" | 2'-2" | 1'-11" | — |
2-1000S162-54 | 6'-7" | 5'-10" | 5'-3" | 4'-9" | 4'-4" | 5'-4" | 4'-9" | 4'-3" | 3'-10" | 3'-6" |
2-1000S162-68 | 9'-4" | 8'-9" | 8'-1" | 7'-7" | 7'-1" | 8'-3" | 7'-7" | 6'-11" | 6'-5" | 5'-11" |
2-1000S162-97 | 11'-7" | 10'-11" | 10'-4" | 9'-10" | 9'-5" | 10'-5" | 9'-10" | 9'-3" | 8'-10" | 8'-5" |
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 | 10'-4" | 9'-8" | 8'-8" | 7'-11" | 7'-2" | 8'-11" | 7'-11" | 7'-1" | 6'-5" | 5'-10" |
2-1200S162-97 | 12'-11" | 12'-2" | 11'-6" | 11'-0" | 10'-6" | 11'-8" | 11'-0" | 10'-5" | 9'-10" | 9'-5" |
- Deflection criterion: 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 live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the 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 | — | — | — | — | — | — | — | — | — | — |
2-350S162-43 | — | — | — | — | — | — | — | — | — | — |
2-350S162-54 | — | — | — | — | — | — | — | — | — | — |
2-350S162-68 | 2'-5" | — | — | — | — | 2'-4" | — | — | — | — |
2-350S162-97 | 3'-6" | 3'-2" | 2'-10" | 2'-6" | 2'-3" | 3'-6" | 3'-1" | 2'-9" | 2'-6" | 2'-3" |
2-550S162-33 | — | — | — | — | — | — | — | — | — | — |
2-550S162-43 | — | — | — | — | — | — | — | — | — | — |
2-550S162-54 | 2'-6" | — | — | — | — | 2'-5" | — | — | — | — |
2-550S162-68 | 3'-9" | 3'-3" | 2'-9" | 2'-4" | — | 3'-8" | 3'-2" | 2'-9" | 2'-4" | — |
2-550S162-97 | 5'-3" | 4'-9" | 4'-4" | 3'-11" | 3'-8" | 5'-2" | 4'-8" | 4'-3" | 3'-11" | 3'-7" |
2-800S162-33 | — | — | — | — | — | — | — | — | — | — |
2-800S162-43 | — | — | — | — | — | — | — | — | — | — |
2-800S162-54 | 3'-5" | 2'-8" | — | — | — | 3'-4" | 2'-7" | — | — | — |
2-800S162-68 | 5'-1" | 4'-5" | 3'-11" | 3'-4" | 2'-11" | 5'-0" | 4'-4" | 3'-10" | 3'-4" | 2'-10" |
2-800S162-97 | 7'-0" | 6'-5" | 5'-11" | 5'-5" | 5'-0" | 7'-0" | 6'-4" | 5'-10" | 5'-5" | 5'-0" |
2-1000S162-43 | — | — | — | — | — | — | — | — | — | — |
2-1000S162-54 | 3'-11" | 3'-1" | 2'-3" | — | — | 3'-10" | 3'-0" | 2'-2" | — | — |
2-1000S162-68 | 5'-10" | 5'-2" | 4'-6" | 4'-0" | 3'-5" | 5'-9" | 5'-1" | 4'-6" | 3'-11" | 3'-4" |
2-1000S162-97 | 8'-5" | 7'-8" | 7'-1" | 6'-6" | 6'-1" | 8'-4" | 7'-7" | 7'-0" | 6'-6" | 6'-0" |
2-1200S162-54 | 4'-2" | 3'-6" | 2'-7" | — | — | 4'-1" | 3'-5" | 2'-6" | — | — |
2-1200S162-68 | 6'-6" | 5'-9" | 5'-1" | 4'-6" | 3'-11" | 6'-6" | 5'-8" | 5'-0" | 4'-5" | 3'-10" |
2-1200S162-97 | 9'-5" | 8'-8" | 8'-0" | 7'-5" | 6'-11" | 9'-5" | 8'-7" | 7'-11" | 7'-4" | 6'-10" |
- Deflection criterion: L/360 for live loads, L/240 for total loads.
- Design load assumptions:
Second floor dead load is 10 psf.
Roof/ceiling dead load is 12 psf.
Second floor live load is 40 psf.
Third floor live load is 30 psf.
Attic live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the header.
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'-9" | 2'-3" | — | — | — | 2'-8" | 2'-3" | — | — | — |
2-350S162-68 | 3'-11" | 3'-6" | 3'-2" | 2'-10" | 2'-6" | 3'-11" | 3'-6" | 3'-1" | 2'-9" | 2'-6" |
2-350S162-97 | 4'-9" | 4'-6" | 4'-4" | 4'-1" | 3'-10" | 4'-8" | 4'-6" | 4'-4" | 4'-1" | 3'-9" |
2-550S162-33 | — | — | — | — | — | — | — | — | — | — |
2-550S162-43 | 2'-9" | 2'-0" | — | — | — | 2'-8" | — | — | — | — |
2-550S162-54 | 4'-5" | 3'-10" | 3'-4" | 2'-11" | 2'-5" | 4'-4" | 3'-9" | 3'-3" | 2'-10" | 2'-5" |
2-550S162-68 | 5'-8" | 5'-2" | 4'-8" | 4'-3" | 3'-11" | 5'-8" | 5'-1" | 4'-8" | 4'-3" | 3'-10" |
2-550S162-97 | 6'-10" | 6'-6" | 6'-3" | 6'-0" | 5'-7" | 6'-9" | 6'-5" | 6'-3" | 5'-11" | 5'-6" |
2-800S162-33 | — | — | — | — | — | — | — | — | — | — |
2-800S162-43 | 3'-2" | 2'-7" | — | — | — | 3'-1" | 2'-6" | — | — | — |
2-800S162-54 | 5'-2" | 4'-7" | 4'-0" | 3'-6" | 3'-0" | 5'-2" | 4'-6" | 3'-11" | 3'-5" | 2'-11" |
2-800S162-68 | 6'-11" | 6'-3" | 5'-8" | 5'-2" | 4'-9" | 6'-10" | 6'-2" | 5'-7" | 5'-2" | 4'-8" |
2-800S162-97 | 9'-3" | 8'-8" | 8'-3" | 7'-9" | 7'-4" | 9'-2" | 8'-8" | 8'-2" | 7'-9" | 7'-4" |
2-1000S162-43 | 2'-6" | 2'-2" | 2'-0" | — | — | 2'-6" | 2'-2" | 1'-11" | — | — |
2-1000S162-54 | 5'-0" | 4'-4" | 3'-11" | 3'-6" | 3'-2" | 4'-11" | 4'-4" | 3'-10" | 3'-6" | 3'-2" |
2-1000S162-68 | 7'-10" | 7'-2" | 6'-6" | 5'-11" | 5'-6" | 7'-9" | 7'-1" | 6'-5" | 5'-11" | 5'-5" |
2-1000S162-97 | 10'-1" | 9'-5" | 8'-11" | 8'-6" | 8'-0" | 10'-0" | 9'-5" | 8'-10" | 8'-5" | 7'-11" |
2-1200S162-54 | — | — | — | — | — | — | — | — | — | — |
2-1200S162-68 | 7'-4" | 6'-8" | 6'-1" | 5'-6" | 5'-1" | 7'-3" | 6'-7" | 6'-0" | 5'-6" | 5'-0" |
2-1200S162-97 | 9'-5" | 8'-8" | 8'-1" | 7'-6" | 7'-1" | 9'-4" | 8'-8" | 8'-0" | 7'-6" | 7'-0" |
- Deflection criterion: L/360 for live loads, L/240 for total loads.
- Design load assumptions:
Second floor dead load is 10 psf.
Roof/ceiling dead load is 12 psf.
Second floor live load is 40 psf.
Third floor live load is 30 psf.
Attic live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the header.
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 | — | — | — | — | — | — | — | — | — | — |
2-350S162-68 | 2'-2" | — | — | — | — | — | — | — | — | — |
2-350S162-97 | 3'-3" | 3'-0" | 2'-8" | 2'-4" | 2'-1" | 3'-1" | 2'-9" | 2'-6" | 2'-2" | — |
2-550S162-33 | — | — | — | — | — | — | — | — | — | — |
2-550S162-43 | — | — | — | — | — | — | — | — | — | — |
2-550S162-54 | 2'-2" | — | — | — | — | — | — | — | — | — |
2-550S162-68 | 3'-6" | 3'-0" | 2'-6" | 2'-1" | — | 3'-2" | 2'-9" | 2'-3" | — | — |
2-550S162-97 | 5'-0" | 4'-6" | 4'-1" | 3'-9" | 3'-5" | 4'-8" | 4'-3" | 3'-11" | 3'-7" | 3'-3" |
2-800S162-33 | — | — | — | — | — | — | — | — | — | — |
2-800S162-43 | — | — | — | — | — | — | — | — | — | — |
2-800S162-54 | 3'-0" | 2'-3" | — | — | — | 2'-7" | — | — | — | — |
2-800S162-68 | 4'-9" | 4'-2" | 3'-7" | 3'-1" | 2'-7" | 4'-5" | 3'-10" | 3'-3" | 2'-9" | 2'-3" |
2-800S162-97 | 6'-9" | 6'-1" | 5'-7" | 5'-2" | 4'-9" | 6'-4" | 5'-10" | 5'-4" | 4'-11" | 4'-7" |
2-1000S162-43 | — | — | — | — | — | — | — | — | — | — |
2-1000S162-54 | 3'-6" | 2'-8" | — | — | — | 3'-1" | 2'-2" | — | — | — |
2-1000S162-68 | 5'-6" | 4'-10" | 4'-2" | 3'-7" | 3'-1" | 5'-1" | 4'-6" | 3'-10" | 3'-4" | 2'-9" |
2-1000S162-97 | 8'-0" | 7'-4" | 6'-9" | 6'-3" | 5'-9" | 7'-7" | 7'-0" | 6'-5" | 5'-11" | 5'-6" |
2-1200S162-54 | 3'-11" | 3'-0" | 2'-0" | — | — | 3'-5" | 2'-6" | — | — | — |
2-1200S162-68 | 6'-2" | 5'-5" | 4'-9" | 4'-1" | 3'-6" | 5'-9" | 5'-0" | 4'-4" | 3'-9" | 3'-2" |
2-1200S162-97 | 9'-1" | 8'-4" | 7'-8" | 7'-1" | 6'-7" | 8'-8" | 7'-11" | 7'-4" | 6'-9" | 6'-3" |
- Deflection criterion: L/360 for live loads, L/240 for total loads.
- Design load assumptions:
Second floor dead load is 10 psf.
Roof/ceiling dead load is 12 psf.
Second floor live load is 40 psf.
Third floor live load is 30 psf.
Attic live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the header.
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'-6" | 2'-1" | — | — | — | 2'-3" | — | — | — | — |
2-350S162-68 | 3'-9" | 3'-4" | 2'-11" | 2'-7" | 2'-4" | 3'-6" | 3'-1" | 2'-9" | 2'-5" | 2'-2" |
2-350S162-97 | 4'-6" | 4'-4" | 4'-2" | 3'-11" | 3'-8" | 4'-4" | 4'-2" | 4'-0" | 3'-9" | 3'-6" |
2-550S162-33 | — | — | — | — | — | — | — | — | — | — |
2-550S162-43 | 2'-5" | — | — | — | — | — | — | — | — | — |
2-550S162-54 | 4'-1" | 3'-7" | 3'-1" | 2'-7" | 2'-2" | 3'-10" | 3'-3" | 2'-10" | 2'-4" | — |
2-550S162-68 | 5'-5" | 4'-11" | 4'-5" | 4'-0" | 3'-8" | 5'-1" | 4'-7" | 4'-2" | 3'-10" | 3'-5" |
2-550S162-97 | 6'-5" | 6'-2" | 5'-11" | 5'-9" | 5'-4" | 6'-3" | 6'-0" | 5'-9" | 5'-6" | 5'-2" |
2-800S162-33 | — | — | — | — | — | — | — | — | — | — |
2-800S162-43 | 2'-11" | 2'-2" | — | — | — | 2'-6" | — | — | — | — |
2-800S162-54 | 4'-11" | 4'-3" | 3'-8" | 3'-2" | 2'-8" | 4'-6" | 3'-11" | 3'-5" | 2'-11" | 2'-4" |
2-800S162-68 | 6'-7" | 5'-11" | 5'-4" | 4'-11" | 4'-6" | 6'-2" | 5'-7" | 5'-1" | 4'-8" | 4'-3" |
2-800S162-97 | 8'-9" | 8'-5" | 7'-11" | 7'-6" | 7'-0" | 8'-5" | 8'-1" | 7'-9" | 7'-3" | 6'-10" |
2-1000S162-43 | 2'-4" | 2'-1" | — | — | — | 2'-2" | 1'-11" | — | — | — |
2-1000S162-54 | 4'-8" | 4'-1" | 3'-8" | 3'-3" | 3'-0" | 4'-4" | 3'-10" | 3'-5" | 3'-1" | 2'-9" |
2-1000S162-68 | 7'-6" | 6'-9" | 6'-2" | 5'-8" | 5'-2" | 7'-1" | 6'-5" | 5'-10" | 5'-4" | 4'-11" |
2-1000S162-97 | 9'-9" | 9'-2" | 8'-7" | 8'-2" | 7'-8" | 9'-5" | 8'-10" | 8'-5" | 7'-11" | 7'-5" |
2-1200S162-54 | — | — | — | — | — | — | — | — | — | — |
2-1200S162-68 | 7'-0" | 6'-4" | 5'-9" | 5'-3" | 4'-9" | 6'-7" | 6'-0" | 5'-5" | 5'-0" | 4'-6" |
2-1200S162-97 | 9'-1" | 8'-4" | 7'-9" | 7'-3" | 6'-9" | 8'-8" | 8'-0" | 7'-6" | 7'-0" | 6'-7" |
- Deflection criterion: L/360 for live loads, L/240 for total loads.
- Design load assumptions:
Second floor dead load is 10 psf.
Roof/ceiling dead load is 12 psf.
Second floor live load is 40 psf.
Third floor live load is 30 psf.
Attic live load is 10 psf. - Building width is in the direction of horizontal framing members supported by the header.
BOX BEAM HEADER
BACK-TO-BACK HEADER
- 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
BACK-TO-BACK HEADER IN GABLE ENDWALL
- For box beam headers, one-half of the total number of required screws shall be applied to the header and one half to the king stud by use of C-shaped or track member in accordance with Figure R603.6(1). The track or C-shape sections shall extend the depth of the header minus 1/2 inch (12.7 mm) and shall have a minimum thickness not less than that of the wall studs.
- For back-to-back headers, one-half the total number of screws shall be applied to the header and one-half to the king stud by use of a minimum 2-inch-by-2-inch (51 mm × 51 mm) clip angle in accordance with Figure R603.6(2). The clip angle shall extend the depth of the header minus 1/2 inch (12.7 mm) and shall have a minimum thickness not less than that of the wall studs. Jack and king studs shall be interconnected with structural sheathing in accordance with Figures R603.6(1) and R603.6(2).
SIZE OF OPENING (feet-inches) |
24" O.C. STUD SPACING | 16" 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 |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
HEADER SPAN (feet) |
BASIC WIND SPEED (mph), EXPOSURE | |||
85 B or Seismic Design Categories A, B, C, D0, D1 and D2 |
85 C or less than 110 B | Less than 110 C | ||
≤ 4' | 4-No. 8 screws | 4-No. 8 screws | 6-No. 8 screws | |
> 4' to 8' | 4-No. 8 screws | 4-No. 8 screws | 8-No. 8 screws | |
> 8' to 12' | 4-No. 8 screws | 6-No. 8 screws | 10-No. 8 screws | |
> 12'to 16' | 4-No. 8 screws | 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 be no less than 4.
- For roof slopes of 6:12 or greater, the required number of screws may be reduced by half, but the total number of screws shall be no less than four.
- Screws can be replaced by an uplift connector which has a capacity of the number of screws multiplied by 164 pounds (e.g., 12-No. 8 screws can be replaced by an uplift connector whose capacity exceeds 12 × 164 pounds = 1,968 pounds).
BASIC WIND SPEED (mph) |
ALLOWABLE HEAD AND SILL TRACK SPANa,b,c (ft-in.) |
||||||
EXPOSURE | TRACK DESIGNATION | ||||||
B | C | 350T125-33 | 350T125-43 | 350T125-54 | 550T125-33 | 550T125-43 | 550T125-54 |
85 | — | 5'-0" | 5'-7" | 6'-2" | 5'-10" | 6'-8" | 7'-0" |
90 | — | 4'-10" | 5'-5" | 6'-0" | 5'-8" | 6'-3" | 6'-10" |
100 | 85 | 4'-6" | 5'-1" | 5'-8" | 5'-4" | 5'-11" | 6'-5" |
110 | 90 | 4'-2" | 4'-9" | 5'-4" | 5'-1" | 5'-7" | 6'-1" |
120 | 100 | 3'-11" | 4'-6" | 5'-0" | 4'-10" | 5'-4" | 5'-10" |
130 | 110 | 3'-8" | 4'-2" | 4'-9" | 4'-1" | 5'-1" | 5'-7" |
140 | 120 | 3'-7" | 4'-1" | 4'-7" | 3'-6" | 4'-11" | 5'-5" |
150 | 130 | 3'-5" | 3'-10" | 4'-4" | 2'-11" | 4'-7" | 5'-2" |
— | 140 | 3'-1" | 3'-6" | 4'-1" | 2'-3" | 4'-0" | 4'-10" |
— | 150 | 2'-9" | 3'-4" | 3'-10" | 2'-0" | 3'-7" | 4'-7" |
- Deflection limit: L/240.
- Head and sill track spans are based on components and cladding wind speeds and 48 inch tributary span.
- For openings less than 4 feet in height that have both a head track and sill track, the above 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 above spans are permitted to be multiplied by a factor of 1.5.
STRUCTURAL SHEATHING FASTENING PATTERN
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, full height wall sections, uninterrupted by openings, which are a minimum of 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 (i.e. vertical orientation) 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 below.
- Be blocked when the long dimension is installed perpendicular to the stud framing (i.e. horizontal orientation). Blocking shall be a minimum of 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 (1219 mm) wide panel.
CORNER STUD HOLD DOWN DETAIL
WALL SUPPORTING | ROOF SLOPE | BASIC WIND SPEED AND EXPOSURE (mph) |
|||||
85 B |
90 B |
100 B |
< 110 B |
100 C | < 110 C | ||
85 C | 90 C | ||||||
Roof and ceiling only (One story or top floor of two or three story building) |
3:12 | 8 | 9 | 9 | 12 | 16 | 20 |
6:12 | 12 | 13 | 15 | 20 | 26 | 35 | |
9:12 | 21 | 23 | 25 | 30 | 50 | 58 | |
12:12 | 30 | 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 | 24 | 27 | 30 | 35 | 50 | 66 |
6:12 | 25 | 28 | 30 | 40 | 58 | 74 | |
9:12 | 35 | 38 | 40 | 55 | 74 | 91 | |
12:12 | 40 | 45 | 50 | 65 | 100 | 115 | |
Two story, roof and ceiling (First floor of a three story building) | 3:12 | 40 | 45 | 51 | 58 | 84 | 112 |
6:12 | 38 | 43 | 45 | 60 | 90 | 113 | |
9:12 | 49 | 53 | 55 | 80 | 98 | 124 | |
12:12 | 50 | 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 |
All edges and interior areas of structural sheathing panels shall be fastened to framing members and tracks in accordance with Figure R603.9 and Table R603.3.2(1). Screws for attachment of structural sheathing panels shall be bugle-head, flat-head, or similar head style with a minimum head diameter of 0.29 inch (8 mm).
For continuously-sheathed braced wall lines using wood structural panels installed with No. 8 screws spaced 4-inches (102 mm) on center at all panel edges and 12 inches (304.8 mm) on center on intermediate framing members, the following shall apply:
- Multiplying the percentages of full height sheathing in Table R603.9.2(1) by 0.72 shall be permitted.
- For bottom track attached to foundations or framing below, the bottom track anchor or screw connection spacing in Table R505.3.1(1) and Table R603.3.1 shall be multiplied by 2/3.
Where the percentage of full height sheathing is adjusted in accordance with Section R603.9.2.3, 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 R603.9.2, shall be permitted at the corners of buildings.
The maximum projection of one unit shall not exceed one-half the height of the unit or one-third the thickness at right angles to the wall. The maximum corbeled projection beyond the face of the wall shall not exceed:
CONSTRUCTION; COMPRESSIVE STRENGTH OF UNIT, GROSS AREA |
ALLOWABLE COMPRESSIVE STRESSESa GROSS CROSS-SECTIONAL AREAb |
|
Type M or S mortar | Type N mortar | |
Solid masonry of brick and other solid units of clay or shale; sand-lime or concrete brick: | ||
8,000+ psi | 350 | 300 |
4,500 psi | 225 | 200 |
2,500 psi | 160 | 140 |
1,500 psi | 115 | 100 |
Groutedc masonry, of clay or shale; sand-lime or concrete: | ||
4,500+ psi | 225 | 200 |
2,500 psi | 160 | 140 |
1,500 psi | 115 | 100 |
Solid masonry of solid concrete masonry units: | ||
3,000+ psi | 225 | 200 |
2,000 psi | 160 | 140 |
1,200 psi | 115 | 100 |
Masonry of hollow load-bearing units: | ||
2,000+ psi | 140 | 120 |
1,500 psi | 115 | 100 |
1,000 psi | 75 | 70 |
700 psi | 60 | 55 |
Hollow walls (cavity or masonry bondedd) solid units: | ||
2,500+ psi | 160 | 140 |
1,500 psi | 115 | 100 |
Hollow units | 75 | 70 |
Stone ashlar masonry: | ||
Granite | 720 | 640 |
Limestone or marble | 450 | 400 |
Sandstone or cast stone | 360 | 320 |
Rubble stone masonry: | ||
Coarse, rough or random | 120 | 100 |
- Linear interpolation shall be used for determining allowable stresses for masonry units having compressive strengths that are intermediate between those given in the table.
- Gross cross-sectional area shall be calculated on the actual rather than nominal dimensions.
- See Section R608.
- Where floor and roof loads are carried upon one wythe, the gross cross-sectional area is that of the wythe under load; if both wythes are loaded, the gross cross-sectional area is that of the wall minus the area of the cavity between the wythes. Walls bonded with metal ties shall be considered as cavity walls unless the collar joints are filled with mortar or grout.
CONSTRUCTION | MAXIMUM WALL LENGTH TO THICKNESS OR WALL HEIGHT TO THICKNESSa,b |
Bearing walls: | |
Solid or solid grouted | 20 |
All other | 18 |
Nonbearing walls: | |
Exterior | 18 |
Interior | 36 |
- Except for cavity walls and cantilevered walls, the thickness of a wall shall be its nominal thickness measured perpendicular to the face of the wall. For cavity walls, the thickness shall be determined as the sum of the nominal thicknesses of the individual wythes. For cantilever walls, except for parapets, the ratio of height to nominal thickness shall not exceed 6 for solid masonry, or 4 for hollow masonry. For parapets, see Section R606.2.4.
- An additional unsupported height of 6 feet is permitted for gable end walls.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0.479 kPa.
ANCHORAGE REQUIREMENTS FOR MASONRY WALLS LOCATED IN SEISMIC
DESIGN CATEGORY A, B OR C AND WHERE WIND LOADS ARE LESS THAN 30 PSF
REQUIREMENTS FOR REINFORCED GROUTED MASONRY CONSTRUCTION IN SEISMIC DESIGN CATEGORY C
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
REQUIREMENTS FOR REINFORCED MASONRY CONSTRUCTION IN SEISMIC DESIGN CATEGORY D0, D1, OR D2