Chapter 4101:8-6 Walls

4101:8-6-01 Wall construction.

[Comment: When a reference is made within this rule to a federal statutory provision, an industry consensus standard, or any other technical publication, the specific date and title of the publication as well as the name and address of the promulgating agency are listed in rule 4101:8-44-01 of the Administrative Code. The application of the referenced standards shall be limited and as prescribed in section 102.5 of rule 4101:8-1-01 of the Administrative Code.]

SECTION 601

GENERAL

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

601.2 Requirements. Wall construction shall be capable of accommodating all loads imposed according to Section 301 and of transmitting the resulting loads to the supporting structural elements.

601.2.1 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.

601.3 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.

4. Class III vapor retarders complying with 601.3.1

601.3.1 Class III vapor retarders. Class III vapor retarders shall be permitted where any one of the conditions in Table 601.3.1 is met.

601.3.2 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.

601.3.3 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 703.4.

2. Brick veneer with a clear airspace as specified in Section 703.7.4.2.

3. Other approved vented claddings.

TABLE 601.3.1

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 x 4 wall
Insulated sheathing with R-value >= 3.75 over 2 x 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 x 4 wall
Insulated sheathing with R-value >= 7.5 over 2 x 6 wall
6 Vented cladding over fiberboard
Vented cladding over gypsum
Insulated sheathing with R-value >= 7.5 over 2 x 4 wall
Insulated sheathing with R-value >= 11.25 over 2 x 6 wall
7 and 8 Insulated sheathing with R-value >= 10 over 2 x 4 wall
Insulated sheathing with R-value >= 15 over 2 x 6 wall

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

a. 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.

SECTION 602

WOOD WALL FRAMING

602.1 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 an approved lumber grading or inspection agency shall be accepted.

602.1.1 End-jointed lumber. Approved end-jointed lumber identified by a grade mark conforming to Section 602.1 may be used interchangeably with solid-sawn members of the same species and grade.

602.1.2 Structural glued laminated timbers. Glued laminated timbers shall be manufactured and identified as required in ANSI/AITC A 190.1 and ASTM D 3737.

602.1.3 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 an approved lumber-grading or inspection agency, shall be permitted to be accepted.

602.2 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 602.3(5).

602.3Exterior walls, design and construction. Exterior walls of wood-frame construction shall be designed and constructed in accordance with the provisions of this chapter and Figures 602.3(1) and 602.3.(2) or in accordance with AF&PA's NDS. Components of exterior walls shall be fastened in accordance with Tables 602.3(1) through 602.3(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 301.2(2) adjusted for height and exposure using Table 301.2(3). Wood structural panel sheathing used for exterior walls shall conform to the requirements of Table 602.3(3). Exterior walls shall be fireblocked in accordance with Section 602.8.

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 502.5(1) and 502.5(2).

602.3.1 Stud size, height and spacing. The size, height and spacing of studs shall be in accordance with Table 602.3.(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 602.3.1.

602.3.2 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-by6-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.

602.3.3 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.

602.3.4 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.

602.4 Interior load-bearing walls. Interior load-bearing walls shall be constructed, framed and fireblocked as specified for exterior walls in accordance with Section 602.8.

602.5 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 602.8.

TABLE 602.3(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 " x 0.113 ") -
2 Ceiling joists to plate, toe nail 3-8d (21/2 " x 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"x 20 gage ridge strap 3-10d (3" x 0.128 ") -
5 Rafter to plate, toe nail 2-16d (31/2 " x 0.135 ") -
6 Roof rafters to ridge, valley or hip rafters: toe nail face nail 4-16d (31/2 " x 0.135 ") 3-16d (31/2 " x 0.135 ") - -
Wall
7 Built-up corner studs 10d (3" x 0.128 ") 24"o.c.
8 Built-up header, two pieces with 1/2"spacer 16d (31/2 " x 0.135 ") 16"o.c. along each edge
9 Continued header, two pieces 16d (31/2 " x 0.135 ") 16"o.c. along each edge
10 Continuous header to stud, toe nail 4-8d (21/2 " x 0.113 ") -
11 Double studs, face nail 10d (3" x 0.128 ") 24"o.c.
12 Double top plates, face nail 10d (3" x 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 " x 0.135 ") -
14 Sole plate to joist or blocking, face nail 16d (31/2 " x 0.135 ") 16"o.c.
15 Sole plate to joist or blocking at braced wall panels 3-16d (31/2 " x 0.135 ") 16"o.c.
16 Stud to sole plate, toe nail 3-8d (21/2 " x 0.113 ") or 2-16d (31/2 " x 0.135 ") - -
17 Top or sole plate to stud, end nail 2-16d (31/2 " x 0.135 ") -
18 Top plates, laps at corners and intersections, face nail 2-10d (3" x 0.128 ") -
19 1" brace to each stud and plate, face nail 2-8d (21/2 " x 0.113 ") 2 staples 13/4" - -
20 1"x 6"sheathing to each bearing, face nail 2-8d (21/2 " x 0.113 ") 2 staples 13/4" - -
21 1"x 8"sheathing to each bearing, face nail 2-8d (21/2 " x 0.113 ") 3 staples 13/4" - -
22 Wider than 1"x 8"sheathing to each bearing, face nail 3-8d (21/2 " x 0.113 ") 4 staples 13/4" - -
Floor
23 Joist to sill or girder, toe nail 3-8d (21/2 " x 0.113 ") -
24 1"x 6"subfloor or less to each joist, face nail 2-8d (21/2 " x 0.113 ") 2 staples 13/4" - -
25 2" subfloor to joist or girder, blind and face nail 2-16d (31/2 " x 0.135 ") -
26 Rim joist to top plate, toe nail (roof applications also) 8d (21/2 " x 0.113 ") 6"o.c.
27 2" planks (plank & beam - floor & roof) 2-16d (31/2 " x 0.135 ") at each bearing
28 Built-up girders and beams, 2-inch lumber layers 10d (3" x 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 " x 0.135 ") At each joist or rafter
ITEM DESCRIPTION OF BUILDING MATERIALS DESCRIPTION OF FASTENERb, c, e SPACING OF FASTENERS
Edges (inches)i Intermediate supportsc, e (inches)
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" x 0.113 ") nail (subfloor wall)j 8d common (21/2 " x 0.131 ") nail (roof) 6 12g
31 5/16"- 1/2" 6d common (2" x 0.113 ") nail (subfloor, wall) 8d common (21/2" x 0.131 ") nail (roof)f 6 12g
32 19/32"-1" 8d common nail (21/2 " x 0.131 ") 6 12g
33 11/8"- 11/4" 10d common (3" x 0.148 ") nail or 8d (21/2 " x 0.131 ") deformed nail 6 12
Other wall sheathingh
34 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
35 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
36 1/2"gypsum sheathingd 11/2" galvanized roofing nail; staple galvanized, 11/2"long; 1 1/4" screws, Type W or S 7 7
37 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
38 3/4" and less 6d deformed (2" x 0.120 ") nail or 8d common (21/2" x 0.131 ") nail 6 12
39 7/8"-1" 8d common (21/2" x 0.131 ") nail or 8d deformed (21/2 " x 0.120 ") nail 6 12
40 11/8"- 11/4" 10d common (3" x 0.148 ") nail or 8d deformed (21/2" x 0.120 ") nail 6 12

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; 1ksi = 6.895 MPa.

a. 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.

b. Staples are 16 gage wire and have a minimum 7/16-inch on diameter crown width.

c. Nails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater.

d. Four-foot-by-8-foot or 4-foot-by-9-foot panels shall be applied vertically.

e. Spacing of fasteners not included in this table shall be based on Table 602.3(2).

f. For regions having basic wind speed of 110 mph or greater, 8d deformed (21/2" x 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.

g. 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.

h. 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.

i. 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 602.3(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.

a. Nail is a general description and may be T-head, modified round head or round head.

b. Staples shall have a minimum crown width of 5/8-inch on diameter except as noted.

c. 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.

d. Fasteners shall be placed in a grid pattern throughout the body of the panel.

e. For 5-ply panels, intermediate nails shall be spaced not more than 12 inches on center each way.

f. Hardboard underlayment shall conform to ANSI/AHA A 135.4.

TABLE 602.3(3)

REQUIREMENTS FOR WOOD STRUCTURAL PANEL WALL SHEATHING USED TO RESIST WIND PRESSURESa,b,c

MINIMUM NAIL MINIMUMWOODSTRUCTURALPANEL SPANRATING MINIMUM NOMINALPANEL THICKNESS(inclies) MAXIMUMWALL STUDSPACING(inches) PANEL NAIL SPACING MAXIMUM WIND SPEED (mph)
Size Penetration (inclies) Edges(incheso.c.) Field(incheso.c.) Wind exposure category
B c D
6d Common (2. 0"x 0.113 ") 1 5 24/0 3/8 16 6 12 110 90 85
8d Common ( 2.5 "x 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.

a. 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.

b. Table is based on wind pressures acting toward and away from building surfaces per Section 301.2. Lateral bracing requirements shall be in accordance with Section 602.10.

c. 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 602.3(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.

a. 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 602.3(5)

STUD SIZE (inches) BEARING WALLS NONBEARING WALLS
Laterallyunsupportedstud heighta(feet) Maximum spacingwhen supportinga roof ceilingassembly or ahabitable atticassembly, only(inches) Maximum spacing when supporting one floor, plus aroof ceilingassembly or ahabitable atticassembly(inches) Maximum spacingwhen supportingtwo floors, plus aroof ceilingassembly or ahabitable atticassembly(inches) Maximumspacing whensupporting onefloor heighta(feet) Laterallyunsupportedstudheighta(feet) Maximum spacing (inches)
   

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

SIZE, HEIGHT AND SPACING OF WOOD STUDSa

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 square foot = 0.093 m2.

a. 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.

b. Shall not be used in exterior walls.

c. 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.

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TABLE 602.3.1

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 x 4 2 x 4 2 x 4 2 x 4
12 2 x 6 2 x 4 2 x 4 2 x 4
14 2 x 6 2 x 6 2 x 6 2 x 4
16 2 x 6 2 x 6 2 x 6 2 x 4
18 NAa 2 x 6 2 x 6 2 x 6
20 NAa NAa 2 x 6 2 x 6
24 NAa NAa NAa 2 x 6
Supporting one floor and a roof
>10 2 x 6 2 x 4 2 x 4 2 x 4
12 2 x 6 2 x 6 2 x 6 2 x 4
14 2 x 6 2 x 6 2 x 6 2 x 6
16 NAa 2 x 6 2 x 6 2 x 6
18 NAa 2 x 6 2 x 6 2 x 6
20 NAa NAa 2 x 6 2 x 6
24 NAa NAa NAa 2 x 6
Supporting two floors and a roof
>10 2 x 6 2 x 6 2 x 4 2 x 4
12 2 x 6 2 x 6 2 x 6 2 x 6
14 2 x 6 2 x 6 2 x 6 2 x 6
16 NAa NAa 2 x 6 2 x 6
18 NAa NAa 2 x 6 2 x 6
20 NAa NAa NAa 2 x 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.

a. Design required.

b. 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 * 106psi, 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.

c. Utility, standard, stud and No. 3 grade lumber of any species are not permitted.

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602.6 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 5/8inch (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 602.6(1) and 602.6(2).

Exception: Use of approved stud shoes is permitted when they are installed in accordance with the manufacturer's recommendations.

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602.6.1 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 602.6.1.

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

602.7 Headers. For header spans see Tables 502.5(1) and 502.5(2).

602.7.1 Wood structural panel box headers. Wood structural panel box headers shall be constructed in accordance with Figure 602.7.2 and Table 602.7.2.

602.7.2 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.

602.8 Fireblocking required. Fireblocking shall be provided in accordance with Section 302.11 .

602.9 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 602.3(1), or the cripple walls shall be constructed of solid blocking. Cripple walls shall be supported on continuous foundations.

TABLE 602.7.2

MAXIMUM SPANS FOR WOOD STRUCTURAL PANEL BOX HEADERSa

HEADERCONSTRUCTIONb HEADER DEPTH (inches) HOUSE DEPTH (feet
24 26 28 30 32
Wood structural panel-one side 9 15 4 5 4 5 3 4 3 3 - 3
Wood structural panel-both sides 9 15 7 8 5 8 5 7 4 7 3 6

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

a. Spans are based on single story with clear-span trussed roof or two-story with floor and roof supported by interior-bearing walls.

b. See Figure 602.7.2 for construction details.

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602.10 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 301.1.

602.10.1 Braced wall lines. For the purpose of determining the amount and location of bracing required in each story level of a building, braced wall lines shall be designated as straight lines in the building plan placed in accordance with this section.

602.10.1.1 Length of a braced wall line. The length of a braced wall line shall be the distance between its ends. The end of a braced wall line shall be the intersection with a perpendicular braced wall line, an angled braced wall line as permitted in Section 602.10.1.4 or an exterior wall as shown in Figure 602.10.1.1.

602.10.1.2 Offsets along a braced wall line. All exterior walls parallel to a braced wall line shall be offset not more than 4 feet (1219 mm) from the designated braced wall line location as shown Figure 602.10.1.1. Interior walls used as bracing shall be offset not more than 4 feet (1219 mm) from a braced wall line through the interior of the building as shown in Figure 602.10.1.1.

602.10.1.3 Spacing of braced wall lines. The spacing between parallel braced wall lines shall be in accordance with Table 602.10.1.3. Intermediate braced wall lines through the interior of the building shall be permitted.

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TABLE 602.10.1.3

BRACED WALL LINE SPACING

APPLICATION CONDITION BUILDING TYPE BRACED WALL LINE SPACING CRITERIA
Maximum Spacing Exception to Maximum Spacing
Wind bracing 85 mph to <110 mph Detached, townhouse 60 feet None
Seismic bracing SDC A-C Detached Use wind bracing
SDC A-B Townhouse Use wind bracing
SDC C Townhouse 35 feet Up to 50 feet when length of required bracing per Table 602.10.3(3) is adjusted in accordance with Table 602.10.3(4)
SDC D0, D1, D2 Detached, town-houses, one-and two-story only 25 feet Up to 35 feet to allow for a single room not toexceed 900 sq ft. Spacing of all other braced walllines shall not exceed 25 feet.
SDC D0, D1, D2 Detached, townhouse 25 feet Up to 35 feet when length of required bracing perTable 602.10.3(3) is adjusted in accordance withTable 602.10.3(4).

For SI: 1 foot = 304.8 mm

602.10.1.4 Angled walls. Any portion of a wall along a braced wall line shall be permitted to angle out of plane for a maximum diagonal length of 8 feet (2438 mm). Where the angled wall occurs at a corner, the length of the braced wall line shall be measured from the projected corner as shown in Figure 602.10.1.4. Where the diagonal length is greater than 8 feet (2438 mm), it shall be considered a separate braced wall line and shall be braced in accordance with Section 602.10.1.

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602.10.2 Braced wall panels. Braced wall panels shall be full-height sections of wall that shall have no vertical or horizontal offsets. Braced wall panels shall be constructed and placed along a braced wall line in accordance with this section and the bracing methods specified in Section 602.10.4.

602.10.2.1 Braced wall panel uplift load path. The bracing lengths in Table 602.10.3(1) apply only when uplift loads are resisted in accordance with this section.

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 602.3(1) where:

1.1. 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

1.2. 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 802.11 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.

602.10.2.2 Locations of braced wall panels. A braced wall panel shall begin within 10 feet (3810 mm) from each end of a braced wall line as determined in Section 602.10.1.1. The distance between adjacent edges of braced wall panels along a braced wall line shall be no greater than 20 feet (6096 mm) as shown in Figure 602.10.2.2.

602.10.2.2.1 Location of braced wall panels in Seismic Design Categories D0, D1 and D2. Braced wall panels shall be located at each end of a braced wall line.

Exception: Braced wall panels constructed of Methods WSP or BV-WSP and continuous sheathing methods as specified in Section 602.10.4 shall be permitted to begin no more than 10 feet (3048 mm) from each end of a braced wall line provided each end complies with one of the following.

1. A minimum 24 inch wide (610 mm) panel for Methods WSP, BV-WSP, CS-WSP, CS-G, CS-PF and 32 inch (813 mm) wide panel for Method CS-SFB is applied to each side of the building corner as shown in Condition 4 of Figure 602.10.7.

2. The end of each braced wall panel closest to the end of the braced wall line shall have an 1,800 lb (8 kN) hold-down device fastened to the stud at the edge of the braced wall panel closest to the corner and to the foundation or framing below as shown in Condition 5 of Figure 602.10.7.

3. For Method BV-WSP, hold-down devices shall be provided in accordance with Table 602.10.6.5 at the ends of each braced wall panel.

602.10.2.3 Minimum number of braced wall panels. Braced wall lines with a length of 16 feet (4877 mm) or less shall have a minimum of two braced wall panels of any length or one braced wall panel equal to 48 inches (1219 mm) or more. Braced wall lines greater than 16 feet (4877 mm) shall have a minimum of two braced wall panels.

602.10.3 Required length of bracing. The required length of bracing along each braced wall line shall be determined as follows.

1. All buildings in Seismic Design Categories A and B shall use Table 602.10.3(1) and the applicable adjustment factors in Table 602.10.3(2).

2. Detached buildings in Seismic Design Category C shall use Table 602.10.3(1) and the applicable adjustment factors in Table 602.10.3(2).

3. Townhouses in Seismic Design Category C shall use the greater value determined from Table 602.10.3(1) or 602.10.3(3) and the applicable adjustment factors in Table 602.10.3(2) or 602.10.3(4) respectively.

4. All buildings in Seismic Design Categories D0, D1 and D2 shall use the greater value determined from Table 602.10.3(1) or 602.10.3(3) and the applicable adjustment factors in Table 602.10.3(2) or 602.10.3(4) respectively.

Only braced wall panels parallel to the braced wall line shall contribute towards the required length of bracing of that braced wall line. Braced wall panels along an angled wall meeting the minimum length requirements of Tables 602.10.5 and 602.10.5.2 shall be permitted to contribute its projected length towards the minimum required length of bracing for the braced wall line as shown in Figure 602.10.1.4. Any braced wall panel on an angled wall at the end of a braced wall line shall contribute its projected length for only one of the braced wall lines at the projected corner.

Exception: The length of wall bracing for dwellings in Seismic Design Categories D0, D1 and D2 with stone or masonry veneer installed per Section 703.7 and exceeding the first story height shall be in accordance with Section 602.10.6.5.

602.10.4 Construction methods for braced wall panels. Intermittent and continuously sheathed braced wall panels shall be constructed in accordance with this section and the methods listed in Table 602.10.4.

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TABLE 602.10.3(1)

BRACING REQUIREMENTS BASED ON WIND SPEED

. 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 a
Basic Wind Speed (mph) Story Location Braced WallLine Spacing(feet) Method LIBb Method GB Methods DWB, WSP, SFB, PBS, PCP, HPS,CS-SFBc MethodsCS-WSP, CS-G,CS-PF
<=85

image: oh/admin/2014/4101$8-6-01_5.png

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

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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

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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

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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 60
50 15.5 15.5 9.0 7.5
60 18.5 18.5 10.5 9.0

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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

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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

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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

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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

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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
<=110c

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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

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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

image: oh/admin/2014/4101$8-6-01_10.png

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 inch = 25.4 mm, 1 foot = 305 mm.

a. Linear interpolation shall be permitted.

b. Method LIB shall have gypsum board fastened to at least one side with nails or screws in accordance with Table 602.3(1) for exterior sheathing or Table 702.3.5 for interior gypsum board. Spacing of fasteners at panel edges shall not exceed 8 inches (203 mm).

c. Method CS-SFB does not apply where the wind speed is greater than 100 mph.

TABLE 602.10.3(2)

WIND ADJUSTMENT FACTORS TO THE REQUIRED LENGTH OF WALL BRACING

ADJUSTMENT BASED ON STORY/ SUPPORTING CONDITION ADJUSTMENT FACTOR a,b(multiply length from Table602.10.3(1) by this factor) APPLICABLE METHODS
Exposure category One story structure B C D 1.001.20 1.50 All methods
Two-story structure B C D 1.00 1.30 1.60
Three-story structure B C D 1.001.401.70
Roof eave-to-ridge height Roof only <=5 ft 10 ft 15 ft 20 ft 0.701.00 1.30 1.60
Roof + 1 floor <=5 ft 10 ft 15 ft 20 ft 0.851.00 1.15 1.30
Roof + 2 floors <=5 ft 10 ft 15 ft 20 ft 0.901.00 1.10 Not permitted
Wall height adjustment Any story 8 ft9 ft 10 ft 11 ft12 ft 0.900.951.001.05 1.10
Number of braced wall lines (per plan direction)C Any story 234<=5 1.00 1.30 1.45 1.60
Additional 800 lb hold-down device Top story only Fastened to the end studsof each braced wall paneland to the foundation orframing below 0.80 DWB, WSP, SFB, PBS, PCP, HPS
Interior gypsum board finish (or equivalent) Any story Omitted from inside face of braced wall panels 1.40 DWB, WSP, SFB,PBS, PCP, HPS, CS-WSP, CS-G, CS-SFB
Gypsum board fastening Any story 4 in. o.c. at panel edges,including top and bottomplates, and all horizontaljoints blocked 0.7 GB

For SI: 1 foot = 305 mm, 1 lb = 4.48 N.

a. Linear Interpolation shall be permitted.

b. The total adjustment factor is the product of all applicable adjustment factors.

c. The adjustment factor is permitted to be 1.0 when determining bracing amounts for intermediate braced wall lines provided the bracing amounts on adjacent braced wall lines are based on a spacing and number that neglects the intermediate braced wall line.

TABLE 602.10.3(3)

BRACING REQUIREMENTS BASED ON SEISMIC DESIGN CATEGORY

. SOIL CLASS D b. 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 a
Seismic Design Category Story Location Braced WallLine Length(ft) Method LIB c Method GB MethodsDWB, SFB,PBS, PCP,HPS, CS-SFBd Method WSP MethodsCS-WSP,CS-G
C (townhouses only)

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10 2.5 2.5 2.5 1.6 1.4
20 5.0 5.0 5.0 3.2 2.7
30 7.5 7.5 7.5 4.8 4.1
40 10.0 10.0 10.0 6.4 5.4
50 12.5 12.5 12.5 8.0 6.8

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10 NP 4.5 4.5 3.0 2.6
20 NP 9.0 9.0 6.0 5.1
30 NP 13.5 13.5 9.0 7.7
40 NP 18.0 18.0 12.0 10.2
50 NP 22.5 22.5 15.0 12.8

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10 NP 6.0 6.0 4.5 3.8
20 NP 12.0 12.0 9.0 7.7
30 NP 18.0 18.0 13.5 11.5
40 NP 24.0 24.0 18.0 15.3
50 NP 30.0 30.0 22.5 19.1
D0

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10 NP 2.8 2.8 1.8 1.6
20 NP 5.5 5.5 3.6 3.1
30 NP 8.3 8.3 5.4 4.6
40 NP 11.0 11.0 7.2 6.1
50 NP 13.8 13.8 9.0 7.7

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10 NP 5.3 5.3 3.8 3.2
20 NP 10.5 10.5 7.5 6.4
30 NP 15.8 15.8 11.3 9.6
40 NP 21.0 21.0 15.0 12.8
50 NP 26.3 26.3 18.8 16.0

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10 NP 7.3 7.3 5.3 4.5
20 NP 14.5 14.5 10.5 9.0
30 NP 21.8 21.8 15.8 13.4
40 NP 29.0 29.0 21.0 17.9
50 NP 36.3 36.3 26.3 22.3
D1

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10 NP 3.0 3.0 2.0 1.7
20 NP 6.0 6.0 4.0 3.4
30 NP 9.0 9.0 6.0 5.1
40 NP 12.0 12.0 8.0 6.8
50 NP 15.0 15.0 10.0 8.5

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10 NP 6.0 6.0 4.5 3.8
20 NP 12.0 12.0 9.0 7.7
30 NP 18.0 18.0 13.5 11.5
40 NP 24.0 24.0 18.0 15.3
50 NP 30.0 30.0 22.5 19.1

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10 NP 8.5 8.5 6.0 5.1
20 NP 17.0 17.0 12.0 10.2
30 NP 25.5 25.5 18.0 15.3
40 NP 34.0 34.0 24.0 20.4
50 NP 42.5 42.5 30.0 25.5
D2

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10 NP 4.0 4.0 2.5 2.1
20 NP 8.0 8.0 5.0 4.3
30 NP 12.0 12.0 7.5 6.4
40 NP 16.0 16.0 10.0 8.5
50 NP 20.0 20.0 12.5 10.6

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10 NP 7.5 7.5 5.5 4.7
20 NP 15.0 15.0 11.0 9.4
30 NP 22.5 22.5 16.5 14.0
40 NP 30.0 30.0 22.0 18.7
50 NP 37.5 37.5 27.5 23.4

image: oh/admin/2014/4101$8-6-01_10.png

10 NP NP NP NP NP
20 NP NP NP NP NP
30 NP NP NP NP NP
40 NP NP NP NP NP
50 NP NP NP NP NP
Cripple wall below one-or two-story dwelling 10 NP NP NP 7.5 6.4
20 NP NP NP 15.0 12.8
30 NP NP NP 22.5 19.1
40 NP NP NP 30.0 25.5
50 NP NP NP 37.5 31.9

For SI: 1 foot 305 mm

a. Linear interpolation shall be permitted.

b. 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 building code.

c. Method LIB shall have gypsum board fastened to at least one side with nails or screws per Table 602.3(1) for exterior sheathing or Table 702.3.5 for interior gypsum board. Spacing of fasteners at panel edges shall not exceed 8 inches (203 mm).

d. Method CS-SFB applies in SDC C only.

TABLE 602.10.3(4)

SEISMIC ADJUSTMENT FACTORS TO THE REQUIRED LENGTH OF WALL BRACING

ADJUSTMENT BASED ON: STORY/SUPPORTING Condition ADJUSTMENTFACTOR a,b(Multiply length fromTable 602.10.3(1) bythis factor) APPLICABLE METHODS
Story height (Section 301.3 ) Any story <=10 ft>10 ft and <=12 ft 1.01.2 All methods
Braced wall line spacing, townhouses in SDC C Any story <=35 ft >35 ft and <=50 ft 1.01.43
Braced wall line spacing, in SDC D0, D1, D2 ,c Any story > 25 ft and <=30 ft >30 ft and <=35 ft 1.21.4
Wall dead load Any story >8 psf and<15 psf <8 psf 1.00.85
Roof/ceiling dead load for wall supporting Roof only or roof plus one or two stories <=15 psf 1.0
Roof plus one or two stories >15 psf and <=25 psf >15 psf and <=25 psf 1.11.2
Roof only
Walls with stone or masonry veneer, town-houses in SDCd,e

image: oh/admin/2014/4101$8-6-01_29.png

1.0 All intermittent & continuous methods

image: oh/admin/2014/4101$8-6-01_30.png

1.5

image: oh/admin/2014/4101$8-6-01_31.png

1.5
Walls with stone or masonry veneer, detached one-and two-family dwellings in SDC D0-D2d Any story See Table R602.10.6.5 BV-WSP
Interior gypsum board finish (or equivalent) Any story Omitted from insideface of braced wallpanels 1.5 DWB, WSP, SFB, PBS,PCP, HPS, CS-WSP,CS-G, CS-SFB

For SI: 1 psf = 47.8 N/m2.

a. Linear interpolation shall be permitted.

b. The total length of bracing required for a given wall line is the product of all applicable adjustment factors.

c. The length-to-width ratio for the floor/roof diaphragm shall not exceed 3:1. The top plate lap splice nailing shall be a minimum of 12-16d nails on each side of the splice.

d. Applies to stone or masonry veneer exceeding the first story height. See Section 602.10.6.5 for requirements when stone or masonry veneer does not exceed the first story height.

e. The adjustment factor for stone or masonry veneer shall be applied to all exterior braced wall lines and all braced wall lines on the interior of the building, backing or perpendicular to and laterally supported veneered walls.

TABLE 602.10.4

BRACING METHODS

METHODS, MATERIAL MINIMUM THICKNESS FIGURE CONNECTION CRITERIA a
Fasteners Spacing
Intermittent Bracing Method LIBLet-in-bracing 1 x 4 wood orapproved metalstraps at 45° to 60°angles for maximum16" stud spacing

image: oh/admin/2014/4101$8-6-01_11.png

Wood: 2-8d common nails or 3-8d (21/2" long x 0.113 " dia.) nails Wood: per stud andtop and bottomplates
Metal strap: per manufacturer Metal: per manufacturer
DWBDiagonal wood boards 3/4"(1" nominal) formaximum 24" studspacing

image: oh/admin/2014/4101$8-6-01_12.png

2-8d (21/2" long x 0.113 " dia.) nails or 2 -13/4" long staples Per stud
WSPWood structuralpanel (SeeSection 604) 3/8 "

image: oh/admin/2014/4101$8-6-01_13.png

Exterior sheathing per Table 602.3(3) 6" edges 12" field
Interior sheathing per Table 602.3(1) or 602.3(2) Varies by fastener
BV-WSPeWood StructuralPanels withStone orMasonry Veneer (See Section 602.10.6.5) 7/16 " See Figure 602.10.6.5 8d common (21/2" x 0.131 ) nails 4" at paneledges12" atintermediatesupports 4" atbraced wall panelend posts
SFBStructural fiberboard sheathing 1/2" or 25/32" formaximum 16" studspacing

image: oh/admin/2014/4101$8-6-01_14.png

11/2" long x 0.12 " dia. (for 1/2" thick sheathing) 13/4 "long x 0.12 "dia. (for 25/32 " thick sheathing)galvanized roofing nails or 8dcommon (21/2" long x 0.131 " dia.) 3" edges 6" field
GBGypsum board 1/2 "

image: oh/admin/2014/4101$8-6-01_15.png

Nails or screws per Table 602.3(1) for exterior locations For all braced wall panel locations: 7"edges (including topand bottom plates)7" field
Nails or screws per Table 702.3.5 for interior locations
PBSParticleboardsheathing (SeeSection 605) 3/8" or 1/2 " formaximum16" studspacing

image: oh/admin/2014/4101$8-6-01_16.png

For 3/8", 6d common (2" long x0.113 " dia.) nails For 1/2", 8dcommon (21/2" long x 0.131 " dia.)nails 3" edges 6" field
PCPPortland cement plaster See Section 703.6 formaximum 16" studspacing

image: oh/admin/2014/4101$8-6-01_17.png

11/2" long, 11 gage, 7/16" dia. head nails or 7/8" long, 16 gage staples 6" o.c. on all framing members
HPSHardboard panel siding 7/16" for maximum 16" stud spacing

image: oh/admin/2014/4101$8-6-01_18.png

0.092 " dia., 0.225 " dia. head nailswith length to accommodate 11/2 "penetration into studs 4" edges 8" field
ABWAlternate braced wall 3/8 "

image: oh/admin/2014/4101$8-6-01_19.png

See Section 602.10.6.1 See Section 602.10.6.1
PFHPortal frame with hold-downs 3/8 "

image: oh/admin/2014/4101$8-6-01_20.png

See Section 602.10.6.2 See Section 602.10.6.2
PFGPortal frame at garage 7/16 "

image: oh/admin/2014/4101$8-6-01_21.png

See Section 602.10.6.3 See Section 602.10.6.3
Continuous Sheathing Methods CS-WSP Continuously sheathed wood structural panel 3/8 "

image: oh/admin/2014/4101$8-6-01_22.png

Exterior sheathing per Table 602.3(3) 6" edges 12" field
Interior sheathing per Table R 602.3(1) or R 602.3(2) Varies by fastener
CS-G b,cContinuouslysheathed woodstructural paneladjacent to garageopenings 3/8 "

image: oh/admin/2014/4101$8-6-01_23.png

See Method CS-WSP See Method CS-WSP
CS-PFContinuously sheathed portal frame 7/16 "

image: oh/admin/2014/4101$8-6-01_24.png

See Section 602.10.6.4 See Section 602.10.6.4
CS-SFB dContinuouslysheathed structuralfiberboard 1/2" or 25/32" formaximum 16" studspacing

image: oh/admin/2014/4101$8-6-01_25.png

11/2" long x 0.12 " dia. (for1/2" thick sheathing) 13/4" longx 0.12 " dia. (for 25/32" thicksheathing) galvanized roofingnails or 8d common (21/2" longx 0.131 " dia) nails 3" edges 6" field

For SI: 1 inch = 25.4 mm, 1 foot = 305 mm.

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

b. Applies to panels next to garage door opening when supporting gable end wall or roof load only. May only be used on one wall of the garage. In Seismic Design Categories D0, D1, and D2, roof covering dead load may not exceed 3 psf ( 0.14 kN/m2).

c. Garage openings adjacent to a Method CS-G panel shall be provided with a header in accordance with Table 502.5(1). A full height clear opening shall not be permitted adjacent to a Method CS-G panel.

d. Method CS-SFB does not apply in Seismic Design Categories D0, D1 and D2 and in areas where the wind speed exceeds 100 mph.

e. Method applies to detached one- and two-family dwellings in Seismic Design Categories D0-D2 only.

602.10.4.1 Mixing methods. Mixing of bracing methods shall be permitted as follows:

1. Mixing intermittent bracing and continuous sheathing methods from story to story shall be permitted.

2. Mixing intermittent bracing methods from braced wall line to braced wall line within a story shall be permitted. Within Seismic Design Categories A, B and C or in regions where the basic wind speed is less than or equal to 100 mph, mixing of intermittent bracing and continuous sheathing methods from braced wall line to braced wall line within a story shall be permitted.

3. Mixing intermittent bracing methods along a braced wall line shall be permitted in Seismic Design Categories A and B, and detached dwellings in Seismic Design Category C provided the length of required bracing in accordance with Table 602.10.3(1) or 602.10.3(3) is the highest value of all intermittent bracing methods used.

4. Mixing of continuous sheathing methods CSWSP, CS-G and CS-PF along a braced wall line shall be permitted.

5. In Seismic Design Categories A and B, and for detached one- and two-family dwellings in Seismic Design Category C, mixing of intermittent bracing methods along the interior portion of a braced wall line with continuous sheathing methods CS-WSP, CS-G and CS-PF along the exterior portion of the same braced wall line shall be permitted. The length of required bracing shall be the highest value of all intermittent bracing methods used in accordance with Table 602.10.3(1) or 602.10.3(3) as adjusted by Tables 602.10.3(2) and 602.10.3(4), respectively. The requirements of Section 602.10.7 shall apply to each end of the continuously sheathed portion of the braced wall line.

602.10.4.2 Continuous sheathing methods. Continuous sheathing methods require structural panel sheathing to be used on all sheathable surfaces on one side of a braced wall line including areas above and below openings and gable end walls and shall meet the requirements of Section 602.10.7.

602.10.4.3 Braced wall panel interior finish material. Braced wall panels shall have gypsum wall board installed on the side of the wall opposite the bracing material. Gypsum wall board shall be not less than 1/2 inch ( 12.7 mm) in thickness and be fastened with nails or screws in accordance with Table 602.3(1) for exterior sheathing or Table 702.3.5 for interior gypsum wall board. Spacing of fasteners at panel edges for gypsum wall board opposite Method LIB bracing shall not exceed 8 inches (203 mm). Interior finish material shall not be glued in Seismic Design Categories D0, D1 and D2.

Exceptions:

1. Interior finish material is not required opposite wall panels that are braced in accordance with Method GB, BV-WSP, ABW, PFH, PFG and CS-PF, unless otherwise required by Section 302.6.

2. An approved interior finish material with an in-plane shear resistance equivalent to gypsum board shall be permitted to be substituted, unless otherwise required by Section 302.6.

3. Except for Method LIB, gypsum wall board is permitted to be omitted provided the required length of bracing in Tables 602.10.3(1) and 602.10.3(3) is multiplied by the appropriate adjustment factor in Tables 602.10.3(2) and 602.10.3(4) respectively, unless otherwise required by Section 302.6.

602.10.5 Minimum length of a braced wall panel. The minimum length of a braced wall panel shall comply with Table 602.10.5. For Methods CS-WSP and CS-SFB, the minimum panel length shall be based on the adjacent clear opening height in accordance with Table 602.10.5 and Figure 602.10.5. When a panel has an opening on either side of differing heights, the taller opening height shall be used to determine the panel length.

TABLE 602.10.5

MINIMUM LENGTH OF BRACED WALL PANELS

METHOD (See Table 602.10.4) MINIMUM LENGTHa (in) CONTRIBUTINGLENGTH(in)
Wall Height
8 ft 9 ft 10 ft 11 ft 12 ft
DWB, WSP, SFB, PBS, PCP, HPS, BV-WSP 48 48 48 53 58 Actual b
GB 48 48 48 53 58 Double sided = Actual Single sided = 0.5 x Actual
LIB 55 62 69 NP NP Actual b
ABW SDC A, B and C, wind speed < 110 mph 28 32 34 38 42 48
SDC Do, D1 and D2, wind speed < 110 mph 32 32 34 NP NP
PFH Supporting roof only 16 16 16 18c 20 c 48
Supporting one story and roof 24 24 24 27 c 29 c 48
PFG 24 27 30 33 d 36 d 1.5 x Actual b
CS-G 24 27 30 33 36 Actual b
CS-PF 16 18 20 22 e 24 e Actual b
CS-WSP, CS-SFB Adjacent clear opening height (in)            
<= 64 24 27 30 33 36 Actual b
68 26 27 30 33 36
72 27 27 30 33 36
76 30 29 30 33 36
80 32 30 30 33 36
84 35 32 32 33 36
88 38 35 33 33 36
92 43 37 35 35 36
96 48 41 38 36 36
100   44 40 38 38
104   49 43 40 39
108   54 46 43 41
112     50 45 43
116     55 48 45
120     60 52 48
124       56 51
128       61 54
132       66 58
136         62
140         66
144         72

For SI: 1 inch = 25.4 mm NP = Not permitted

a. Linear interpolation shall be permitted.

b. Use the actual length when it is greater than or equal to the minimum length.

c. Maximum header height for PFH is 10 feet per Figure 602.10.6.2, but wall height may be increased to 12 feet with pony wall.

d. Maximum opening height for PFG is 10 feet per Figure 602.10.6.3, but wall height may be increased to 12 feet with pony wall.

e. Maximum opening height for CS-PF is 10 feet per Figure 602.10.6.4, but wall height may be increased to 12 feet with pony wall

602.10.5.1 Contributing length. For purposes of computing the required length of bracing in Tables 602.10.3(1) and 602.10.3(3), the contributing length of each braced wall panel shall be as specified in Table 602.10.5.

602.10.5.2 Partial credit. For Methods DWB, WSP, SFB, PBS, PCP and HPS in Seismic Design Categories A, B and C, panels between 36 inches and 48 inches in length shall be considered a braced wall panel and shall be permitted to partially contribute towards the required length of bracing in Tables 602.10.3(1) and 602.10.3(3), and the contributing length shall be determined from Table 602.10.5.2.

602.10.6 Construction of Methods ABW, PFH, PFG, CS-PF and BV-WSP . Methods ABW, PFH, PFG, CSPF and BV-WSP shall be constructed as specified in Sections 602.10.6.1 through 602.10.6.5.

602.10.6.1 Method ABW: Alternate braced wall panels. Method ABW braced wall panels shall be constructed in accordance with Figure 602.10.6.1. The hold-down force shall be in accordance with Table 602.10.6.1.

602.10.6.2 Method PFH: Portal frame with hold-downs. Method PFH braced wall panels shall be constructed in accordance with Figure 602.10.6.2.

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TABLE 602.10.5.2

PARTIAL CREDIT FOR BRACED WALL PANELS LESS THAN 48 INCHES IN ACTUAL LENGTH

ACTUAL LENGTH OF BRACED WALL PANEL (in) CONTRIBUTING LENGTH OF BRACED WALL PANEL (in) a
8 ft Wall Height 9 ft Wall Height
48 48 48
42 36 36
36 27 N/A

For SI: 1 inch = 25.4 mm

a Linear interpolation shall be permitted.

TABLE 602.10.6.1

MINIMUM HOLD-DOWN FORCES FOR METHOD ABW BRACED WALL PANELS

SEISMIC DESIGN CATEGORY AND WIND SPEED SUPPORTING/STORY HOLD DOWN FORCE (lb)
Height of Braced Wall Panel
8 ft 9 ft 10 ft 11 ft 12 ft
SDC A, B and C Wind speed < 110 mph One story 1800 1800 1800 2000 2200
First of two story 3000 3000 3000 3300 3600
SDC Do, D1 and D2 Wind speed < 110 mph One story 1800 1800 1800 NP a NP a
First of two story 3000 3000 3000 NP a NP a

For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1lb = 4.45 N

a. NP = Not Permitted.

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602.10.6.3 Method PFG: Portal frame at garage door openings in Seismic Design Categories A, B and C. Where supporting a roof or one story and a roof, a Method PFG braced wall panel constructed in accordance with Figure 602.10.6.3 shall be permitted on either side of garage door openings.

602.10.6.4 Method CS-PF: Continuously sheathed portal frame. Continuously sheathed portal frame braced wall panels shall be constructed in accordance with Figure 602.10.6.4 and Table 602.10.6.4. The number of continuously sheathed portal frame panels in a single braced wall line shall not exceed four.

602.10.6.5 Wall bracing for dwellings with stone and masonry veneer in Seismic Design Categories D0, D1 and D2. Where stone and masonry veneer is installed in accordance with Section 703.7, wall bracing on exterior braced wall lines and braced wall lines on the interior of the building, backing or perpendicular to and laterally supporting veneered walls shall comply with this section.

Where dwellings in Seismic Design Categories D0, D1 and D2 have stone or masonry veneer installed in accordance with Section 703.7, and the veneer does not exceed the first story height, wall bracing shall be in accordance with Section 602.10.1.2.Where detached one- or two-family dwellings in Seismic Design Categories D0, D1 and D2 have stone or masonry veneer installed in accordance with Section 703.7, and the veneer exceeds the first story height, wall bracing at exterior braced wall lines and braced wall lines on the interior of the building shall be constructed using Method BV-WSP in accordance with this section and Figure 602.10.6.5. Cripple walls shall not be permitted, and required interior braced wall lines shall be supported on continuous foundations.

Townhouses in Seismic Design Categories D0, D1 and D2 with stone or masonry veneer exceeding the first story height shall be designed in accordance with accepted engineering practice.

602.10.6.5.1 Length of bracing. The length of bracing along each braced wall line shall be the greater of that required by the design wind speed and braced wall line spacing in accordance with Table 602.10.1.2(1) as adjusted by the factors in the footnotes or the Seismic Design Category and braced wall line length in accordance with Table 602.10.6.5. Angled walls shall be permitted to be counted in accordance with Section 602.10.1.3, and braced wall panel location shall be in accordance with Section 602.10.1.4. The seismic adjustment factors in Table 602.10.1.2(3) shall not be applied to the length of bracing determined using Table 602.10.6.5. In no case shall

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TABLE 602.10.6.4

TENSION STRAP CAPACITY REQUIRED FOR RESISTING WIND PRESSURES PERPENDICULAR TO METHOD PFH, PFG AND CS-PF BRACED WALL PANELS

MINIMUM WALLSTUD FRAMINGNOMINAL SIZE ANDGRADE MAXIMUMPONY WALLHEIGHT(ft) MAXIMUMTOTALWALLHEIGHT(ft) MAXIMUMOPENINGWIDTH(ft) TENSION STRAP CAPACITY REQUIRED (lb)a,b
Basic Wind Speed (mph)
85 90 100 85 90 100
Exposure B Exposure C
2 x 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 x 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 = 305 mm, 1 lb = 4.45 N

a. DR = design required

b. Strap shall be installed in accordance with manufacturer's recommendations.

TABLE 602.10.6.5

METHOD BV-WSP WALL BRACING REQUIREMENTS

SEISMICDESIGNCATEGORY STORY BRACED WALL LINE LENGTH (FT) SINGLE STORYHOLD-DOWNFORCE (lb)a CUMULATIVE HOLD DOWN FORCE (lb)b
10 20 30 40 50
MINIMUM TOTAL LENGTH (FT) OF BRACED WALL PANELS REQUIRED ALONG EACH BRACED WALL LINE
D0

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4.0 7.0 10.5 14.0 17.5 N/A -

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4.0 7.0 10.5 14.0 17.5 1900 -

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4.5 9.0 13.5 18.0 22.5 3500 5400

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6.0 12.0 18.0 24.0 30.0 3500 8900
D1

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4.5 9.0 13.5 18.0 22.5 2100 -

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4.5 9.0 13.5 18.0 22.5 3700 5800

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6.0 12.0 18.0 24.0 30.0 3700 9500
D2

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5.5 11.0 16.5 22.0 27.5 2300 -

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5.5 11.0 16.5 22.0 27.5 3900 6200

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NP NP NP NP NP N/A N/A

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.479 kPa, 1 pound-force = 4.448 N.

a. 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.

b. 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.

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602.10.7 Ends of braced wall lines with continuous sheathing. Each end of a braced wall line with continuous sheathing shall have one of the conditions shown in Figure 602.10.7.

602.10.8 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 602.10.8(1). Fastening of top and bottom wall plates to framing, rim joist, band joist and/or blocking shall be in accordance with Table 602.3(1).

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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 602.10.8(2). Where a parallel framing member cannot be located directly above and below the panel, full-depth blocking at 16 inch (406 mm) spacing shall be provided between the parallel framing members to each side of the braced wall panel in accordance with Figure 602.10.8(2). Fastening of blocking and wall plates shall be in accordance with Table 602.3(1) and Figure 602.10.8(2).

3. Connections of braced wall panels to concrete or masonry shall be in accordance with Section 403.1.6.

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602.10.8.1 Braced wall panel connections for Seismic Design Categories D0, D1 and D2. Braced wall panels shall be fastened to required foundations in accordance with Section 602.11.1, and top plate lap splices shall be face-nailed with at least eight 16d nails on each side of the splice.

602.10.8.2 Connections to roof framing. Top plates of exterior braced wall panels shall be attached to rafters or roof trusses above in accordance with Table 602.3(1) and this section. Where required by this section, blocking between rafters or roof trusses shall be attached to top plates of braced wall panels and to rafters and roof trusses in accordance with Table 602.3(1). A continuous band, rim, or header joist or roof truss parallel to the braced wall panels shall be permitted to replace the blocking required by this section. Blocking shall not be required over openings in continuously-sheathed braced wall lines. In addition to the requirements of this section, lateral support shall be provided for rafters and ceiling joists in accordance with Section 802.8 and for trusses in accordance with Section 802.10.3. Roof ventilation shall be provided in accordance with 806.1.

1. For SDC A, B and C and wind speeds less than 100 mph (45 m/s) where the distance from the top of the braced wall panel to the top of the rafters or roof trusses above is 9 1/4 inches (235 mm) or less, blocking between rafters or roof trusses shall not be required. Where the distance from the top of the braced wall panel to the top of the rafters or roof trusses above is between 9 1/4 inches (235 mm) and 15 1/4 inches (387 mm) blocking between rafters or roof trusses shall be provided above the braced wall panel in accordance with Figure 602.10.8.2(1).

2. For SDC D0, D1 and D2 or wind speeds of 100 mph (45 m/s) or greater, where the distance from the top of the braced wall panel to the top of the rafters or roof trusses is 15 1/4 inches (387 mm) or less, blocking between rafters or roof trusses shall be provided above the braced wall panel in accordance with Figure 602.10.8.2(1).

3. Where the distance from the top of the braced wall panel to the top of rafters or roof trusses exceeds 15 1/4 inches (387 mm), the top plates of the braced wall panel shall be connected to perpendicular rafters or roof trusses above in accordance with one or more of the following methods:

3.1. Soffit blocking panels constructed in accordance with Figure 602.10.8.2(2),

3.2. Vertical blocking panels constructed in accordance with Figure 602.10.8.2(3),

3.3. Full-height engineered blocking panels designed in accordance with the AF&PA WFCM,

3.4. Blocking, blocking panels, or other methods of lateral load transfer designed in accordance with accepted engineering practice.

602.10.9 Braced wall panel support. Braced wall panel support shall be provided as follows:

1. Cantilevered floor joists complying with Section 502.3.3 shall be permitted to support braced wall panels.

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 (1219 mm) or less supporting braced wall panels shall be reinforced in accordance with Figure 602.10.9. Masonry stem walls with a length greater than 48 inches (1219 mm) supporting braced wall panels shall be constructed in accordance with Section 403.1 Methods ABW and PFH shall not be permitted to attach to masonry stem walls.

4. Concrete stem walls with a length of 48 inches (1219 mm) or less, greater than 12 inches (305 mm) tall and less than 6 inches (152 mm) thick shall have reinforcement sized and located in accordance with Figure 602.10.9.

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602.10.9.1 Braced wall panel support for Seismic Design Category D2. 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.

602.10.10 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 1 1/2 inch (38 mm) thickness.

Exceptions:

1. Vertical joints of panel sheathing shall be permitted to occur over double studs, where adjoining panel edges are attached to separate studs with the required panel edge fastening schedule, and the adjacent studs are attached together with 2 rows of 10d box nails (3-inches by 0.128 -inch) at 10 inch o.c.

2. Blocking at horizontal joints shall not be required in wall segments that are not counted as braced wall panels.

3. Where the bracing length provided is at least twice the minimum length required by Tables 602.10.1.2(1) and 602.10.1.2(2) blocking at horizontal joints shall not be required in braced wall panels constructed using Methods WSP, SFB, GB, PBS or HPS.

4. When Method GB panels are installed horizontally, blocking of horizontal joints is not required.

602.10.11 Cripple wall bracing. Cripple walls shall be constructed in accordance with Section 602.9 and braced in accordance with this section. Cripple walls shall be braced with the length and method of bracing used for the wall above in accordance with Tables 602.10.1.3(1) and 602.10.1.3(3), except that the length of cripple wall bracing shall be multiplied by a factor of 1.15 . The distance between adjacent edges of braced wall panels shall be reduced from 20 feet (6096 mm) to 14 feet (4267 mm).

602.10.11.1 Cripple wall bracing for Seismic Design Categories D0, D1 and townhouses in Seismic Design Category C. In addition to the requirements in Section 602.10.11, the distance between adjacent edges of braced wall panels for cripple walls along a braced wall line shall be 14 feet (4267 mm) maximum.

Where braced wall lines at interior walls are not supported on a continuous foundation below, the adjacent parallel cripple walls, where provided, shall be braced with Method WSP per Section R602.10.2 or Method CS-WSP per Section 602.10.4. The length of bracing required per Table 602.10.1.3(3) for the cripple walls shall be multiplied by 1.5. Where the cripple walls do not have sufficient length to provide the required bracing, the spacing of panel edge fasteners shall be reduced to 4 inches (102 mm) on center and the required bracing length adjusted by 0.7. If the required length can still not be provided, the cripple wall shall be designed in accordance with accepted engineering practice.

602.10.11.2 Cripple wall bracing for Seismic Design Category D2. In Seismic Design Category D2, cripple walls shall be braced in accordance with Tables 602.10.3(3) and 602.10.3(4).

602.10.11.3 Redesignation of cripple walls. Where all cripple wall segments along a braced wall line do not exceed 48 inches (1219 mm) in height, the cripple walls shall be permitted to be redesignated as a first story wall for purposes of determining wall bracing requirements. Where any cripple wall segment in a braced wall line exceeds 48 inches (1219 mm) in height, the entire cripple wall shall be counted as an additional story. If the cripple walls are redesignated, the stories above the redesignated story shall be counted as the second and third stories, respectively.

602.11 Wall anchorage. Braced wall line sills shall be anchored to concrete or masonry foundations in accordance with Sections 403.1.6 and 602.11.1.

602.11.1 Wall anchorage for all buildings in Seismic Design Categories D0, 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.

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For SI: 1 inch = 25.4 mm.

FIGURE 602.10.7

MASONRY STEM WALLS SUPPORTING BRACED WALL PANELS

602.11.2 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 602.11.2.

2. Where cripple walls occur between the top of the foundation and the lowest floor framing, the bracing requirements of Sections 602.10.9 and 602.10.9.1 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 403.1.6 and 602.11.1 shall apply.

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

FIGURE 602.11.2

STEPPED FOUNDATION CONSTRUCTION

SECTION 603

STEEL WALL FRAMING

603.1 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.

603.1.1 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).

603.1.2 In-line framing. Load-bearing cold-formed steel studs constructed in accordance with Section 603 shall be located in-line with joists, trusses and rafters in accordance with Figure 603.1.2 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.

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603.2 Structural framing. Load-bearing cold-formed steel wall framing members shall comply with Figure 603.2(1) and with the dimensional and minimum thickness requirements specified in Tables 603.2(1) and 603.2(2). Tracks shall comply with Figure 603.2(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.

603.2.1 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.

603.2.2 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).

603.2.3 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.

603.2.4 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 702. 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 603.2.4, 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 603.2(1)

LOAD-BEARING COLD-FORMED STEEL STUD SIZES

MEMBERDESIGNATIONa 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.

a. The member designation is defined by the first number representing the member depth in hundredths of an inch "S" representing a stud or joist member, the second number representing the flange width in hundredths of an inch, and the letter "t" shall be a number representing the minimum base metal thickness in mils [See Table 603.2(2) ].

TABLE 603.2(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.

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TABLE 603.2.4

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.

603.2.5 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.

603.2.5.1 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 603.2.5.1;

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 603.2.5.2, patched in accordance with Section 603.2.5.3 or designed in accordance with accepted engineering practice.

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603.2.5.2 Web hole reinforcing. Web holes in gable endwall studs not conforming to the requirements of Section 603.2.5.1 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 603.2.5.1 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).

603.2.5.3 Hole patching. Web holes in wall studs and other structural members not conforming to the requirements in Section 603.2.5.1 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:

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

1.2 The length of the hole measured along the web exceeds 10 inches (254 mm) or the depth of the web, whichever is greater.

2. Web holes not exceeding the dimensional requirements in Section 603.2.5.3, Item 1 shall be patched with a solid steel plate, stud section or track section in accordance with Figure 603.2.5.3. 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).

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603.3 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.

603.3.1 Wall to foundation or floor connection. Cold-formed steel framed walls shall be anchored to foundations or floors in accordance with Table 603.3.1 and Figure 603.3.1(1), 603.3.1(2) or 603.3.1(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.

603.3.1.1 Gable endwalls. Gable endwalls with heights greater than 10 feet (3048 mm) shall be anchored to foundations or floors in accordance with Tables 603.3.1.1(1) or 603.3.1.1(2).

603.3.2 Minimum stud sizes. Cold-formed steel walls shall be constructed in accordance with Figures 603.3.1(1), 603.3.1(2), or 603.3.1(3), as applicable. Exterior wall stud size and thickness shall be determined in accordance with the limits set forth in Tables 603.3.2(2) through 603.3.2(31). Interior load-bearing wall stud size and thickness shall be determined in accordance with the limits set forth in Tables 603.3.2(2) through 603.3.2(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 603.2.4 and Table 603.3.2(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 603.3.2(2) through 603.3.2(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 702 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 603.9.1 and Table 603.3.2(1) on the outside surface.

Interior load-bearing walls shall be permitted to be reduced to the next thinner size, as shown in Tables 603.3.2(2) through 603.3.2(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 702 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 603.3.2(2) through 603.3.2(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 603.3.2(2) through 603.3.2(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 603.3.2(22) through 603.3.2(31).

603.3.2.1 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 603.3.2.1(1) or 603.3.2.1(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 603.3.2.1(3) or 603.3.2.1(4).

603.3.3 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 702 and structural sheathing installed in accordance with Section 603.9.1 and Table 603.3.2(1).

2. Horizontal steel straps fastened in accordance with Figure 603.3.3(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.

TABLE 603.3.1

WALL TO FOUNDATION OR FLOOR CONNECTION REQUIREMENTSa,b

FRAMING CONDITION WIND SPEED (mph) AND EXPOSURE
85 B 100 B 90 B85 C 110 B 90 C 100 C < 110 C
Wall bottom track to floor per Figure 603.3.1(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 603.3.1(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 603.3.1(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.

a. 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.

b. All screw sizes shown are minimum.

c. NR = uplift connector not required.

d. Foundation anchor straps are permitted in place of anchor bolts, if spaced as required to provide equivalent anchorage to the required anchor bolts and installed in accordance with manufacturer's requirements.

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TABLE 603.3.1.1(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.

a. Refer to Table 603.3.1.1(2) for gable endwall bottom track to foundation connections.

b. Where attachment is not given, special design is required.

c. Stud height, h, is measured from wall bottom track to wall top track or brace connection height.

TABLE 603.3.1.1(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.

a. Refer to Table 603.3.1.1(1) for gable endwall bottom track to floor joist or track connection connections.

b. Where attachment is not given, special design is required.

c. Stud height, h, is measured from wall bottom track to wall top track or brace connection height.

d. Foundation anchor straps are permitted in place of anchor bolts if spaced as required to provide equivalent anchorage to the required anchor bolts and installed in accordance with manufacturer's requirements.

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

603.3.5 Splicing. Steel studs and other structural members shall not be spliced. Tracks shall be spliced in accordance with Figure 603.3.5.

603.4 Corner framing. In exterior walls, corner studs and the top tracks shall be installed in accordance with Figure 603.4.

603.5 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.

603.6 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 603.6(1) and 603.6(2), respectively, and Tables 603.6(1) through 603.6(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.

603.6.1 Headers in gable endwalls. Box beam and back-to-back headers in gable endwalls shall be permitted to be constructed in accordance with Section 603.6 or with the header directly above the opening in accordance with Figures 603.6.1(1) and 603.6.1(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).

603.7 Jack and king studs. The number of jack and king studs installed on each side of a header shall comply with Table 603.7(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 603.7(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 603.6(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 603.6(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 603.6(1) and 603.6(2).

603.8 Head and sill track. Head track spans above door and window openings and sill track spans beneath window openings shall comply with Table 603.8. 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 603.8. 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 603.8 by 1.50 shall be permitted.

603.9 Structural sheathing. Structural sheathing shall be installed in accordance with Figure 603.9 and this section on all sheathable exterior wall surfaces, including areas above and below openings.

603.9.1 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.

603.9.2 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 603.9.2(1) and by the plan aspect-ratio adjustment factors obtained from Table 603.9.2(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.

603.9.2.1 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.

603.9.2.2 For hip roofed homes, the minimum percentages of full height sheathing in Table 603.9.2(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.

603.9.2.3 In the lowest story of a dwelling, multiplying the percentage of full height sheathing required in Table 603.9.2(1) by 0.6, shall be permitted provided hold down anchors are provided in accordance with Section 603.9.4.2.

603.9.3 Structural sheathing fastening. All edges and interior areas of structural sheathing panels shall be fastened to framing members and tracks in accordance with Figure 603.9 and Table 603.3.2(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 603.9.2(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 505.3.1(1) and Table 603.3.1 shall be multiplied by 2/3.

603.9.4 Uplift connection requirements. Uplift connections shall be provided in accordance with this section.

603.9.4.1 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 E 13.3, and AISI S230, Section F 7.2, as required for 110 miles per hour (49 m/s), Exposure C.

603.9.4.2 Where the percentage of full height sheathing is adjusted in accordance with Section 603.9.2.3, 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 603.9.2. 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 603.9.3 and AISI S230, Table E11-1.

A single hold down anchor, installed in accordance with Figure 603.9.2, shall be permitted at the corners of buildings.

603.9.5 Structural sheathing for stone and masonry veneer. In Seismic Design Category C, where stone and masonry veneer is installed in accordance with Section 703.7, the length of structural sheathing for walls supporting one story, roof and ceiling shall be the greater of the amount required by Section 603.9.2 or 36 percent, modified by Section 603.9.2 except Section 603.9.2.2 shall not be permitted.

TABLE 603.3.2(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 802.11

For SI: 1 inch = 25.4 mm.

a. All screw sizes shown are minimum.

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

TABLE 603.3.2(2)

24-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa, b, c 33 ksi STEEL

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WIND SPEED MEMBER SIZE STUDSPACING(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.

a. Deflection criterion: L/240.

b. Design load assumptions:

Second floor dead load is 10 psf.

Second floor live load is 30 psf.

Roof/ceiling dead load is 12 psf.

Attic live load is 10 psf.

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

TABLE 603.3.2(3)

24-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c 50 ksi STEEL

image: oh/admin/2014/4101$8-6-01_26.png

WIND SPEED MEMBER SIZE STUDSPACING(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.

a. Deflection criterion: L/240.

b. Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.

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

TABLE 603.3.2(4)

28-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c 33 ksi STEEL

image: oh/admin/2014/4101$8-6-01_26.png

WIND SPEED MEMBER SIZE STUDSPACING(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
  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
      16 33 33 33 33 43 43 43 43 43 43 43 43
- 110 mph   24 43 43 43 54 54 54 54 54 68 68 68 68
  16 33 33 33 33 33 33 33 33 33 33 33 33
    550S162 24 33 33 33 43 33 33 33 43 43 43 43 43

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.

a. Deflection criterion: L/240.

b. Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.

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

TABLE 603.3.2(5)

28-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c 50 ksi STEEL

image: oh/admin/2014/4101$8-6-01_26.png

WIND SPEED MEMBER SIZE STUDSPACING(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 33
85 mph - 350S162 16 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.

a. Deflection criterion: L/240.

b. Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.

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

TABLE 603.3.2(6)

32-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c 33 ksi STEEL

image: oh/admin/2014/4101$8-6-01_26.png

WIND SPEED MEMBER SIZE STUDSPACING(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.

a. Deflection criterion: L/240.

b. Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.

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

TABLE 603.3.2(7)

32-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c 50 ksi STEEL

image: oh/admin/2014/4101$8-6-01_26.png

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 90 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
mph mph 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.

a. Deflection criterion: L/240.

b. Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.

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

TABLE 603.3.2(8)

36-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c 33 ksi STEEL

image: oh/admin/2014/4101$8-6-01_26.png

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 43 33 33 33 43 33 33 33 43
24 33 33 43 54 33 33 43 54 33 43 43 54
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 43
100 mph 85 mph 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 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.

a. Deflection criterion: L/240.

b. Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.

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

TABLE 603.3.2(9)

36-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c 50 ksi STEEL

image: oh/admin/2014/4101$8-6-01_26.png

WIND SPEED MEMBER SIZE STUDSPACING(inches) MINIMUM STUD THICKNESS (mils)
8-Foot Studs 9-Foot Studs 10-Foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
85 mph - 350S162 16 33 33 3 33 33 33 33 33 33 33 33 3
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 3 33 33 3 3 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.

a. Deflection criterion: L/240.

b. Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.

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

TABLE 603.3.2(10)

40-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c 33 ksi STEEL

image: oh/admin/2014/4101$8-6-01_26.png

WIND SPEED MEMBER SIZE STUDSPACING(inches) MINIMUM STUD THICKNESS (mils)
8-Foot Studs 9-Foot Studs 10-Foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
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 3 33 4
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.

a. Deflection criterion: L/240.

b. Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.

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

TABLE 603.3.2(11)

40-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c 50 ksi STEEL

image: oh/admin/2014/4101$8-6-01_26.png

WIND SPEED MEMBER SIZE STUDSPACING(inches) MINIMUM STUD THICKNESS (mils)
8-Foot Studs 9-Foot Studs 10-Foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
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.

a. Deflection criterion: L/240.

b. Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.

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

TABLE 603.3.2(12)

24-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c 33 ksi STEEL

image: oh/admin/2014/4101$8-6-01_27.png

WIND SPEED MEMBER SIZE STUDSPACING(inches) MINIMUM STUD THICKNESS (mils)
8-Foot Studs 9-Foot Studs 10-Foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
- - 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.

a. Deflection criterion: L/240.

b. Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.

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

TABLE 603.3.2(13)

24-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c 50 ksi STEEL

image: oh/admin/2014/4101$8-6-01_27.png

WIND SPEED MEMBER SIZE STUDSPACING(inches) MINIMUM STUD THICKNESS (mils)
8-Foot Studs 9-Foot Studs 10-Foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
- - 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.

a. Deflection criterion: L/240.

b. Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.

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

TABLE 603.3.2(14)

28-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c 33 ksi STEEL

image: oh/admin/2014/4101$8-6-01_27.png

WIND SPEED MEMBER SIZE STUDSPACING(inches) MINIMUM STUD THICKNESS (mils)
8-Foot Studs 9-Foot Studs 10-Foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
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.

a. Deflection criterion: L/240.

b. Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.

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

TABLE 603.3.2(15)

28-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c 50 ksi STEEL

image: oh/admin/2014/4101$8-6-01_27.png

WIND SPEED MEMBER SIZE STUDSPACING(inches) MINIMUM STUD THICKNESS (mils)
8-Foot Studs 9-Foot Studs 10-Foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
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.

a. Deflection criterion: L/240.

b. Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.

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

TABLE 603.3.2(16)

32-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c 33 ksi STEEL

image: oh/admin/2014/4101$8-6-01_27.png

WIND SPEED MEMBER SIZE STUDSPACING(inches) MINIMUM STUD THICKNESS (mils)
8-Foot Studs 9-Foot Studs 10-Foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
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.

a. Deflection criterion: L/240.

b. Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.

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

TABLE 603.3.2(17)

32-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c 50 ksi STEEL

image: oh/admin/2014/4101$8-6-01_27.png

WIND SPEED MEMBER SIZE STUDSPACING(inches) MINIMUM STUD THICKNESS (mils)
8-Foot Studs 9-Foot Studs 10-Foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
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.

a. Deflection criterion: L/240.

b. Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.

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

TABLE 603.3.2(18)

36-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c 33 ksi STEEL

image: oh/admin/2014/4101$8-6-01_27.png

WIND SPEED MEMBER SIZE STUDSPACING(inches) MINIMUM STUD THICKNESS (mils)
8-Foot Studs 9-Foot Studs 10-Foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
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.

a. Deflection criterion: L/240.

b. Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.

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

TABLE 603.3.2(19)

36-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c 50 ksi STEEL

image: oh/admin/2014/4101$8-6-01_27.png

WIND SPEED MEMBER SIZE STUDSPACING(inches) MINIMUM STUD THICKNESS (mils)
8-Foot Studs 9-Foot Studs 10-Foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
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.

a. Deflection criterion: L/240.

b. Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.

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

TABLE 603.3.2(20)

40-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c 33 ksi STEEL

image: oh/admin/2014/4101$8-6-01_27.png

WIND SPEED MEMBER SIZE STUDSPACING(inches) MINIMUM STUD THICKNESS (mils)
8-Foot Studs 9-Foot Studs 10-Foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
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.

a. Deflection criterion: L/240.

b. Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.

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

TABLE 603.3.2(21)

40-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c 50 ksi STEEL

image: oh/admin/2014/4101$8-6-01_27.png

WIND SPEED MEMBER SIZE STUDSPACING(inches) MINIMUM STUD THICKNESS (mils)
8-Foot Studs 9-Foot Studs 10-Foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
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.

a. Deflection criterion: L/240.

b. Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.

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

TABLE 603.3.2(22)

24-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c 33 ksi STEEL

image: oh/admin/2014/4101$8-6-01_28.png

WIND SPEED MEMBER SIZE STUDSPACING(inches) MINIMUM STUD THICKNESS (mils)
8-Foot Studs 9-Foot Studs 10-Foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
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 54 54 54 54 54 54 54
550S162 16 33 33 43 43 33 33 33 33 33 33 33 43
24 43 43 54 54 43 43 43 43 43 43 43 54
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 33 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.

a. Deflection criterion: L/240.

b. Design load assumptions: Top and middle floor dead load is 10 psf. Top floor live load is 30 psf. Middle floor live load is 40 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.

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

TABLE 603.3.2(23)

24-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c 50 ksi STEEL

image: oh/admin/2014/4101$8-6-01_28.png

WIND SPEED MEMBER SIZE STUDSPACING(inches) MINIMUM STUD THICKNESS (mils)
8-Foot Studs 9-Foot Studs 10-Foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
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.

a. Deflection criterion: L/240.

b. Design load assumptions: Top and middle floor dead load is 10 psf. Top floor live load is 30 psf. Middle floor live load is 40 psf. Attic live load is 10 psf.

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

TABLE 603.3.2(24)

28-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c 33 ksi STEEL

image: oh/admin/2014/4101$8-6-01_28.png

WIND SPEED MEMBER SIZE STUDSPACING(inches) MINIMUM STUD THICKNESS (mils)
8-Foot Studs 9-Foot Studs 10-Foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
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.

a. Deflection criterion: L/240.

b. Design load assumptions: Top and middle floor dead load is 10 psf. Top floor live load is 30 psf. Middle floor live load is 40 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.

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

TABLE 603.3.2(25)

28-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c 50 ksi STEEL

image: oh/admin/2014/4101$8-6-01_28.png

WIND SPEED MEMBER SIZE STUDSPACING(inches) MINIMUM STUD THICKNESS (mils)
8-Foot Studs 9-Foot Studs 10-Foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
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.

a. Deflection criterion: L/240.

b. Design load assumptions: Top and middle floor dead load is 10 psf. Top floor live load is 30 psf. Middle floor live load is 40 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.

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

TABLE 603.3.2(26)

32-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c 33 ksi STEEL

image: oh/admin/2014/4101$8-6-01_28.png

WIND SPEED MEMBER SIZE STUDSPACING(inches) MINIMUM STUD THICKNESS (mils)
8-Foot Studs 9-Foot Studs 10-Foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
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.

a. Deflection criterion: L/240.

b. Design load assumptions: Top and middle floor dead load is 10 psf. Top floor live load is 30 psf. Middle floor live load is 40 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.

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

TABLE 603.3.2(27)

32-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c 50 ksi STEEL

image: oh/admin/2014/4101$8-6-01_28.png

WIND SPEED MEMBER SIZE STUDSPACING(inches) MINIMUM STUD THICKNESS (mils)
8-Foot Studs 9-Foot Studs 10-Foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
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.

a. Deflection criterion: L/240.

b. Design load assumptions: Top and middle floor dead load is 10 psf. Top floor live load is 30 psf. Middle floor live load is 40 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.

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

TABLE 603.3.2(28)

36-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c 33 ksi STEEL

image: oh/admin/2014/4101$8-6-01_28.png

WIND SPEED MEMBER SIZE STUDSPACING(inches) MINIMUM STUD THICKNESS (mils)
8-Foot Studs 9-Foot Studs 10-Foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
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.

a. Deflection criterion: L/240.

b. Design load assumptions: Top and middle floor dead load is 10 psf. Top floor live load is 30 psf. Middle floor live load is 40 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.

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

TABLE 603.3.2(29)

36-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c 50 ksi STEEL

image: oh/admin/2014/4101$8-6-01_28.png

WIND SPEED MEMBER SIZE STUDSPACING(inches) MINIMUM STUD THICKNESS (mils)
8-Foot Studs 9-Foot Studs 10-Foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
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.

a. Deflection criterion: L/240.

b. Design load assumptions: Top and middle floor dead load is 10 psf. Top floor live load is 30 psf. Middle floor live load is 40 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.

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

TABLE 603.3.2(30)

40-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c 33 ksi STEEL

image: oh/admin/2014/4101$8-6-01_28.png

WIND SPEED MEMBER SIZE STUDSPACING(inches) MINIMUM STUD THICKNESS (mils)
8-Foot Studs 9-Foot Studs 10-Foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
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.

a. Deflection criterion: L/240.

b. Design load assumptions: Top and middle floor dead load is 10 psf. Top floor live load is 30 psf. Middle floor live load is 40 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.

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

TABLE 603.3.2(31)

40-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c 50 ksi STEEL

image: oh/admin/2014/4101$8-6-01_28.png

WIND SPEED MEMBER SIZE STUDSPACING(inches) MINIMUM STUD THICKNESS (mils)
8-Foot Studs 9-Foot Studs 10-Foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
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.

a. Deflection criterion: L/240.

b. Design load assumptions: Top and middle floor dead load is 10 psf. Top floor live load is 30 psf. Middle floor live load is 40 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.

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

image: oh/admin/2014/4101$8-6-01_ph_ff_n_ru_20120529_1331-31.jpg

image: oh/admin/2014/4101$8-6-01_ph_ff_n_ru_20120529_1331-32.jpg

TABLE 603.3.2.1(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.

a. Deflection criterion L/240.

b. 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.

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

TABLE 603.3.2.1(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.

a. Deflection criterion L/240.

b. 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.

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

TABLE 603.3.2.1(3)

ALL BUILDING WIDTHS GABLE ENDWALLS OVER 10 FEET IN HEIGHTa,b,c 33 ksi STEEL

WIND SPEED MEMBER SIZE STUDSPACING(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.

a. Deflection criterion L/240.

b. 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.

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

TABLE 603.3.2.1(4)

ALL BUILDING WIDTHS GABLE ENDWALLS OVER 10 FEET IN HEIGHTa,b,c 50 ksi STEEL

WIND SPEED MEMBER SIZE STUDSPACING(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.

a. Deflection criterion L/240.

b. 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.

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

image: oh/admin/2014/4101$8-6-01_ph_ff_n_ru_20120529_1331-33.jpg

image: oh/admin/2014/4101$8-6-01_ph_ff_n_ru_20120529_1331-34.jpg

TABLE 603.6(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.

a. Deflection criterion: L/360 for live loads, L/240 for total loads.

b. Design load assumptions:

Roof/Ceiling dead load is 12 psf.

Attic dead load is 10 psf.

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

TABLE 603.6(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.

a. Deflection criterion: L/360 for live loads, L/240 for total loads.

b. Design load assumptions:

Roof/Ceiling dead load is 12 psf.

Attic dead load is 10 psf.

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

TABLE 603.6(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.

a. Deflection criterion: L/360 for live loads, L/240 for total loads.

b. Design load assumptions:

Roof/Ceiling dead load is 12 psf.

Attic dead load is 10 psf.

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

TABLE 603.6(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.

a. Deflection criterion: L/360 for live loads, L/240 for total loads.

b. Design load assumptions:

Roof/Ceiling dead load is 12 psf.

Attic dead load is 10 psf.

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

TABLE 603.6(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.

a. Deflection criterion: L/360 for live loads, L/240 for total loads.

b. Design load assumptions:

Second floor dead load is 10 psf.

Roof/Ceiling dead load is 12 psf.

Second floor live load is 30 psf.

Attic dead load is 10 psf.

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

TABLE 603.6(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.

a. Deflection criterion: L/360 for live loads, L/240 for total loads.

b. Design load assumptions:

Second floor dead load is 10 psf.

Roof/ceiling dead load is 12 psf.

Second floor live load is 30 psf.

Attic live load is 10 psf.

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

TABLE 603.6(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.

a. Deflection criterion: L/360 for live loads, L/240 for total loads.

b. Design load assumptions:

Second floor dead load is 10 psf.

Roof/ceiling dead load is 12 psf.

Second floor live load is 30 psf.

Attic live load is 10 psf.

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

TABLE 603.6(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.

a. Deflection criterion: L/360 for live loads, L/240 for total loads.

b. Design load assumptions:

Second floor dead load is 10 psf.

Roof/ceiling dead load is 12 psf.

Second floor live load is 30 psf.

Attic live load is 10 psf.

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

TABLE 603.6(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.

a. Deflection criterion: L/360 for live loads, L/240 for total loads.

b. Design load assumptions:

Second floor dead load is 10 psf.

Roof/ceiling dead load is 12 psf.

Second floor live load is 40 psf.

Third floor live load is 30 psf.

Attic live load is 10 psf.

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

TABLE 603.6 (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.

a. Deflection criterion: L/360 for live loads, L/240 for total loads.

b. Design load assumptions:

Second floor dead load is 10 psf.

Roof/ceiling dead load is 12 psf.

Second floor live load is 40 psf.

Third floor live load is 30 psf.

Attic live load is 10 psf.

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

TABLE 603.6(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.

a. Deflection criterion: L/360 for live loads, L/240 for total loads.

b. Design load assumptions:

Second floor dead load is 10 psf.

Roof/ceiling dead load is 12 psf.

Second floor live load is 40 psf.

Third floor live load is 30 psf.

Attic live load is 10 psf.

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

TABLE 603.6(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.

a. Deflection criterion: L/360 for live loads, L/240 for total loads.

b. Design load assumptions:

Second floor dead load is 10 psf.

Roof/ceiling dead load is 12 psf.

Second floor live load is 40 psf.

Third floor live load is 30 psf.

Attic live load is 10 psf.

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

TABLE 603.6(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.

a. Deflection criterion: L/360 for live loads, L/240 for total loads.

b. Design load assumptions:

Second floor dead load is 12 psf.

Attic live load is 10 psf.

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

TABLE 603.6(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.

a. Deflection criterion: L/360 for live loads, L/240 for total loads.

b. Design load assumptions:

Roof/ceiling dead load is 12 psf.

Attic live load is 10 psf.

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

TABLE 603.6(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.

a. Deflection criterion: L/360 for live loads, L/240 for total loads.

b. Design load assumptions:

Roof/ceiling dead load is 12 psf.

Attic live load is 10 psf.

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

TABLE 603.6(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.

a. Deflection criterion: L/360 for live loads, L/240 for total loads.

b. Design load assumptions:

Roof/ceiling dead load is 12 psf.

Attic live load is 10 psf.

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

TABLE 603.6(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.

a. Deflection criterion: L/360 for live loads, L/240 for total loads.

b. Design load assumptions:

Second floor dead load is 10 psf.

Roof/ceiling dead load is 12 psf.

Second floor live load is 30 psf.

Attic live load is 10 psf.

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

TABLE 603.6(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.

a. Deflection criterion: L/360 for live loads, L/240 for total loads.

b. Design load assumptions:

Second floor dead load is 10 psf.

Roof/ceiling dead load is 12 psf.

Second floor live load is 30 psf.

Attic live load is 10 psf.

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

TABLE 603.6(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.

a. Deflection criterion: L/360 for live loads, L/240 for total loads.

b. Design load assumptions:

Second floor dead load is 10 psf.

Roof/ceiling dead load is 12 psf.

Second floor live load is 30 psf.

Attic live load is 10 psf.

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

TABLE 603.6(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.

a. Deflection criterion: L/360 for live loads, L/240 for total loads.

b. Design load assumptions:

Second floor dead load is 10 psf.

Roof/ceiling dead load is 12 psf.

Second floor live load is 30 psf.

Attic live load is 10 psf.

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

TABLE 603.6(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.

a. Deflection criterion: L/360 for live loads, L/240 for total loads.

b. Design load assumptions:

Second floor dead load is 10 psf.

Roof/ceiling dead load is 12 psf.

Second floor live load is 40 psf.

Third floor live load is 30 psf.

Attic live load is 10 psf.

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

TABLE 603.6(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.

a. Deflection criterion: L/360 for live loads, L/240 for total loads.

b. Design load assumptions:

Second floor dead load is 10 psf.

Roof/ceiling dead load is 12 psf.

Second floor live load is 40 psf.

Third floor live load is 30 psf.

Attic live load is 10 psf.

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

TABLE 603.6(23)

BACK-TO-BACK 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'-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.

a. Deflection criterion: L/360 for live loads, L/240 for total loads.

b. Design load assumptions:

Second floor dead load is 10 psf.

Roof/ceiling dead load is 12 psf.

Second floor live load is 40 psf.

Third floor live load is 30 psf.

Attic live load is 10 psf.

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

TABLE 603.6(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.

a. Deflection criterion: L/360 for live loads, L/240 for total loads.

b. Design load assumptions:

Second floor dead load is 10 psf.

Roof/ceiling dead load is 12 psf.

Second floor live load is 40 psf.

Third floor live load is 30 psf.

Attic live load is 10 psf.

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

TABLE 603.7(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 603.7(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.

a. All screw sizes shown are minimum.

b. For headers located on the first floor of a two-story building or the first or second floor of a three-story building, the total number of screws is permitted to be reduced by 2 screws, but the total number of screws shall be no less than 4.

c. 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.

d. 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).

TABLE 603.8

HEAD AND SILL TRACK SPAN F y = 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.

a. Deflection limit: L/240.

b. Head and sill track spans are based on components and cladding wind speeds and 48 inch tributary span.

c. 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.

image: oh/admin/2014/4101$8-6-01_ph_ff_n_ru_20120529_1331-35.jpg

image: oh/admin/2014/4101$8-6-01_ph_ff_n_ru_20120529_1331-36.png

TABLE 603.9.2(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 <110B 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.

a. Linear interpolation is permitted.

b. 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 603.9.2(2)

FULL HEIGHT SHEATHING LENGTH ADJUSTMENT FACTORS

PLAN ASPECT RATIO LENGTH ADJUSTMENT FACTORS
  Short walll 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

SECTION 604

WOOD STRUCTURAL PANELS

604.1 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.

604.2 Allowable spans. The maximum allowable spans for wood structural panel wall sheathing shall not exceed the values set forth in Table 602.3(3).

604.3 Installation. Wood structural panel wall sheathing shall be attached to framing in accordance with Table 602.3(1). Wood structural panels marked Exposure 1 or Exterior are considered water-repellent sheathing under the code.

SECTION 605

PARTICLEBOARD

605.1 Identification and grade. Particleboard shall conform to ANSI A 208.1 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 602.3(4).

SECTION 606

GENERAL MASONRY CONSTRUCTION

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

606.1.1 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.

606.2 Thickness of masonry. The nominal thickness of masonry walls shall conform to the requirements of Sections 606.2.1 through 606.2.4.

606.2.1 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 606.9.

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

606.2.3 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.

606.2.4 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 606.12.

606.3 Corbeled masonry. Corbeled masonry shall be in accordance with Sections 606.3.1 through 606.3.3.

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

606.3.2 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.

606.3.3 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.

606.4 Support conditions. Bearing and support conditions shall be in accordance with Sections 606.4.1 and 606.4.2.

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

606.4.2 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.

606.5 Allowable stresses. Allowable compressive stresses in masonry shall not exceed the values prescribed in Table 606.5. 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.

606.5.1 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).

606.6 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 606.5.

606.6.1 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.

606.7 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.

TABLE 606.5

ALLOWABLE COMPRESSIVE STRESSES FOR EMPIRICAL DESIGN OF MASONRY

  ALLOWABLE COMPRESSIVESTRESSESa GROSSCROSS-SECTIONAL AREAb
CONSTRUCTION; COMPRESSIVE STRENGTH OF UNIT, GROSS AREA Type M or S mortar Type N mortar
Solid masonry of brick and other solid units of clay or shale; sand-lime or concrete brick: 8,000+ psi 4,500 psi 2,500 psi 1,500 psi 350 225 160 115 300 200 140 100
Groutedc masonry, of clay or shale; sand-lime or concrete: 4,500+ psi 2,500 psi 1,500 psi 225 160 115 200 140 100
Solid masonry of solid concrete masonry units: 3,000+ psi 2,000 psi 1,200 psi 225 160 115 200 140 100
Masonry of hollow load-bearing units: 2,000+ psi 1,500 psi 1,000 psi 700 psi 140 115 75 60 120 100 70 55
Hollow walls (cavity or masonry bondedd) solid units: 2,500+ psi 1,500 psi Hollow units 160 115 75 140 100 70
Stone ashlar masonry: Granite Limestone or marble Sandstone or cast stone 720 450 360 640 400 320
Rubble stone masonry: Coarse, rough or random 120 100

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

a. Linear interpolation shall be used for determining allowable stresses for masonry units having compressive strengths that are intermediate between those given in the table.

b. Gross cross-sectional area shall be calculated on the actual rather than nominal dimensions.

c. See Section 608.

d. 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.

606.8 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.

606.9 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 606.9. 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 606.9

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.

a. 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 606.2.4.

b. An additional unsupported height of 6 feet is permitted for gable end walls.

606.9.1 Horizontal lateral support. Lateral support in the horizontal direction provided by intersecting masonry walls shall be provided by one of the methods in Section 606.9.1.1 or Section 606.9.1.2.

606.9.1.1 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.

606.9.1.2 Metal reinforcement. Interior nonloadbearing 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 nonloadbearing 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.

606.9.2 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 606.9.2.1 or Section 606.9.2.2.

606.9.2.1 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.

606.9.2.2 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 606.11(1), or by other approved methods.

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

606.11 Anchorage. Masonry walls shall be anchored to floor and roof systems in accordance with the details shown in Figure 606.11(1), 606.11(2) or 606.11(3). Footings may be considered as points of lateral support.

606.12 Seismic requirements. The seismic requirements of this section shall apply to the design of masonry