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Chapter 6 Wall Construction

Section R601 General

R601.1 Application

The provisions of this chapter shall control the design and construction of all walls and partitions for all buildings.

R601.2 Requirements

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

R601.2.1 Compressible Floor-Covering Materials

Compressible floor-covering materials that compress more than 1/32 inch (0.8 mm) when subjected to 50 pounds (23 kg) applied over 1 inch square (645 mm) of material and are greater than 1/8 inch (3 mm) in thickness in the uncompressed state shall not extend beneath walls, partitions or columns, which are fastened to the floor.

R601.3 Vapor Retarders

Class I or II vapor retarders are required on the interior side of frame walls in Zones 5, 6, 7, 8 and Marine 4.
Exceptions:
  1. Basement walls.
  2. Below grade portion of any wall.
  3. Construction where moisture or its freezing will not damage the materials.

R601.3.1 Class III Vapor Retarders

Class III vapor retarders shall be permitted where any one of the conditions in Table R601.3.1 is met.
 
TABLE R601.3.1
CLASS III VAPOR RETARDERS
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

For SI: 1 pound per cubic foot = 16.02 kg/m3.
  1. 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.

R601.3.2 Material Vapor Retarder Class

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.

R601.3.3 Minimum Clear Air Spaces and Vented Openings for Vented Cladding

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.
  1. Vinyl lap or horizontal aluminum siding applied over a weather resistive barrier as specified in Table R703.4.
  2. Brick veneer with a clear airspace as specified in Section R703.7.4.2.
  3. Other approved vented claddings.

Section R602 Wood Wall Framing

Upcodes Diagrams

R602.1 Identification

Load-bearing dimension lumber for studs, plates and headers shall be identified by a grade mark of a lumber grading or inspection agency that has been approved by an accreditation body that complies with DOC PS 20. In lieu of a grade mark, a certification of inspection issued by a lumber grading or inspection agency meeting the requirements of this section shall be accepted.

R602.1.1 End-Jointed Lumber

Approved end-jointed lumber identified by a grade mark conforming to Section R602.1 may be used interchangeably with solid-sawn members of the same species and grade.

R602.1.2 Structural Glued Laminated Timbers

Glued laminated timbers shall be manufactured and identified as required in ANSI/AITC A190.1 and ASTM D 3737.

R602.1.3 Structural Log Members

Stress grading of structural log members of nonrectangular shape, as typically used in log buildings, shall be in accordance with ASTM D 3957. Such structural log members shall be identified by the grade mark of an approved lumber grading or inspection agency. In lieu of a grade mark on the material, a certificate of inspection as to species and grade, issued by a lumber-grading or inspection agency meeting the requirements of this section, shall be permitted to be accepted.

R602.2 Grade

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).

R602.3 Design and Construction

Exterior walls of wood-frame construction shall be designed and constructed in accordance with the provisions of this chapter and Figures R602.3(1) and R602.3.(2) or in accordance with AF&PA's NDS. Components of exterior walls shall be fastened in accordance with Tables R602.3(1) through R602.3(4). Structural wall sheathing shall be fastened directly to structural framing members. Exterior wall coverings shall be capable of resisting the wind pressures listed in Table R301.2(2) adjusted for height and exposure using Table R301.2(3). Wood structural panel sheathing used for exterior walls shall conform to the requirements of Table R602.3(3).

Studs shall be continuous from support at the sole plate to a support at the top plate to resist loads perpendicular to the wall. The support shall be a foundation or floor, ceiling or roof diaphragm or shall be designed in accordance with accepted engineering practice.
Exception: Jack studs, trimmer studs and cripple studs at openings in walls that comply with Tables R502.5(1) and R502.5(2).

TABLE R602.3(1)
FASTENER SCHEDULE FOR STRUCTURAL MEMBERS
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; 1ksi = 6.895 MPa.
  1. 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.
  2. Staples are 16 gage wire and have a minimum 7/16-inch on diameter crown width.
  3. Nails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater.
  4. Four-foot-by-8-foot or 4-foot-by-9-foot panels shall be applied vertically.
  5. Spacing of fasteners not included in this table shall be based on Table R602.3(2).
  6. 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.
  7. 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.
  8. 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.
  9. 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.
TABLE R602.3(2)
ALTERNATE ATTACHMENTS
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

For SI: 1 inch = 25.4 mm.
  1. Nail is a general description and may be T-head, modified round head or round head.
  2. Staples shall have a minimum crown width of 7/16-inch on diameter except as noted.
  3. 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.
  4. Fasteners shall be placed in a grid pattern throughout the body of the panel.
  5. For 5-ply panels, intermediate nails shall be spaced not more than 12 inches on center each way.
  6. Hardboard underlayment shall conform to CPA/ANSI A135.4.
TABLE R602.3(3)
REQUIREMENTS FOR WOOD STRUCTURAL PANEL
WALL SHEATHING USED TO RESIST WIND PRESSURESa,b,c
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

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.
  1. 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.
  2. 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.
  3. 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.
TABLE R602.3(4)
ALLOWABLE SPANS FOR PARTICLEBOARD WALL SHEATHINGa
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

For SI: 1 inch = 25.4 mm.
  1. 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.
TABLE R602.3(5)
SIZE, HEIGHT AND SPACING OF WOOD STUDSa
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 square foot = 0.093 m2.
  1. 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.
  2. Shall not be used in exterior walls.
  3. 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.
For SI: 1 inch = 25.4 mm.
FIGURE R602.3(1)
TYPICAL WALL, FLOOR AND ROOF FRAMING

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE R602.3(2)
FRAMING DETAILS

R602.3.1 Stud Size, Height and Spacing

The size, height and spacing of studs shall be in accordance with Table R602.3.(5).
Exceptions:
  1. 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.
  2. Studs more than 10 feet (3048 mm) in height which are in accordance with Table R602.3.1.
TABLE R602.3.1
MAXIMUM ALLOWABLE LENGTH OF WOOD WALL STUDS EXPOSED TO WIND SPEEDS OF 100 mph OR LESS
IN SEISMIC DESIGN CATEGORIES A, B, C, D0, D1 and D2b, c
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa, 1 mile per hour = 0.447 m/s.
  1. Design required.
  2. 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.
  3. Utility, standard, stud and No. 3 grade lumber of any species are not permitted.

R602.3.2 Top Plate

Wood stud walls shall be capped with a double top plate installed to provide overlapping at corners and intersections with bearing partitions. End joints in top plates shall be offset 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.

R602.3.3 Bearing Studs

Where joists, trusses or rafters are spaced more than 16 inches (406 mm) on center and the bearing studs below are spaced 24 inches (610 mm) on center, such members shall bear within 5 inches (127 mm) of the studs beneath.
Exceptions:
  1. 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.
  2. A third top plate is installed.
  3. Solid blocking equal in size to the studs is installed to reinforce the double top plate.

R602.3.4 Bottom (Sole) Plate

Studs shall have full bearing on a nominal 2-by (51 mm) or larger plate or sill having a width at least equal to the width of the studs.

R602.4 Interior Load-Bearing Walls

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

R602.5 Interior Nonbearing Walls

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

R602.6 Drilling and Notching—Studs

Drilling and notching of studs shall be in accordance with the following:
  1. 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.
  2. 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).
Exception: Use of approved stud shoes is permitted when they are installed in accordance with the manufacturer's recommendations.

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



For SI: 1 inch = 25.4 mm.
FIGURE R602.6(2)
NOTCHING AND BORED HOLE LIMITATIONS FOR INTERIOR NONBEARING WALLS

R602.6.1 Drilling and Notching of Top Plate

When piping or ductwork is placed in or partly in an exterior wall or interior load-bearing wall, necessitating cutting, drilling or notching of the top plate by more than 50 percent of its width, a galvanized metal tie not less than 0.054 inch thick (1.37 mm) (16 ga) and 11/2 inches (38 mm) wide shall be fastened across and to the plate at each side of the opening with not less than eight 10d (0.148 inch diameter) having a minimum length of 11/2 inches (38 mm) at each side or equivalent. The metal tie must extend a minimum of 6 inches past the opening. See Figure R602.6.1.
Exception: When the entire side of the wall with the notch or cut is covered by wood structural panel sheathing.

For SI: 1 inch = 25.4 mm.
FIGURE R602.6.1
TOP PLATE FRAMING TO ACCOMMODATE PIPING

R602.7 Headers

For header spans see Tables R502.5(1) and R502.5(2).

R602.7.1 Wood Structural Panel Box Headers

Wood structural panel box headers shall be constructed in accordance with Figure R602.7.2 and Table R602.7.2.

R602.7.2 Nonbearing Walls

Load-bearing headers are not required in interior or exterior nonbearing walls. A single flat 2-inch-by-4-inch (51 mm by 102 mm) member may be used as a header in interior or exterior nonbearing walls for openings up to 8 feet (2438 mm) in width if the vertical distance to the parallel nailing surface above is not more than 24 inches (610 mm). For such nonbearing headers, no cripples or blocking are required above the header.

TABLE R602.7.2
MAXIMUM SPANS FOR WOOD STRUCTURAL PANEL BOX HEADERSa
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
  1. Spans are based on single story with clear-span trussed roof or two-story with floor and roof supported by interior-bearing walls.
  2. See Figure R602.7.2 for construction details.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. NOTES:
  1. The top plate shall be continuous over header.
  2. Jack studs shall be used for spans over 4 feet.
  3. Cripple spacing shall be the same as for studs.
  4. 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.
  5. Wood structural panel faces shall be nailed to framing and cripples with 8d common or galvanized box nails spaced 3 inches on center, staggering alternate nails 1/2 inch. Galvanized nails shall be hot-dipped or tumbled.
FIGURE R602.7.2
TYPICAL WOOD STRUCTURAL PANEL BOX HEADER CONSTRUCTION

R602.8 Fireblocking Required

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

R602.9 Cripple Walls

Foundation cripple walls shall be framed of studs not smaller than the studding above. When exceeding 4 feet (1219 mm) in height, such walls shall be framed of studs having the size required for an additional story.
Cripple walls with a stud height less than 14 inches (356 mm) shall be 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.

R602.10 Wall Bracing

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.
Upcodes Diagrams

R602.10.1 Braced Wall Lines

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:
  1. The intersection with perpendicular exterior walls or projection thereof,
  2. The intersection with perpendicular braced wall lines.
The end of the braced wall line shall be chosen such that the maximum length results.

R602.10.1.1 Braced Wall Panels

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:
  1. Mixing bracing methods from story to story is permitted.
  2. 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.
  3. 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.

R602.10.1.2 Length of Bracing

The length of bracing along each braced wall line shall be the greater of that required by the design wind speed and braced wall line spacing in accordance with Table R602.10.1.2(1) as adjusted by the factors in the footnotes or the Seismic Design Category and braced wall line length in accordance with Table R602.10.1.2(2) as adjusted by the factors in Table R602.10.1.2(3) or braced wall panel location requirements of Section R602.10.1.4. Only walls that are parallel to the braced wall line shall be counted toward the bracing requirement of that line, except angled walls shall be counted in accordance with Section R602.10.1.3. In no case shall the minimum total length of bracing in a braced wall line, after all adjustments have been taken, be less than 48 inches (1219 mm) total.

TABLE R602.10.1.2(1)a, b, c, d, e
BRACING REQUIREMENTS BASED ON WIND SPEED
(as a function of braced wall line spacing)
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

For SI: 1 foot = 304.8 mm, 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s, 1 pound force = 4.448 N.
  1. 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.
  2. 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
  3. 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
  4. 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.
  5. 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
  6. 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
  7. 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.
  8. Method LIB bracing shall have gypsum board attached to at least one side according to the Section R602.10.2 Method GB requirements.
  9. 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.
TABLE R602.10.1.2(2)a, b, c
BRACING REQUIREMENTS BASED ON SEISMIC DESIGN CATEGORY
(AS A FUNCTION OF BRACED WALL LINE LENGTH)
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

For SI: 1 foot = 304.8 mm, 1 pound per square foot = 47.89 Pa.
  1. 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.
  2. Foundation cripple wall panels shall be braced in accordance with Section R602.10.9.
  3. Methods of bracing shall be as described in Sections R602.10.2, R602.10.4 and R602.10.5.
TABLE R602.10.1.2(3)
ADJUSTMENT FACTORS TO THE LENGTH OF REQUIRED SEISMIC WALL BRACINGa
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

For SI: 1 foot = 304.8 mm, 1 pound per square foot = 47.89 Pa.
  1. The total length of bracing required for a given wall line is the product of all applicable adjustment factors.
  2. Linear interpolation shall be permitted.
  3. Braced wall line spacing and adjustment to bracing length in SDC D0, D1, and D2 shall comply with Section R602.10.1.5.

R602.10.1.2.1 Braced Wall Panel Uplift Load Path

Braced wall panels located at exterior walls that support roof rafters or trusses (including stories below top story) shall have the framing members connected in accordance with one of the following:
  1. Fastening in accordance with Table R602.3(1) where:
    1. 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
    2. 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.
  2. 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.
  3. Bracing and fasteners designed in accordance with accepted engineering practice to resist combined uplift and shear forces.

R602.10.1.3 Angled Corners

At corners, braced wall lines shall be permitted to angle out of plane up to 45 degrees with a maximum diagonal length of 8 feet (2438 mm). When determining the length of bracing required, the length of each braced wall line shall be determined as shown in Figure R602.10.1.3. The placement of bracing for the braced wall lines shall begin at the point where the braced wall line, which contains the angled wall adjoins the adjacent braced wall line (Point A as shown in Figure R602.10.1.3). Where an angled corner is constructed at an angle equal to 45 degrees (0.79 rad) and the diagonal length is no more than 8 feet (2438 mm), the angled wall may be considered as part of either of the adjoining braced wall lines, but not both. Where the diagonal length is greater than 8 feet (2438 mm), it shall be considered its own braced wall line and be braced in accordance with Section R602.10.1 and methods in Section R602.10.2.

For SI: 1 foot = 304.8 mm.
FIGURE R602.10.1.3
ANGLED CORNERS

R602.10.1.4 Braced Wall Panel Location

Braced wall panels shall be located in accordance with Figure R602.10.1.4(1). Braced wall panels shall be located not more than 25 feet (7620 mm) on center and shall be permitted to begin no more than 12.5 feet (3810 mm) from the end of a braced wall line in accordance with Section R602.10.1 and Figure R602.10.1.4(2). The total combined distance from each end of a braced wall line to the outermost braced wall panel or panels in the line shall not exceed 12.5 feet (3810 mm). Braced wall panels may be offset out-of-plane up to 4 feet (1219 mm) from the designated braced wall line provided that the total out-to-out offset of braced wall panels in a braced wall line is not more than 8 feet (2438 mm) in accordance with Figures R602.10.1.4(3) and R602.10.1.4(4). All braced wall panels within a braced wall line shall be permitted to be offset from the designated braced wall line.

For SI: 1 foot = 304.8 mm.
FIGURE R602.10.1.4(1)
BRACED WALL PANELS AND BRACED WALL LINES

For SI: 1 foot = 304.8 mm.
FIGURE R602.10.1.4(2)
BRACED WALL PANEL END DISTANCE REQUIREMENTS (SDC A, B AND C)

For SI: 1 foot = 304.8 mm.
FIGURE R602.10.1.4(3)
OFFSETS PERMITTED FOR BRACED WALL LINES

For SI: 1 foot = 304.8 mm.
FIGURE R602.10.1.4(4)
BRACED WALL LINE SPACING

R602.10.1.4.1 Braced Wall Panel Location in Seismic Design Categories D0, D1 and D2

Braced wall lines at exterior walls shall have a braced wall panel located at each end of the braced wall line.
Exception: For braced wall panel construction Method WSP of Section R602.10.2, the braced wall panel shall be permitted to begin no more than 8 feet (2438 mm) from each end of the braced wall line provided one of the following is satisfied in accordance with Figure R602.10.1.4.1:
  1. 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
  2. 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.
FIGURE R602.10.1.4.1
BRACED WALL PANELS AT ENDS OF BRACED WALL LINES IN SEISMIC DESIGN CATEGORIES D0, D1 AND D2

R602.10.1.5 Braced Wall Line Spacing for Seismic Design Categories D0, D1 and D2

Spacing between braced wall lines in each story shall not exceed 25 feet (7620 mm) on center in both the longitudinal and transverse directions.
Exception: In one- and two-story buildings, spacing between two adjacent braced wall lines shall not exceed 35 feet (10 668 mm) on center in order to accommodate one single room not exceeding 900 square feet (84 m2) in each dwelling unit. Spacing between all other braced wall lines shall not exceed 25 feet (7620 mm). A spacing of 35 feet (10 668 mm) or less shall be permitted between braced wall lines where the length of wall bracing required by Table R602.10.1.2(2) is multiplied by the appropriate adjustment factor from Table R602.10.1.5, the length-to-width ratio for the floor/roof diaphragm does not exceed 3:1, and the top plate lap splice face nailing is twelve 16d nails on each side of the splice.

TABLE R602.10.1.5
ADJUSTMENTS OF BRACING LENGTH FOR BRACED WALL LINE SPACING GREATER THAN 25 FEETa,b
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

For SI: 1 foot = 304.8 mm.
  1. Linear interpolation is permitted.
  2. When a braced wall line has a parallel braced wall line on both sides, the larger adjustment factor shall be used.

R602.10.2 Intermittent Braced Wall Panel Construction Methods

The construction of intermittent braced wall panels shall be in accordance with one of the methods listed in Table R602.10.2.

TABLE R602.10.2
INTERMITTENT BRACING METHODS
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

R602.10.2.1 Intermittent Braced Wall Panel Interior Finish Material

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:
  1. Wall panels that are braced in accordance with Methods GB, ABW, PFG and PFH.
  2. When an approved interior finish material with an in-plane shear resistance equivalent to gypsum board is installed.
  3. 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.

R602.10.2.2 Adhesive Attachment of Sheathing in Seismic Design Categories C, D

0, D1 and D2. Adhesive attachment of wall sheathing shall not be permitted in Seismic Design Categories C, D0, D1 and D2.

R602.10.3 Minimum Length of Braced Panels

For Methods DWB, WSP, SFB, PBS, PCP and HPS, each braced wall panel shall be at least 48 inches (1219 mm) in length, covering a minimum of three stud spaces where studs are spaced 16 inches (406 mm) on center and covering a minimum of two stud spaces where studs are spaced 24 inches (610 mm) on center. For Method GB, each braced wall panel and shall be at least 96 inches (2438 mm) in length where applied to one face of a braced wall panel and at least 48 inches (1219 mm) where applied to both faces. For Methods DWB, WSP, SFB, PBS, PCP and HPS, for purposes of computing the length of panel bracing required in Tables R602.10.1.2(1) and R602.10.1.2(2), the effective length of the braced wall panel shall be equal to the actual length of the panel. When Method GB panels are applied to only one face of a braced wall panel, bracing lengths required in Tables R602.10.1.2(1) and R602.10.1.2(2) for Method GB shall be doubled.
Exceptions:
  1. Lengths of braced wall panels for continuous sheathing methods shall be in accordance with Table R602.10.4.2.
  2. Lengths of Method ABW panels shall be in accordance with Sections R602.10.3.2.
  3. Length of Methods PFH and PFG panels shall be in accordance with Section R602.10.3.3 and R602.10.3.4 respectively.
  4. 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.

TABLE R602.10.3
EFFECTIVE LENGTHS FOR BRACED WALL PANELS LESS THAN 48 INCHES IN ACTUAL LENGTH
(BRACE METHODS DWB, WSP, SFB, PBS, PCP AND HPSa)
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
  1. Interpolation shall be permitted.

R602.10.3.1 Adjustment of Length of Braced Panels

When story height (H), measured in feet, exceeds 10 feet (3048 mm), in accordance with Section R301.3, the minimum length of braced wall panels specified in Section R602.10.3 shall be increased by a factor H/10. See Table R602.10.3.1. Interpolation is permitted.

TABLE R602.10.3.1
MINIMUM LENGTH REQUIREMENTS FOR BRACED WALL PANELS
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.

R602.10.3.2 Method ABW: Alternate Braced Wall Panels

Method ABW braced wall panels constructed in accordance with one of the following provisions shall be permitted to replace each 4 feet (1219 mm) of braced wall panel as required by Section R602.10.3. The maximum height and minimum length and hold-down force of each panel shall be in accordance with Table R602.10.3.2:
  1. 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.
  2. 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.
TABLE R602.10.3.2
MINIMUM LENGTH REQUIREMENTS AND HOLD-DOWN FORCES FOR METHOD ABW BRACED WALL PANELS
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.
  1. NP = Not Permitted. Maximum height of 10 feet.
For SI: 1 inch = 25.4 mm.
FIGURE R602.10.3.2
ALTERNATE BRACED WALL PANEL

R602.10.3.3 Method PFH: Portal Frame With Hold-Downs

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:
  1. 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.
  2. 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.
FIGURE R602.10.3.3
METHOD PFH: PORTAL FRAME WITH HOLD-DOWNS

R602.10.3.4 Method PFG: At Garage Door Openings in Seismic Design Categories A, B and C

Where supporting a roof or one story and a roof, alternate braced wall panels constructed in accordance with the following provisions are permitted on either side of garage door openings. For the purpose of calculating wall bracing amounts to satisfy the minimum requirements of Table R602.10.1.2(1), the length of the alternate braced wall panel shall be multiplied by a factor of 1.5.
  1. 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).
  2. 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.
  3. 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.
  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.
  5. 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.
  6. 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.
  7. Braced wall panel shall be installed directly on a foundation.
  8. 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.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound force = 4.448 N.
FIGURE R602.10.3.4
METHOD PFG PORTAL FRAME AT GARAGE DOOR OPENINGS IN SEISMIC DESIGN CATEGORIES A, B AND C

R602.10.4 Continuous Sheathing

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.

R602.10.4.1 Continuous Sheathing Braced Wall Panels

Continuous sheathing methods require structural panel sheathing to be used on all sheathable surfaces on one side of a braced wall line including areas above and below openings and gable end walls. Braced wall panels shall be constructed in accordance with one of the methods listed in Table R602.10.4.1. Different bracing methods, other than those listed in Table R602.10.4.1, shall not be permitted along a braced wall line with continuous sheathing.

TABLE R602.10.4.1
CONTINUOUS SHEATHING METHODS
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

For SI: 1 inch = 25.4 mm, 1 pound per square foot = 47.89 Pa.
  1. Applies to one wall of a garage only.
  2. Roof covering dead loads shall be 3 psf or less.

R602.10.4.1.1 Continuous Portal Frame

Continuous portal frame braced wall panels shall be constructed in accordance with Figure R602.10.4.1.1. The number of continuous portal frame panels in a single braced wall line shall not exceed four. For purposes of resisting wind pressures acting perpendicular to the wall, the requirements of Figure R602.10.4.1.1 and Table R602.10.4.1.1 shall be met. There shall be a maximum of two braced wall segments per header and header length shall not exceed 22 feet (6706 mm). Tension straps shall be installed in accordance with the manufacturer's recommendations.

TABLE R602.10.4.1.1
TENSION STRAP CAPACITY REQUIRED FOR RESISTING WIND PRESSURES
PERPENDICULAR TO 6:1 ASPECT RATIO WALLSa,b
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound force = 4.448 N.
  1. DR = design required.
  2. Strap shall be installed in accordance with manufacturer's recommendations.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound force = 4.448 N.
FIGURE R602.10.4.1.1
METHOD CS-PF: CONTINUOUS PORTAL FRAME PANEL CONSTRUCTION

R602.10.4.2 Length of Braced Wall Panels With Continuous Sheathing

Braced wall panels along a braced wall line with continuous sheathing shall be full-height with a length based on the adjacent clear opening height in accordance with Table R602.10.4.2 and Figure R602.10.4.2. Within a braced wall line when a panel has an opening on either side of differing heights, the taller opening height shall be used to determine the panel length from Table R602.10.4.2. For Method CS-PF, wall height shall be measured from the top of the header to the bottom of the bottom plate as shown in Figure R602.10.4.1.1.

TABLE R602.10.4.2
LENGTH REQUIREMENTS FOR BRACED WALL PANELS WITH CONTINUOUS SHEATHINGa (inches)
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 — —

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
  1. Interpolation shall be permitted.
FIGURE R602.10.4.2
BRACED WALL PANELS WITH CONTINUOUS SHEATHING

R602.10.4.3 Length of Bracing for Continuous Sheathing

Braced wall lines with continuous sheathing shall be provided with braced wall panels in the length required in Tables R602.10.1.2(1) and R602.10.1.2(2). Only those full-height braced wall panels complying with the length requirements of Table R602.10.4.2 shall be permitted to contribute to the minimum required length of bracing.

R602.10.4.4 Continuously Sheathed Braced Wall Panel Location and Corner Construction

For all continuous sheathing methods, full-height braced wall panels complying with the length requirements of Table R602.10.4.2 shall be located at each end of a braced wall line with continuous sheathing and at least every 25 feet (7620 mm) on center. A minimum 24 inch (610 mm) wood structural panel corner return shall be provided at both ends of a braced wall line with continuous sheathing in accordance with Figures R602.10.4.4(1) and R602.10.4.4(2). 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 12.5 feet (3810 mm) from each end of the braced wall line in Seismic Design Categories A, B and C and 8 feet (2438 mm) in Seismic Design Categories D0, D1 and D2 provided one of the following is satisfied:
  1. 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
  2. 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).
For SI: 1 inch = 25.4 mm, 1 foot = 305 mm.
FIGURE R602.10.4.4(1)
TYPICAL EXTERIOR CORNER FRAMING FOR CONTINUOUS SHEATHING

For SI: 1 foot = 304.8 mm.
FIGURE R602.10.4.4(2)
BRACED WALL LINE WITH CONTINUOUS SHEATHING WITH CORNER RETURN PANEL

For SI: 1 inch = 25.4 mm, 1 pound = 4.448 N.
FIGURE R602.10.4.4(3)
BRACED WALL LINE WITH CONTINUOUS SHEATHING WITHOUT CORNER RETURN PANEL

For SI: 1 inch = 25.4 mm.
FIGURE R602.10.4.4(4)
BRACED WALL LINE WITH CONTINUOUS SHEATHING FIRST BRACED WALL PANEL
AWAY FROM END OF WALL LINE WITHOUT TIE DOWN

For SI: 1 foot = 305 mm. 1 pound = 4.448 N.
FIGURE R602.10.4.4(5)
BRACED WALL LINE WITH CONTINUOUS SHEATHING—FIRST BRACED WALL
PANEL AWAY FROM END OF WALL LINE WITH HOLD-DOWN

R602.10.5 Continuously-Sheathed Braced Wall Line Using Method CS-SFB (Structural Fiberboard Sheathing)

Continuously sheathed braced wall lines using structural fiberboard sheathing shall comply with this section. Different bracing methods shall not be permitted within a continuously sheathed braced wall line. Other bracing methods prescribed by this code shall be permitted on other braced wall lines on the same story level or on different story levels of the building.

R602.10.5.1 Continuously Sheathed Braced Wall Line Requirements

Continuously-sheathed braced wall lines shall be in accordance with Figure R602.10.4.2 and shall comply with all of the following requirements:
  1. Structural fiberboard sheathing shall be applied to all exterior sheathable surfaces of a braced wall line including areas above and below openings.
  2. 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).

R602.10.5.2 Braced Wall Panel Length

In a continuously-sheathed structural fiberboard braced wall line, the minimum braced wall panel length shall be in accordance with Table R602.10.5.2.

TABLE R602.10.5.2
MINIMUM LENGTH REQUIREMENTS FOR STRUCTURAL FIBERBOARD BRACED
WALL PANELS IN A CONTINUOUSLY-SHEATHED WALLa
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

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

R602.10.5.3 Braced Wall Panel Location and Corner Construction

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:
  1. 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
  2. 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).

R602.10.5.4 Continuously Sheathed Braced Wall Lines

Where a continuously-sheathed braced wall line is used in Seismic Design Categories D0, D1 and D2 or regions where the basic wind speed exceeds 100 miles per hour (45 m/s), the braced wall line shall be designed in accordance with accepted engineering practice and the provisions of the International Building Code. Also, all other exterior braced wall lines in the same story shall be continuously sheathed.

R602.10.6 Braced Wall Panel Connections

Braced wall panels shall be connected to floor framing or foundations as follows:
  1. 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).
  2. 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).
  3. Connections of braced wall panels to concrete or masonry shall be in accordance with Section R403.1.6.
For SI: 1 inch = 25.4 mm.
FIGURE R602.10.6(1)
BRACED WALL PANEL CONNECTION WHEN PERPENDICULAR TO FLOOR/CEILING FRAMING

For SI: 1 inch = 25.4 mm.
FIGURE R602.10.6(2)
BRACED WALL PANEL CONNECTION WHEN PARALLEL TO FLOOR/CEILING FRAMING

R602.10.6.1 Braced Wall Panel Connections for Seismic Design Categories D

0, D1 and D2. Braced wall panels shall be fastened to required foundations in accordance with Section R602.11.1, and top plate lap splices shall be face-nailed with at least eight 16d nails on each side of the splice.

R602.10.6.2 Connections to Roof Framing

Exterior braced wall panels shall be connected to roof framing as follows.
  1.  Parallel rafters or roof trusses shall be attached to the top plates of braced wall panels in accordance with Table R602.3(1).
  2.  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).
  3.  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).
  4.  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:
    1.  In accordance with Figure R602.10.6.2(2),
    2.  In accordance with Figure R602.10.6.2(3),
    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).
    4.  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.
FIGURE R602.10.6.2(1)
BRACED WALL PANEL CONNECTION
TO PERPENDICULAR RAFTERS
  1. Methods of bracing Shell be as described in section R602.10.2 method DWB, WSP, SFT, BG, PBS, PCP or HPS
For SI: 1 inch = 25.4 mm.
FIGURE R602.10.6.2(2)
BRACED WALL PANEL CONNECTION OPTION TO PERPENDICULAR RAFTERS OR ROOF TRUSSES
FIGURE R602.10.6.2(3)
BRACED WALL PANEL CONNECTION OPTION TO PERPENDICULAR RAFTERS OR ROOF TRUSSES

R602.10.7 Braced Wall Panel Support

Braced wall panel support shall be provided as follows:
  1. 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.
  2. Elevated post or pier foundations supporting braced wall panels shall be designed in accordance with accepted engineering practice.
  3. 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.
For SI: 1 inch = 25.4 mm.
FIGURE R602.10.7
MASONRY STEM WALLS SUPPORTING BRACED WALL PANELS

R602.10.7.1 Braced Wall Panel Support for Seismic Design Category D

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:
  1. The height of cripple walls does not exceed 4 feet (1219 mm).
  2. First-floor braced wall panels are supported on doubled floor joists, continuous blocking or floor beams.
  3. The distance between bracing lines does not exceed twice the building width measured parallel to the braced wall line.

R602.10.8 Panel Joints

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:
  1. Blocking at horizontal joints shall not be required in wall segments that are not counted as braced wall panels.
  2. 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.
  3. When Method GB panels are installed horizontally, blocking of horizontal joints is not required.

R602.10.9 Cripple Wall Bracing

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:
  1. 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
  2. The wall panel spacing shall be decreased to 18 feet (5486 mm) instead of 25 feet (7620 mm).

R602.10.9.1 Cripple Wall Bracing in Seismic Design Categories D

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).

R602.10.9.2 Redesignation of Cripple Walls

In any Seismic Design Category, cripple walls shall be permitted to be redesignated as the first story walls for purposes of determining wall bracing requirements. If the cripple walls are redesignated, the stories above the redesignated story shall be counted as the second and third stories, respectively.

R602.11 Wall Anchorage

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

R602.11.1 Wall Anchorage for All Buildings in Seismic Design Categories D

0, D1 and D2 and townhouses in Seismic Design Category C. Plate washers, a minimum of 0.229 inch by 3 inches by 3 inches (5.8 mm by 76 mm by 76 mm) in size, shall be provided between the foundation sill plate and the nut except where approved anchor straps are used. The hole in the plate washer is permitted to be diagonally slotted with a width of up to 3/16 inch (5 mm) larger than the bolt diameter and a slot length not to exceed 13/4 inches (44 mm), provided a standard cut washer is placed between the plate washer and the nut.

R602.11.2 Stepped Foundations in Seismic Design Categories D0, D1 and D2

In all buildings located in Seismic Design Categories D0, D1 or D2, where the height of a required braced wall line that extends from foundation to floor above varies more than 4 feet (1219 mm), the braced wall line shall be constructed in accordance with the following:
  1. 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.
  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.
  3. Where only the bottom of the foundation is stepped and the lowest floor framing rests directly on a sill bolted to the foundations, the requirements of Sections R403.1.6 and R602.11.1 shall apply.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

Note: Where footing Section "A" is less than 8 feet long in a 25-foot-long wall, install bracing at cripple stud wall.
FIGURE R602.11.2
STEPPED FOUNDATION CONSTRUCTION

R602.12 Wall Bracing and Stone and Masonry Veneer

Where stone and masonry veneer is installed in accordance with Section R703.7, wall bracing shall comply with this section.

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.

TABLE R602.12(1)
STONE OR MASONRY VENEER WALL BRACING REQUIREMENTS, WOOD
OR STEEL FRAMING, SEISMIC DESIGN CATEGORIES A, B and C
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)
  1. Applies to exterior and interior braced wall lines.
TABLE R602.12(2)
STONE OR MASONRY VENEER WALL BRACING REQUIREMENTS,
ONE- AND TWO-FAMILY DETACHED DWELLINGS, SEISMIC DESIGN CATEGORIES D0, D1 and D2
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
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.479 kPa, 1 pound-force = 4.448 N.
  1. Cripple walls are not permitted in Seismic Design Categories D0, D1 and D2.
  2. Applies to exterior and interior braced wall lines.
  3. 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].
  4. 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).
FIGURE R602.12
HOLD DOWNS AT EXTERIOR AND INTERIOR BRACED WALL PANELS

R602.12.1 Seismic Design Categories D

0, D1 and D2. Wall bracing where stone and masonry veneer exceeds the first story height in Seismic Design Categories D0, D1 and D2 shall conform to the requirements of Sections R602.10 and R602.11 and the following requirements.

R602.12.1.1 Length of Bracing

The length of bracing along each braced wall line shall be in accordance with Table R602.12(2).

R602.12.1.2 Braced Wall Panel Location

Braced wall panels shall begin no more than 8 feet (2440 mm) from each end of a braced wall line and shall be spaced a maximum of 25 feet (7620 mm) on center.

R602.12.1.3 Braced Wall Panel Construction

Braced wall panels shall be constructed of sheathing with a thickness of not less than 7/16 inch (11 mm) nailed with 8d common nails spaced 4 inches (102 mm) on center at all panel edges and 12 inches (305 mm) on center at intermediate supports. The end of each braced wall panel shall have a hold down device in accordance with Table R602.12(2) installed at each end. Size, height and spacing of wood studs shall be in accordance with Table R602.3(5).

R602.12.1.4 Minimum Length of Braced Panel

Each braced wall panel shall be at least 48 inches (1219 mm) in length, covering a minimum of 3 stud spaces where studs are spaced 16 inches (406 mm) on center and covering a minimum of 2 stud spaced where studs are spaced 24 inches on center.

R602.12.1.5 Alternate Braced Wall Panel

Alternate braced wall panels described in Section R602.10.3.2 shall not replace the braced wall panel specification of this section.

R602.12.1.6 Continuously Sheathed Wall Bracing

Continuously sheathed provisions of Section R602.10.4 shall not be used in conjunction with the wall bracing provisions of this section.

Section R603 Steel Wall Framing

Upcodes Diagrams

R603.1 General

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

R603.1.1 Applicability Limits

The provisions of this section shall control the construction of exterior cold-formed steel wall framing and interior load-bearing cold-formed steel wall framing for buildings not more than 60 feet (18 288 mm) long perpendicular to the joist or truss span, not more than 40 feet (12 192 mm) wide parallel to the joist or truss span, and less than or equal to three stories above grade plane. All exterior walls installed in accordance with the provisions of this section shall be considered as load-bearing walls. Cold-formed steel walls constructed in accordance with the provisions of this section shall be limited to sites subjected to a maximum design wind speed of 110 miles per hour (49 m/s) Exposure B or C and a maximum ground snow load of 70 pounds per square foot (3.35 kPa).

R603.1.2 In-Line Framing

Load-bearing cold-formed steel studs constructed in accordance with Section R603 shall be located in-line with joists, trusses and rafters in accordance with Figure R603.1.2 and the tolerances specified as follows:
  1. 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.
  2. 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.
For SI: 1 inch = 25.4 mm,
FIGURE R603.1.2
IN-LINE FRAMING

R603.2 Structural Framing

Load-bearing cold-formed steel wall framing members shall comply with Figure R603.2(1) and with the dimensional and minimum thickness requirements specified in Tables R603.2(1) and R603.2(2). Tracks shall comply with Figure R603.2(2) and shall have a minimum flange width of 11/4 inches (32 mm). The maximum inside bend radius for members shall be the greater of 3/32 inch (2.4 mm) minus half the base steel thickness or 1.5 times the base steel thickness.

TABLE R603.2(1)
LOAD-BEARING COLD-FORMED STEEL STUD SIZES
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

For SI: 1 inch = 25.4 mm; 1 mil = 0.0254 mm.
  1. 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)].
TABLE R603.2(2)
MINIMUM THICKNESS OF COLD-FORMED STEEL MEMBERS
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.

FIGURE R603.2(1)
C-SHAPED SECTION

FIGURE R603.2(2)
TRACK SECTION

R603.2.1 Material

Load-bearing cold-formed steel framing members shall be cold-formed to shape from structural quality sheet steel complying with the requirements of one of the following:
  1. ASTM A 653: Grades 33, and 50 (Class 1 and 3).
  2. ASTM A 792: Grades 33, and 50A.
  3. ASTM A 1003: Structural Grades 33 Type H, and 50 Type H.

R603.2.2 Identification

Load-bearing cold-formed steel framing members shall have a legible label, stencil, stamp or embossment with the following information as a minimum:
  1. Manufacturer's identification.
  2. Minimum base steel thickness in inches (mm).
  3. Minimum coating designation.
  4. Minimum yield strength, in kips per square inch (ksi) (MPa).

R603.2.3 Corrosion Protection

Load-bearing cold-formed steel framing shall have a metallic coating complying with ASTM A 1003 and one of the following:
  1. A minimum of G 60 in accordance with ASTM A 653.
  2. A minimum of AZ 50 in accordance with ASTM A 792.

R603.2.4 Fastening Requirements

Screws for steel-to-steel connections shall be installed with a minimum edge distance and center-to-center spacing of 1/2 inch (12.7 mm), shall be self-drilling tapping and shall conform to ASTM C 1513. Structural sheathing shall be attached to cold-formed steel studs with minimum No. 8 self-drilling tapping screws that conform to ASTM C 1513. Screws for attaching structural sheathing to cold-formed steel wall framing shall have a minimum head diameter of 0.292 inch (7.4 mm) with countersunk heads and shall be installed with a minimum edge distance of 3/8 inch (9.5 mm). Gypsum board shall be attached to cold-formed steel wall framing with minimum No. 6 screws conforming to ASTM C 954 or ASTM C 1513 with a bugle head style and shall be installed in accordance with Section R702. For all connections, screws shall extend through the steel a minimum of three exposed threads. All fasteners shall have rust inhibitive coating suitable for the installation in which they are being used, or be manufactured from material not susceptible to corrosion.

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.

TABLE R603.2.4
SCREW SUBSTITUTION FACTOR
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.

R603.2.5 Web Holes, Web Hole Reinforcing and Web Hole Patching

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

R603.2.5.1 Web Holes

Web holes in wall studs and other structural members shall comply with all of the following conditions:
  1. Holes shall conform to Figure R603.2.5.1;
  2. Holes shall be permitted only along the centerline of the web of the framing member;
  3. Holes shall have a center-to-center spacing of not less than 24 inches (610 mm);
  4. Holes shall have a web hole width not greater than 0.5 times the member depth, or 11/2 inches (38 mm);
  5. Holes shall have a web hole length not exceeding 41/2 inches (114 mm); and
  6. Holes shall have a minimum distance between the edge of the bearing surface and the edge of the web hole of not less than 10 inches (254 mm).
Framing members with web holes not conforming to the above requirements shall be reinforced in accordance with Section R603.2.5.2, patched in accordance with Section R603.2.5.3 or designed in accordance with accepted engineering practice.

For SI: 1 inch = 25.4 mm.
FIGURE R603.2.5.1
WEB HOLES

R603.2.5.2 Web Hole Reinforcing

Web holes in gable endwall studs not conforming to the requirements of Section R603.2.5.1 shall be permitted to be reinforced if the hole is located fully within the center 40 percent of the span and the depth and length of the hole does not exceed 65 percent of the flat width of the web. The reinforcing shall be a steel plate or C-shape section with a hole that does not exceed the web hole size limitations of Section R603.2.5.1 for the member being reinforced. The steel reinforcing shall 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 reinforcing 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 minimum edge distance of 1/2 inch (12.7 mm).

R603.2.5.3 Hole Patching

Web holes in wall studs and other structural members not conforming to the requirements in Section R603.2.5.1 shall be permitted to be patched in accordance with either of the following methods:
  1. Framing members shall be replaced or designed in accordance with accepted engineering practice when web holes exceed the following size limits:
    1. The depth of the hole, measured across the web, exceeds 70 percent of the flat width of the web; or
    2. The length of the hole measured along the web exceeds 10 inches (254 mm) or the depth of the web, whichever is greater.
  2. 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).
For SI: 1 inch = 25.4 mm.
FIGURE R603.2.5.3
STUD WEB HOLE PATCH

R603.3 Wall Construction

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

R603.3.1 Wall to Foundation or Floor Connection

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

TABLE R603.3.1
WALL TO FOUNDATION OR FLOOR CONNECTION REQUIREMENTSa,b
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

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s, 1 foot = 304.8 mm, 1 lb = 4.45 N.
  1. 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.
  2. All screw sizes shown are minimum.
  3. NR = uplift connector not required.
  4. 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.
FIGURE R603.3.1(1)
WALL TO FLOOR CONNECTION

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

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm.
FIGURE R603.3.1(3)
WALL TO WOOD SILL CONNECTION

R603.3.1.1 Gable Endwalls

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

TABLE R603.3.1.1(1)
GABLE ENDWALL TO FLOOR CONNECTION REQUIREMENTSa,b,c
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.

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s, 1 foot = 304.8 mm.
  1. Refer to Table R603.3.1.1(2) for gable endwall bottom track to foundation connections.
  2. Where attachment is not given, special design is required.
  3. Stud height, h, is measured from wall bottom track to wall top track or brace connection height.
TABLE R603.3.1.1(2)
GABLE ENDWALL BOTTOM TRACK TO FOUNDATION CONNECTION REQUIREMENTSa,b,c
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.

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s, 1 foot = 304.8 mm.
  1. Refer to Table R603.3.1.1(1) for gable endwall bottom track to floor joist or track connection connections.
  2. Where attachment is not given, special design is required.
  3. Stud height, h, is measured from wall bottom track to wall top track or brace connection height.
  4. Foundation anchor straps are permitted in place of anchor bolts if spaced as required to provide equivalent anchorage to the required anchor bolts and installed in accordance with manufacturer's requirements.

R603.3.2 Minimum Stud Sizes

Cold-formed steel walls shall be constructed in accordance with Figures R603.3.1(1), R603.3.1(2), or R603.3.1(3), as applicable. Exterior wall stud size and thickness shall be determined in accordance with the limits set forth in Tables R603.3.2(2) through R603.3.2(31). Interior load-bearing wall stud size and thickness shall be determined in accordance with the limits set forth in Tables R603.3.2(2) through R603.3.2(31) based upon an 85 miles per hour (38 m/s) Exposure A/B wind value and the building width, stud spacing and snow load, as appropriate. Fastening requirements shall be in accordance with Section R603.2.4 and Table R603.3.2(1). Top and bottom tracks shall have the same minimum thickness as the wall studs.

Exterior wall studs shall be permitted to be reduced to the next thinner size, as shown in Tables R603.3.2(2) through R603.3.2(31), but not less than 33 mils (0.84 mm) ,where both of the following conditions exist:
  1. Minimum of 1/2 inch (12.7 mm) gypsum board is installed and fastened in accordance with Section R702 on the interior surface.
  2. 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.
Interior load-bearing walls shall be permitted to be reduced to the next thinner size, as shown in Tables R603.3.2(2) through R603.3.2(31), but not less than 33 mils (0.84 mm), where a minimum of 1/2 inch (12.7 mm) gypsum board is installed and fastened in accordance with Section R702 on both sides of the wall. The tabulated stud thickness for load- bearing walls shall be used when the attic load is 10 pounds per square feet (480 Pa) or less. A limited attic storage load of 20 pounds per square feet (960 Pa) shall be permitted provided that the next higher snow load column is used to select the stud size from Tables R603.3.2(2) through R603.3.2(31).

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).

TABLE R603.3.2(1)
WALL FASTENING SCHEDULEa
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

For SI: 1 inch = 25.4 mm.
  1. All screw sizes shown are minimum.
  2. Screws for attachment of structural sheathing panels are to be bugle-head, flat-head, or similar head styles with a minimum head diameter of 0.29 inch.
TABLE R603.3.2(2)
24-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa, b, c
33 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(3)
24-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c
50 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(4)
28-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c
33 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(5)
28-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c
50 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(6)
32-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c
33 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(7)
32-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c
50 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(8)
36-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c
33 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(9)
36-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c
50 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(10)
40-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c
33 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(11)
40-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c
50 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(12)
24-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c
33 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(13)
24-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c
50 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(14)
28-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c
33 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(15)
28-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c
50 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(16)
32-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c
33 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(17)
32-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c
50 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(18)
36-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c
33 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(19)
36-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c
50 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(20)
40-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c
33 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(21)
40-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c
50 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(22)
24-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c
33 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(23)
24-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c
50 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(24)
28-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c
33 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(25)
28-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c
50 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(26)
32-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c
33 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(27)
32-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c
50 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(28)
36-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c
33 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(29)
36-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c
50 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(30)
40-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c
33 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(31)
40-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c
50 ksi STEEL
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.

R603.3.2.1 Gable Endwalls

The size and thickness of gable endwall studs with heights less than or equal to 10 feet (3048 mm) shall be permitted in accordance with the limits set forth in Tables R603.3.2.1(1) or R603.3.2.1(2). The size and thickness of gable endwall studs with heights greater than 10 feet (3048 mm) shall be determined in accordance with the limits set forth in Tables R603.3.2.1(3) or R603.3.2.1(4).

TABLE R603.3.2.1(1)
ALL BUILDING WIDTHS
GABLE ENDWALLS 8, 9 OR 10 FEET IN HEIGHTa,b,c
33 ksi STEEL
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.
  1. Deflection criterion L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2.1(2)
ALL BUILDING WIDTHS
GABLE ENDWALLS 8, 9 OR 10 FEET IN HEIGHTa,b,c
50 ksi STEEL
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.
  1. Deflection criterion L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2.1(3)
ALL BUILDING WIDTHS
GABLE ENDWALLS OVER 10 FEET IN HEIGHTa,b,c
33 ksi STEEL
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.
  1. Deflection criterion L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2.1(4)
ALL BUILDING WIDTHS
GABLE ENDWALLS OVER 10 FEET IN HEIGHTa,b,c
50 ksi STEEL
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.
  1. Deflection criterion L/240.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.

R603.3.3 Stud Bracing

The flanges of cold-formed steel studs shall be laterally braced in accordance with one of the following:
  1. 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).
  2. 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.
  3. Sheathing on one side and strapping on the other side fastened in accordance with Figure R603.3.3(2). Sheathing shall be installed in accordance with Item 1. Steel straps shall be installed in accordance with Item 2.
For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm.
FIGURE R603.3.3(1)
STUD BRACING WITH STRAPPING ONLY

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm.
FIGURE R603.3.3(2)
STUD BRACING WITH STRAPPING AND SHEATHING MATERIAL
Upcodes Diagrams

R603.3.4 Cutting and Notching

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

R603.3.5 Splicing

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

For SI: 1 inch = 25.4 mm.
FIGURE R603.3.5
TRACK SPLICE

R603.4 Corner Framing

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

For SI: 1 inch = 25.4 mm.
FIGURE R603.4
CORNER FRAMING
Upcodes Diagrams

R603.5 Exterior Wall Covering

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

R603.6 Headers

Headers shall be installed above all wall openings in exterior walls and interior load-bearing walls. Box beam headers and back-to-back headers each shall be formed from two equal sized C-shaped members in accordance with Figures R603.6(1) and R603.6(2), respectively, and Tables R603.6(1) through R603.6(24). L-shaped headers shall be permitted to be constructed in accordance with AISI S230. Alternately, headers shall be permitted to be designed and constructed in accordance with AISI S100, Section D4.

TABLE R603.6(1)
BOX-BEAM HEADER SPANS
Headers Supporting Roof and Ceiling Only (33 ksi steel)a, b
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"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. Design load assumptions:
    Roof/Ceiling dead load is 12 psf.
    Attic dead load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(2)
BOX-BEAM HEADER SPANS
Headers Supporting Roof and Ceiling Only (50 ksi steel)a, b
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"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. Design load assumptions:
    Roof/Ceiling dead load is 12 psf.
    Attic dead load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(3)
BOX-BEAM HEADER SPANS
Headers Supporting Roof and Ceiling Only (33 ksi steel)a, b
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"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. Design load assumptions:
    Roof/Ceiling dead load is 12 psf.
    Attic dead load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(4)
BOX-BEAM HEADER SPANS
Headers Supporting Roof and Ceiling Only (50 ksi steel)a, b
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"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. Design load assumptions:
    Roof/Ceiling dead load is 12 psf.
    Attic dead load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(5)
BOX-BEAM HEADER SPANS
Headers Supporting One Floor, Roof and Ceiling (33 ksi steel)a, b
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"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(6)
BOX-BEAM HEADER SPANS
Headers Supporting One Floor, Roof and Ceiling (50 ksi steel)a, b
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"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(7)
BOX-BEAM HEADER SPANS
Headers Supporting One Floor, Roof and Ceiling (33 ksi steel)a, b
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"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(8)
BOX-BEAM HEADER SPANS
Headers Supporting One Floor, Roof and Ceiling (50 ksi steel)a, b
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"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(9)
BOX-BEAM HEADER SPANS
Headers Supporting Two Floors, Roof and Ceiling (33 ksi steel)a
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"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(10)
BOX-BEAM HEADER SPANS
Headers Supporting Two Floors, Roof and Ceiling (50 ksi steel)a, b
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"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(11)
BOX-BEAM HEADER SPANS
Headers Supporting Two Floors, Roof and Ceiling (33 ksi steel)a, b
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"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(12)
BOX-BEAM HEADER SPANSa,b,c
Headers Supporting Two Floors, Roof and Ceiling (50 ksi steel)a,b
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"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(13)
BACK-TO-BACK HEADER SPANS
Headers Supporting Roof and Ceiling Only (33 ksi steel)a,b
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"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. Design load assumptions:
    Second floor dead load is 12 psf.
    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by header.
TABLE R603.6(14)
BACK-TO-BACK HEADER SPANS
Headers Supporting Roof and Ceiling Only (50 ksi steel)a,b
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"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. Design load assumptions:
    Roof/ceiling dead load is 12 psf.
    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(15)
BACK-TO-BACK HEADER SPANS
Headers Supporting Roof and Ceiling Only (33 ksi steel)a, b
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"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. Design load assumptions:
    Roof/ceiling dead load is 12 psf.
    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(16)
BACK-TO-BACK HEADER SPANS
Headers Supporting Roof and Ceiling Only (50 ksi steel)a, b
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"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. Design load assumptions:
    Roof/ceiling dead load is 12 psf.
    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(17)
BACK-TO-BACK HEADER SPANS
Headers Supporting One Floor, Roof and Ceiling (33 ksi steel)a, b
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"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(18)
BACK-TO-BACK HEADER SPANS
Headers Supporting One Floor, Roof and Ceiling (50 ksi steel)a, b
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"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(19)
BACK-TO-BACK HEADER SPANS
Headers Supporting One Floor, Roof and Ceiling (33 ksi steel)a, b
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"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(20)
BACK-TO-BACK HEADER SPANS
Headers Supporting One Floor, Roof and Ceiling (50 ksi steel)a, b
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"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(21)
BACK-TO-BACK HEADER SPANS
Headers Supporting Two Floors, Roof and Ceiling (33 ksi steel)a, b
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"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(22)
BACK-TO-BACK HEADER SPANS
Headers Supporting Two Floors, Roof and Ceiling (50 ksi steel)a, b
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"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(23)
BACK-TO-BACK HEADER SPANS
Headers Supporting Two Floors, Roof and ceiling (50 ksi steel)a, b
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"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(24)
BACK-TO-BACK HEADER SPANS
Headers Supporting Two Floors, Roof and Ceiling (50 ksi steel)a, b
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"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. 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.
  3. Building width is in the direction of horizontal framing members supported by the header.
For SI: 1 inch = 25.4 mm.
FIGURE R603.6(1)
BOX BEAM HEADER

For SI: 1 inch = 25.4 mm.
FIGURE R603.6(2)
BACK-TO-BACK HEADER

R603.6.1 Headers in Gable Endwalls

Box beam and back-to-back headers in gable endwalls shall be permitted to be constructed in accordance with Section R603.6 or with the header directly above the opening in accordance with Figures R603.6.1(1) and R603.6.1(2) and the following provisions:
  1. Two 362S162-33 for openings less than or equal to 4 feet (1219 mm).
  2. Two 600S162-43 for openings greater than 4 feet (1219 mm) but less than or equal to 6 feet (1830 mm).
  3. Two 800S162-54 for openings greater than 6 feet (1829 mm) but less than or equal to 9 feet (2743 mm).
FIGURE R603.6.1(1)
BOX BEAM HEADER IN GABLE ENDWALL

For SI: 1 inch = 25.4 mm.
FIGURE R603.6.1(2)
BACK-TO-BACK HEADER IN GABLE ENDWALL

R603.7 Jack and King Studs

The number of jack and king studs installed on each side of a header shall comply with Table R603.7(1). King, jack and cripple studs shall be of the same dimension and thickness as the adjacent wall studs. Headers shall be connected to king studs in accordance with Table R603.7(2) and the following provisions:
  1. 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.
  2. 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).
TABLE R603.7(1)
TOTAL NUMBER OF JACK AND KING STUDS REQUIRED AT EACH END OF AN OPENING
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.

TABLE R603.7(2)
HEADER TO KING STUD CONNECTION REQUIREMENTSa, b, c, d
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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound = 4.448 N.
  1. All screw sizes shown are minimum.
  2. 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.
  3. 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.
  4. 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).

R603.8 Head and Sill Track

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

TABLE R603.8
HEAD AND SILL TRACK SPAN
Fy = 33 ksi
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"
 
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.
  1. Deflection limit: L/240.
  2. Head and sill track spans are based on components and cladding wind speeds and 48 inch tributary span.
  3. 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.

R603.9 Structural Sheathing

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

FIGURE R603.9
STRUCTURAL SHEATHING FASTENING PATTERN

R603.9.1 Sheathing Materials

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

R603.9.2 Determination of Minimum Length of Full Height Sheathing

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

To be considered full height sheathing, structural sheathing shall extend from the bottom to the top of the wall without interruption by openings. Only sheathed, 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:
  1. 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.
  2. 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.
  3. Be applied to each end (corners) of each of the exterior walls with a minimum 48 inch (1219 mm) wide panel.
For SI: 1 inch = 25.4 mm.
FIGURE R603.9.2
CORNER STUD HOLD DOWN DETAIL

TABLE R603.9.2(1)
MINIMUM PERCENTAGE OF FULL HEIGHT
STRUCTURAL SHEATHING ON EXTERIOR WALLSa,b
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

For SI: 1 mile per hour = 0.447 m/s.
  1. Linear interpolation is permitted.
  2. For hip-roofed homes the minimum percentage of full height sheathing, based upon wind, is permitted to be multiplied by a factor of 0.95 for roof slopes not exceeding 7:12 and a factor of 0.9 for roof slopes greater than 7:12.
TABLE R603.9.2(2)
FULL HEIGHT SHEATHING LENGTH ADJUSTMENT FACTORS
PLAN ASPECT RATIO LENGTH ADJUSTMENT FACTORS
Short wall Long wall
1:1 1.0 1.0
1.5:1 1.5 0.67
2:1 2.0 0.50
3:1 3.0 0.33
4:1 4.0 0.25

R603.9.2.1

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

R603.9.2.2

For hip roofed homes, the minimum percentages of full height sheathing in Table R603.9.2(1), based upon wind, shall be permitted to be multiplied by a factor of 0.95 for roof slopes not exceeding 7:12 and a factor of 0.9 for roof slopes greater than 7:12.

R603.9.2.3

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

R603.9.3 Structural Sheathing Fastening

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:
  1. Multiplying the percentages of full height sheathing in Table R603.9.2(1) by 0.72 shall be permitted.
  2. 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.

R603.9.4 Uplift Connection Requirements

Uplift connections shall be provided in accordance with this section.

R603.9.4.1

Where wind speeds are in excess of 100 miles per hour (45 m/s), Exposure C, walls shall be provided wind direct uplift connections in accordance with AISI S230, Section E13.3, and AISI S230, Section F7.2, as required for 110 miles per hour (49 m/s), Exposure C.

R603.9.4.2

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.

R603.9.5 Structural Sheathing for Stone and Masonry Veneer

In Seismic Design Category C, where stone and masonry veneer is installed in accordance with Section R703.7, the length of structural sheathing for walls supporting one story, roof and ceiling shall be the greater of the amount required by Section R603.9.2 or 36 percent, modified by Section R603.9.2 except Section R603.9.2.2 shall not be permitted.

Section R604 Wood Structural Panels

R604.1 Identification and Grade

Wood structural panels shall conform to DOC PS 1 or DOC PS 2 or, when manufactured in Canada, CSA O437 or CSA O325. All panels shall be identified by a grade mark or certificate of inspection issued by an approved agency.

R604.2 Allowable Spans

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

R604.3 Installation

Wood structural panel wall sheathing shall be attached to framing in accordance with Table R602.3(1) or Table R602.3.(3).Wood structural panels marked Exposure 1 or Exterior are considered water-repellent sheathing under the code.

Section R605 Particleboard

R605.1 Identification and Grade

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

Section R606 General Masonry Construction

R606.1 General

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

R606.1.1 Professional Registration Not Required

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

R606.2 Thickness of Masonry

The nominal thickness of masonry walls shall conform to the requirements of Sections R606.2.1 through R606.2.4.

R606.2.1 Minimum Thickness

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

R606.2.2 Rubble Stone Masonry Wall

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

R606.2.3 Change in Thickness

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

R606.2.4 Parapet Walls

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

R606.3 Corbeled Masonry

Corbeled masonry shall be in accordance with Sections R606.3.1 through R606.3.3.

R606.3.1 Units

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

R606.3.2 Corbel Projection

The maximum projection of one unit shall not exceed one-half the height of the unit or one-third the thickness at right angles to the wall. The maximum corbeled projection beyond the face of the wall shall not exceed:
  1. One-half of the wall thickness for multiwythe walls bonded by mortar or grout and wall ties or masonry headers, or
  2. One-half the wythe thickness for single wythe walls, masonry-bonded hollow walls, multiwythe walls with open collar joints and veneer walls.

R606.3.3 Corbeled Masonry Supporting Floor or Roof-Framing Members

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

R606.4 Support Conditions

Bearing and support conditions shall be in accordance with Sections R606.4.1 and R606.4.2.

R606.4.1 Bearing on Support

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

R606.4.2 Support at Foundation

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

R606.5 Allowable Stresses

Allowable compressive stresses in masonry shall not exceed the values prescribed in Table R606.5. In determining the stresses in masonry, the effects of all loads and conditions of loading and the influence of all forces affecting the design and strength of the several parts shall be taken into account.

TABLE R606.5
ALLOWABLE COMPRESSIVE STRESSES FOR EMPIRICAL DESIGN OF MASONRY
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

For SI: 1 pound per square inch = 6.895 kPa.
  1. Linear interpolation shall be used for determining allowable stresses for masonry units having compressive strengths that are intermediate between those given in the table.
  2. Gross cross-sectional area shall be calculated on the actual rather than nominal dimensions.
  3. See Section R608.
  4. Where floor and roof loads are carried upon one wythe, the gross cross-sectional area is that of the wythe under load; if both wythes are loaded, the gross cross-sectional area is that of the wall minus the area of the cavity between the wythes. Walls bonded with metal ties shall be considered as cavity walls unless the collar joints are filled with mortar or grout.

R606.5.1 Combined Units

In walls or other structural members composed of different kinds or grades of units, materials or mortars, the maximum stress shall not exceed the allowable stress for the weakest of the combination of units, materials and mortars of which the member is composed. The net thickness of any facing unit that is used to resist stress shall not be less than 1.5 inches (38 mm).

R606.6 Piers

The unsupported height of masonry piers shall not exceed ten times their least dimension. When structural clay tile or hollow concrete masonry units are used for isolated piers to support beams and girders, the cellular spaces shall be filled solidly with concrete or Type M or S mortar, except that unfilled hollow piers may be used if their unsupported height is not more than four times their least dimension. Where hollow masonry units are solidly filled with concrete or Type M, S or N mortar, the allowable compressive stress shall be permitted to be increased as provided in Table R606.5.

R606.6.1 Pier Cap

Hollow piers shall be capped with 4 inches (102 mm) of solid masonry or concrete or shall have cavities of the top course filled with concrete or grout or other approved methods.

R606.7 Chases

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

R606.8 Stack Bond

In unreinforced masonry where masonry units are laid in stack bond, longitudinal reinforcement consisting of not less than two continuous wires each with a minimum aggregate cross-sectional area of 0.017 square inch (11 mm2) shall be provided in horizontal bed joints spaced not more than 16 inches (406 mm) on center vertically.

R606.9 Lateral Support

Masonry walls shall be laterally supported in either the horizontal or the vertical direction. The maximum spacing between lateral supports shall not exceed the distances in Table R606.9. Lateral support shall be provided by cross walls, pilasters, buttresses or structural frame members when the limiting distance is taken horizontally, or by floors or roofs when the limiting distance is taken vertically.

TABLE R606.9
SPACING OF LATERAL SUPPORT FOR MASONRY WALLS
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

For SI: 1 foot = 304.8 mm.
  1. 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.
  2. An additional unsupported height of 6 feet is permitted for gable end walls.

R606.9.1 Horizontal Lateral Support

Lateral support in the horizontal direction provided by intersecting masonry walls shall be provided by one of the methods in Section R606.9.1.1 or Section R606.9.1.2.

R606.9.1.1 Bonding Pattern

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

R606.9.1.2 Metal Reinforcement

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

R606.9.2 Vertical Lateral Support

Vertical lateral support of masonry walls in Seismic Design Category A, B or C shall be provided in accordance with one of the methods in Section R606.9.2.1 or Section R606.9.2.2.

R606.9.2.1 Roof Structures

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

R606.9.2.2 Floor Diaphragms

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

R606.10 Lintels

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

R606.11 Anchorage

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

NOTE: Where bolts are located in hollow masonry, the cells in the courses receiving the bolt shall be grouted solid.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0.479 kPa.
FIGURE R606.11(1)
ANCHORAGE REQUIREMENTS FOR MASONRY WALLS LOCATED IN SEISMIC
DESIGN CATEGORY A, B OR C AND WHERE WIND LOADS ARE LESS THAN 30 PSF

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE R606.11(2)
REQUIREMENTS FOR REINFORCED GROUTED MASONRY CONSTRUCTION IN SEISMIC DESIGN CATEGORY C

NOTE: A full bed joint must be provided. All cells containing vertical bars are to be filled to the top of wall and provide inspection opening as shown on detail "A." Horizontal bars are to be laid as shown on detail "B." Lintel bars are to be laid as shown on Section C.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE R606.11(3)
REQUIREMENTS FOR REINFORCED MASONRY CONSTRUCTION IN SEISMIC DESIGN CATEGORY D0, D1, OR D2

R606.12 Seismic Requirements

The seismic requirements of this section shall apply to the design of masonry and the construction of masonry building elements located in Seismic Design Category D0, D1 or D2. Townhouses in Seismic Design Category C shall comply with the requirements of Section R606.12.2. These requirements shall not apply to glass unit masonry conforming to Section R610 or masonry veneer conforming to Section R703.7.

R606.12.1 General

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

R606.12.1.1 Floor and Roof Diaphragm Construction

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

R606.12.2 Seismic Design Category C

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

R606.12.2.1 Minimum Length of Wall Without Openings

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

TABLE R606.12.2.1
MINIMUM SOLID WALL LENGTH ALONG EXTERIOR WALL LINES
SESIMIC DESIGN CATEGORY MINIMUM SOLID WALL LENGTH (percent)a
One Story or
Top Story of Two Story		 Wall Supporting Light-framed Second Story and Roof Wall Supporting Masonry Second Story and Roof
Townhouses in C 20 25 35
D0 or D1 25 NP NP
D2 30 NP NP

NP = Not permitted , except with design in accordance with the International Building Code.
  1. For all walls, the minimum required length of solid walls shall be based on the table percent multiplied by the dimension, parallel to the wall direction under consideration, of a rectangle inscribing the overall building plan.

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

R606.12.2.2.1 Load-Bearing Frames or Columns

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

R606.12.2.2.2 Masonry Partition Walls

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

R606.12.2.2.3 Reinforcement Requirements for Masonry Elements

Masonry elements listed in Section R606.12.2.2.2 shall be reinforced in either the horizontal or vertical direction as shown in Figure R606.11(2) and in accordance with the following:
  1. Horizontal reinforcement. Horizontal joint reinforcement shall consist of at least two longitudinal W1.7 wires spaced not more than 16 inches (406 mm) for walls greater than 4 inches (102 mm) in width and at least one longitudinal W1.7 wire spaced not more than 16 inches (406 mm) for walls not exceeding 4 inches (102 mm) in width; or at least one No. 4 bar spaced not more than 48 inches (1219 mm). Where two longitudinal wires of joint reinforcement are used, the space between these wires shall be the widest that the mortar joint will accommodate. Horizontal reinforcement shall be provided within 16 inches (406 mm) of the top and bottom of these masonry elements.
  2. Vertical reinforcement. Vertical reinforcement shall consist of at least one No. 4 bar spaced not more than 48 inches (1219 mm). Vertical reinforcement shall be located within 16 inches (406 mm) of the ends of masonry walls.

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

R606.12.2.3.1 Connections to Masonry Shear Walls

Connectors shall be provided to transfer forces between masonry walls and horizontal elements in accordance with the requirements of Section 1.7.4 of TMS 402/ACI 530/ASCE 5. Connectors shall be designed to transfer horizontal design forces acting either perpendicular or parallel to thewall, but not less than 200 pounds per linear foot (2919 N/m) of wall. The maximum spacing between connectors shall be 4 feet (1219 mm). Such anchorage mechanisms shall not induce tension stresses perpendicular to grain in ledgers or nailers.

R606.12.2.3.2 Connections to Masonry Columns

Connectors shall be provided to transfer forces between masonry columns and horizontal elements in accordance with the requirements of Section 1.7.4 of TMS 402/ACI 530/ASCE 5. Where anchor bolts are used to connect horizontal elements to the tops of columns, the bolts shall be placed within lateral ties. Lateral ties shall enclose both the vertical bars in the column and the anchor bolts. There shall be a minimum of two No. 4 lateral ties provided in the top 5 inches (127 mm) of the column.

R606.12.2.3.3 Minimum Reinforcement Requirements for Masonry Shear Walls

Vertical reinforcement of at least one No. 4 bar shall be provided at corners, within 16 inches (406 mm) of each side of openings, within 8 inches (203 mm) of each side of movement joints, within 8 inches (203 mm) of the ends of walls, and at a maximum spacing of 10 feet (3048 mm).
Horizontal joint reinforcement shall consist of at least two wires of W1.7 spaced not more than 16 inches (406 mm); or bond beam reinforcement of at least one No. 4 bar spaced not more than 10 feet (3048 mm) shall be provided. Horizontal reinforcement shall also be provided at the bottom and top of wall openings and shall extend not less than 24 inches (610 mm) nor less than 40 bar diameters past the opening; continuously at structurally connected roof and floor levels; and within 16 inches (406 mm) of the top of walls.

R606.12.3 Seismic Design Category D0 or D1

Structures in Seismic Design Category D0 or D1 shall comply with the requirements of Seismic Design Category C and the additional requirements of this section.

R606.12.3.1 Design Requirements

Masonry elements other than those covered by Section R606.12.2.2.2 shall be designed in accordance with the requirements of Chapter 1 and Sections 2.1 and 2.3 of TMS 402/ACI 530/ASCE 5 and shall meet the minimum reinforcement requirements contained in Sections R606.12.3.2 and R606.12.3.2.1.
Exception: Masonry walls limited to one story in height and 9 feet (2743 mm) between lateral supports need not be designed provided they comply with the minimum reinforcement requirements of Sections R606.12.3.2 and R606.12.3.2.1.

R606.12.3.2 Minimum Reinforcement Requirements for Masonry Walls

Masonry walls other than those covered by Section R606.12.2.2.3 shall be reinforced in both the vertical and horizontal direction. The sum of the cross-sectional area of horizontal and vertical reinforcement shall be at least 0.002 times the gross cross-sectional area of the wall, and the minimum cross-sectional area in each direction shall be not less than 0.0007 times the gross cross-sectional area of the wall. Reinforcement shall be uniformly distributed. Table R606.12.3.2 shows the minimum reinforcing bar sizes required for varying thicknesses of masonry walls. The maximum spacing of reinforcement shall be 48 inches (1219 mm) provided that the walls are solid grouted and constructed of hollow open-end units, hollow units laid with full head joints or two wythes of solid units. The maximum spacing of reinforcement shall be 24 inches (610 mm) for all other masonry.
TABLE R606.12.3.2
MINIMUM DISTRIBUTED WALL REINFORCEMENT FOR BUILDING ASSIGNED TO SEISMIC DESIGN CATEGORY D0 or D1
NOMINAL WALL THICKNESS (inches) MINIMUM SUM OF THE VERTICAL AND HORIZONTAL REINFORCEMENT AREASa (square inches per foot) MINIMUM REINFORCEMENT AS DISTRIBUTED IN BOTH HORIZONTAL AND VERTICAL DIRECTIONSb (square inches per foot) MINIMUM BAR SIZE FOR REINFORCEMENT SPACED AT 48 INCHES
6 0.135 0.047 #4
8 0.183 0.064 #5
10 0.231 0.081 #6
12 0.279 0.098 #6
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 square inch per foot = 2064 mm2/m.
  1. Based on the minimum reinforcing ratio of 0.002 times the gross cross-sectional area of the wall.
  2. Based on the minimum reinforcing ratio each direction of 0.0007 times the gross cross-sectional area of the wall.

R606.12.3.2.1 Shear Wall Reinforcement Requirements

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

R606.12.3.3 Minimum Reinforcement for Masonry Columns

Lateral ties in masonry columns shall be spaced not more than 8 inches (203 mm) on center and shall be at least 3/8 inch (9.5 mm) diameter. Lateral ties shall be embedded in grout.

R606.12.3.4 Material Restrictions

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

R606.12.3.5 Lateral Tie Anchorage

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

R606.12.4 Seismic Design Category D2

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

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

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

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

For SI: 1 inch = 25.4 mm.

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

Stack bond masonry that is part of the lateral-force-resisting system shall have a horizontal cross-sectional area of reinforcement of at least 0.0025 times the gross cross-sectional area of masonry. Table R606.12.4.2 shows minimum reinforcing bar sizes for masonry walls. The maximum spacing of horizontal reinforcement shall be 16 inches (406 mm). These elements shall be solidly grouted and shall be constructed of hollow open-end units or two wythes of solid units.

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

For SI: 1 inch = 25.4 mm.

R606.13 Protection for Reinforcement

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

R606.14 Beam Supports

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

R606.14.1 Joist Bearing

Joists shall have a bearing of not less than 11/2 inches (38 mm), except as provided in Section R606.14, and shall be supported in accordance with Figure R606.11(1).

R606.15 Metal Accessories

Joint reinforcement, anchors, ties and wire fabric shall conform to the following: ASTM A 82 for wire anchors and ties; ASTM A 36 for plate, headed and bent-bar anchors; ASTM A 510 for corrugated sheet metal anchors and ties; ASTM A 951 for joint reinforcement; ASTM B 227 for copper-clad steel wire ties; or ASTM A 167 for stainless steel hardware.

R606.15.1 Corrosion Protection

Minimum corrosion protection of joint reinforcement, anchor ties and wire fabric for use in masonry wall construction shall conform to Table R606.15.1.

TABLE R606.15.1
MINIMUM CORROSION PROTECTION
MASONRY METAL ACCESSORY STANDARD
Joint reinforcement, interior walls ASTM A 641, Class 1
Wire ties or anchors in exterior walls completely embedded in mortar or grout ASTM A 641, Class 3
Wire ties or anchors in exterior walls not completely embedded in mortar
or grout		 ASTM A 153, Class B-2
Joint reinforcement in exterior walls or interior walls exposed to moist environment ASTM A 153, Class B-2
Sheet metal ties or anchors exposed
to weather		 ASTM A 153, Class B-2
Sheet metal ties or anchors completely embedded in mortar or grout ASTM A 653, Coating
Designation G60
Stainless steel hardware for any exposure ASTM A 167, Type 304

Section R607 Unit Masonry

R607.1 Mortar

Mortar for use in masonry construction shall comply with ASTM C 270. The type of mortar shall be in accordance with Sections R607.1.1, R607.1.2 and R607.1.3 and shall meet the proportion specifications of Table R607.1 or the property specifications of ASTM C 270.

TABLE R607.1
MORTAR PROPORTIONSa, b
  PROPORTIONS BY VOLUME (cementitious materials)
MORTAR TYPE Portland cement or
blended cement		 Mortar cement Masonry cement Hydrated limec or
lime putty		 Aggregate ratio
(measured in damp,
loose conditions)
M S N M S N
Cement-lime M 1 — — — — — — 1/4 Not less than 21/4 and not more than 3 times the sum of separate volumes of lime, if used, and cement
S 1 — — — — — — over 1/4 to 1/2 
N 1 — — — — — — over 1/2 to 11/4 
O 1 — — — — — — over 11/4 to 21/2
Mortar cement M 1 — — 1 — — — —
M — 1 — — — — —
S 1/2 — — 1 — — —
S — — 1 — — — —
N — — — 1 — — —
O — — — 1 — — —
Masonry cement M 1       — — 1 —
M —       1 — —
S 1/2       — — 1
S —       — 1 —
N —       — — 1
O —       — — 1

For SI: 1 cubic foot = 0.0283 m3, 1 pound = 0.454 kg.
  1. For the purpose of these specifications, the weight of 1 cubic foot of the respective materials shall be considered to be as follows: 

    Portland Cement 94 pounds Masonry Cement Weight printed on bag
    Mortar Cement Weight printed on bag Hydrated Lime 40 pounds
    Lime Putty (Quicklime) 80 pounds Sand, damp and loose 80 pounds of dry sand
  2. Two air-entraining materials shall not be combined in mortar.
  3. Hydrated lime conforming to the requirements of ASTM C 270.

R607.1.1 Foundation Walls

Masonry foundation walls constructed as set forth in Tables R404.1.1(1) through R404.1.1(4) and mortar shall be Type M or S.

R607.1.2 Masonry in Seismic Design Categories A, B and C

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

R607.1.3 Masonry in Seismic Design Categories D0, D1 and D2

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

R607.2 Placing Mortar and Masonry Units

R607.2.1 Bed and Head Joints

Unless otherwise required or indicated on the project drawings, head and bed joints shall be 3/8 inch (10 mm) thick, except that the thickness of the bed joint of the starting course placed over foundations shall not be less than 1/4 inch (7 mm) and not more than 3/4 inch (19 mm).

R607.2.1.1 Mortar Joint Thickness Tolerance

Mortar joint thickness for load-bearing masonry shall be within the following tolerances from the specified dimensions:
  1. Bed joint: + 1/8 inch (3 mm).
  2. Head joint: - 1/4 inch (7 mm), + 3/8 inch (10 mm).
  3. Collar joints: - 1/4 inch (7 mm), + 3/8 inch (10 mm).

R607.2.2 Masonry Unit Placement

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

R607.2.2.1 Solid Masonry

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

R607.2.2.2 Hollow Masonry

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

R607.3 Installation of Wall Ties

The installation of wall ties shall be as follows:
  1. The ends of wall ties shall be embedded in mortar joints. Wall tie ends shall engage outer face shells of hollow units by at least 1/2 inch (13 mm). Wire wall ties shall be embedded at least 11/2 inches (38 mm) into the mortar bed of solid masonry units or solid grouted hollow units.
  2. Wall ties shall not be bent after being embedded in grout or mortar.

Section R608 Multiple Wythe Masonry

R608.1 General

The facing and backing of multiple wythe masonry walls shall be bonded in accordance with Section R608.1.1, R608.1.2 or R608.1.3. In cavity walls, neither the facing nor the backing shall be less than 3 inches (76 mm) nominal in thickness and the cavity shall not be more than 4 inches (102 mm) nominal in width. The backing shall be at least as thick as the facing.
Exception: Cavities shall be permitted to exceed the 4-inch (102 mm) nominal dimension provided tie size and tie spacing have been established by calculation.

R608.1.1 Bonding With Masonry Headers

Bonding with solid or hollow masonry headers shall comply with Sections R608.1.1.1 and R608.1.1.2.

R608.1.1.1 Solid Units

Where the facing and backing (adjacent wythes) of solid masonry construction are bonded by means of masonry headers, no less than 4 percent of the wall surface of each face shall be composed of headers extending not less than 3 inches (76 mm) into the backing. The distance between adjacent full-length headers shall not exceed 24 inches (610 mm) either vertically or horizontally. In walls in which a single header does not extend through the wall, headers from the opposite sides shall overlap at least 3 inches (76 mm), or headers from opposite sides shall be covered with another header course overlapping the header below at least 3 inches (76 mm).

R608.1.1.2 Hollow Units

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

R608.1.2 Bonding With Wall Ties or Joint Reinforcement

Bonding with wall ties or joint reinforcement shall comply with Sections R608.1.2.1 through R608.1.2.3.

R608.1.2.1 Bonding With Wall Ties

Bonding with wall ties, except as required by Section R610, where the facing and backing (adjacent wythes) of masonry walls are bonded with 3/16-inch-diameter (5 mm) wall ties embedded in the horizontal mortar joints, there shall be at least one metal tie for each 4.5 square feet (0.418 m2) of wall area. Ties in alternate courses shall be staggered. The maximum vertical distance between ties shall not exceed 24 inches (610 mm), and the maximum horizontal distance shall not exceed 36 inches (914 mm). Rods or ties bent to rectangular shape shall be used with hollow masonry units laid with the cells vertical. In other walls, the ends of ties shall be bent to 90-degree (0.79 rad) angles to provide hooks no less than 2 inches (51 mm) long. Additional bonding ties shall be provided at all openings, spaced not more than 3 feet (914 mm) apart around the perimeter and within 12 inches (305 mm) of the opening.

R608.1.2.2 Bonding With Adjustable Wall Ties

Where the facing and backing (adjacent wythes) of masonry are bonded with adjustable wall ties, there shall be at least one tie for each 2.67 square feet (0.248 m2) of wall area. Neither the vertical nor the horizontal spacing of the adjustable wall ties shall exceed 24 inches (610 mm). The maximum vertical offset of bed joints from one wythe to the other shall be 1.25 inches (32 mm). The maximum clearance between connecting parts of the ties shall be 1/16 inch (2 mm). When pintle legs are used, ties shall have at least two 3/16-inch-diameter (5 mm) legs.

R608.1.2.3 Bonding With Prefabricated Joint Reinforcement

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

R608.1.3 Bonding With Natural or Cast Stone

Bonding with natural and cast stone shall conform to Sections R608.1.3.1 and R608.1.3.2.

R608.1.3.1 Ashlar Masonry

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

R608.1.3.2 Rubble Stone Masonry

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

R608.2 Masonry Bonding Pattern

Masonry laid in running and stack bond shall conform to Sections R608.2.1 and R608.2.2.

R608.2.1 Masonry Laid in Running Bond

In each wythe of masonry laid in running bond, head joints in successive courses shall be offset by not less than one-fourth the unit length, or the masonry walls shall be reinforced longitudinally as required in Section R608.2.2.

R608.2.2 Masonry Laid in Stack Bond

Where unit masonry is laid with less head joint offset than in Section R608.2.1, the minimum area of horizontal reinforcement placed in mortar bed joints or in bond beams spaced not more than 48 inches (1219 mm) apart, shall be 0.0007 times the vertical cross-sectional area of the wall.