Appendix B Sizing of Venting Systems Serving Appliances Equipped With Draft Hoods, Category I Appliances, and Appliances Listed for Use With Type B Vents
Appendix C Exit Terminals of Mechanical Draft and Direct-Vent Venting Systems
Appendix D Recommended Procedure for Safety Inspection of an Existing Appliance Installation
Wall construction shall be capable of accommodating all loads imposed according to Section R301 and of transmitting the resulting loads to the supporting structural elements.
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.
Vented cladding over OSB Vented cladding over plywood Vented cladding over fiberboard Vented cladding over gypsum Insulated sheathing with R-value ≥ 2.5 over 2 × 4 wall Insulated sheathing with R-value ≥ 3.75 over 2 × 6 wall
5
Vented cladding over OSB Vented cladding over plywood Vented cladding over fiberboard Vented cladding over gypsum Insulated sheathing with R-value ≥ 5 over 2 × 4 wall Insulated sheathing with R-value ≥ 7.5 over 2 × 6 wall
6
Vented cladding over fiberboard Vented cladding over gypsum Insulated sheathing with R-value ≥ 7.5 over 2 × 4 wall Insulated sheathing with R-value ≥ 11.25 over 2 × 6 wall
7 and 8
Insulated sheathing with R-value ≥ 10 over 2 × 4 wall Insulated sheathing with R-value ≥ 15 over 2 × 6 wall
For SI: 1 pound per cubic foot = 16.02 kg/m3.
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 sheathingR-value.
For the purposes of this section, vented cladding shall include the following minimum clear air spaces. Other openings with the equivalent vent area shall be permitted.
Vinyl lap or horizontal aluminum siding applied over a weather resistive barrier as specified in Table R703.4.
Load-bearing dimension lumber for studs, plates and headers shall be identified by a grade mark of a lumber grading or inspection agency that has been approved by an accreditation body that complies with DOC PS 20. In lieu of a grade mark, a certification of inspection issued by a lumber grading or inspection agency meeting the requirements of this section shall be accepted.
Approved end-jointed lumber identified by a grade mark conforming to Section R602.1 may be used interchangeably with solid-sawn members of the same species and grade.
Stress grading of structural log members of nonrectangular shape, as typically used in log buildings, shall be in accordance with ASTM D 3957. Such structural log members shall be identified by the grade mark of an approved lumber grading or inspection agency. In lieu of a grade mark on the material, a certificate of inspection as to species and grade, issued by a lumber-grading or inspection agency meeting the requirements of this section, shall be permitted to be accepted.
Studs shall be a minimum No. 3, standard or stud grade lumber.
Exception: Bearing studs not supporting floors and nonbearing studs may be utility grade lumber, provided the studs are spaced in accordance with Table R602.3(5).
Exterior walls of wood-frame construction shall be designed and constructed in accordance with the provisions of this chapter and Figures R602.3(1) and R602.3.(2) or in accordance with AF&PA's NDS. Components of exterior walls shall be fastened in accordance with Tables R602.3(1) through R602.3(4). Structural wall sheathing shall be fastened directly to structural framing members. Exterior wall coverings shall be capable of resisting the wind pressures listed in Table R301.2(2) adjusted for height and exposure using Table R301.2(3). Wood structural panel sheathing used for exterior walls shall conform to the requirements of Table R602.3(3).
Studs shall be continuous from support at the sole plate to a support at the top plate to resist loads perpendicular to the wall. The support shall be a foundation or floor, ceiling or roof diaphragm or shall be designed in accordance with accepted engineering practice.
Exception: Jack studs, trimmer studs and cripple studs at openings in walls that comply with Tables R502.5(1) and R502.5(2).
6d deformed (2" × 0.120") nail or 8d common (21/2" × 0.131") nail
6
12
38
7/8" - 1"
8d common (21/2" × 0.131") nail or 8d deformed (21/2" × 0.120") nail
6
12
39
11/8" - 11/4"
10d common (3" × 0.148") nail or 8d deformed (21/2" × 0.120") nail
6
12
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; 1ksi = 6.895 MPa.
All nails are smooth-common, box or deformed shanks except where otherwise stated. Nails used for framing and sheathing connections shall have minimum average bending yield strengths as shown: 80 ksi for shank diameter of 0.192 inch (20d common nail), 90 ksi for shank diameters larger than 0.142 inch but not larger than 0.177 inch, and 100 ksi for shank diameters of 0.142 inch or less.
Staples are 16 gage wire and have a minimum 7/16-inch on diameter crown width.
Nails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater.
Four-foot-by-8-foot or 4-foot-by-9-foot panels shall be applied vertically.
Spacing of fasteners not included in this table shall be based on Table R602.3(2).
For regions having basic wind speed of 110 mph or greater, 8d deformed (21/2" × 0.120) nails shall be used for attaching plywood and wood structural panel roof sheathing to framing within minimum 48-inch distance from gable end walls, if mean roof height is more than 25 feet, up to 35 feet maximum.
For regions having basic wind speed of 100 mph or less, nails for attaching wood structural panel roof sheathing to gable end wall framing shall be spaced 6 inches on center. When basic wind speed is greater than 100 mph, nails for attaching panel roof sheathing to intermediate supports shall be spaced 6 inches on center for minimum 48-inch distance from ridges, eaves and gable end walls; and 4 inches on center to gable end wall framing.
Gypsum sheathing shall conform to ASTM C 1396 and shall be installed in accordance with GA 253. Fiberboard sheathing shall conform to ASTM C 208.
Spacing of fasteners on floor sheathing panel edges applies to panel edges supported by framing members and required blocking and at all floor perimeters only. Spacing of fasteners on roof sheathing panel edges applies to panel edges supported by framing members and required blocking. Blocking of roof or floor sheathing panel edges perpendicular to the framing members need not be provided except as required by other provisions of this code. Floor perimeter shall be supported by framing members or solid blocking.
Nail is a general description and may be T-head, modified round head or round head.
Staples shall have a minimum crown width of 7/16-inch on diameter except as noted.
Nails or staples shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater. Nails or staples shall be spaced at not more than 12 inches on center at intermediate supports for floors.
Fasteners shall be placed in a grid pattern throughout the body of the panel.
For 5-ply panels, intermediate nails shall be spaced not more than 12 inches on center each way.
Hardboard underlayment shall conform to CPA/ANSI A135.4.
For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.
Panel strength axis parallel or perpendicular to supports. Three-ply plywood sheathing with studs spaced more than 16 inches on center shall be applied with panel strength axis perpendicular to supports.
Table is based on wind pressures acting toward and away from building surfaces per Section R301.2. Lateral bracing requirements shall be in accordance with Section R602.10.
Wood Structural Panels with span ratings of Wall-16 or Wall-24 shall be permitted as an alternate to panels with a 24/0 span rating. Plywood siding rated 16 oc or 24 oc shall be permitted as an alternate to panels with a 24/16 span rating. Wall-16 and Plywood siding 16 oc shall be used with studs spaced a maximum of 16 inches on center.
TABLE R602.3(4) ALLOWABLE SPANS FOR PARTICLEBOARD WALL SHEATHINGa
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.
Maximum spacing when supporting a roof-ceiling assembly or a habitable attic assembly, only (inches)
Maximum spacing when supporting one floor, plus a roof-ceiling assembly or a habitable attic assembly (inches)
Maximum spacing when supporting two floors, plus a roof-ceiling assembly or a habitable attic assembly (inches)
Maximum spacing when supporting one floor heighta (inches)
Laterally unsupported stud heighta (feet)
Maximum spacing (inches)
2 × 3b
—
—
—
—
—
10
16
2 × 4
10
24c
16c
—
24
14
24
3 × 4
10
24
24
16
24
14
24
2 × 5
10
24
24
—
24
16
24
2 × 6
10
24
24
16
24
20
24
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 square foot = 0.093 m2.
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.
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.
The size, height and spacing of studs shall be in accordance with Table R602.3.(5).
Exceptions:
Utility grade studs shall not be spaced more than 16 inches (406 mm) on center, shall not support more than a roof and ceiling, and shall not exceed 8 feet (2438 mm) in height for exterior walls and load-bearing walls or 10 feet (3048 mm) for interior nonload-bearing walls.
Studs more than 10 feet (3048 mm) in height which are in accordance with Table R602.3.1.
TABLE R602.3.1 MAXIMUM ALLOWABLE LENGTH OF WOOD WALL STUDS EXPOSED TO WIND SPEEDS OF 100 mph OR LESS IN SEISMIC DESIGN CATEGORIES A, B, C, D0, D1 and D2b, c
HEIGHT (feet)
ON-CENTER SPACING (inches)
24
16
12
8
Supporting a roof only
>10
2 × 4
2 × 4
2 × 4
2 × 4
12
2 × 6
2 × 4
2 × 4
2 × 4
14
2 × 6
2 × 6
2 × 6
2 × 4
16
2 × 6
2 × 6
2 × 6
2 × 4
18
NAa
2 × 6
2 × 6
2 × 6
20
NAa
NAa
2 × 6
2 × 6
24
NAa
NAa
NAa
2 × 6
Supporting one floor and a roof
>10
2 × 6
2 × 4
2 × 4
2 × 4
12
2 × 6
2 × 6
2 × 6
2 × 4
14
2 × 6
2 × 6
2 × 6
2 × 6
16
NAa
2 × 6
2 × 6
2 × 6
18
NAa
2 × 6
2 × 6
2 × 6
20
NAa
NAa
2 × 6
2 × 6
24
NAa
NAa
NAa
2 × 6
Supporting two floors and a roof
>10
2 × 6
2 × 6
2 × 4
2 × 4
12
2 × 6
2 × 6
2 × 6
2 × 6
14
2 × 6
2 × 6
2 × 6
2 × 6
16
NAa
NAa
2 × 6
2 × 6
18
NAa
NAa
2 × 6
2 × 6
20
NAa
NAa
NAa
2 × 6
22
NAa
NAa
NAa
NAa
24
NAa
NAa
NAa
NAa
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa, 1 mile per hour = 0.447 m/s.
Design required.
Applicability of this table assumes the following: Snow load not exceeding 25 psf, fb not less than 1310 psi determined by multiplying the AF&PA NDS tabular base design value by the repetitive use factor, and by the size factor for all species except southern pine, E not less than 1.6 × 106 psi, tributary dimensions for floors and roofs not exceeding 6 feet, maximum span for floors and roof not exceeding 12 feet, eaves not over 2 feet in dimension and exterior sheathing. Where the conditions are not within these parameters, design is required.
Utility, standard, stud and No. 3 grade lumber of any species are not permitted.
Wood stud walls shall be capped with a double top plate installed to provide overlapping at corners and intersections with bearing partitions. End joints in top plates shall be offset at least 24 inches (610 mm). Joints in plates need not occur over studs. Plates shall be not less than 2-inches (51 mm) nominal thickness and have a width at least equal to the width of the studs.
Exception: A single top plate may be installed in stud walls, provided the plate is adequately tied at joints, corners and intersecting walls by a minimum 3-inch-by- 6-inch by a 0.036-inch-thick (76 mm by 152 mm by 0.914 mm) galvanized steel plate that is nailed to each wall or segment of wall by six 8d nails on each side, provided the rafters or joists are centered over the studs with a tolerance of no more than 1 inch (25 mm). The top plate may be omitted over lintels that are adequately tied to adjacent wall sections with steel plates or equivalent as previously described.
Where joists, trusses or rafters are spaced more than 16 inches (406 mm) on center and the bearing studs below are spaced 24 inches (610 mm) on center, such members shall bear within 5 inches (127 mm) of the studs beneath.
Exceptions:
The top plates are two 2-inch by 6-inch (38 mm by 140 mm) or two 3-inch by 4-inch (64 mm by 89 mm) members.
A third top plate is installed.
Solid blocking equal in size to the studs is installed to reinforce the double top plate.
Interior nonbearing walls shall be permitted to be constructed with 2-inch-by-3-inch (51 mm by 76 mm) studs spaced 24 inches (610 mm) on center or, when not part of a braced wall line, 2-inch-by-4-inch (51 mm by 102 mm) flat studs spaced at 16 inches (406 mm) on center. Interior nonbearing walls shall be capped with at least a single top plate. Interior nonbearing walls shall be fireblocked in accordance with Section R602.8.
Drilling and notching of studs shall be in accordance with the following:
Notching. Any stud in an exterior wall or bearing partition may be cut or notched to a depth not exceeding 25 percent of its width. Studs in nonbearing partitions may be notched to a depth not to exceed 40 percent of a single stud width.
Drilling. Any stud may be bored or drilled, provided that the diameter of the resulting hole is no more than 60 percent of the stud width, the edge of the hole is no more than 5/8 inch (16 mm) to the edge of the stud, and the hole is not located in the same section as a cut or notch. Studs located in exterior walls or bearing partitions drilled over 40 percent and up to 60 percent shall also be doubled with no more than two successive doubled studs bored. See Figures R602.6(1) and R602.6(2).
Exception:
Use of approved stud shoes is permitted when they are installed in accordance with the manufacturer's recommendations.
For SI: 1 inch = 25.4 mm.
NOTE: Condition for exterior and bearing walls.
FIGURE R602.6(1) NOTCHING AND BORED HOLE LIMITATIONS FOR EXTERIOR WALLS AND BEARING WALLS
When piping or ductwork is placed in or partly in an exterior wall or interior load-bearing wall, necessitating cutting, drilling or notching of the top plate by more than 50 percent of its width, a galvanized metal tie not less than 0.054 inch thick (1.37 mm) (16 ga) and 11/2 inches (38 mm) wide shall be fastened across and to the plate at each side of the opening with not less than eight 10d (0.148 inch diameter) having a minimum length of 11/2 inches (38 mm) at each side or equivalent. The metal tie must extend a minimum of 6 inches past the opening. See Figure R602.6.1.
Exception:
When the entire side of the wall with the notch or cut is covered by wood structural panel sheathing.
For SI: 1 inch = 25.4 mm.
FIGURE R602.6.1 TOP PLATE FRAMING TO ACCOMMODATE PIPING
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.
Spans are based on single story with clear-span trussed roof or two-story with floor and roof supported by interior-bearing walls.
See Figure R602.7.2 for construction details.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. NOTES:
The top plate shall be continuous over header.
Jack studs shall be used for spans over 4 feet.
Cripple spacing shall be the same as for studs.
Wood structural panel faces shall be single pieces of 15/32-inch-thick Exposure 1 (exterior glue) or thicker, installed on the interior or exterior or both sides of the header.
Wood structural panel faces shall be nailed to framing and cripples with 8d common or galvanized box nails spaced 3 inches on center, staggering alternate nails 1/2 inch. Galvanized nails shall be hot-dipped or tumbled.
Foundation cripple walls shall be framed of studs not smaller than the studding above. When exceeding 4 feet (1219 mm) in height, such walls shall be framed of studs having the size required for an additional story.
Cripple walls with a stud height less than 14 inches (356 mm) shall be sheathed on at least one side with a wood structural panel that is fastened to both the top and bottom plates in accordance with Table R602.3(1), or the cripple walls shall be constructed of solid blocking. Cripple walls shall be supported on continuous foundations.
Buildings shall be braced in accordance with this section. Where a building, or portion thereof, does not comply with one or more of the bracing requirements in this section, those portions shall be designed and constructed in accordance with Section R301.1.
Exception: Detached one- and two-family dwellings located in Seismic Design Category C are exempt from the seismic bracing requirements of this section. Wind speed provisions for bracing shall be applicable to detached one- and two-family dwellings.
Braced wall lines shall be provided in accordance with this section. The length of a braced wall line shall be measured as the distance between the ends of the wall line. The end of a braced wall line shall be considered to be either:
The intersection with perpendicular exterior walls or projection thereof,
Braced wall panels shall be constructed in accordance with the intermittent bracing methods specified in Section R602.10.2, or the continuous sheathing methods specified in Sections R602.10.4 and R602.10.5. Mixing of bracing method shall be permitted as follows:
Mixing bracing methods from story to story is permitted.
The length of bracing along each braced wall line shall be the greater of that required by the design wind speed and braced wall line spacing in accordance with Table R602.10.1.2(1) as adjusted by the factors in the footnotes or the Seismic Design Category and braced wall line length in accordance with Table R602.10.1.2(2) as adjusted by the factors in Table R602.10.1.2(3) or braced wall panel location requirements of Section R602.10.1.4. Only walls that are parallel to the braced wall line shall be counted toward the bracing requirement of that line, except angled walls shall be counted in accordance with Section R602.10.1.3. In no case shall the minimum total length of bracing in a braced wall line, after all adjustments have been taken, be less than 48 inches (1219 mm) total.
For SI: 1 foot = 304.8 mm, 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s, 1 pound force = 4.448 N.
Tabulated bracing lengths are based on Wind Exposure Category B, a 30-ft mean roof height, a 10-ft eave to ridge height, a 10-ft wall height, and two braced wall lines sharing load in a given plan direction on a given story level. Methods of bracing shall be as described in Sections R602.10.2, R602.10.4 and R602.10.5. Interpolation shall be permitted.
For other mean roof heights and exposure categories, the required bracing length shall be multiplied by the appropriate factor from the following table:
For other roof-to-eave ridge heights, the required bracing length shall be multiplied by the appropriate factor from the following table: interpolation shall be permitted.
For a maximum 9-foot wall height, multiplying the table values by 0.95 shall be permitted. For a maximum 8-foot wall height, multiplying, the table values by 0.90 shall be permitted. For a maximum 12-foot wall height, the table values shall be multiplied by 1.1.
For three or more braced wall lines in a given plan direction, the required bracing length on each braced wall line shall be multiplied by the appropriate factor from the following table:
Bracing lengths are based on the application of gypsum board finish (or equivalent) applied to the inside face of a braced wall panel. When gypsum board finish (or equivalent) is not applied to the inside face of braced wall panels, the tabulated lengths shall be multiplied by the appropriate factor from the following table:
BRACING METHOD
ADJUSTMENT FACTOR
Method LIB
1.8
Methods DWB, WSP, SFB, PBS, PCP, HPS
1.4
Bracing lengths for Method GB are based on the application of gypsum board on both faces of a braced wall panel. When Method GB is provided on only one side of the wall, the required bracing amounts shall be doubled. When Method GB braced wall panels installed in accordance with Section R602.10.2 are fastened at 4 inches on center at panel edges, including top and bottom plates, and are blocked at all horizontal joints, multiplying the required bracing percentage for wind loading by 0.7 shall be permitted.
Method LIB bracing shall have gypsum board attached to at least one side according to the Section R602.10.2 Method GB requirements.
Required bracing length for Methods DWB, WSP, SFB, PBS, PCP and HPS in braced wall lines located in one-story buildings and in the top story of two or three story buildings shall be permitted to be multiplied by 0.80 when an approved hold-down device with a minimum uplift design value of 800 pounds is fastened to the end studs of each braced wall panel in the braced wall line and to the foundation or framing below.
For SI: 1 foot = 304.8 mm, 1 pound per square foot = 47.89 Pa.
Wall bracing lengths are based on a soil site class "D." Interpolation of bracing length between the Sds values associated with the seismic design categories shall be permitted when a site-specific Sds value is determined in accordance with Section 1613.5 of the International Building Code.
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:
The basic wind speed does not exceed 90 mph (40 m/s), the wind exposure category is B, the roof pitch is 5:12 or greater, and the roof span is 32 feet (9754 mm) or less, or
The net uplift value at the top of a wall does not exceed 100 plf. The net uplift value shall be determined in accordance with Section R802.11 and shall be permitted to be reduced by 60 plf (86 N/mm) for each full wall above.
Where the net uplift value at the top of a wall exceeds 100 plf (146 N/mm), installing approved uplift framing connectors to provide a continuous load path from the top of the wall to the foundation. The net uplift value shall be as determined in Item 1.2 above.
Bracing and fasteners designed in accordance with accepted engineering practice to resist combined uplift and shear forces.
At corners, braced wall lines shall be permitted to angle out of plane up to 45 degrees with a maximum diagonal length of 8 feet (2438 mm). When determining the length of bracing required, the length of each braced wall line shall be determined as shown in Figure R602.10.1.3. The placement of bracing for the braced wall lines shall begin at the point where the braced wall line, which contains the angled wall adjoins the adjacent braced wall line (Point A as shown in Figure R602.10.1.3). Where an angled corner is constructed at an angle equal to 45 degrees (0.79 rad) and the diagonal length is no more than 8 feet (2438 mm), the angled wall may be considered as part of either of the adjoining braced wall lines, but not both. Where the diagonal length is greater than 8 feet (2438 mm), it shall be considered its own braced wall line and be braced in accordance with Section R602.10.1 and methods in Section R602.10.2.
Exception:
For braced wall panel construction Method WSP of Section R602.10.2, the braced wall panel shall be permitted to begin no more than 8 feet (2438 mm) from each end of the braced wall line provided one of the following is satisfied in accordance with Figure R602.10.1.4.1:
A minimum 24-inch-wide (610 mm) panel is applied to each side of the building corner and the two 24-inch-wide (610 mm) panels at the corner are attached to framing in accordance with Figure R602.10.4.4(1), or
The end of each braced wall panel closest to the corner shall have a hold-down device fastened to the stud at the edge of the braced wall panel closest to the corner and to the foundation or framing below. The hold- down device shall be capable of providing an uplift allowable design value of at least 1,800 pounds (8 kN). The hold-down device shall be installed in accordance with the manufacturer's recommendations.
Spacing between braced wall lines in each story shall not exceed 25 feet (7620 mm) on center in both the longitudinal and transverse directions.
Exception: In one- and two-story buildings, spacing between two adjacent braced wall lines shall not exceed 35 feet (10 668 mm) on center in order to accommodate one single room not exceeding 900 square feet (84 m2) in each dwellingunit. Spacing between all other braced wall lines shall not exceed 25 feet (7620 mm). A spacing of 35 feet (10 668 mm) or less shall be permitted between braced wall lines where the length of wall bracing required by Table R602.10.1.2(2) is multiplied by the appropriate adjustment factor from Table R602.10.1.5, the length-to-width ratio for the floor/roof diaphragm does not exceed 3:1, and the top plate lap splice face nailing is twelve 16d nails on each side of the splice.
11/2" galvanized roofing nails or 8d common (21/2" × 0.131) nails at 3" spacing (panel edges) at 6" spacing (intermediate supports)
GB
Gypsum board
1/2"
Nails or screws at 7" spacing at panel edges including top and bottom plates; for all braced wall panel locations for exterior sheathing nail or screw size, see Table R602.3(1); for interior gypsum board nail or screw size, see Table R702.3.5
11/2", 11 gage, 7/16" head nails at 6" spacing or 7/8", 16 gage staples at 6" spacing
HPS
Hardboard panel siding
7/16"
For maximum 16" stud spacing
0.092" dia., 0.225" head nails with length to accommodate 11/2" penetration into studs at 4" spacing (panel edges), at 8" spacing (intermediate supports)
Intermittent braced wall panels shall have gypsum wall board installed on the side of the wall opposite the bracing material. Gypsum wall board shall be not less than 1/2 inch (12.7 mm) in thickness and be fastened in accordance with Table R702.3.5 for interior gypsum wall board.
Exceptions:
Wall panels that are braced in accordance with Methods GB, ABW, PFG and PFH.
When an approved interior finish material with an in-plane shear resistance equivalent to gypsum board is installed.
For Methods DWB, WSP, SFB, PBS, PCP and HPS, omitting gypsum wall board is permitted provided the length of bracing in Tables R602.10.1.2(1) and R602.10.1.2(2) is multiplied by a factor of 1.5.
For Methods DWB, WSP, SFB, PBS, PCP and HPS, each braced wall panel shall be at least 48 inches (1219 mm) in length, covering a minimum of three stud spaces where studs are spaced 16 inches (406 mm) on center and covering a minimum of two stud spaces where studs are spaced 24 inches (610 mm) on center. For Method GB, each braced wall panel and shall be at least 96 inches (2438 mm) in length where applied to one face of a braced wall panel and at least 48 inches (1219 mm) where applied to both faces. For Methods DWB, WSP, SFB, PBS, PCP and HPS, for purposes of computing the length of panel bracing required in Tables R602.10.1.2(1) and R602.10.1.2(2), the effective length of the braced wall panel shall be equal to the actual length of the panel. When Method GB panels are applied to only one face of a braced wall panel, bracing lengths required in Tables R602.10.1.2(1) and R602.10.1.2(2) for Method GB shall be doubled.
For Methods DWB, WSP, SFB, PBS, PCP and HPS in Seismic Design Categories A, B, and C: Panels between 36 inches (914 mm)and 48 inches (1219 mm) in length shall be permitted to count towards the required length of bracing in Tables R602.10.1.2(1) and R602.10.1.2(2), and the effective contribution shall comply with Table R602.10.3.
TABLE R602.10.3 EFFECTIVE LENGTHS FOR BRACED WALL PANELS LESS THAN 48 INCHES IN ACTUAL LENGTH (BRACE METHODS DWB, WSP, SFB, PBS, PCP AND HPSa)
When story height (H), measured in feet, exceeds 10 feet (3048 mm), in accordance with Section R301.3, the minimum length of braced wall panels specified in Section R602.10.3 shall be increased by a factor H/10. See Table R602.10.3.1. Interpolation is permitted.
Method ABW braced wall panels constructed in accordance with one of the following provisions shall be permitted to replace each 4 feet (1219 mm) of braced wall panel as required by Section R602.10.3. The maximum height and minimum length and hold-down force of each panel shall be in accordance with Table R602.10.3.2:
In one-story buildings, each panel shall be installed in accordance with Figure R602.10.3.2. The hold-down device shall be installed in accordance with the manufacturer's recommendations. The panels shall be supported directly on a foundation or on floor framing supported directly on a foundation which is continuous across the entire length of the braced wall line.
In the first story of two-story buildings, each braced wall panel shall be in accordance with Item 1 above, except that the wood structural panel sheathing edge nailing spacing shall not exceed 4 inches (102 mm) on center.
Method PFH braced wall panels constructed in accordance with one of the following provisions are also permitted to replace each 4 feet (1219 mm) of braced wall panel as required by Section R602.10.3 for use adjacent to a window or door opening with a full-length header:
Each panel shall be fabricated in accordance with Figure R602.10.3.3. The wood structural panel sheathing shall extend up over the solid sawn or glued-laminated header and shall be nailed in accordance with Figure R602.10.3.3. A spacer, if used with a built-up header, shall be placed on the side of the built-up beam opposite the wood structural panel sheathing. The header shall extend between the inside faces of the first full-length outer studs of each panel. One anchor bolt not less than 5/8-inch-diameter (16 mm) and installed in accordance with Section R403.1.6 shall be provided in the center of each sill plate. The hold-down devices shall be an embedded-strap type, installed in accordance with the manufacturer's recommendations. The panels shall be supported directly on a foundation which is continuous across the entire length of the braced wall line. The foundation shall be reinforced as shown on Figure R602.10.3.2. This reinforcement shall be lapped not less than 15 inches (381 mm) with the reinforcement required in the continuous foundation located directly under the braced wall line.
In the first story of two-story buildings, each wall panel shall be braced in accordance with item 1 above, except that each panel shall have a length of not less than 24 inches (610 mm).
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound force = 4.448 N.
FIGURE R602.10.3.3 METHOD PFH: PORTAL FRAME WITH HOLD-DOWNS
Where supporting a roof or one story and a roof, alternate braced wall panels constructed in accordance with the following provisions are permitted on either side of garage door openings. For the purpose of calculating wall bracing amounts to satisfy the minimum requirements of Table R602.10.1.2(1), the length of the alternate braced wall panel shall be multiplied by a factor of 1.5.
Braced wall panel shall be sheathed on one face with a single layer of 7/16-inch-minimum (11 mm) thickness wood structural panel sheathing attached to framing with 8d common nails at 3 inches (76 mm) on center in accordance with Figure R602.10.3.4.
The wood structural panel sheathing shall extend up over the solid sawn or glued-laminated header and shall be nailed to the header at 3 inches (76 mm) on center grid in accordance with Figure R602.10.3.4.
The header shall consist of a minimum of two solid sawn 2×12s (51 by 305 mm) or a 3 inches × 11.25 inch (76 by 286 mm) glued-laminated header. The header shall extend between the inside faces of the first full-length outer studs of each panel in accordance with Figure R602.10.3.4. The clear span of the header between the inner studs of each panel shall be not less than 6 feet (1829 mm) and not more than 18 feet (5486 mm) in length.
A strap with an uplift capacity of not less than 1,000 pounds (4448 N) shall fasten the header to the side of the inner studs opposite the sheathing face. Where building is located in Wind Exposure Categories C or D, the strap uplift capacity shall be in accordance with Table R602.10.4.1.1.
A minimum of two bolts not less than 1/2-inch (12.7 mm) diameter shall be installed in accordance with Section R403.1.6. A 3/16-inch by 21/2-inch (4.8 by 63 by 63 mm) by 21/2-inch steel plate washer is installed between the bottom plate and the nut of each bolt.
Where an alternate braced wall panel is located only on one side of the garage opening, the header shall be connected to a supporting jack stud on the opposite side of the garage opening with a metal strap with an uplift capacity of not less than 1,000 pounds. Where that supporting jack stud is not part of a braced wall panel assembly, another 1,000 pounds (4448 N) strap shall be installed to attach the supporting jack stud to the foundation.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound force = 4.448 N.
Continuous sheathing methods require structural panel sheathing to be used on all sheathable surfaces on one side of a braced wall line including areas above and below openings and gable end walls. Braced wall panels shall be constructed in accordance with one of the methods listed in Table R602.10.4.1. Different bracing methods, other than those listed in Table R602.10.4.1, shall not be permitted along a braced wall line with continuous sheathing.
6d common (2" × 0.113") nails at 6" spacing (panel edges) and at 12" spacing (intermediate supports) or 16 ga. × 13/4 staples at 3" spacing (panel edges) and 6" spacing (intermediate supports)
Continuous portal frame braced wall panels shall be constructed in accordance with Figure R602.10.4.1.1. The number of continuous portal frame panels in a single braced wall line shall not exceed four. For purposes of resisting wind pressures acting perpendicular to the wall, the requirements of Figure R602.10.4.1.1 and Table R602.10.4.1.1 shall be met. There shall be a maximum of two braced wall segments per header and header length shall not exceed 22 feet (6706 mm). Tension straps shall be installed in accordance with the manufacturer's recommendations.
Braced wall panels along a braced wall line with continuous sheathing shall be full-height with a length based on the adjacent clear opening height in accordance with Table R602.10.4.2 and Figure R602.10.4.2. Within a braced wall line when a panel has an opening on either side of differing heights, the taller opening height shall be used to determine the panel length from Table R602.10.4.2. For Method CS-PF, wall height shall be measured from the top of the header to the bottom of the bottom plate as shown in Figure R602.10.4.1.1.
For all continuous sheathing methods, full-height braced wall panels complying with the length requirements of Table R602.10.4.2 shall be located at each end of a braced wall line with continuous sheathing and at least every 25 feet (7620 mm) on center. A minimum 24 inch (610 mm) wood structural panel corner return shall be provided at both ends of a braced wall line with continuous sheathing in accordance with Figures R602.10.4.4(1) and R602.10.4.4(2). In lieu of the corner return, a hold-down device with a minimum uplift design value of 800 pounds (3560 N) shall be fastened to the corner stud and to the foundation or framing below in accordance with Figure R602.10.4.4(3).
A minimum 24 inch (610 mm) long, full-height wood structural panel is provided at both sides of a corner constructed in accordance with Figure R602.10.4.4(1) at the braced wall line ends in accordance with Figure R602.10.4.4(4), or
The braced wall panel closest to the corner shall have a hold-down device with a minimum uplift design value of 800 pounds (3560 N) fastened to the stud at the edge of the braced wall panel closest to the corner and to the foundation or framing below in accordance with Figure R602.10.4.4(5).
A braced wall panel shall be located at each end of a continuously-sheathed braced wall line. A minimum 32-inch (813 mm) structural fiberboard sheathing panel corner return shall be provided at both ends of a continuously-sheathed braced wall line in accordance with Figure R602.10.4.4(1) In lieu of the corner return, a hold-down device with a minimum uplift design value of 800 pounds (3560 N) shall be fastened to the corner stud and to the foundation or framing below in accordance with Figure R602.10.4.4(3).
A minimum 32-inch-long (813 mm), full-height structural fiberboard sheathing panel is provided at both sides of a corner constructed in accordance with Figure R602.10.4.4(1) at the braced wall line ends in accordance with Figure R602.10.4.4(4), or
The braced wall panel closest to the corner shall have a hold-down device with a minimum uplift design value of 800 pounds (3560 N) fastened to the stud at the edge of the braced wall panel closest to the corner and to the foundation or framing below in accordance with Figure R602.10.4.4(5).
Where a continuously-sheathed braced wall line is used in Seismic Design Categories D0, D1 and D2 or regions where the basic wind speed exceeds 100 miles per hour (45 m/s), the braced wall line shall be designed in accordance with accepted engineering practice and the provisions of the International Building Code. Also, all other exterior braced wall lines in the same story shall be continuously sheathed.
Braced wall panels shall be connected to floor framing or foundations as follows:
Where joists are perpendicular to a braced wall panel above or below, a rim joist, band joist or blocking shall be provided along the entire length of the braced wall panel in accordance with Figure R602.10.6(1). Fastening of top and bottom wall plates to framing, rim joist, band joist and/or blocking shall be in accordance with Table R602.3(1).
Where joists are parallel to a braced wall panel above or below, a rim joist, end joist or other parallel framing member shall be provided directly above and below the braced wall panel in accordance with Figure R602.10.6(2). Where a parallel framing member cannot be located directly above and below the panel, full-depth blocking at 16 inch (406 mm) spacing shall be provided between the parallel framing members to each side of the braced wall panel in accordance with Figure R602.10.6(2). Fastening of blocking and wall plates shall be in accordance with Table R602.3(1) and Figure R602.10.6(2).
0, D1and D2.Braced wall panels shall be fastened to required foundations in accordance with Section R602.11.1, and top plate lap splices shall be face-nailed with at least eight 16d nails on each side of the splice.
For SDC A, B and C and wind speeds less than 100 miles per hour (45 m/s), where the distance from the top of the rafters or roof trusses and perpendicular top plates is 91/4 inches (235 mm) or less, the rafters or roof trusses shall be connected to the top plates of braced wall lines in accordance with Table R602.3(1) and blocking need not be installed. Where the distance from the top of the rafters and perpendicular top plates is between 91/4 inches (235 mm) and 151/4 inches (387 mm) the rafters shall be connected to the top plates of braced wall panels with blocking in accordance with Figure R602.10.6.2(1) and attached in accordance with Table R602.3(1). Where the distance from the top of the roof trusses and perpendicular top plates is between 91/4 inches (235 mm) and 151/4 inches (387 mm) the roof trusses shall be connected to the top plates of braced wall panels with blocking in accordance with Table R602.3(1).
For SDC D0, D1 and D2 or wind speeds of 100 miles per hour (45 m/s) or greater, where the distance between the top of rafters or roof trusses and perpendicular top plates is 151/4 inches (387 mm) or less, rafters or roof trusses shall be connected to the top plates of braced wall panels with blocking in accordance with Figure R602.10.6.2(1) and attached in accordance with Table R602.3(1).
For all seismic design categories and wind speeds, where the distance between the top of rafters or roof trusses and perpendicular top plates exceeds 151/4 inches (387 mm), perpendicular rafters or roof trusses shall be connected to the top plates of braced wall panels in accordance with one of the following methods:
In accordance with Figure R602.10.6.2(2),
In accordance with Figure R602.10.6.2(3),
With full height engineered blocking panels designed for values listed in American Forest and Paper Association (AF&PA) Wood Frame Construction Manual for One- and Two-Family Dwellings (WFCM). Both the roof and floor sheathing shall be attached to the blocking panels in accordance with Table R602.3(1).
Designed in accordance with accepted engineering methods.
Lateral support for the rafters and ceiling joists shall be provided in accordance with Section R802.8. Lateral support for trusses shall be provided in accordance with Section R802.10.3. Ventilation shall be provided in accordance with Section R806.1.
Cantilevered floor joists, supporting braced wall lines, shall comply with Section R502.3.3. Solid blocking shall be provided at the nearest bearing wall location. In Seismic Design Categories A, B and C, where the cantilever is not more than 24 inches (610 mm), a full height rim joist instead of solid blocking shall be provided.
Elevated post or pier foundations supporting braced wall panels shall be designed in accordance with accepted engineering practice.
Masonry stem walls with a length of 48 inches (1220 mm) or less supporting braced wall panels shall be reinforced in accordance with Figure R602.10.7. Masonry stem walls with a length greater than 48 inches (1220 mm) supporting braced wall panels shall be constructed in accordance with Section R403.1Braced wall panels constructed in accordance with Sections R602.10.3.2 and R602.10.3.3 shall not be attached to masonry stem walls.
Exception: Two-story buildings shall be permitted to have interior braced wall panels supported on continuous foundations at intervals not exceeding 50 feet (15 240 mm) provided that:
The height of cripple walls does not exceed 4 feet (1219 mm).
First-floor braced wall panels are supported on doubled floor joists, continuous blocking or floor beams.
The distance between bracing lines does not exceed twice the building width measured parallel to the braced wall line.
All vertical joints of panel sheathing shall occur over, and be fastened to common studs. Horizontal joints in braced wall panels shall occur over, and be fastened to common blocking of a minimum 11/2 inch (38 mm) thickness.
Exceptions:
Blocking at horizontal joints shall not be required in wall segments that are not counted as braced wall panels.
Where the bracing length provided is at least twice the minimum length required by Tables R602.10.1.2(1) and R602.10.1.2(2) blocking at horizontal joints shall not be required in braced wall panels constructed using Methods WSP, SFB, GB, PBS or HPS.
When Method GB panels are installed horizontally, blocking of horizontal joints is not required.
0, D1and D2. In addition to the requirements of Section R602.10.9, where braced wall lines at interior walls occur without a continuous foundation below, the length of parallel exterior cripple wall bracing shall be 11/2 times the length required by Tables R602.10.1.2(1) and R602.10.1.2(2). Where cripple walls braced using Method WSP of Section R602.10.2 cannot provide this additional length, the capacity of the sheathing shall be increased by reducing the spacing of fasteners along the perimeter of each piece of sheathing to 4 inches (102 mm) on center.
0, D1and D2and 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.
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:
Where the lowest floor framing rests directly on a sill bolted to a foundation not less than 8 feet (2440 mm) in length along a line of bracing, the line shall be considered as braced. The double plate of the cripple stud wall beyond the segment of footing that extends to the lowest framed floor shall be spliced by extending the upper top plate a minimum of 4 feet (1219 mm) along the foundation. Anchor bolts shall be located a maximum of 1 foot and 3 feet (305 and 914 mm) from the step in the foundation. See Figure R602.11.2.
Where cripple walls occur between the top of the foundation and the lowest floor framing, the bracing requirements of Sections R602.10.9 and R602.10.9.1 shall apply.
Where only the bottom of the foundation is stepped and the lowest floor framing rests directly on a sill bolted to the foundations, the requirements of Sections R403.1.6 and R602.11.1 shall apply.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
Note: Where footing Section "A" is less than 8 feet long in a 25-foot-long wall, install bracing at cripple stud wall.
7/16-inch wood structural panel sheathing with 8d common nails spaced at 4 inches on center at panel edges, 12 inches on center at intermediate supports; 8d common nails at 4 inches on center at braced wall panel end posts with hold down attached
N/A
—
2
top
35
1900
—
bottom
45
3200
5100
3
top
40
1900
—
middle
45
3500
5400
bottom
60
3500
8900
D1
1
1 only
45
2100
—
2
top
45
2100
—
bottom
45
3700
5800
3
top
45
2100
—
middle
45
3700
5800
bottom
60
3700
9500
D2
1
1 only
55
2300
—
2
top
55
2300
—
bottom
55
3900
6200
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.479 kPa, 1 pound-force = 4.448 N.
Hold down force is minimum allowable stress design load for connector providing uplift tie from wall framing at end of braced wall panel at the noted story to wall framing at end of braced wall panel at the story below, or to foundation or foundation wall. Use single story hold down force where edges of braced wall panels do not align; a continuous load path to the foundation shall be maintained. [See Figure R602.12].
Where hold down connectors from stories above align with stories below, use cumulative hold down force to size middle and bottom story hold down connectors. (See Figure R602.12).
0, D1and D2. Wall bracing where stone and masonry veneer exceeds the first story height in Seismic Design Categories D0, D1 and D2 shall conform to the requirements of Sections R602.10 and R602.11 and the following requirements.
Braced wall panels shall begin no more than 8 feet (2440 mm) from each end of a braced wall line and shall be spaced a maximum of 25 feet (7620 mm) on center.
Braced wall panels shall be constructed of sheathing with a thickness of not less than 7/16 inch (11 mm) nailed with 8d common nails spaced 4 inches (102 mm) on center at all panel edges and 12 inches (305 mm) on center at intermediate supports. The end of each braced wall panel shall have a hold down device in accordance with Table R602.12(2) installed at each end. Size, height and spacing of wood studs shall be in accordance with Table R602.3(5).
Each braced wall panel shall be at least 48 inches (1219 mm) in length, covering a minimum of 3 stud spaces where studs are spaced 16 inches (406 mm) on center and covering a minimum of 2 stud spaced where studs are spaced 24 inches on center.
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.
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 gradeplane. 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).
Load-bearing cold-formed steel studs constructed in accordance with Section R603 shall be located in-line with joists, trusses and rafters in accordance with Figure R603.1.2 and the tolerances specified as follows:
The maximum tolerance shall be 3/4 inch (19 mm) between the centerline of the horizontal framing member and the centerline of the vertical framing member.
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.
Load-bearing cold-formed steel wall framing members shall comply with Figure R603.2(1) and with the dimensional and minimum thickness requirements specified in Tables R603.2(1) and R603.2(2). Tracks shall comply with Figure R603.2(2) and shall have a minimum flange width of 11/4 inches (32 mm). The maximum inside bend radius for members shall be the greater of 3/32 inch (2.4 mm) minus half the base steel thickness or 1.5 times the base steel thickness.
The member designation is defined by the first number representing the member depth in hundredths of an inch "S" representing a stud or joist member, the second number representing the flange width in hundredths of an inch, and the letter "t" shall be a number representing the minimum base metal thickness in mils [See Table R603.2(2)].
TABLE R603.2(2) MINIMUM THICKNESS OF COLD-FORMED STEEL MEMBERS
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:
Screws for steel-to-steel connections shall be installed with a minimum edge distance and center-to-center spacing of 1/2 inch (12.7 mm), shall be self-drilling tapping and shall conform to ASTM C 1513. Structural sheathing shall be attached to cold-formed steel studs with minimum No. 8 self-drilling tapping screws that conform to ASTM C 1513. Screws for attaching structural sheathing to cold-formed steel wall framing shall have a minimum head diameter of 0.292 inch (7.4 mm) with countersunk heads and shall be installed with a minimum edge distance of 3/8 inch (9.5 mm). Gypsum board shall be attached to cold-formed steel wall framing with minimum No. 6 screws conforming to ASTM C 954 or ASTM C 1513 with a bugle head style and shall be installed in accordance with Section R702. For all connections, screws shall extend through the steel a minimum of three exposed threads. All fasteners shall have rust inhibitive coating suitable for the installation in which they are being used, or be manufactured from material not susceptible to corrosion.
Where No. 8 screws are specified in a steel-to-steel connection, the required number of screws in the connection is permitted to be reduced in accordance with the reduction factors in Table R603.2.4, when larger screws are used or when one of the sheets of steel being connected is thicker than 33 mils (0.84 mm). When applying the reduction factor, the resulting number of screws shall be rounded up.
Web holes in wall studs and other structural members shall comply with all of the following conditions:
Holes shall conform to Figure R603.2.5.1;
Holes shall be permitted only along the centerline of the web of the framing member;
Holes shall have a center-to-center spacing of not less than 24 inches (610 mm);
Holes shall have a web hole width not greater than 0.5 times the member depth, or 11/2 inches (38 mm);
Holes shall have a web hole length not exceeding 41/2 inches (114 mm); and
Holes shall have a minimum distance between the edge of the bearing surface and the edge of the web hole of not less than 10 inches (254 mm).
Framing members with web holes not conforming to the above requirements shall be reinforced in accordance with Section R603.2.5.2, patched in accordance with Section R603.2.5.3 or designed in accordance with accepted engineering practice.
Web holes in gable endwall studs not conforming to the requirements of Section R603.2.5.1 shall be permitted to be reinforced if the hole is located fully within the center 40 percent of the span and the depth and length of the hole does not exceed 65 percent of the flat width of the web. The reinforcing shall be a steel plate or C-shape section with a hole that does not exceed the web hole size limitations of Section R603.2.5.1 for the member being reinforced. The steel reinforcing shall be the same thickness as the receiving member and shall extend at least 1 inch (25.4 mm) beyond all edges of the hole. The steel reinforcing shall be fastened to the web of the receiving member with No.8 screws spaced no more than 1 inch (25.4 mm) center-to-center along the edges of the patch with minimum edge distance of 1/2 inch (12.7 mm).
Web holes in wall studs and other structural members not conforming to the requirements in Section R603.2.5.1 shall be permitted to be patched in accordance with either of the following methods:
Framing members shall be replaced or designed in accordance with accepted engineering practice when web holes exceed the following size limits:
The depth of the hole, measured across the web, exceeds 70 percent of the flat width of the web; or
The length of the hole measured along the web exceeds 10 inches (254 mm) or the depth of the web, whichever is greater.
Web holes not exceeding the dimensional requirements in Section R603.2.5.3, Item 1 shall be patched with a solid steel plate, stud section or track section in accordance with Figure R603.2.5.3. The steel patch shall, as a minimum, be the same thickness as the receiving member and shall extend at least 1 inch (25.4 mm) beyond all edges of the hole. The steel patch shall be fastened to the web of the receiving member with No. 8 screws spaced no more than 1 inch (25.4 mm) center-to-center along the edges of the patch with a minimum edge distance of 1/2 inch (12.7 mm).
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.
Cold- formed steel framed walls shall be anchored to foundations or floors in accordance with Table R603.3.1 and Figure R603.3.1(1), R603.3.1(2) or R603.3.1(3). Anchor bolts shall be located not more than 12 inches (305 mm) from corners or the termination of bottom tracks. Anchor bolts shall extend a minimum of 15 inches (381 mm) into masonry or 7 inches (178 mm) into concrete. Foundation anchor straps shall be permitted, in lieu of anchor bolts, if spaced as required to provide equivalent anchorage to the required anchor bolts and installed in accordance with manufacturer's requirements.
TABLE R603.3.1 WALL TO FOUNDATION OR FLOOR CONNECTION REQUIREMENTSa,b
FRAMING CONDITION
WIND SPEED (mph) AND EXPOSURE
85 B
90 B
100 B 85 C
110 B 90 C
100 C
< 110 C
Wall bottom track to floor per Figure R603.3.1(1)
1-No. 8 screw at 12" o.c.
1-No. 8 screw at 12" o.c.
1-No. 8 screw at 12" o.c.
1-No. 8 screw at 12" o.c.
2-No. 8 screws at 12" o.c.
2 No. 8 screws at 12" o.c.
Wall bottom track to foundation per Figure R603.3.1(2)d
Wall bottom track to wood sill per Figure R603.3.1(3)
Steel plate spaced at 4' o.c., with 4-No. 8 screws and 4-10d or 6-8d common nails
Steel plate spaced at 4' o.c., with 4-No. 8 screws and 4-10d or 6-8d common nails
Steel plate spaced at 3' o.c., with 4-No. 8 screws and 4-10d or 6-8d common nails
Steel plate spaced at 3' o.c., with 4-No. 8 screws and 4-10d or 6-8d common nails
Steel plate spaced at 2' o.c., with 4-No. 8 screws and 4-10d or 6-8d common nails
Steel plate spaced at 2' o.c., with 4-No. 8 screws and 4-10d or 6-8d common nails
Wind uplift connector strength to 16" stud spacingc
NR
NR
NR
NR
NR
65 lb per foot of wall length
Wind uplift connector strength for 24" stud spacingc
NR
NR
NR
NR
NR
100 lb per foot of wall length
For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s, 1 foot = 304.8 mm, 1 lb = 4.45 N.
Anchor bolts are to be located not more than 12 inches from corners or the termination of bottom tracks (e.g., at door openings or corners). Bolts are to extend a minimum of 15 inches into masonry or 7 inches into concrete.
All screw sizes shown are minimum.
NR = uplift connector not required.
Foundation anchor straps are permitted in place of anchor bolts, if spaced as required to provide equivalent anchorage to the required anchor bolts and installed in accordance with manufacturer's requirements.
Gable endwalls with heights greater than 10 feet (3048 mm) shall be anchored to foundations or floors in accordance with Tables R603.3.1.1(1) or R603.3.1.1(2).
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.
Refer to Table R603.3.1.1(1) for gable endwall bottom track to floor joist or track connection connections.
Where attachment is not given, special design is required.
Stud height, h, is measured from wall bottom track to wall top track or brace connection height.
Foundation anchor straps are permitted in place of anchor bolts if spaced as required to provide equivalent anchorage to the required anchor bolts and installed in accordance with manufacturer's requirements.
Cold-formed steel walls shall be constructed in accordance with Figures R603.3.1(1), R603.3.1(2), or R603.3.1(3), as applicable. Exterior wall stud size and thickness shall be determined in accordance with the limits set forth in Tables R603.3.2(2) through R603.3.2(31). Interior load-bearing wall stud size and thickness shall be determined in accordance with the limits set forth in Tables R603.3.2(2) through R603.3.2(31) based upon an 85 miles per hour (38 m/s) Exposure A/B wind value and the building width, stud spacing and snow load, as appropriate. Fastening requirements shall be in accordance with Section R603.2.4 and Table R603.3.2(1). Top and bottom tracks shall have the same minimum thickness as the wall studs.
Exterior wall studs shall be permitted to be reduced to the next thinner size, as shown in Tables R603.3.2(2) through R603.3.2(31), but not less than 33 mils (0.84 mm) ,where both of the following conditions exist:
Minimum of 1/2 inch (12.7 mm) gypsum board is installed and fastened in accordance with Section R702 on the interior surface.
Wood structural sheathing panels of minimum 7/16 inch (11 mm) thick oriented strand board or 15/32 inch (12 mm) thick plywood is installed and fastened in accordance with Section R603.9.1 and Table R603.3.2(1) on the outside surface.
Interior load-bearing walls shall be permitted to be reduced to the next thinner size, as shown in Tables R603.3.2(2) through R603.3.2(31), but not less than 33 mils (0.84 mm), where a minimum of 1/2 inch (12.7 mm) gypsum board is installed and fastened in accordance with Section R702 on both sides of the wall. The tabulated stud thickness for load- bearing walls shall be used when the attic load is 10 pounds per square feet (480 Pa) or less. A limited attic storage load of 20 pounds per square feet (960 Pa) shall be permitted provided that the next higher snow load column is used to select the stud size from Tables R603.3.2(2) through R603.3.2(31).
For two-story buildings, the tabulated stud thickness for walls supporting one floor, roof and ceiling shall be used when second floor live load is 30 pounds per square feet (1440 Pa). Second floor live loads of 40 psf (1920 pounds per square feet) shall be permitted provided that the next higher snow load column is used to select the stud size from Tables R603.3.2(2) through R603.3.2(21).
For three-story buildings, the tabulated stud thickness for walls supporting one or two floors, roof and ceiling shall be used when the third floor live load is 30 pounds per square feet (1440 Pa). Third floor live loads of 40 pounds per square feet (1920 Pa) shall be permitted provided that the next higher snow load column is used to select the stud size from Tables R603.3.2(22) through R603.3.2(31).
Screws for attachment of structural sheathing panels are to be bugle-head, flat-head, or similar head styles with a minimum head diameter of 0.29 inch.
TABLE R603.3.2(2) 24-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa, b, c 33 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
43
43
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
33
33
33
33
33
33
33
33
33
90 mph
—
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
43
43
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
33
33
33
33
33
33
33
33
33
100 mph
85 mph
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
43
43
43
43
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
33
33
33
33
43
110 mph
90 mph
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
43
43
43
43
43
43
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
33
43
43
43
43
—
100 mph
350S162
16
33
33
33
33
33
33
33
33
43
43
43
43
24
43
43
43
43
43
43
43
43
54
54
54
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
43
43
43
43
43
43
43
43
—
110 mph
350S162
16
33
33
33
33
43
43
43
43
43
43
43
43
24
43
43
43
43
54
54
54
54
68
68
68
68
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
43
43
43
43
43
43
43
43
43
43
43
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(3) 24-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c 50 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
33
33
33
33
43
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
33
33
33
33
33
33
33
33
33
90 mph
—
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
33
33
33
33
43
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
33
33
33
33
33
33
33
33
33
100 mph
85 mph
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
33
33
33
33
43
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
33
33
33
33
33
33
33
33
33
110 mph
90 mph
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
43
43
43
43
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
33
33
33
33
33
33
33
33
33
—
100 mph
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
43
43
43
43
43
43
43
43
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
33
33
33
33
33
33
33
33
33
—
110 mph
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
43
43
43
43
54
54
54
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
33
33
33
33
33
33
33
33
33
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(4) 28-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c 33 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
43
43
33
33
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
90 mph
—
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
43
43
33
33
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
100 mph
85 mph
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
43
43
43
43
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
110 mph
90 mph
350S162
16
33
33
33
33
33
33
33
33
33
33
33
43
24
33
33
43
43
43
43
43
43
43
43
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
—
100 mph
350S162
16
33
33
33
33
33
33
33
33
43
43
43
43
24
43
43
43
54
43
43
43
54
54
54
54
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
—
110 mph
350S162
16
33
33
33
33
43
43
43
43
43
43
43
43
24
43
43
43
54
54
54
54
54
68
68
68
68
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
43
43
43
43
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(5) 28-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c 50 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
33
33
33
33
33
33
33
33
33
90 mph
—
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
33
33
33
33
33
33
33
33
33
100 mph
85 mph
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
43
43
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
33
33
33
33
33
33
33
33
33
110 mph
90 mph
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
43
43
43
43
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
33
33
33
33
33
33
33
33
33
—
100 mph
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
43
43
43
43
43
43
43
43
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
33
33
33
33
33
—
110 mph
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
43
43
43
43
54
54
54
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
33
33
33
33
33
33
33
33
43
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(6) 32-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c 33 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
33
33
33
33
33
33
33
33
33
33
33
43
24
33
33
43
54
33
33
43
43
33
33
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
90 mph
—
350S162
16
33
33
33
33
33
33
33
33
33
33
33
43
24
33
33
43
54
33
33
43
43
33
33
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
100 mph
85 mph
350S162
16
33
33
33
33
33
33
33
33
33
33
33
43
24
33
33
43
54
33
33
43
54
43
43
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
110 mph
90 mph
350S162
16
33
33
33
43
33
33
33
33
33
33
33
43
24
33
33
43
54
43
43
43
54
43
43
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
43
43
—
100 mph
350S162
16
33
33
33
43
33
33
33
43
43
43
43
43
24
43
43
43
54
43
43
43
54
54
54
54
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
33
43
33
33
43
43
—
110 mph
350S162
16
33
33
33
43
43
43
43
43
43
43
43
43
24
43
43
43
54
54
54
54
54
68
68
68
68
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
43
43
43
43
43
43
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(7) 32-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c 50 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
43
43
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
33
33
33
33
43
90 mph
—
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
43
43
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
33
33
33
33
43
100 mph
85 mph
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
33
43
33
33
43
43
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
33
33
33
33
43
110 mph
90 mph
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
33
43
43
43
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
33
33
33
33
43
—
100 mph
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
43
43
43
43
43
43
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
—
110 mph
350S162
16
33
33
33
33
33
33
33
33
33
33
33
43
24
33
33
43
43
43
43
43
43
54
54
54
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(8) 36-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c 33 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
33
33
33
43
33
33
33
43
33
33
33
43
24
33
33
43
54
33
33
43
54
33
43
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
43
43
33
33
43
43
90 mph
—
350S162
16
33
33
33
43
33
33
33
43
33
33
33
43
24
33
33
43
54
33
33
43
54
33
43
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
43
43
33
33
43
43
100 mph
85 mph
350S162
16
33
33
33
43
33
33
33
43
33
33
33
43
24
33
33
43
54
33
33
43
54
43
43
54
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
43
43
33
33
43
43
110 mph
90 mph
350S162
16
33
33
33
43
33
33
33
33
33
33
33
43
24
33
33
43
54
43
43
43
43
43
43
54
68
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
43
43
33
33
43
43
—
100 mph
350S162
16
33
33
33
43
33
33
33
43
43
43
43
43
24
43
43
43
54
43
43
43
54
54
54
54
68
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
43
43
33
33
43
43
—
110 mph
350S162
16
33
33
33
43
43
43
43
43
43
43
43
43
24
43
43
54
54
54
54
54
54
68
68
68
68
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
54
33
33
43
43
43
43
43
54
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(9) 36-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c 50 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
43
43
33
33
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
90 mph
—
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
43
43
33
33
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
100 mph
85 mph
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
43
43
33
33
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
110 mph
90 mph
350S162
16
33
33
33
33
33
33
33
33
33
33
33
43
24
33
33
43
54
33
33
33
43
43
43
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
—
100 mph
350S162
16
33
33
33
33
33
33
33
33
33
33
33
43
24
33
33
33
54
43
43
43
43
43
43
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
—
110 mph
350S162
16
33
33
33
43
33
33
33
33
33
33
33
43
24
33
33
43
54
43
43
43
54
54
54
54
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(10) 40-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c 33 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
33
33
33
43
33
33
33
43
33
33
33
43
24
33
33
43
54
33
33
43
54
43
43
54
68
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
54
33
33
43
43
33
33
43
54
90 mph
—
350S162
16
33
33
33
43
33
33
33
43
33
33
33
43
24
33
33
43
54
33
33
43
54
43
43
54
68
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
54
33
33
43
43
33
33
43
54
100 mph
85 mph
350S162
16
33
33
33
43
33
33
33
43
33
33
33
43
24
33
43
43
54
33
43
43
54
43
43
54
68
550S162
16
33
33
33
43
33
33
33
33
33
33
33
33
24
33
33
43
54
33
33
43
43
33
33
43
54
110 mph
90 mph
350S162
16
33
33
33
43
33
33
33
43
33
33
43
43
24
33
43
43
54
43
43
43
54
43
43
54
68
550S162
16
33
33
33
43
33
33
33
33
33
33
33
43
24
33
33
43
54
33
33
43
43
33
33
43
54
—
100 mph
350S162
16
33
33
33
43
33
33
33
43
43
43
43
43
24
43
43
54
68
43
43
54
54
54
54
54
68
550S162
16
33
33
33
43
33
33
33
33
33
33
33
43
24
33
33
43
54
33
33
43
54
33
33
43
54
—
110 mph
350S162
16
33
33
43
43
43
43
43
43
43
43
43
54
24
43
43
54
68
54
54
54
68
68
68
68
68
550S162
16
33
33
33
43
33
33
33
43
33
33
33
43
24
33
33
43
54
33
33
43
54
43
43
43
54
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(11) 40-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c 50 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
33
33
33
33
33
33
33
33
33
33
33
43
24
33
33
43
54
33
33
43
43
33
33
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
90 mph
—
350S162
16
33
33
33
33
33
33
33
33
33
33
33
43
24
33
33
43
54
33
33
43
43
33
33
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
100 mph
85 mph
350S162
16
33
33
33
43
33
33
33
33
33
33
33
43
24
33
33
43
54
33
33
43
54
33
33
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
110 mph
90 mph
350S162
16
33
33
33
43
33
33
33
33
33
33
33
43
24
33
33
43
54
33
33
43
54
43
43
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
—
100 mph
350S162
16
33
33
33
43
33
33
33
43
33
33
33
43
24
33
33
43
54
43
43
43
54
43
43
54
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
33
43
33
33
43
43
—
110 mph
350S162
16
33
33
33
43
33
33
33
43
33
33
33
43
24
33
33
43
54
43
43
43
54
54
54
54
68
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
33
43
33
33
43
43
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(12) 24-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c 33 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
33
33
33
33
33
33
33
33
33
33
33
43
24
33
33
43
43
33
43
43
43
43
43
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
90 mph
—
350S162
16
33
33
33
33
33
33
33
33
33
33
33
43
24
33
33
43
43
33
43
43
43
43
43
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
100 mph
85 mph
350S162
16
33
33
33
33
33
33
33
33
33
33
33
43
24
33
43
43
43
43
43
43
43
43
43
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
110 mph
90 mph
350S162
16
33
33
33
43
33
33
33
33
33
33
43
43
24
43
43
43
43
43
43
43
43
54
54
54
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
43
43
43
43
—
100 mph
350S162
16
33
33
33
43
33
33
33
43
43
43
43
43
24
43
43
43
54
43
43
54
54
54
54
54
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
43
43
43
43
43
43
43
43
—
110 mph
350S162
16
33
33
33
43
43
43
43
43
43
43
43
43
24
43
43
43
54
54
54
54
54
68
68
68
68
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
43
43
43
43
43
43
43
43
43
43
43
43
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(13) 24-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c 50 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
43
43
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
33
33
33
33
33
33
33
33
33
90 mph
—
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
43
43
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
33
33
33
33
33
33
33
33
33
100 mph
85 mph
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
43
43
43
43
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
33
33
33
33
33
33
33
33
33
110 mph
90 mph
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
43
43
43
43
43
43
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
33
33
33
33
33
33
33
33
33
—
100 mph
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
43
43
43
43
43
43
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
33
33
33
33
43
—
110 mph
350S162
16
33
33
33
33
33
33
33
33
33
33
43
43
24
43
43
43
43
43
43
43
43
54
54
54
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
33
33
33
33
43
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(14) 28-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c 33 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
33
33
33
43
33
33
33
43
33
33
33
43
24
43
43
43
54
43
43
43
54
43
43
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
43
43
33
33
43
43
90 mph
—
350S162
16
33
33
33
43
33
33
33
43
33
33
33
43
24
43
43
43
54
43
43
43
54
43
43
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
43
43
33
33
43
43
100 mph
85 mph
350S162
16
33
33
33
43
33
33
33
43
33
33
43
43
24
43
43
43
54
43
43
43
54
43
43
54
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
43
43
33
33
43
43
110 mph
90 mph
350S162
16
33
33
33
43
33
33
33
43
43
43
43
43
24
43
43
43
54
43
43
43
54
54
54
54
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
43
43
43
43
43
43
—
100 mph
350S162
16
33
33
33
43
33
33
43
43
43
43
43
43
24
43
43
43
54
54
54
54
54
54
54
54
68
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
43
43
43
43
43
43
43
43
—
110 mph
350S162
16
33
33
43
43
43
43
43
43
43
43
43
54
24
43
43
54
54
54
54
54
54
68
68
68
68
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
43
43
43
43
43
43
43
43
43
43
43
43
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(15) 28-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c 50 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
43
43
43
43
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
90 mph
—
350S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
43
43
43
43
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
100 mph
85 mph
350S162
16
33
33
33
33
33
33
33
33
33
33
33
43
24
33
33
43
43
33
33
43
43
43
43
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
110 mph
90 mph
350S162
16
33
33
33
33
33
33
33
33
33
33
33
43
24
33
33
43
43
43
43
43
43
43
43
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
—
100 mph
350S162
16
33
33
33
33
33
33
33
33
33
33
33
43
24
43
43
43
54
43
43
43
43
43
43
54
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
—
110 mph
350S162
16
33
33
33
43
33
33
33
33
43
43
43
43
24
43
43
43
54
43
43
43
43
54
54
54
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
43
33
33
33
43
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(16) 32-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c 33 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
33
33
33
43
33
33
33
43
33
33
43
43
24
43
43
43
54
43
43
43
54
43
43
54
54
550S162
16
33
33
33
43
33
33
33
33
33
33
33
43
24
33
43
43
54
33
33
43
43
33
33
43
43
90 mph
—
350S162
16
33
33
33
43
33
33
33
43
33
33
43
43
24
43
43
43
54
43
43
43
54
43
43
54
54
550S162
16
33
33
33
43
33
33
33
33
33
33
33
43
24
33
43
43
54
33
33
43
43
33
33
43
43
100 mph
85 mph
350S162
16
33
33
33
43
33
33
33
43
33
43
43
43
24
43
43
43
54
43
43
43
54
54
54
54
68
550S162
16
33
33
33
43
33
33
33
33
33
33
33
43
24
33
43
43
54
33
33
43
43
33
33
43
43
110 mph
90 mph
350S162
16
33
33
43
43
33
33
33
43
43
43
43
43
24
43
43
54
54
43
43
54
54
54
54
54
68
550S162
16
33
33
33
43
33
33
33
33
33
33
33
43
24
33
43
43
54
33
33
43
43
43
43
43
54
—
100 mph
350S162
16
33
33
43
43
43
43
43
43
43
43
43
43
24
43
43
54
54
54
54
54
54
54
54
54
54
550S162
16
33
33
33
43
33
33
33
33
33
33
33
43
24
33
43
43
54
43
43
43
43
43
43
43
54
—
110 mph
350S162
16
43
43
43
43
43
43
43
43
43
43
54
54
24
54
54
54
68
54
54
54
68
68
68
68
68
550S162
16
33
33
33
43
33
33
33
43
33
33
33
43
24
43
43
43
54
43
43
43
43
43
43
43
54
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(17) 32-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c 50 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
33
33
33
43
33
33
33
33
33
33
33
43
24
33
33
43
54
33
33
43
43
43
43
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
33
43
33
33
33
43
90 mph
—
350S162
16
33
33
33
43
33
33
33
33
33
33
33
43
24
33
33
43
54
33
33
43
43
43
43
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
33
43
33
33
33
43
100 mph
85 mph
350S162
16
33
33
33
43
33
33
33
33
33
33
33
43
24
33
33
43
54
33
33
43
43
43
43
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
33
43
33
33
33
43
110 mph
90 mph
350S162
16
33
33
33
43
33
33
33
33
33
33
33
43
24
43
43
43
54
43
43
43
54
43
43
54
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
33
43
33
33
33
43
—
100 mph
350S162
16
33
33
33
43
33
33
33
43
33
33
43
43
24
43
43
43
54
43
43
43
54
54
54
54
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
33
43
33
33
43
43
—
110 mph
350S162
16
33
33
33
43
33
33
33
43
43
43
43
43
24
43
43
43
54
43
43
43
54
54
54
54
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
33
43
33
33
43
43
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(18) 36-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c 33 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
33
33
43
43
33
33
43
43
33
33
43
43
24
43
43
54
54
43
43
54
54
54
54
54
68
550S162
16
33
33
33
43
33
33
33
43
33
33
33
43
24
43
43
43
54
43
43
43
54
43
43
43
54
90 mph
—
350S162
16
33
33
43
43
33
33
43
43
33
33
43
43
24
43
43
54
54
43
43
54
54
54
54
54
68
550S162
16
33
33
33
43
33
33
33
43
33
33
33
43
24
43
43
43
54
43
43
43
54
43
43
43
54
100 mph
85 mph
350S162
16
33
33
43
43
33
33
43
43
43
43
43
43
24
43
43
54
68
43
43
54
54
54
54
54
68
550S162
16
33
33
33
43
33
33
33
43
33
33
33
43
24
43
43
43
54
43
43
43
54
43
43
43
54
110 mph
90 mph
350S162
16
33
33
43
43
33
33
43
43
43
43
43
54
24
43
43
54
68
54
54
54
54
54
54
54
68
550S162
16
33
33
33
43
33
33
33
43
33
33
33
43
24
43
43
43
54
43
43
43
54
43
43
43
54
—
100 mph
350S162
16
33
33
43
43
43
43
43
43
43
43
43
54
24
54
54
54
68
54
54
54
68
54
68
68
68
550S162
16
33
33
33
43
33
33
33
43
33
33
33
43
24
43
43
43
54
43
43
43
54
43
43
43
54
—
110 mph
350S162
16
43
43
43
43
43
43
43
43
43
54
54
54
24
54
54
54
68
54
54
54
68
68
68
68
68
550S162
16
33
33
33
43
33
33
33
43
33
33
33
43
24
43
43
43
54
43
43
43
54
43
43
43
54
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(19) 36-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c 50 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
33
33
33
43
33
33
33
43
33
33
33
43
24
43
43
43
54
33
33
43
54
43
43
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
43
43
33
33
43
43
90 mph
—
350S162
16
33
33
33
43
33
33
33
43
33
33
33
43
24
43
43
43
54
33
33
43
54
43
43
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
43
43
33
33
43
43
100 mph
85 mph
350S162
16
33
33
33
43
33
33
33
43
33
33
33
43
24
43
43
43
54
43
43
43
54
43
43
54
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
43
43
33
33
43
43
110 mph
90 mph
350S162
16
33
33
33
43
33
33
33
43
33
33
43
43
24
43
43
43
54
43
43
43
54
43
43
54
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
43
43
33
33
43
43
—
100 mph
350S162
16
33
33
33
43
33
33
33
43
43
43
43
43
24
43
43
43
54
43
43
43
54
54
54
54
68
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
43
43
33
33
43
43
—
110 mph
350S162
16
33
33
43
43
33
33
33
43
43
43
43
43
24
43
43
54
54
43
43
54
54
54
54
54
68
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
43
43
33
33
43
43
43
43
43
43
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(20) 40-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c 33 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
33
33
43
43
33
33
43
43
43
43
43
54
24
43
43
54
68
43
43
54
68
54
54
54
68
550S162
16
33
33
33
43
33
33
33
43
33
33
33
43
24
43
43
54
54
43
43
43
54
43
43
43
54
90 mph
—
350S162
16
33
33
43
43
33
33
43
43
43
43
43
54
24
43
43
54
68
43
43
54
68
54
54
54
68
550S162
16
33
33
33
43
33
33
33
43
33
33
33
43
24
43
43
54
54
43
43
43
54
43
43
43
54
100 mph
85 mph
350S162
16
33
33
43
43
33
33
43
43
43
43
43
54
24
43
43
54
68
43
43
54
68
54
54
54
68
550S162
16
33
33
33
43
33
33
33
43
33
33
33
43
24
43
43
54
54
43
43
43
54
43
43
43
54
110 mph
90 mph
350S162
16
33
33
43
43
43
43
43
43
43
43
43
54
24
43
43
54
68
54
54
54
68
54
54
68
68
550S162
16
33
33
43
43
33
33
33
43
33
33
33
43
24
43
43
54
54
43
43
43
54
43
43
43
54
—
100 mph
350S162
16
43
43
43
54
43
43
43
54
43
43
54
54
24
54
54
54
68
54
54
54
68
68
68
68
97
550S162
16
33
33
43
43
33
33
33
43
33
33
43
43
24
43
43
54
54
43
43
43
54
43
43
54
54
—
110 mph
350S162
16
43
43
43
54
43
43
43
54
54
54
54
54
24
54
54
54
68
54
54
68
68
68
68
68
97
550S162
16
33
33
43
43
33
33
33
43
33
33
43
43
24
43
43
54
54
43
43
43
54
43
43
54
54
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(21) 40-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c 50 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
33
33
33
43
33
33
33
43
33
33
43
43
24
43
43
43
54
43
43
43
54
43
43
54
54
550S162
16
33
33
33
43
33
33
33
33
33
33
33
33
24
33
43
43
54
33
33
43
43
33
33
43
43
90 mph
—
350S162
16
33
33
33
43
33
33
33
43
33
33
43
43
24
43
43
43
54
43
43
43
54
43
43
54
54
550S162
16
33
33
33
43
33
33
33
33
33
33
33
33
24
33
43
43
54
33
33
43
43
33
33
43
43
100 mph
85 mph
350S162
16
33
33
33
43
33
33
33
43
33
33
43
43
24
43
43
54
54
43
43
43
54
43
43
54
68
550S162
16
33
33
33
43
33
33
33
33
33
33
33
33
24
33
43
43
54
33
33
43
43
33
33
43
43
110 mph
90 mph
350S162
16
33
33
43
43
33
33
33
43
33
33
43
43
24
43
43
54
54
43
43
43
54
54
54
54
68
550S162
16
33
33
33
43
33
33
33
33
33
33
33
43
24
33
43
43
54
33
33
43
43
33
33
43
43
—
100 mph
350S162
16
33
33
43
43
33
33
33
43
43
43
43
43
24
43
43
54
54
43
43
54
54
54
54
54
68
550S162
16
33
33
33
43
33
33
33
33
33
33
33
43
24
33
43
43
54
33
33
43
43
33
43
43
43
—
110 mph
350S162
16
33
33
43
43
33
33
43
43
43
43
43
54
24
43
43
54
68
54
54
54
54
54
54
54
68
550S162
16
33
33
33
43
33
33
33
33
33
33
33
43
24
33
43
43
54
33
33
43
43
43
43
43
54
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Second floor dead load is 10 psf. Second floor live load is 30 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(22) 24-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c 33 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
43
43
43
43
33
33
33
43
43
43
43
43
24
54
54
54
54
43
43
54
54
54
54
54
54
550S162
16
33
33
43
43
33
33
33
33
33
33
33
43
24
43
43
54
54
43
43
43
43
43
43
43
54
90 mph
—
350S162
16
43
43
43
43
33
33
33
43
43
43
43
43
24
54
54
54
54
43
43
54
54
54
54
54
54
550S162
16
33
33
43
43
33
33
33
33
33
33
33
43
24
43
43
54
54
43
43
43
43
43
43
43
54
100 mph
85 mph
350S162
16
43
43
43
43
33
33
33
43
43
43
43
43
24
54
54
54
54
54
54
54
54
54
54
54
68
550S162
16
33
33
43
43
33
33
33
33
33
33
33
43
24
43
43
54
54
43
43
43
43
43
43
43
54
110 mph
90 mph
350S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
54
54
54
54
54
54
54
68
68
550S162
16
33
33
43
43
33
33
33
33
33
33
33
43
24
43
43
54
54
43
43
43
43
43
43
43
54
—
100 mph
350S162
16
43
43
43
43
43
43
43
43
43
43
43
54
24
54
54
54
54
54
54
54
54
68
68
68
68
550S162
16
33
33
43
43
33
33
33
33
33
33
33
43
24
43
43
54
54
43
43
43
43
43
43
43
54
—
110 mph
350S162
16
43
43
43
43
43
43
43
43
54
54
54
54
24
54
54
54
68
54
54
68
68
68
68
68
97
550S162
16
33
33
43
43
33
33
33
33
33
33
33
43
24
43
43
54
54
43
43
43
43
43
43
43
54
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Top and middle floor dead load is 10 psf. Top floor live load is 30 psf. Middle floor live load is 40 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(23) 24-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c 50 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
33
33
33
43
33
33
33
33
33
33
33
33
24
43
43
54
54
43
43
43
43
43
43
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
43
43
43
43
43
43
43
43
43
43
43
43
90 mph
—
350S162
16
33
33
33
43
33
33
33
33
33
33
33
33
24
43
43
54
54
43
43
43
43
43
43
43
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
43
43
43
43
43
43
43
43
43
43
43
43
100 mph
85 mph
350S162
16
33
33
33
43
33
33
33
33
33
33
33
33
24
43
43
54
54
43
43
43
43
43
43
54
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
43
43
43
43
43
43
43
43
43
43
43
43
110 mph
90 mph
350S162
16
33
33
33
43
33
33
33
33
33
33
43
43
24
43
43
54
54
43
43
43
43
54
54
54
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
43
43
43
43
43
43
43
43
43
43
43
43
—
100 mph
350S162
16
33
33
33
43
33
33
33
33
43
43
43
43
24
43
43
54
54
43
43
54
54
54
54
54
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
43
43
43
43
43
43
43
43
43
43
43
43
—
110 mph
350S162
16
33
33
33
43
33
33
33
43
43
43
43
43
24
54
54
54
54
54
54
54
54
54
54
54
68
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
43
43
43
43
43
43
43
43
43
43
43
43
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Top and middle floor dead load is 10 psf. Top floor live load is 30 psf. Middle floor live load is 40 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(24) 28-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c 33 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
68
54
54
54
54
54
54
54
68
550S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
54
54
54
54
54
54
54
54
54
90 mph
—
350S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
68
54
54
54
54
54
54
54
68
550S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
54
54
54
54
54
54
54
54
54
100 mph
85 mph
350S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
68
54
54
54
54
54
54
68
68
550S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
54
54
54
54
54
54
54
54
54
110 mph
90 mph
350S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
68
54
54
54
54
68
68
68
68
550S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
54
54
54
54
54
54
54
54
54
—
100 mph
350S162
16
43
43
43
43
43
43
43
43
43
43
54
54
24
54
54
54
68
54
54
68
68
68
68
68
97
550S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
54
54
54
54
54
54
54
54
54
—
110 mph
350S162
16
43
43
43
43
43
43
43
43
54
54
54
54
24
54
68
68
68
68
68
68
68
68
68
97
97
550S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
54
54
54
54
54
54
54
54
54
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Top and middle floor dead load is 10 psf. Top floor live load is 30 psf. Middle floor live load is 40 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(25) 28-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c 50 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
43
43
43
43
33
33
33
43
43
43
43
43
24
54
54
54
54
43
43
54
54
54
54
54
54
550S162
16
33
33
33
43
33
33
33
33
33
33
33
33
24
43
43
43
54
43
43
43
43
43
43
43
43
90 mph
—
350S162
16
43
43
43
43
33
33
33
43
43
43
43
43
24
54
54
54
54
43
43
54
54
54
54
54
54
550S162
16
33
33
33
43
33
33
33
33
33
33
33
33
24
43
43
43
54
43
43
43
43
43
43
43
43
100 mph
85 mph
350S162
16
43
43
43
43
33
33
33
43
43
43
43
43
24
54
54
54
54
43
43
54
54
54
54
54
54
550S162
16
33
33
33
43
33
33
33
33
33
33
33
33
24
43
43
43
54
43
43
43
43
43
43
43
43
110 mph
90 mph
350S162
16
43
43
43
43
33
33
33
43
43
43
43
43
24
54
54
54
54
43
43
54
54
54
54
54
54
550S162
16
33
33
33
43
33
33
33
33
33
33
33
33
24
43
43
43
54
43
43
43
43
43
43
43
43
—
100 mph
350S162
16
43
43
43
43
33
33
33
43
43
43
43
43
24
54
54
54
54
54
54
54
54
54
54
54
68
550S162
16
33
33
33
43
33
33
33
33
33
33
33
33
24
43
43
43
54
43
43
43
43
43
43
43
43
—
110 mph
350S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
54
54
54
54
54
68
68
68
68
550S162
16
33
33
33
43
33
33
33
33
33
33
33
33
24
43
43
43
54
43
43
43
43
43
43
43
43
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Top and middle floor dead load is 10 psf. Top floor live load is 30 psf. Middle floor live load is 40 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(26) 32-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c 33 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
43
43
43
54
43
43
43
43
43
43
43
54
24
68
68
68
68
54
54
68
68
68
68
68
68
550S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
68
54
54
54
54
54
54
54
54
90 mph
—
350S162
16
43
43
43
54
43
43
43
43
43
43
43
54
24
68
68
68
68
54
54
68
68
68
68
68
68
550S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
68
54
54
54
54
54
54
54
54
100 mph
85 mph
350S162
16
43
43
43
54
43
43
43
43
43
43
43
54
24
68
68
68
68
54
54
68
68
68
68
68
68
550S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
68
54
54
54
54
54
54
54
54
110 mph
90 mph
350S162
16
43
43
43
54
43
43
43
43
43
43
54
54
24
68
68
68
68
54
54
68
68
68
68
68
68
550S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
68
54
54
54
54
54
54
54
54
—
100 mph
350S162
16
43
43
43
54
43
43
43
43
54
54
54
54
24
68
68
68
68
68
68
68
68
68
68
97
97
550S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
68
54
54
54
54
54
54
54
54
—
110 mph
350S162
16
43
43
43
54
43
43
54
54
54
54
54
54
24
68
68
68
68
68
68
68
68
97
97
97
97
550S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
68
54
54
54
54
54
54
54
54
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Top and middle floor dead load is 10 psf. Top floor live load is 30 psf. Middle floor live load is 40 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(27) 32-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c 50 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
68
54
54
54
54
54
54
54
68
550S162
16
43
43
43
43
33
33
33
43
33
33
43
43
24
54
54
54
54
43
43
43
54
43
43
54
54
90 mph
—
350S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
68
54
54
54
54
54
54
54
68
550S162
16
43
43
43
43
33
33
33
43
33
33
43
43
24
54
54
54
54
43
43
43
54
43
43
54
54
100 mph
85 mph
350S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
68
54
54
54
54
54
54
54
68
550S162
16
43
43
43
43
33
33
33
43
33
33
43
43
24
54
54
54
54
43
43
43
54
43
43
54
54
110 mph
90 mph
350S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
68
54
54
54
54
54
54
54
68
550S162
16
43
43
43
43
33
33
33
43
33
33
43
43
24
54
54
54
54
43
43
43
54
43
43
54
54
—
100 mph
350S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
68
54
54
54
54
68
68
68
68
550S162
16
43
43
43
43
33
33
33
43
33
33
43
43
24
54
54
54
54
43
43
43
54
43
43
54
54
—
110 mph
350S162
16
43
43
43
43
43
43
43
43
43
43
43
54
24
54
54
54
68
54
54
54
54
68
68
68
68
550S162
16
43
43
43
43
33
33
33
43
33
33
43
43
24
54
54
54
54
43
43
43
54
43
43
54
54
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Top and middle floor dead load is 10 psf. Top floor live load is 30 psf. Middle floor live load is 40 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(28) 36-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c 33 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
54
54
54
54
43
43
43
54
54
54
54
54
24
68
68
68
97
68
68
68
68
68
68
68
97
550S162
16
43
43
43
54
43
43
43
43
43
43
43
43
24
68
68
68
68
54
54
54
68
54
54
68
68
90 mph
—
350S162
16
54
54
54
54
43
43
43
54
54
54
54
54
24
68
68
68
97
68
68
68
68
68
68
68
97
550S162
16
43
43
43
54
43
43
43
43
43
43
43
43
24
68
68
68
68
54
54
54
68
54
54
68
68
100 mph
85 mph
350S162
16
54
54
54
54
43
43
43
54
54
54
54
54
24
68
68
68
97
68
68
68
68
68
68
68
97
550S162
16
43
43
43
54
43
43
43
43
43
43
43
43
24
68
68
68
68
54
54
54
68
54
54
68
68
110 mph
90 mph
350S162
16
54
54
54
54
43
43
43
54
54
54
54
54
24
68
68
68
97
68
68
68
68
68
68
97
97
550S162
16
43
43
43
54
43
43
43
43
43
43
43
43
24
68
68
68
68
54
54
54
68
54
54
68
68
—
100 mph
350S162
16
54
54
54
54
43
43
54
54
54
54
54
54
24
68
68
68
97
68
68
68
68
97
97
97
97
550S162
16
43
43
43
54
43
43
43
43
43
43
43
43
24
68
68
68
68
54
54
54
68
54
54
68
68
—
110 mph
350S162
16
54
54
54
54
54
54
54
54
54
54
54
68
24
68
68
68
97
68
68
68
97
97
97
97
97
550S162
16
43
43
43
54
43
43
43
43
43
43
43
43
24
68
68
68
68
54
54
54
68
54
54
68
68
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Top and middle floor dead load is 10 psf. Top floor live load is 30 psf. Middle floor live load is 40 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(29) 36-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c 50 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
43
43
43
54
43
43
43
43
43
43
43
43
24
68
68
68
68
54
54
54
68
68
68
68
68
550S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
54
54
54
54
54
54
54
54
54
90 mph
—
350S162
16
43
43
43
54
43
43
43
43
43
43
43
43
24
68
68
68
68
54
54
54
68
68
68
68
68
550S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
54
54
54
54
54
54
54
54
54
100 mph
85 mph
350S162
16
43
43
43
54
43
43
43
43
43
43
43
43
24
68
68
68
68
54
54
54
68
68
68
68
68
550S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
54
54
54
54
54
54
54
54
54
110 mph
90 mph
350S162
16
43
43
43
54
43
43
43
43
43
43
43
43
24
68
68
68
68
54
54
54
68
68
68
68
68
550S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
54
54
54
54
54
54
54
54
54
—
100 mph
350S162
16
43
43
43
54
43
43
43
43
43
43
43
54
24
68
68
68
68
54
54
54
68
68
68
68
68
550S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
54
54
54
54
54
54
54
54
54
—
110 mph
350S162
16
43
43
43
54
43
43
43
43
43
54
54
54
24
68
68
68
68
54
54
68
68
68
68
68
68
550S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
54
54
54
54
54
54
54
54
54
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Top and middle floor dead load is 10 psf. Top floor live load is 30 psf. Middle floor live load is 40 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(30) 40-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c 33 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
54
54
54
54
54
54
54
54
54
54
54
54
24
97
97
97
97
68
68
68
97
97
97
97
97
550S162
16
54
54
54
54
43
43
54
54
43
43
54
54
24
68
68
68
68
68
68
68
68
68
68
68
68
90 mph
—
350S162
16
54
54
54
54
54
54
54
54
54
54
54
54
24
97
97
97
97
68
68
68
97
97
97
97
97
550S162
16
54
54
54
54
43
43
54
54
43
43
54
54
24
68
68
68
68
68
68
68
68
68
68
68
68
100 mph
85 mph
350S162
16
54
54
54
54
54
54
54
54
54
54
54
54
24
97
97
97
97
68
68
68
97
97
97
97
97
550S162
16
54
54
54
54
43
43
54
54
43
43
54
54
24
68
68
68
68
68
68
68
68
68
68
68
68
110 mph
90 mph
350S162
16
54
54
54
54
54
54
54
54
54
54
54
54
24
97
97
97
97
68
68
68
97
97
97
97
97
550S162
16
54
54
54
54
43
43
54
54
43
43
54
54
24
68
68
68
68
68
68
68
68
68
68
68
68
—
100 mph
350S162
16
54
54
54
54
54
54
54
54
54
54
54
54
24
97
97
97
97
68
68
68
97
97
97
97
97
550S162
16
54
54
54
54
43
43
54
54
43
43
54
54
24
68
68
68
68
68
68
68
68
68
68
68
68
—
110 mph
350S162
16
54
54
54
54
54
54
54
54
54
54
68
68
24
97
97
97
97
68
68
97
97
97
97
97
97
550S162
16
54
54
54
54
43
43
54
54
43
43
54
54
24
68
68
68
68
68
68
68
68
68
68
68
68
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Top and middle floor dead load is 10 psf. Top floor live load is 30 psf. Middle floor live load is 40 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(31) 40-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c 50 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
8-Foot Studs
9-Foot Studs
10-Foot Studs
Exp. B
Exp. C
Ground Snow Load (psf)
20
30
50
70
20
30
50
70
20
30
50
70
85 mph
—
350S162
16
54
54
54
54
43
43
43
43
43
54
54
54
24
68
68
68
68
68
68
68
68
68
68
68
68
550S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
68
54
54
54
54
54
54
54
54
90 mph
—
350S162
16
54
54
54
54
43
43
43
43
43
54
54
54
24
68
68
68
68
68
68
68
68
68
68
68
68
550S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
68
54
54
54
54
54
54
54
54
100 mph
85 mph
350S162
16
54
54
54
54
43
43
43
43
43
54
54
54
24
68
68
68
68
68
68
68
68
68
68
68
68
550S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
68
54
54
54
54
54
54
54
54
110 mph
90 mph
350S162
16
54
54
54
54
43
43
43
43
43
54
54
54
24
68
68
68
68
68
68
68
68
68
68
68
68
550S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
68
54
54
54
54
54
54
54
54
—
100 mph
350S162
16
54
54
54
54
43
43
43
43
43
54
54
54
24
68
68
68
68
68
68
68
68
68
68
68
68
550S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
68
54
54
54
54
54
54
54
54
—
110 mph
350S162
16
54
54
54
54
43
43
43
43
54
54
54
54
24
68
68
68
68
68
68
68
68
68
68
68
97
550S162
16
43
43
43
43
43
43
43
43
43
43
43
43
24
54
54
54
68
54
54
54
54
54
54
54
54
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
Deflection criterion: L/240.
Design load assumptions: Top and middle floor dead load is 10 psf. Top floor live load is 30 psf. Middle floor live load is 40 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
The size and thickness of gable endwall studs with heights less than or equal to 10 feet (3048 mm) shall be permitted in accordance with the limits set forth in Tables R603.3.2.1(1) or R603.3.2.1(2). The size and thickness of gable endwall studs with heights greater than 10 feet (3048 mm) shall be determined in accordance with the limits set forth in Tables R603.3.2.1(3) or R603.3.2.1(4).
TABLE R603.3.2.1(1) ALL BUILDING WIDTHS GABLE ENDWALLS 8, 9 OR 10 FEET IN HEIGHTa,b,c 33 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (Mils)
Exp. B
Exp. C
8-foot studs
9-foot studs
10-foot studs
85 mph
—
350S162
16
33
33
33
24
33
33
33
550S162
16
33
33
33
24
33
33
33
90 mph
—
350S162
16
33
33
33
24
33
33
33
550S162
16
33
33
33
24
33
33
33
100 mph
85 mph
350S162
16
33
33
33
24
33
33
43
550S162
16
33
33
33
24
33
33
33
110 mph
90 mph
350S162
16
33
33
33
24
33
33
43
550S162
16
33
33
33
24
33
33
33
—
100 mph
350S162
16
33
33
43
24
43
43
54
550S162
16
33
33
33
24
33
33
33
—
110 mph
350S162
16
33
43
43
24
43
54
54
550S162
16
33
33
33
24
33
33
43
For SI: 1 inch = 25.4, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 6.895 MPa.
Deflection criterion L/240.
Design load assumptions: Ground snow load is 70 psf. Roof and ceiling dead load is 12 psf. Floor dead load is 10 psf. Floor live load is 40 psf. Attic dead load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2.1(2) ALL BUILDING WIDTHS GABLE ENDWALLS 8, 9 OR 10 FEET IN HEIGHTa,b,c 50 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (Mils)
Exp. B
Exp. C
8-foot studs
9-foot studs
10-foot studs
85 mph
—
350S162
16
33
33
33
24
33
33
33
550S162
16
33
33
33
24
33
33
33
90 mph
—
350S162
16
33
33
33
24
33
33
33
550S162
16
33
33
33
24
33
33
33
100 mph
85 mph
350S162
16
33
33
33
24
33
33
33
550S162
16
33
33
33
24
33
33
33
110 mph
90 mph
350S162
16
33
33
33
24
33
33
43
550S162
16
33
33
33
24
33
33
33
—
100 mph
350S162
16
33
33
33
24
33
33
43
550S162
16
33
33
33
24
33
33
33
—
110 mph
350S162
16
33
33
33
24
33
43
54
550S162
16
33
33
33
24
33
33
33
For SI: 1 inch = 25.4, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 6.895 MPa.
Deflection criterion L/240.
Design load assumptions: Ground snow load is 70 psf. Roof and ceiling dead load is 12 psf. Floor dead load is 10 psf. Floor live load is 40 psf. Attic dead load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2.1(3) ALL BUILDING WIDTHS GABLE ENDWALLS OVER 10 FEET IN HEIGHTa,b,c 33 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (Mils)
Exp. B
Exp. C
Stud Height, h (feet)
10 < h ≤ 12
12 < h ≤ 14
14 < h ≤ 16
16 < h ≤ 18
18 < h ≤ 20
20 < h ≤ 22
85 mph
—
350S162
16
33
43
54
97
—
—
24
43
54
97
—
—
—
550S162
16
33
33
33
43
43
54
24
33
33
43
54
68
97
90 mph
—
350S162
16
33
43
68
97
—
—
24
43
68
97
—
—
—
550S162
16
33
33
33
43
54
54
24
33
33
43
54
68
97
100 mph
85 mph
350S162
16
43
54
97
—
—
—
24
54
97
—
—
—
—
550S162
16
33
33
43
54
54
68
24
33
43
54
68
97
97
110 mph
90 mph
350S162
16
43
68
—
—
—
—
24
68
—
—
—
—
—
550S162
16
33
43
43
54
68
97
24
43
54
68
97
97
—
—
100 mph
350S162
16
54
97
—
—
—
—
24
97
—
—
—
—
—
550S162
16
33
43
54
68
97
—
24
43
68
97
97
—
—
—
110 mph
350S162
16
68
97
—
—
—
—
24
97
—
—
—
—
—
550S162
16
43
54
68
97
97
—
24
54
68
97
—
—
—
For SI: 1 inch = 25.4, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 6.895 MPa.
Deflection criterion L/240.
Design load assumptions: Ground snow load is 70 psf. Roof and ceiling dead load is 12 psf. Floor dead load is 10 psf. Floor live load is 40 psf. Attic dead load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2.1(4) ALL BUILDING WIDTHS GABLE ENDWALLS OVER 10 FEET IN HEIGHTa,b,c 50 ksi STEEL
WIND SPEED
MEMBER SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (Mils)
Exp. B
Exp. C
Stud Height, h (feet)
10 < h ≤ 12
12 < h ≤ 14
14 < h ≤ 16
16 < h ≤ 18
18 < h ≤ 20
20 < h ≤ 22
85 mph
—
350S162
16
33
43
54
97
—
—
24
33
54
97
—
—
—
550S162
16
33
33
33
33
43
54
24
33
33
33
43
54
97
90 mph
—
350S162
16
33
43
68
97
—
—
24
43
68
97
—
—
—
550S162
16
33
33
33
33
43
54
24
33
33
43
43
68
97
100 mph
85 mph
350S162
16
33
54
97
—
—
—
24
54
97
—
—
—
—
550S162
16
33
33
33
43
54
68
24
33
33
43
54
97
97
110 mph
90 mph
350S162
16
43
68
—
—
—
—
24
68
—
—
—
—
—
550S162
16
33
33
43
43
68
97
24
33
43
54
68
97
—
—
100 mph
350S162
16
54
97
—
—
—
—
24
97
—
—
—
—
—
550S162
16
33
33
43
54
97
—
24
43
54
54
97
—
—
—
110 mph
350S162
16
54
97
—
—
—
—
24
97
—
—
—
—
—
550S162
16
33
43
54
68
97
—
24
43
54
68
97
—
—
For SI: 1 inch = 25.4, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 6.895 MPa.
Deflection criterion L/240.
Design load assumptions: Ground snow load is 70 psf. Roof and ceiling dead load is 12 psf. Floor dead load is 10 psf. Floor live load is 40 psf. Attic dead load is 10 psf.
Building width is in the direction of horizontal framing members supported by the wall studs.
The flanges of cold-formed steel studs shall be laterally braced in accordance with one of the following:
Gypsum board on both sides, structural sheathing on both sides, or gypsum board on one side and structural sheathing on the other side of load-bearing walls with gypsum board installed with minimum No. 6 screws in accordance with Section R702 and structural sheathing installed in accordance with Section R603.9.1 and Table R603.3.2(1).
Horizontal steel straps fastened in accordance with Figure R603.3.3(1) on both sides at mid-height for 8-foot (2438 mm) walls, and at one-third points for 9-foot and 10-foot (2743 mm and 3048 mm) walls. Horizontal steel straps shall be at least 1.5 inches in width and 33 mils in thickness (38 mm by 0.84 mm). Straps shall be attached to the flanges of studs with one No. 8 screw. In-line blocking shall be installed between studs at the termination of all straps and at 12 foot (3658 mm) intervals along the strap. Straps shall be fastened to the blocking with two No. 8 screws.
Sheathing on one side and strapping on the other side fastened in accordance with Figure R603.3.3(2). Sheathing shall be installed in accordance with Item 1. Steel straps shall be installed in accordance with Item 2.
Headers shall be installed above all wall openings in exterior walls and interior load-bearing walls. Box beam headers and back-to-back headers each shall be formed from two equal sized C-shaped members in accordance with Figures R603.6(1) and R603.6(2), respectively, and Tables R603.6(1) through R603.6(24). L-shaped headers shall be permitted to be constructed in accordance with AISI S230. Alternately, headers shall be permitted to be designed and constructed in accordance with AISI S100, Section D4.
TABLE R603.6(1) BOX-BEAM HEADER SPANS Headers Supporting Roof and Ceiling Only (33 ksi steel)a, b
MEMBER DESIGNATION
GROUND SNOW LOAD (20 psf)
GROUND SNOW LOAD (30 psf)
Building widthc (feet)
Building widthc (feet)
24
28
32
36
40
24
28
32
36
40
2-350S162-33
3'-3"
2'-8"
2'-2"
—
—
2'-8"
2'-2"
—
—
—
2-350S162-43
4'-2"
3'-9"
3'-4"
2'-11"
2'-7"
3'-9"
3'-4"
2'-11"
2'-7"
2'-2"
2-350S162-54
5'-0"
4'-6"
4'-1"
3'-8"
3'-4"
4'-6"
4'-1"
3'-8"
3'-3"
3'-0"
2-350S162-68
5'-7"
5'-1"
4'-7"
4'-3"
3'-10"
5'-1"
4'-7"
4'-2"
3'-10"
3'-5"
2-350S162-97
7'-1"
6'-6"
6'-1"
5'-8"
5'-3"
6'-7"
6'-1"
5'-7"
5'-3"
4'-11"
2-550S162-33
4'-8"
4'-0"
3'-6"
3'-0"
2'-6"
4'-1"
3'-6"
3'-0"
2'-6"
—
2-550S162-43
6'-0"
5'-4"
4'-10"
4'-4"
3'-11"
5'-5"
4'-10"
4'-4"
3'-10"
3'-5"
2-550S162-54
7'-0"
6'-4"
5'-9"
5'-4"
4'-10"
6'-5"
5'-9"
5'-3"
4'-10"
4'-5"
2-550S162-68
8'-0"
7'-4"
6'-9"
6'-3"
5'-10"
7'-5"
6'-9"
6'-3"
5'-9"
5'-4"
2-550S162-97
9'-11"
9'-2"
8'-6"
8'-0"
7'-6"
9'-3"
8'-6"
8'-0"
7'-5"
7'-0"
2-800S162-33
4'-5"
3'-11"
3'-5"
3'-1"
2'-10"
3'-11"
3'-6"
3'-1"
2'-9"
2'-3"
2-800S162-43
7'-3"
6'-7"
5'-11"
5'-4"
4'-10"
6'-7"
5'-11"
5'-4"
4'-9"
4'-3"
2-800S162-54
8'-10"
8'-0"
7'-4"
6'-9"
6'-2"
8'-1"
7'-4"
6'-8"
6'-1"
5'-7"
2-800S162-68
10'-5"
9'-7"
8'-10"
8'-2"
7'-7"
9'-8"
8'-10"
8'-1"
7'-6"
7'-0"
2-800S162-97
13'-1"
12'-1"
11'-3"
10'-7"
10'-0"
12'-2"
11'-4"
10'-6"
10'-0"
9'-4"
2-1000S162-43
7'-10"
6'-10"
6'-1"
5'-6"
5'-0"
6'-11"
6'-1"
5'-5"
4'-11"
4'-6"
2-1000S162-54
10'-0"
9'-1"
8'-3"
7'-7"
7'-0"
9'-2"
8'-4"
7'-7"
6'-11"
6'-4"
2-1000S162-68
11'-11"
10'-11"
10'-1"
9'-4"
8'-8"
11'-0"
10'-1"
9'-3"
8'-7"
8'-0"
2-1000S162-97
15'-3"
14'-3"
13'-5"
12'-6"
11'-10"
14'-4"
13'-5"
12'-6"
11'-9"
11'-0"
2-1200S162-54
11'-1"
10'-0"
9'-2"
8'-5"
7'-9"
10'-1"
9'-2"
8'-4"
7'-7"
7'-0"
2-1200S162-68
13'-3"
12'-1"
11'-2"
10'-4"
9'-7"
12'-3"
11'-2"
10'-3"
9'-6"
8'-10"
2-1200S162-97
16'-8"
15'-7"
14'-8"
13'-11"
13'-3"
15'-8"
14'-8"
13'-11"
13'-2"
12'-6"
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
Deflection criterion: L/360 for live loads, L/240 for total loads.
Design load assumptions: Roof/Ceiling dead load is 12 psf. Attic dead load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(2) BOX-BEAM HEADER SPANS Headers Supporting Roof and Ceiling Only (50 ksi steel)a, b
MEMBER DESIGNATION
GROUND SNOW LOAD (20 psf)
GROUND SNOW LOAD (30 psf)
Building widthc (feet)
Building widthc (feet)
24
28
32
36
40
24
28
32
36
40
2-350S162-33
4'-4"
3'-11"
3'-6"
3'-2"
2'-10"
3'-11"
3'-6"
3'-1"
2'-9"
2'-5"
2-350S162-43
5'-6"
5'-0"
4'-7"
4'-2"
3'-10"
5'-0"
4'-7"
4'-2"
3'-10"
3'-6"
2-350S162-54
6'-2"
5'-10"
5'-8"
5'-3"
4'-10"
5'-11"
5'-8"
5'-2"
4'-10"
4'-6"
2-350S162-68
6'-7"
6'-3"
6'-0"
5'-10"
5'-8"
6'-4"
6'-1"
5'-10"
5'-8"
5'-6"
2-350S162-97
7'-3"
6'-11"
6'-8"
6'-5"
6'-3"
7'-0"
6'-8"
6'-5"
6'-3"
6'-0"
2-550S162-33
6'-2"
5'-6"
5'-0"
4'-7"
4'-2"
5'-7"
5'-0"
4'-6"
4'-1"
3'-8"
2-550S162-43
7'-9"
7'-2"
6'-7"
6'-1"
5'-8"
7'-3"
6'-7"
6'-1"
5'-7"
5'-2"
2-550S162-54
8'-9"
8'-5"
8'-1"
7'-9"
7'-3"
8'-6"
8'-1"
7'-8"
7'-2"
6'-8"
2-550S162-68
9'-5"
9'-0"
8'-8"
8'-4"
8'-1"
9'-1"
8'-8"
8'-4"
8'-1"
7'-10"
2-550S162-97
10'-5"
10'-0"
9'-7"
9'-3"
9'-0"
10'-0"
9'-7"
9'-3"
8'-11"
8'-8"
2-800S162-33
4'-5"
3'-11"
3'-5"
3'-1"
2'-10"
3'-11"
3'-6"
3'-1"
2'-9"
2'-6"
2-800S162-43
9'-1"
8'-5"
7'-8"
6'-11"
6'-3"
8'-6"
7'-8"
6'-10"
6'-2"
5'-8"
2-800S162-54
10'-10"
10'-2"
9'-7"
9'-0"
8'-5"
10'-2"
9'-7"
8'-11"
8'-4"
7'-9"
2-800S162-68
12'-8"
11'-10"
11'-2"
10'-7"
10'-1"
11'-11"
11'-2"
10'-7"
10'-0"
9'-6"
2-800S162-97
14'-2"
13'-6"
13'-0"
12'-7"
12'-2"
13'-8"
13'-1"
12'-7"
12'-2"
11'-9"
2-1000S162-43
7'-10"
6'-10"
6'-1"
5'-6"
5'-0"
6'-11"
6'-1"
5'-5"
4'-11"
4'-6"
2-1000S162-54
12'-3"
11'-5"
10'-9"
10'-2"
9'-6"
11'-6"
10'-9"
10'-1"
9'-5"
8'-9"
2-1000S162-68
14'-5"
13'-5"
12'-8"
12'-0"
11'-6"
13'-6"
12'-8"
12'-0"
11'-5"
10'-10"
2-1000S162-97
17'-1"
16'-4"
15'-8"
14'-11"
14'-3"
16'-5"
15'-9"
14'-10"
14'-1"
13'-6"
2-1200S162-54
12'-11"
11'-3"
10'-0"
9'-0"
8'-2"
11'-5"
10'-0"
9'-0"
8'-1"
7'-4"
2-1200S162-68
15'-11"
14'-10"
14'-0"
13'-4"
12'-8"
15'-0"
14'-0"
13'-3"
12'-7"
11'-11"
2-1200S162-97
19'-11"
18'-7"
17'-6"
16'-8"
15'-10"
18'-9"
17'-7"
16'-7"
15'-9"
15'-0"
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
Deflection criterion: L/360 for live loads, L/240 for total loads.
Design load assumptions: Roof/Ceiling dead load is 12 psf. Attic dead load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(3) BOX-BEAM HEADER SPANS Headers Supporting Roof and Ceiling Only (33 ksi steel)a, b
MEMBER DESIGNATION
GROUND SNOW LOAD (50 psf)
GROUND SNOW LOAD (70 psf)
Building widthc (feet)
Building widthc (feet)
24
28
32
36
40
24
28
32
36
40
2-350S162-33
—
—
—
—
—
—
—
—
—
—
2-350S162-43
2'-4"
—
—
—
—
—
—
—
—
—
2-350S162-54
3'-1"
2'-8"
2'-3"
—
—
2'-1"
—
—
—
—
2-350S162-68
3'-7"
3'-2"
2'-8"
2'-3"
—
2'-6"
—
—
—
—
2-350S162-97
5'-1"
4'-7"
4'-3"
3'-11"
3'-7"
4'-1"
3'-8"
3'-4"
3'-0"
2'-8"
2-550S162-33
2'-2"
—
—
—
—
—
—
—
—
—
2-550S162-43
3'-8"
3'-1"
2'-6"
—
—
2'-3"
—
—
—
—
2-550S162-54
4'-7"
4'-0"
3'-6"
3'-0"
2'-6"
3'-3"
2'-8"
2'-1"
—
—
2-550S162-68
5'-6"
4'-11"
4'-5"
3'-11"
3'-6"
4'-3"
3'-8"
3'-1"
2'-7"
2'-1"
2-550S162-97
7'-3"
6'-7"
6'-1"
5'-8"
5'-3"
5'-11"
5'-4"
4'-11"
4'-6"
4'-1"
2-800S162-33
2'-7"
—
—
—
—
—
—
—
—
—
2-800S162-43
4'-6"
3'-9"
3'-1"
2'-5"
—
2'-10"
—
—
—
—
2-800S162-54
5'-10"
5'-1"
4'-6"
3'-11"
3'-4"
4'-3"
3'-6"
2'-9"
—
—
2-800S162-68
7'-2"
6'-6"
5'-10"
5'-3"
4'-8"
5'-7"
4'-10"
4'-2"
3'-7"
2'-11"
2-800S162-97
9'-7"
8'-9"
8'-2"
7'-7"
7'-0"
7'-11"
7'-2"
6'-7"
6'-0"
5'-7"
2-1000S162-43
4'-8"
4'-1"
3'-6"
2'-9"
—
3'-3"
2'-2"
—
—
—
2-1000S162-54
6'-7"
5'-10"
5'-1"
4'-5"
3'-9"
4'-10"
4'-0"
3'-2"
2'-3"
—
2-1000S162-68
8'-3"
7'-5"
6'-8"
6'-0"
5'-5"
6'-5"
5'-7"
4'-9"
4'-1"
3'-5"
2-1000S162-97
11'-4"
10'-5"
9'-8"
9'-0"
8'-5"
9'-5"
8'-6"
7'-10"
7'-2"
6'-7"
2-1200S162-54
7'-3"
6'-5"
5'-7"
4'-10"
4'-2"
5'-4"
4'-4"
3'-5"
2'-5"
—
2-1200S162-68
9'-2"
8'-2"
7'-5"
6'-8"
6'-0"
7'-1"
6'-2"
5'-4"
4'-6"
3'-9"
2-1200S162-97
12'-10"
11'-9"
10'-11"
10'-2"
9'-6"
10'-7"
9'-8"
8'-10"
8'-2"
7'-6"
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
Deflection criterion: L/360 for live loads, L/240 for total loads.
Design load assumptions: Roof/Ceiling dead load is 12 psf. Attic dead load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(4) BOX-BEAM HEADER SPANS Headers Supporting Roof and Ceiling Only (50 ksi steel)a, b
MEMBER DESIGNATION
GROUND SNOW LOAD (50 psf)
GROUND SNOW LOAD (70 psf)
Building widthc (feet)
Building widthc (feet)
24
28
32
36
40
24
28
32
36
40
2-350S162-33
2'-7"
2'-2"
—
—
—
—
—
—
—
—
2-350S162-43
3'-8"
3'-3"
2'-10"
2'-6"
2'-1"
2'-8"
2'-3"
—
—
—
2-350S162-54
4'-8"
4'-2"
3'-9"
3'-5"
3'-1"
3'-7"
3'-2"
2'-9"
2'-5"
2'-0"
2-350S162-68
5'-7"
5'-2"
4'-9"
4'-4"
3'-11"
4'-7"
4'-1"
3'-7"
3'-2"
2'-10"
2-350S162-97
6'-2"
5'-11"
5'-8"
5'-6"
5'-4"
5'-8"
5'-5"
5'-3"
4'-11"
4'-7"
2-550S162-33
3'-11"
3'-4"
2'-10"
2'-4"
—
2'-7"
—
—
—
—
2-550S162-43
5'-4"
4'-10"
4'-4"
3'-10"
3'-5"
4'-2"
3'-7"
3'-1"
2'-7"
2'-1"
2-550S162-54
6'-11"
6'-3"
5'-9"
5'-3"
4'-9"
5'-6"
4'-11"
4'-5"
3'-11"
3'-5"
2-550S162-68
8'-0"
7'-6"
6'-11"
6'-5"
5'-11"
6'-9"
6'-1"
5'-6"
5'-0"
4'-7"
2-550S162-97
8'-11"
8'-6"
8'-2"
7'-11"
7'-8"
8'-1"
7'-9"
7'-6"
7'-1"
6'-7"
2-800S162-33
2'-8"
2'-4"
2'-1"
1'-11"
1'-9"
2'-0"
1'-9"
—
—
—
2-800S162-43
5'-10"
5'-2"
4'-7"
4'-2"
3'-10"
4'-5"
3'-11"
3'-6"
3'-0"
2'-6"
2-800S162-54
8'-0"
7'-3"
6'-8"
6'-1"
5'-7"
6'-5"
5'-9"
5'-1"
4'-7"
4'-0"
2-800S162-68
9'-9"
9'-0"
8'-3"
7'-8"
7'-1"
8'-0"
7'-3"
6'-7"
6'-0"
5'-6"
2-800S162-97
12'-1"
11'-7"
11'-2"
10'-8"
10'-2"
11'-0"
10'-4"
9'-9"
9'-2"
8'-7"
2-1000S162-43
4'-8"
4'-1"
3'-8"
3'-4"
3'-0"
3'-6"
3'-1"
2'-9"
2'-6"
2'-3"
2-1000S162-54
9'-1"
8'-2"
7'-3"
6'-7"
6'-0"
7'-0"
6'-2"
5'-6"
5'-0"
4'-6"
2-1000S162-68
11'-1"
10'-2"
9'-5"
8'-8"
8'-1"
9'-1"
8'-3"
7'-6"
6'-10"
6'-3"
2-1000S162-97
13'-9"
12'-11"
12'-2"
11'-7"
11'-1"
11'-11"
11'-3"
10'-7"
9'-11"
9'-4"
2-1200S162-54
7'-8"
6'-9"
6'-1"
5'-6"
5'-0"
5'-10"
5'-1"
4'-7"
4'-1"
3'-9"
2-1200S162-68
12'-3"
11'-3"
10'-4"
9'-7"
8'-11"
10'-1"
9'-1"
8'-3"
7'-6"
6'-10"
2-1200S162-97
15'-4"
14'-5"
13'-7"
12'-11"
12'-4"
13'-4"
12'-6"
11'-10"
11'-1"
10'-5"
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
Deflection criterion: L/360 for live loads, L/240 for total loads.
Design load assumptions: Roof/Ceiling dead load is 12 psf. Attic dead load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(5) BOX-BEAM HEADER SPANS Headers Supporting One Floor, Roof and Ceiling (33 ksi steel)a, b
MEMBER DESIGNATION
GROUND SNOW LOAD (20 psf)
GROUND SNOW LOAD (30 psf)
Building widthc (feet)
Building widthc (feet)
24
28
32
36
40
24
28
32
36
40
2-350S162-33
—
—
—
—
—
—
—
—
—
—
2-350S162-43
2'-2"
—
—
—
—
2'-1"
—
—
—
—
2-350S162-54
2'-11"
2'-5"
—
—
—
2'-10"
2'-4"
—
—
—
2-350S162-68
3'-8"
3'-2"
2'-9"
2'-4"
—
3'-7"
3'-1"
2'-8"
2'-3"
—
2-350S162-97
4'-11"
4'-5"
4'-2"
3'-8"
3'-5"
4'-10"
4'-5"
4'-0"
3'-8"
3'-4"
2-550S162-33
—
—
—
—
—
—
—
—
—
—
2-550S162-43
3'-5"
2'-9"
2'-1"
—
—
3'-3"
2'-7"
—
—
—
2-550S162-54
4'-4"
3'-9"
3'-2"
2'-7"
2'-1"
4'-3"
3'-7"
3'-1"
2'-6"
—
2-550S162-68
5'-3"
4'-8"
4'-1"
3'-7"
3'-2"
5'-2"
4'-7"
4'-0"
3'-6"
3'-1"
2-550S162-97
7'-0"
6'-5"
5'-10"
5'-5"
5'-0"
6'-11"
6'-4"
5'-9"
5'-4"
4'-11"
2-800S162-33
2'-1"
—
—
—
—
—
—
—
—
—
2-800S162-43
4'-2"
3'-4"
2'-7"
—
—
4'-0"
3'-3"
2'-5"
—
—
2-800S162-54
5'-6"
4'-9"
4'-1"
3'-5"
2'-9"
5'-5"
4'-8"
3'-11"
3'-3"
2'-8"
2-800S162-68
6'-11"
6'-2"
5'-5"
4'-10"
4'-3"
6'-9"
6'-0"
5'-4"
4'-8"
4'-1"
2-800S162-97
9'-4"
8'-6"
7'-10"
7'-3"
6'-8"
9'-2"
8'-4"
7'-8"
7'-1"
6'-7"
2-1000S162-43
4'-4"
3'-9"
2'-11"
—
—
4'-3"
3'-8"
2'-9"
—
—
2-1000S162-54
6'-3"
5'-5"
4'-7"
3'-11"
3'-2"
6'-1"
5'-3"
4'-6"
3'-9"
3'-0"
2-1000S162-68
7'-11"
7'-0"
6'-3"
5'-6"
4'-10"
7'-9"
6'-10"
6'-1"
5'-4"
4'-9"
2-1000S162-97
11'-0"
10'-1"
9'-3"
8'-7"
8'-0"
10'-11"
9'-11"
9'-2"
8'-5"
7'-10"
2-1200S162-54
6'-11"
5'-11"
5'-1"
4'-3"
3'-5"
6'-9"
5'-9"
4'-11"
4'-1"
3'-3"
2-1200S162-68
8'-9"
7'-9"
6'-11"
6'-1"
5'-4"
8'-7"
7'-7"
6'-9"
5'-11"
5'-3"
2-1200S162-97
12'-4"
11'-5"
10'-6"
9'-8"
9'-0"
12'-3"
11'-3"
10'-4"
9'-6"
8'-10"
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
Deflection criterion: L/360 for live loads, L/240 for total loads.
Design load assumptions: Second floor dead load is 10 psf. Roof/Ceiling dead load is 12 psf. Second floor live load is 30 psf. Attic dead load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(6) BOX-BEAM HEADER SPANS Headers Supporting One Floor, Roof and Ceiling (50 ksi steel)a, b
MEMBER DESIGNATION
GROUND SNOW LOAD (20 psf)
GROUND SNOW LOAD (30 psf)
Building widthc (feet)
Building widthc (feet)
24
28
32
36
40
24
28
32
36
40
2-350S162-33
2'-4"
—
—
—
—
2'-3"
—
—
—
—
2-350S162-43
3'-4"
2'-11"
2'-6"
2'-1"
—
3'-3"
2'-10"
2'-5"
2'-0"
—
2-350S162-54
4'-4"
3'-10"
3'-5"
3'-1"
2'-9"
4'-3"
2'-9"
3'-4"
3'-0"
2'-8"
2-350S162-68
5'-0"
4'-9"
4'-7"
4'-2"
3'-9"
4'-11"
4'-8"
4'-6"
4'-1"
3'-9"
2-350S162-97
5'-6"
5'-3"
5'-1"
4'-11"
2'-9"
5'-5"
5'-2"
5'-0"
4'-10"
4'-8"
2-550S162-33
3'-6"
2'-11"
2'-4"
—
—
3'-5"
2'-10"
2'-3"
—
—
2-550S162-43
5'-0"
4'-5"
3'-11"
3'-5"
3'-0"
4'-11"
4'-4"
3'-10"
3'-4"
2'-11"
2-550S162-54
6'-6"
5'-10"
5'-3"
4'-9"
4'-4"
6'-4"
5'-9"
5'-2"
4'-8"
4'-3"
2-550S162-68
7'-2"
6'-10"
6'-5"
5'-11"
5'-6"
7'-0"
6'-9"
6'-4"
5'-10"
5'-4"
2-550S162-97
7'-11"
7'-7"
7'-3"
7'-0"
6'-10"
7'-9"
7'-5"
7'-2"
6'-11"
6'-9"
2-800S162-33
2'-5"
2'-2"
1'-11"
1'-9"
—
2'-5"
2'-1"
1'-10"
1'-8"
—
2-800S162-43
5'-5"
4'-9"
4'-3"
3'-9"
3'-5"
5'-3"
4'-8"
4'-1"
3'-9"
3'-5"
2-800S162-54
7'-6"
6'-9"
6'-2"
5'-7"
5'-0"
7'-5"
6'-8"
6'-0"
5'-5"
4'-11"
2-800S162-68
9'-3"
8'-5"
7'-8"
7'-1"
6'-6"
9'-1"
8'-3"
7'-7"
7'-0"
6'-5"
2-800S162-97
10'-9"
10'-3"
9'-11"
9'-7"
9'-3"
10'-7"
10'-1"
9'-9"
9'-5"
9'-1"
2-1000S162-43
4'-4"
3'-9"
3'-4"
3'-0"
2'-9"
4'-3"
3'-8"
3'-3"
2'-11"
2'-8"
2-1000S162-54
8'-6"
7'-6"
6'-8"
6'-0"
5'-5"
8'-4"
7'-4"
6'-6"
5'-10"
5'-4"
2-1000S162-68
10'-6"
9'-7"
8'-9"
8'-0"
7'-5"
10'-4"
9'-5"
8'-7"
7'-11"
7'-3"
2-1000S162-97
12'-11"
12'-4"
11'-8"
11'-1"
10'-6"
12'-9"
12'-2"
11'-6"
10'-11"
10'-5"
2-1200S162-54
7'-1"
6'-2"
5'-6"
5'-0"
4'-6"
6'-11"
6'-1"
5'-5"
4'-10"
4'-5"
2-1200S162-68
11'-7"
10'-7"
9'-8"
8'-11"
8'-2"
11'-5"
10'-5"
9'-6"
8'-9"
8'-0"
2-1200S162-97
14'-9"
13'-9"
13'-0"
12'-4"
11'-9"
14'-7"
13'-8"
12'-10"
12'-3"
11'-8"
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
Deflection criterion: L/360 for live loads, L/240 for total loads.
Design load assumptions: Second floor dead load is 10 psf. Roof/ceiling dead load is 12 psf. Second floor live load is 30 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(7) BOX-BEAM HEADER SPANS Headers Supporting One Floor, Roof and Ceiling (33 ksi steel)a, b
MEMBER DESIGNATION
GROUND SNOW LOAD (50 psf)
GROUND SNOW LOAD (70 psf)
Building widthc (feet)
Building widthc (feet)
24
28
32
36
40
24
28
32
36
40
2-350S162-33
—
—
—
—
—
—
—
—
—
—
2-350S162-43
—
—
—
—
—
—
—
—
—
—
2-350S162-54
—
—
—
—
—
—
—
—
—
—
2-350S162-68
2'-8"
2'-3"
—
—
—
—
—
—
—
—
2-350S162-97
4'-0"
3'-7"
3'-3"
2'-11"
2'-7"
3'-4"
2'-11"
2'-6"
2'-2"
—
2-550S162-33
—
—
—
—
—
—
—
—
—
—
2-550S162-43
2'-0"
—
—
—
—
—
—
—
—
—
2-550S162-54
3'-1"
2'-6"
—
—
—
—
—
—
—
—
2-550S162-68
4'-1"
3'-6"
2'-11"
2'-5"
—
3'-1"
2'-5"
—
—
—
2-550S162-97
5'-10"
5'-3"
4'-10"
4'-5"
4'-0"
4'-11"
4'-5"
3'-11"
3'-6"
3'-2"
2-800S162-33
—
—
—
—
—
—
—
—
—
—
2-800S162-43
2'-6"
—
—
—
—
—
—
—
—
—
2-800S162-54
4'-0"
3'-3"
2'-6"
—
—
2'-8"
—
—
—
—
2-800S162-68
5'-5"
4'-8"
4'-0"
3'-4"
2'-8"
4'-2"
3'-4"
2'-6"
—
—
2-800S162-97
7'-9"
7'-1"
6'-6"
5'-11"
5'-5"
6'-7"
5'-11"
5'-4"
4'-10"
4'-4"
2-1000S162-43
2'-10"
—
—
—
—
—
—
—
—
—
2-1000S162-54
4'-7"
3'-8"
2'-9"
—
—
3'-0"
—
—
—
—
2-1000S162-68
6'-2"
5'-4"
4'-7"
3'-10"
3'-1"
4'-9"
3'-10"
2'-11"
—
—
2-1000S162-97
9'-3"
8'-5"
7'-8"
7'-1"
6'-6"
7'-10"
7'-1"
6'-5"
5'-9"
5'-2"
2-1200S162-54
5'-0"
4'-0"
3'-1"
—
—
3'-4"
—
—
—
—
2-1200S162-68
6'-10"
5'-11"
5'-0"
4'-3"
3'-5"
5'-3"
4'-3"
3'-2"
—
—
2-1200S162-97
10'-5"
9'-6"
8'-8"
8'-0"
7'-4"
8'-10"
8'-0"
7'-3"
6'-6"
5'-10"
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
Deflection criterion: L/360 for live loads, L/240 for total loads.
Design load assumptions: Second floor dead load is 10 psf. Roof/ceiling dead load is 12 psf. Second floor live load is 30 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(8) BOX-BEAM HEADER SPANS Headers Supporting One Floor, Roof and Ceiling (50 ksi steel)a, b
MEMBER DESIGNATION
GROUND SNOW LOAD (50 psf)
GROUND SNOW LOAD (70 psf)
Building widthc (feet)
Building widthc (feet)
24
28
32
36
40
24
28
32
36
40
2-350S162-33
—
—
—
—
—
—
—
—
—
—
2-350S162-43
2'-8"
—
—
—
—
—
—
—
—
—
2-350S162-54
3'-5"
3'-0"
2'-7"
2'-2"
—
2'-8"
2'-2"
—
—
—
2-350S162-68
4'-6"
4'-1"
3'-8"
3'-3"
2'-11"
3'-9"
3'-3"
2'-10"
2'-5"
2'-1"
2-350S162-97
5'-1"
4'-10"
4'-8"
4'-6"
4'-5"
4'-10"
4'-7"
4'-4"
4'-0"
3'-8"
2-550S162-33
2'-4"
—
—
—
—
—
—
—
—
—
2-550S162-43
3'-10"
3'-4"
2'-9"
2'-3"
—
2'-11"
2'-3"
—
—
—
2-550S162-54
5'-3"
3'-8"
4'-1"
3'-8"
3'-2"
4'-3"
3'-8"
3'-1"
2'-7"
2'-0"
2-550S162-68
6'-5"
5'-10"
5'-3"
4'-9"
4'-4"
5'-5"
4'-9"
4'-3"
3'-9"
3'-4"
2-550S162-97
7'-4"
7'-0"
6'-9"
6'-6"
6'-4"
6'-11"
6'-8"
6'-3"
5'-10"
5'-5"
2-800S162-33
1'-11"
1'-8"
—
—
—
—
—
—
—
—
2-800S162-43
4'-2"
3'-8"
3'-4"
2'-9"
2'-2"
3'-5"
2'-9"
—
—
—
2-800S162-54
6'-1"
5'-5"
4'-10"
4'-3"
3'-9"
4'-11"
4'-3"
3'-8"
3'-0"
2'-5"
2-800S162-68
7'-8"
6'-11"
6'-3"
5'-9"
5'-2"
6'-5"
5'-9"
5'-1"
4'-6"
4'-0"
2-800S162-97
9'-11"
9'-6"
9'-2"
8'-10"
8'-3"
9'-5"
8'-10"
8'-2"
7'-7"
7'-0"
2-1000S162-43
3'-4"
2'-11"
2'-7"
2'-5"
2'-2"
2'-8"
2'-5"
2'-2"
—
—
2-1000S162-54
6'-7"
5'-10"
5'-3"
4'-9"
4'-3"
5'-4"
4'-9"
4'-1"
3'-5"
2'-9"
2-1000S162-68
8'-8"
7'-10"
7'-2"
6'-6"
5'-11"
7'-4"
6'-6"
5'-9"
5'-1"
4'-6"
2-1000S162-97
11'-7"
10'-11"
10'-3"
9'-7"
9'-0"
10'-5"
9'-7"
8'-10"
8'-2"
7'-8"
2-1200S162-54
5'-6"
4'-10"
4'-4"
3'-11"
3'-7"
4'-5"
3'-11"
3'-6"
3'-2"
2'-11"
2-1200S162-68
9'-7"
8'-8"
7'-11"
7'-2"
6'-6"
8'-1"
7'-2"
6'-4"
5'-8"
5'-0"
2-1200S162-97
12'-11"
12'-2"
11'-6"
10'-8"
10'-0"
11'-8"
10'-9"
9'-11"
9'-2"
8'-6"
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
Deflection criterion: L/360 for live loads, L/240 for total loads.
Design load assumptions: Second floor dead load is 10 psf. Roof/ceiling dead load is 12 psf. Second floor live load is 30 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(9) BOX-BEAM HEADER SPANS Headers Supporting Two Floors, Roof and Ceiling (33 ksi steel)a
MEMBER DESIGNATION
GROUND SNOW LOAD (20 psf)
GROUND SNOW LOAD (30 psf)
Building widthc (feet)
Building widthc (feet)
24
28
32
36
40
24
28
32
36
40
2-350S162-33
—
—
—
—
—
—
—
—
—
—
2-350S162-43
—
—
—
—
—
—
—
—
—
—
2-350S162-54
—
—
—
—
—
—
—
—
—
—
2-350S162-68
—
—
—
—
—
—
—
—
—
—
2-350S162-97
3'-1"
2'-8"
2'-3"
—
—
3'-1"
2'-7"
2'-2"
—
—
2-550S162-33
—
—
—
—
—
—
—
—
—
—
2-550S162-43
—
—
—
—
—
—
—
—
—
—
2-550S162-54
—
—
—
—
—
—
—
—
—
—
2-550S162-68
2'-9"
—
—
—
—
2'-8"
—
—
—
—
2-550S162-97
4'-8"
4'-1"
3'-7"
3'-2"
2'-9"
4'-7"
4'-0"
3'-6"
3'-1"
2'-8"
2-800S162-33
—
—
—
—
—
—
—
—
—
—
2-800S162-43
—
—
—
—
—
—
—
—
—
—
2-800S162-54
2'-1"
—
—
—
—
—
—
—
—
—
2-800S162-68
3'-8"
2'-9"
—
—
—
3'-7"
2'-8"
—
—
—
2-800S162-97
6'-3"
5'-6"
4'-11"
4'-4"
3'-9"
6'-2"
5'-5"
4'-10"
4'-3"
3'-9"
2-1000S162-43
—
—
—
—
—
—
—
—
—
—
2-1000S162-54
2'-5"
—
—
—
—
2'-3"
—
—
—
—
2-1000S162-68
4'-3"
3'-2"
2'-0"
—
—
4'-2"
3'-1"
—
—
—
2-1000S162-97
7'-5"
6'-7"
5'-10"
5'-2"
4'-7"
7'-4"
6'-6"
5'-9"
5'-1"
4'-6"
2-1200S162-54
2'-7"
—
—
—
—
2'-6"
—
—
—
—
2-1200S162-68
4'-8"
3'-6"
2'-2"
—
—
4'-7"
3'-5"
2'-0"
—
—
2-1200S162-97
8'-5"
7'-5"
6'-7"
5'-10"
5'-2"
8'-3"
7'-4"
6'-6"
5'-9"
5'-1"
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
Deflection criterion: L/360 for live loads, L/240 for total loads.
Design load assumptions: Second floor dead load is 10 psf. Roof/ceiling dead load is 12 psf. Second floor live load is 40 psf. Third floor live load is 30 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(10) BOX-BEAM HEADER SPANS Headers Supporting Two Floors, Roof and Ceiling (50 ksi steel)a, b
MEMBER DESIGNATION
GROUND SNOW LOAD (20 psf)
GROUND SNOW LOAD (30 psf)
Building widthc (feet)
Building widthc (feet)
24
28
32
36
40
24
28
32
36
40
2-350S162-33
—
—
—
—
—
—
—
—
—
—
2-350S162-43
—
—
—
—
—
—
—
—
—
—
2-350S162-54
2'-5"
—
—
—
—
2'-4"
—
—
—
—
2-350S162-68
3'-6"
3'-0"
2'-6"
2'-1"
—
3'-5"
2'-11"
2'-6"
2'-0"
—
2-350S162-97
4'-9"
4'-6"
4'-1"
3'-8"
3'-4"
4'-8"
4'-5"
4'-0"
3'-8"
3'-4"
2-550S162-33
—
—
—
—
—
—
—
—
—
—
2-550S162-43
2'-7"
—
—
—
—
2'-6"
—
—
—
—
2-550S162-54
3'-11"
3'-3"
2'-8"
2'-0"
—
3'-10"
3'-3"
2'-7"
—
—
2-550S162-68
5'-1"
4'-5"
3'-10"
3'-3"
2'-9"
5'-0"
4'-4"
3'-9"
3'-3"
2'-9"
2-550S162-97
6'-10"
6'-5"
5'-10"
5'-5"
4'-11"
6'-9"
6'-4"
5'-10"
5'-4"
4'-11"
2-800S162-33
—
—
—
—
—
—
—
—
—
—
2-800S162-43
3'-1"
2'-3"
—
—
—
3'-0"
2'-2"
—
—
—
2-800S162-54
4'-7"
3'-10"
3'-1"
2'-5"
—
4'-6"
3'-9"
3'-0"
2'-4"
—
2-800S162-68
6'-0"
5'-3"
4'-7"
3'-11"
3'-4"
6'-0"
5'-2"
4'-6"
3'-11"
3'-3"
2-800S162-97
9'-2"
8'-4"
7'-8"
7'-0"
6'-6"
9'-1"
8'-3"
7'-7"
7'-0"
6'-5"
2-1000S162-43
2'-6"
2'-2"
—
—
—
2'-6"
2'-2"
—
—
—
2-1000S162-54
5'-0"
4'-4"
3'-6"
2'-9"
—
4'-11"
4'-3"
3'-5"
2'-7"
—
2-1000S162-68
6'-10"
6'-0"
5'-3"
4'-6"
3'-10"
6'-9"
5'-11"
5'-2"
4'-5"
3'-9"
2-1000S162-97
10'-0"
9'-1"
8'-3"
7'-8"
7'-0"
9'-10"
9'-0"
8'-3"
7'-7"
7'-0"
2-1200S162-54
4'-2"
3'-7"
3'-3"
2'-11"
—
4'-1"
3'-7"
3'-2"
2'-10"
—
2-1200S162-68
7'-7"
6'-7"
5'-9"
5'-0"
4'-2"
7'-6"
6'-6"
5'-8"
4'-10"
4'-1"
2-1200S162-97
11'-2"
10'-1"
9'-3"
8'-6"
7'-10"
11'-0"
10'-0"
9'-2"
9'-2"
7'-9"
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
Deflection criterion: L/360 for live loads, L/240 for total loads.
Design load assumptions: Second floor dead load is 10 psf. Roof/ceiling dead load is 12 psf. Second floor live load is 40 psf. Third floor live load is 30 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(11) BOX-BEAM HEADER SPANS Headers Supporting Two Floors, Roof and Ceiling (33 ksi steel)a, b
MEMBER DESIGNATION
GROUND SNOW LOAD (50 psf)
GROUND SNOW LOAD (70 psf)
Building widthc (feet)
Building widthc (feet)
24
28
32
36
40
24
28
32
36
40
2-350S162-33
—
—
—
—
—
—
—
—
—
—
2-350S162-43
—
—
—
—
—
—
—
—
—
—
2-350S162-54
—
—
—
—
—
—
—
—
—
—
2-350S162-68
—
—
—
—
—
—
—
—
—
—
2-350S162-97
2'-11"
2'-5"
2'-0"
—
—
2'-7"
2'-2"
—
—
—
2-550S162-33
—
—
—
—
—
—
—
—
—
—
2-550S162-43
—
—
—
—
—
—
—
—
—
—
2-550S162-54
—
—
—
—
—
—
—
—
—
—
2-550S162-68
2'-5"
—
—
—
—
—
—
—
—
—
2-550S162-97
4'-4"
3'-10"
3'-4"
2'-10"
2'-5"
4'-0"
3'-6"
3'-1"
2'-7"
2'-2"
2-800S162-33
—
—
—
—
—
—
—
—
—
—
2-800S162-43
—
—
—
—
—
—
—
—
—
—
2-800S162-54
—
—
—
—
—
—
—
—
—
—
2-800S162-68
3'-3"
2'-3"
—
—
—
2'-8"
—
—
—
—
2-800S162-97
5'-11"
5'-2"
4'-6"
4'-0"
3'-5"
5'-6"
4'-10"
4'-3"
3'-8"
3'-2"
2-1000S162-43
—
—
—
—
—
—
—
—
—
—
2-1000S162-54
—
—
—
—
—
—
—
—
—
—
2-1000S162-68
3'-9"
2'-7"
—
—
—
3'-1"
—
—
—
—
2-1000S162-97
7'-0"
6'-2"
5'-5"
4'-9"
4'-2"
6'-6"
5'-9"
5'-1"
4'-5"
3'-10"
2-1200S162-54
—
—
—
—
—
—
—
—
—
—
2-1200S162-68
4'-2"
2'-10"
—
—
—
3'-5"
2'-0"
—
—
—
2-1200S162-97
7'-11"
7'-0"
6'-2"
5'-5"
4'-8"
7'-4"
6'-6"
5'-9"
5'-0"
4'-4"
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
Deflection criterion: L/360 for live loads, L/240 for total loads.
Design load assumptions: Second floor dead load is 10 psf. Roof/ceiling dead load is 12 psf. Second floor live load is 40 psf. Third floor live load is 30 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(12) BOX-BEAM HEADER SPANSa,b,c Headers Supporting Two Floors, Roof and Ceiling (50 ksi steel)a,b
MEMBER DESIGNATION
GROUND SNOW LOAD (50 psf)
GROUND SNOW LOAD (70 psf)
Building widthc (feet)
Building widthc (feet)
24
28
32
36
40
24
28
32
36
40
2-350S162-33
—
—
—
—
—
—
—
—
—
—
2-350S162-43
—
—
—
—
—
—
—
—
—
—
2-350S162-54
2'-2"
—
—
—
—
—
—
—
—
—
2-350S162-68
3'-3"
2'-9"
2'-3"
—
—
2'-11"
2'-5"
—
—
—
2-350S162-97
4'-6"
4'-3"
3'-10"
3'-6"
3'-2"
4'-3"
4'-0"
3'-7"
3'-3"
3'-0"
2-550S162-33
—
—
—
—
—
—
—
—
—
—
2-550S162-43
2'-3"
—
—
—
—
—
—
—
—
—
2-550S162-54
3'-7"
2'-11"
2'-3"
—
—
3'-3"
2'-7"
—
—
—
2-550S162-68
4'-9"
2'-1"
3'-6"
3'-0"
2'-5"
4'-4"
3'-9"
3'-2"
2'-8"
2'-1"
2-550S162-97
6'-5"
6'-1"
5'-7"
5'-1"
4'-8"
6'-3"
5'-10"
5'-4"
4'-10"
4'-5"
2-800S162-33
—
—
—
—
—
—
—
—
—
—
2-800S162-43
2'-8"
—
—
—
—
2'-2"
—
—
—
—
2-800S162-54
4'-3"
3'-5"
2'-8"
—
—
3'-9"
3'-0"
2'-3"
—
—
2-800S162-68
5'-8"
4'-11"
4'-2"
3'-7"
2'-11"
5'-3"
4'-6"
3'-10"
3'-3"
2'-7"
2-800S162-97
8'-9"
8'-0"
7'-3"
6'-8"
6'-2"
8'-4"
7'-7"
6'-11"
6'-4"
5'-10"
2-1000S162-43
2'-4"
2'-0"
—
—
—
2'-2"
—
—
—
—
2-1000S162-54
4'-8"
3'-11"
3'-1"
2'-2"
—
4'-3"
3'-5"
2'-7"
—
—
2-1000S162-68
6'-5"
5'-7"
4'-9"
4'-1"
3'-4"
5'-11"
5'-1"
4'-5"
3'-8"
2'-11"
2-1000S162-97
9'-6"
8'-8"
7'-11"
7'-3"
6'-8"
9'-0"
8'-3"
7'-6"
6'-11"
6'-4"
2-1200S162-54
3'-11"
3'-5"
3'-0"
2'-4"
—
3'-7"
3'-2"
2'-10"
—
—
2-1200S162-68
7'-1"
6'-2"
5'-3"
4'-6"
3'-8"
6'-6"
5'-8"
4'-10"
4'-0"
3'-3"
2-1200S162-97
10'-8"
9'-8"
8'-10"
8'-1"
7'-5"
10'-1"
9'-2"
8'-5"
7'-9"
7'-1"
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
Deflection criterion: L/360 for live loads, L/240 for total loads.
Design load assumptions: Second floor dead load is 10 psf. Roof/ceiling dead load is 12 psf. Second floor live load is 40 psf. Third floor live load is 30 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(13) BACK-TO-BACK HEADER SPANS Headers Supporting Roof and Ceiling Only (33 ksi steel)a,b
MEMBER DESIGNATION
GROUND SNOW LOAD (20 psf)
GROUND SNOW LOAD (30 psf)
Building widthc (feet)
Building widthc (feet)
24
28
32
36
40
24
28
32
36
40
2-350S162-33
2'-11"
2'-4"
—
—
—
2'-5"
—
—
—
—
2-350S162-43
4'-8"
3'-10"
3'-5"
3'-1"
2'-9"
3'-11"
3'-5"
3'-0"
2'-8"
2'-4"
2-350S162-54
5'-3"
4'-9"
4'-4"
4'-1"
3'-8"
4'-10"
4'-4"
4'-0"
3'-8"
3'-4"
2-350S162-68
6'-1"
5'-7"
5'-2"
4'-10"
4'-6"
5'-8"
5'-3"
4'-10"
4'-6"
4'-2"
2-350S162-97
7'-3"
6'-10"
6'-5"
6'-0"
5'-8"
6'-11"
6'-5"
6'-0"
5'-8"
5'-4"
2-550S162-33
4'-5"
3'-9"
3'-1"
2'-6"
—
3'-9"
3'-2"
2'-6"
—
—
2-550S162-43
6'-2"
5'-7"
5'-0"
4'-7"
4'-2"
5'-7"
5'-0"
4'-6"
4'-1"
3'-8"
2-550S162-54
7'-5"
6'-9"
6'-3"
5'-9"
5'-4"
6'-10"
6'-3"
5'-9"
5'-4"
4'-11"
2-550S162-68
6'-7"
7'-11"
7'-4"
6'-10"
6'-5"
8'-0"
7'-4"
6'-10"
6'-5"
6'-0"
2-550S162-97
10'-5"
9'-8"
9'-0"
8'-6"
8'-0"
9'-9"
9'-0"
8'-6"
8'-0"
7'-7"
2-800S162-33
4'-5"
3'-11"
3'-5"
3'-1"
2'-4"
3'-11"
3'-6"
3'-0"
2'-3"
—
2-800S162-43
7'-7"
6'-10"
6'-2"
5'-8"
5'-2"
6'-11"
6'-2"
5'-7"
5'-1"
4'-7"
2-800S162-54
9'-3"
8'-7"
7'-11"
7'-4"
6'-10"
8'-8"
7'-11"
7'-4"
6'-9"
6'-3"
2-800S162-68
10'-7"
9'-10"
9'-4"
8'-10"
8'-5"
9'-11"
9'-4"
8'-10"
8'-4"
7'-11"
2-800S162-97
13'-9"
12'-9"
12'-0"
11'-3"
10'-8"
12'-10"
12'-0"
11'-3"
10'-7"
10'-0"
2-1000S162-43
7'-10"
6'-10"
6'-1"
5'-6"
5'-0"
6'-11"
6'-1"
5'-5"
4'-11"
4'-6"
2-1000S162-54
10'-5"
9'-9"
9'-0"
8'-4"
7'-9"
9'-10"
9'-0"
8'-4"
7'-9"
7'-2"
2-1000S162-68
12'-1"
11'-3"
10'-8"
10'-1"
9'-7"
11'-4"
10'-8"
10'-1"
9'-7"
9'-1"
2-1000S162-97
15'-3"
14'-3"
13'-5"
12'-9"
12'-2"
14'-4"
13'-5"
12'-8"
12'-1"
11'-6"
2-1200S162-54
11'-6"
10'-9"
10'-0"
9'-0"
8'-2"
10'-10"
10'-0"
9'-0"
8'-1"
7'-4"
2-1200S162-68
13'-4"
12'-6"
11'-9"
11'-2"
10'-8"
12'-7"
11'-10"
11'-2"
10'-7"
10'-1"
2-1200S162-97
16'-8"
15'-7"
14'-8"
13'-11"
13'-3"
15'-8"
14'-8"
13'-11"
13'-2"
12'-7"
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
Deflection criterion: L/360 for live loads, L/240 for total loads.
Design load assumptions: Second floor dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by header.
TABLE R603.6(14) BACK-TO-BACK HEADER SPANS Headers Supporting Roof and Ceiling Only (50 ksi steel)a,b
MEMBER DESIGNATION
GROUND SNOW LOAD (20 psf)
GROUND SNOW LOAD (30 psf)
Building widthc (feet)
Building widthc (feet)
24
28
32
36
40
24
28
32
36
40
2-350S162-33
4'-2"
3'-8"
3'-3"
2'-10"
2'-6"
3'-8"
3'-3"
2'-10"
2'-5"
2'-1"
2-350S162-43
5'-5"
5'-0"
4'-6"
4'-2"
3'-10"
5'-0"
4'-7"
4'-2"
3'-10"
3'-6"
2-350S162-54
6'-2"
5'-10"
5'-8"
5'-4"
5'-0"
5'-11"
5'-8"
5'-4"
5'-0"
4'-8"
2-350S162-68
6'-7"
6'-3"
6'-0"
5'-10"
5'-8"
6'-4"
6'-1"
5'-10"
5'-8"
5'-6"
2-350S162-97
7'-3"
6'-11"
6'-8"
6'-5"
6'-3"
7'-0"
6'-8"
6'-5"
6'-3"
6'-0"
2-550S162-33
5'-10"
5'-3"
4'-8"
4'-3"
3'-9"
5'-3"
4'-9"
4'-2"
3'-9"
3'-3"
2-550S162-43
7'-9"
7'-2"
6'-7"
6'-1"
5'-8"
7'-3"
6'-7"
6'-1"
5'-8"
5'-3"
2-550S162-54
8'-9"
8'-5"
8'-1"
7'-9"
7'-5"
8'-6"
8'-1"
7'-9"
7'-5"
6'-11"
2-550S162-68
9'-5"
9'-0"
8'-8"
8'-4"
8'-1"
9'-1"
8'-8"
8'-4"
8'-1"
7'-10"
2-550S162-97
10'-5"
10'-0"
9'-7"
9'-3"
9'-0"
10'-0"
9'-7"
9'-3"
8'-11"
8'-8"
2-800S162-33
4'-5"
3'-11"
3'-5"
3'-1"
2'-10"
3'-11"
3'-6"
3'-1"
2'-9"
2'-6"
2-800S162-43
9'-1"
8'-5"
7'-8"
6'-11"
6'-3"
8'-6"
7'-8"
6'-10"
6'-2"
5'-8"
2-800S162-54
10'-10"
10'-2"
9'-7"
9'-1"
8'-8"
10'-2"
9'-7"
9'-0"
8'-7"
8'-1"
2-800S162-68
12'-8"
11'-10"
11'-2"
10'-7"
10'-1"
11'-11"
11'-2"
10'-7"
10'-0"
9'-7"
2-800S162-97
14'-2"
13'-6"
13'-0"
12'-7"
12'-2"
13'-8"
13'-1"
12'-7"
12'-2"
11'-9"
2-1000S162-43
7'-10"
6'-10"
6'-1"
5'-6"
5'-0"
6'-11"
6'-1"
5'-5"
4'-11"
4'-6"
2-1000S162-54
12'-3"
11'-5"
10'-9"
10'-3"
9'-9"
11'-6"
10'-9"
10'-2"
9'-8"
8'-11"
2-1000S162-68
14'-5"
13'-5"
12'-8"
12'-0"
11'-6"
13'-6"
12'-8"
12'-0"
11'-5"
10'-11"
2-1000S162-97
17'-1"
16'-4"
15'-8"
14'-11"
14'-3"
16'-5"
15'-9"
14'-10"
14'-1"
13'-6"
2-1200S162-54
12'-11"
11'-3"
10'-0"
9'-0"
8'-2"
11'-5"
10'-0"
9'-0"
8'-1"
7'-4"
2-1200S162-68
15'-11"
14'-10"
14'-0"
13'-4"
12'-8"
15'-0"
14'-0"
13'-3"
12'-7"
12'-0"
2-1200S162-97
19'-11"
18'-7"
17'-6"
16'-8"
15'-10"
18'-9"
17'-7"
16'-7"
15'-9"
15'-0"
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
Deflection criterion: L/360 for live loads, L/240 for total loads.
Design load assumptions: Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(15) BACK-TO-BACK HEADER SPANS Headers Supporting Roof and Ceiling Only (33 ksi steel)a, b
MEMBER DESIGNATION
GROUND SNOW LOAD (50 psf)
GROUND SNOW LOAD (70 psf)
Building widthc (feet)
Building widthc (feet)
24
28
32
36
40
24
28
32
36
40
2-350S162-33
—
—
—
—
—
—
—
—
—
—
2-350S162-43
2'-6"
—
—
—
—
—
—
—
—
—
2-350S162-54
3'-6"
3'-1"
2'-8"
2'-4"
2'-0"
2'-7"
2'-1"
—
—
—
2-350S162-68
4'-4"
3'-11"
3'-7"
3'-3"
2'-11"
3'-5"
3'-0"
2'-8"
2'-4"
2'-1"
2-350S162-97
5'-5"
5'-0"
4'-8"
4'-6"
4'-1"
4'-6"
4'-2"
3'-10"
3'-6"
3'-3"
2-550S162-33
—
—
—
—
—
—
—
—
—
—
2-550S162-43
3'-10"
3'-3"
2'-9"
2'-2"
—
2'-6"
—
—
—
—
2-550S162-54
5'-1"
4'-7"
4'-1"
3'-8"
3'-4"
3'-11"
3'-5"
2'-11"
2'-6"
2'-0"
2-550S162-68
6'-2"
5'-8"
5'-2"
4'-9"
4'-5"
5'-0"
4'-6"
4'-1"
3'-9"
3'-4"
2-550S162-97
7'-9"
7'-2"
6'-8"
6'-3"
5'-11"
6'-6"
6'-0"
5'-7"
5'-2"
4'-10"
2-800S162-33
—
—
—
—
—
—
—
—
—
—
2-800S162-43
4'-10"
4'-1"
3'-6"
2'-11"
2'-3"
3'-3"
2'-5"
—
—
—
2-800S162-54
6'-6"
5'-10"
5'-3"
4'-9"
4'-4"
5'-1"
4'-6"
3'-11"
3'-4"
2'-10"
2-800S162-68
8'-1"
7'-5"
6'-10"
6'-4"
5'-11"
6'-8"
6'-1"
5'-6"
5'-0"
4'-7"
2-800S162-97
10'-3"
9'-7"
8'-11"
8'-5"
7'-11"
8'-8"
8'-0"
7'-6"
7'-0"
6'-7"
2-1000S162-43
4'-8"
4'-1"
3'-8"
3'-4"
2'-8"
3'-6"
2'-10"
—
—
—
2-1000S162-54
7'-5"
6'-8"
6'-1"
5'-6"
5'-0"
5'-10"
5'-1"
4'-6"
3'-11"
3'-4"
2-1000S162-68
9'-4"
8'-7"
7'-11"
7'-4"
6'-10"
7'-8"
7'-0"
6'-4"
5'-10"
5'-4"
2-1000S162-97
11'-9"
11'-0"
10'-5"
9'-11"
9'-5"
10'-3"
9'-7"
8'-11"
8'-4"
7'-10"
2-1200S162-54
7'-8"
6'-9"
6'-1"
5'-6"
5'-0"
5'-10"
5'-1"
4'-7"
4'-1"
3'-9"
2-1200S162-68
10'-4"
9'-6"
8'-10"
8'-2"
7'-7"
8'-7"
7'-9"
7'-1"
6'-6"
6'-0"
2-1200S162-97
12'-10"
12'-1"
11'-5"
10'-10"
10'-4"
11'-2"
10'-6"
9'-11"
9'-5"
9'-0"
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
Deflection criterion: L/360 for live loads, L/240 for total loads.
Design load assumptions: Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(16) BACK-TO-BACK HEADER SPANS Headers Supporting Roof and Ceiling Only (50 ksi steel)a, b
MEMBER DESIGNATION
GROUND SNOW LOAD (50 psf)
GROUND SNOW LOAD (70 psf)
Building widthc (feet)
Building widthc (feet)
24
28
32
36
40
24
28
32
36
40
2-350S162-33
2'-3"
—
—
—
—
—
—
—
—
—
2-350S162-43
3'-8"
3'-3"
2'-10"
2'-6"
2'-2"
2'-8"
2'-3"
—
—
—
2-350S162-54
4'-9"
4'-4"
4'-0"
3'-8"
3'-8"
3'-10"
3'-5"
3'-1"
2'-9"
2'-5"
2-350S162-68
5'-7"
5'-4"
5'-2"
4'-11"
4'-7"
5'-1"
4'-8"
4'-3"
3'-11"
3'-8"
2-350S162-97
6'-2"
5'-11"
5'-8"
5'-6"
5'-4"
5'-8"
5'-5"
5'-3"
5'-0"
4'-11"
2-550S162-33
3'-6"
2'-10"
2'-3"
—
—
2'-0"
—
—
—
—
2-550S162-43
5'-5"
4'-10"
4'-4"
3'-11"
3'-6"
4'-2"
3'-8"
3'-2"
2'-8"
2'-3"
2-550S162-54
7'-2"
6'-6"
6'-0"
5'-7"
5'-2"
5'-10"
5'-3"
4'-10"
4'-5"
4'-0"
2-550S162-68
8'-0"
7'-8"
7'-3"
6'-11"
6'-6"
7'-2"
6'-7"
6'-1"
5'-8"
5'-4"
2-550S162-97
8'-11"
8'-6"
8'-2"
7'-11"
7'-8"
8'-1"
7'-9"
7'-6"
7'-2"
6'-11"
2-800S162-33
2'-8"
2'-4"
2'-1"
1'-11"
—
2'-0"
—
—
—
—
2-800S162-43
5'-10"
5'-2"
4'-7"
4'-2"
3'-10"
4'-5"
3'-11"
3'-6"
3'-2"
2'-9"
2-800S162-54
8'-4"
7'-8"
7'-1"
6'-7"
6'-1"
6'-10"
6'-3"
5'-8"
5'-2"
4'-9"
2-800S162-68
9'-9"
9'-2"
8'-8"
8'-3"
7'-10"
8'-6"
7'-11"
7'-4"
6'-10"
6'-5"
2-800S162-97
12'-1"
11'-7"
11'-2"
10'-8"
10'-2"
11'-0"
10'-4"
9'-9"
9'-3"
8'-10"
2-1000S162-43
4'-8"
4'-1"
2'-8"
3'-4"
3'-0"
3'-6"
10'-1"
2'-9"
2'-6"
2'-3"
2-1000S162-54
9'-3"
8'-2"
7'-3"
6'-7"
6'-0"
7'-0"
6'-2"
5'-6"
5'-0"
4'-6"
2-1000S162-68
11'-1"
10'-5"
9'-10"
9'-4"
8'-11"
9'-8"
9'-1"
8'-5"
7'-10"
7'-4"
2-1000S162-97
13'-9"
12'-11"
12'-2"
11'-7"
11'-1"
11'-11"
11'-3"
10'-7"
10'-1"
9'-7"
2-1200S162-54
7'-8"
6'-9"
6'-1"
5'-6"
5'-0"
5'-10"
5'-1"
4'-7"
4'-1"
3'-9"
2-1200S162-68
12'-3"
11'-6"
10'-11"
10'-4"
9'-11"
10'-8"
10'-0"
9'-2"
8'-4"
7'-7"
2-1200S162-97
15'-4"
14'-5"
13'-7"
12'-11"
12'-4"
13'-4"
12'-6"
11'-10"
11'-3"
10'-9"
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
Deflection criterion: L/360 for live loads, L/240 for total loads.
Design load assumptions: Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(17) BACK-TO-BACK HEADER SPANS Headers Supporting One Floor, Roof and Ceiling (33 ksi steel)a, b
MEMBER DESIGNATION
GROUND SNOW LOAD (20 psf)
GROUND SNOW LOAD (30 psf)
Building widthc (feet)
Building widthc (feet)
24
28
32
36
40
24
28
32
36
40
2-350S162-33
—
—
—
—
—
—
—
—
—
—
2-350S162-43
2'-2"
—
—
—
—
2'-1"
—
—
—
—
2-350S162-54
3'-3"
2'-9"
2'-5"
2'-0"
—
3'-2"
2'-9"
2'-4"
—
—
2-350S162-68
4'-4"
3'-8"
3'-3"
2'-11"
2'-8"
4'-0"
3'-7"
3'-2"
2'-11"
2'-7"
2-350S162-97
5'-2"
4'-9"
4'-4"
4'-1"
3'-9"
5'-1"
4'-8"
4'-4"
4'-0"
3'-9"
2-550S162-33
—
—
—
—
—
—
—
—
—
—
2-550S162-43
3'-6"
2'-10"
2'-3"
—
—
3'-5"
2'-9"
2'-2"
—
—
2-550S162-54
4'-9"
4'-2"
3'-9"
3'-3"
2'-10"
4'-8"
4'-1"
3'-8"
3'-2"
2'-9"
2-550S162-68
5'-10"
5'-3"
4'-10"
4'-5"
4'-1"
5'-9"
5'-3"
4'-9"
4'-4"
4'-0"
2-550S162-97
7'-4"
6'-9"
6'-4"
5'-11"
5'-6"
7'-3"
6'-9"
6'-3"
5'-10"
5'-5"
2-800S162-33
—
—
—
—
—
—
—
—
—
—
2-800S162-43
4'-4"
3'-8"
2'-11"
2'-3"
—
4'-3"
3'-6"
2'-10"
2'-1"
—
2-800S162-54
6'-1"
5'-5"
4'-10"
4'-4"
3'-10"
6'-0"
5'-4"
4'-9"
4'-3"
3'-9"
2-800S162-68
7'-8"
7'-0"
6'-5"
5'-11"
5'-5"
7'-7"
6'-11"
6'-4"
5'-10"
5'-4"
2-800S162-97
9'-10"
9'-1"
8'-5"
7'-11"
7'-5"
9'-8"
8'-11"
8'-4"
7'-10"
7'-4"
2-1000S162-43
4'-4"
3'-9"
3'-4"
2'-8"
—
4'-3"
3'-8"
3'-3"
2'-6"
—
2-1000S162-54
6'-11"
6'-2"
5'-6"
5'-0"
4'-5"
6'-10"
6'-1"
5'-5"
4'-10"
4'-4"
2-1000S162-68
8'-10"
8'-1"
7'-5"
6'-10"
6'-4"
8'-8"
7'-11"
7'-3"
6'-8"
6'-2"
2-1000S162-97
11'-3"
10'-7"
9'-11"
9'-5"
8'-10"
11'-2"
10'-5"
9'-10"
9'-3"
8'-9"
2-1200S162-54
7'-1"
6'-2"
5'-6"
5'-0"
4'-6"
6'-11"
6'-1"
5'-5"
4'-10"
4'-5"
2-1200S162-68
9'-10"
9'-0"
8'-3"
7'-7"
7'-0"
9'-8"
8'-10"
8'-111
7'-6"
6'-11"
2-1200S162-97
12'-4"
11'-7"
10'-11"
10'-4"
9'-10"
12'-3"
11'-5"
10'-9"
10'-3"
9'-9"
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
Deflection criterion: L/360 for live loads, L/240 for total loads.
Design load assumptions: Second floor dead load is 10 psf. Roof/ceiling dead load is 12 psf. Second floor live load is 30 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(18) BACK-TO-BACK HEADER SPANS Headers Supporting One Floor, Roof and Ceiling (50 ksi steel)a, b
MEMBER DESIGNATION
GROUND SNOW LOAD (20 psf)
GROUND SNOW LOAD (30 psf)
Building widthc (feet)
Building widthc (feet)
24
28
32
36
40
24
28
32
36
40
2-350S162-33
—
—
—
—
—
—
—
—
—
—
2-350S162-43
3'-4"
2'-11"
2'-6"
2'-2"
—
3'-3"
2'-10"
2'-5"
2'-1"
—
2-350S162-54
4'-6"
4'-1"
3'-8"
3'-4"
3'-0"
4'-5"
4'-0"
3'-7"
3'-3"
2'-11"
2-350S162-68
5'-0"
4'-9"
4'-7"
4'-5"
4'-3"
4'-11"
4'-8"
4'-6"
4'-4"
4'-2"
2-350S162-97
5'-6"
5'-3"
5'-1"
4'-11"
4'-9"
5'-5"
5'-2"
5'-0"
4'-10"
4'-8"
2-550S162-33
3'-1"
2'-5"
—
—
—
3'-0"
2'-3"
—
—
—
2-550S162-43
5'-1"
4'-6"
4'-0"
3'-6"
3'-1"
4'-11"
4'-5"
3'-11"
3'-5"
3'-0"
2-550S162-54
6'-8"
6'-2"
5'-7"
5'-2"
4'-9"
6'-6"
6'-0"
5'-6"
5'-1"
4'-8"
2-550S162-68
7'-2"
6'-10"
6'-7"
6'-4"
6'-1"
7'-0"
6'-9"
6'-6"
6'-3"
6'-0"
2-550S162-97
7'-11"
7'-7"
7'-3"
7'-0"
6'-10"
7'-9"
7'-5"
7'-2"
6'-11"
6'-9"
2-800S162-33
2'-5"
2'-2"
1'-11"
—
—
2'-5"
2'-1"
1'-10"
—
—
2-800S162-43
5'-5"
4'-9"
4'-3"
3'-9"
3'-5"
5'-3"
4'-8"
4'-1"
3'-9"
3'-5"
2-800S162-54
7'-11"
7'-2"
6'-7"
6'-1"
5'-7"
7'-9"
7'-1"
6'-6"
6'-0"
5'-6"
2-800S162-68
9'-5"
8'-9"
8'-3"
7'-9"
7'-4"
9'-3"
8'-8"
8'-2"
7'-8"
7'-3"
2-800S162-97
10'-9"
10'-3"
9'-11"
9'-7"
9'-3"
10'-7"
10'-1"
9'-9"
9'-5"
9'-1"
2-1000S162-43
4'-4"
3'-9"
3'-4"
3'-0"
2'-9"
4'-3"
3'-8"
3'-3"
2'-11"
2'-8"
2-1000S162-54
8'-6"
7'-5"
6'-8"
6'-0"
5'-5"
8'-4"
7'-4"
6'-6"
5'-10"
5'-4"
2-1000S162-68
10'-8"
10'-0"
9'-5"
8'-11"
8'-4"
10'-7"
9'-10"
9'-4"
8'-9"
8'-3"
2-1000S162-97
12'-11"
12'-4"
11'-8"
11'-1"
10'-6"
12'-9"
12'-2"
11'-6"
10'-11"
10'-5"
2-1200S162-54
7'-1"
6'-2"
5'-6"
5'-0"
4'-6"
6'-11"
6'-1"
5'-5"
4'-10"
4'-5"
2-1200S162-68
11'-9"
11'-0"
10'-5"
9'-10"
9'-1"
11'-8"
10'-11"
10'-3"
9'-9"
8'-11"
2-1200S162-97
14'-9"
13'-9"
13'-0"
12'-4"
11'-9"
14'-7"
13'-8"
12'-10"
12'-3"
11'-8"
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
Deflection criterion: L/360 for live loads, L/240 for total loads.
Design load assumptions: Second floor dead load is 10 psf. Roof/ceiling dead load is 12 psf. Second floor live load is 30 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(19) BACK-TO-BACK HEADER SPANS Headers Supporting One Floor, Roof and Ceiling (33 ksi steel)a, b
MEMBER DESIGNATION
GROUND SNOW LOAD (50 psf)
GROUND SNOW LOAD (70 psf)
Building widthc (feet)
Building widthc (feet)
24
28
32
36
40
24
28
32
36
40
2-350S162-33
—
—
—
—
—
—
—
—
—
—
2-350S162-43
—
—
—
—
—
—
—
—
—
—
2-350S162-54
2'-4"
—
—
—
—
—
—
—
—
—
2-350S162-68
3'-3"
2'-10"
2'-6"
2'-2"
—
2'-7"
2'-2"
—
—
—
2-350S162-97
4'-4"
4'-0"
3'-8"
3'-4"
3'-1"
3'-9"
3'-4"
3'-1"
2'-9"
2'-6"
2-550S162-33
—
—
—
—
—
—
—
—
—
—
2-550S162-43
2'-2"
—
—
—
—
—
—
—
—
—
2-550S162-54
3'-8"
3'-2"
2'-8"
2'-3"
—
2'-10"
2'-3"
—
—
—
2-550S162-68
4'-9"
4'-4"
3'-11"
3'-6"
3'-2"
4'-0"
3'-6"
3'-1"
2'-9"
2'-4"
2-550S162-97
6'-3"
5'-9"
5'-4"
5'-0"
4'-8"
5'-6"
5'-0"
4'-7"
4'-3"
3'-11"
2-800S162-33
—
—
—
—
—
—
—
—
—
—
2-800S162-43
2'-11"
2'-0"
—
—
—
—
—
—
—
—
2-800S162-54
4'-9"
4'-2"
3'-7"
3'-1"
2'-7"
3'-9"
3'-1"
2'-5"
—
—
2-800S162-68
6'-4"
5'-9"
5'-3"
4'-9"
4'-4"
5'-4"
4'-9"
4'-3"
3'-10"
3'-4"
2-800S162-97
8'-5"
7'-9"
7'-3"
6'-9"
6'-4"
7'-4"
6'-9"
6'-3"
5'-10"
5'-5"
2-1000S162-43
3'-4"
2'-5"
—
—
—
—
—
—
—
—
2-1000S162-54
5'-6"
4'-10"
4'-2"
3'-7"
3'-0"
4'-4"
3'-7"
2'-11"
2'-2"
—
2-1000S162-68
7'-4"
6'-8"
6'-1"
5'-7"
5'-1"
6'-3"
5'-7"
5'-0"
4'-5"
4'-0"
2-1000S162-97
9'-11"
8'-3"
8'-7"
8'-1"
7'-7"
8'-9"
8'-1"
7'-6"
7'-0"
6'-6"
2-1200S162-54
5'-6"
4'-10"
4'-4"
3'-11"
3'-5"
4'-5"
3'-11"
3'-3"
2'-6"
—
2-1200S162-68
8'-2"
7'-5"
6'-9"
6'-3"
5'-8"
6'-11"
6'-3"
5'-7"
5'-0"
4'-6"
2-1200S162-97
10'-10"
10'-2"
9'-8"
9'-2"
8'-7"
9'-9"
9'-2"
8'-6"
7'-11"
7'-5"
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
Deflection criterion: L/360 for live loads, L/240 for total loads.
Design load assumptions: Second floor dead load is 10 psf. Roof/ceiling dead load is 12 psf. Second floor live load is 30 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(20) BACK-TO-BACK HEADER SPANS Headers Supporting One Floor, Roof and Ceiling (50 ksi steel)a, b
MEMBER DESIGNATION
GROUND SNOW LOAD (50 psf)
GROUND SNOW LOAD (70 psf)
Building widthc (feet)
Building widthc (feet)
24
28
32
36
40
24
28
32
36
40
2-350S162-33
—
—
—
—
—
—
—
—
—
—
2-350S162-43
2'-6"
2'-0"
—
—
—
—
—
—
—
—
2-350S162-54
3'-8"
3'-3"
2'-11"
2'-7"
2'-3"
3'-0"
2'-7"
2'-2"
—
—
2-350S162-68
4'-7"
4'-5"
4'-1"
3'-9"
3'-6"
4'-2"
3'-9"
3'-5"
3'-1"
2'-10"
2-350S162-97
5'-1"
4'-10"
4'-8"
4'-6"
4'-5"
4'-10"
4'-7"
4'-5"
4'-3"
4'-1"
2-550S162-33
—
—
—
—
—
—
—
—
—
—
2-550S162-43
3'-11"
3'-5"
2'-11"
2'-5"
—
3'-0"
2'-5"
—
—
—
2-550S162-54
5'-7"
5'-0"
4'-7"
4'-2"
3'-9"
4'-8"
4'-2"
3'-8"
3'-3"
2'-11"
2-550S162-68
6'-7"
6'-4"
5'-11"
5'-6"
5'-1"
6'-0"
5'-6"
5'-0"
4'-7"
4'-3"
2-550S162-97
7'-4"
7'-0"
6'-9"
6'-6"
6'-4"
6'-11"
6'-8"
6'-5"
6'-2"
6'-0"
2-800S162-33
1'-11"
—
—
—
—
—
—
—
—
—
2-800S162-43
4'-2"
3'-8"
3'-4"
3'-0"
2'-6"
3'-5"
3'-0"
2'-4"
—
—
2-800S162-54
6'-7"
5'-11"
5'-5"
4'-11"
4'-6"
5'-6"
4'-11"
4'-5"
3'-11"
3'-6"
2-800S162-68
8'-3"
7'-8"
7'-1"
6'-8"
6'-2"
7'-3"
6'-7"
6'-1"
5'-7"
5'-2"
2-800S162-97
9'-11"
9'-6"
9'-2"
8'-10"
8'-7"
9'-5"
9'-0"
8'-7"
8'-2"
7'-9"
2-1000S162-43
3'-4"
2'-11"
2'-7"
2'-5"
2'-2"
2'-8"
2'-5"
2'-2"
1'-11"
—
2-1000S162-54
6'-7"
5'-10"
5'-3"
4'-9"
4'-4"
5'-4"
4'-9"
4'-3"
3'-10"
3'-6"
2-1000S162-68
9'-4"
8'-9"
8'-1"
7'-7"
7'-1"
8'-3"
7'-7"
6'-11"
6'-5"
5'-11"
2-1000S162-97
11'-7"
10'-11"
10'-4"
9'-10"
9'-5"
10'-5"
9'-10"
9'-3"
8'-10"
8'-5"
2-1200S162-54
5'-6"
4'-10"
4'-4"
3'-11"
3'-7"
4'-5"
3'-11"
3'-6"
3'-2"
2'-11"
2-1200S162-68
10'-4"
9'-8"
8'-8"
7'-11"
7'-2"
8'-11"
7'-11"
7'-1"
6'-5"
5'-10"
2-1200S162-97
12'-11"
12'-2"
11'-6"
11'-0"
10'-6"
11'-8"
11'-0"
10'-5"
9'-10"
9'-5"
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
Deflection criterion: L/360 for live loads, L/240 for total loads.
Design load assumptions: Second floor dead load is 10 psf. Roof/ceiling dead load is 12 psf. Second floor live load is 30 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(21) BACK-TO-BACK HEADER SPANS Headers Supporting Two Floors, Roof and Ceiling (33 ksi steel)a, b
MEMBER DESIGNATION
GROUND SNOW LOAD (20 psf)
GROUND SNOW LOAD (30 psf)
Building widthc (feet)
Building widthc (feet)
24
28
32
36
40
24
28
32
36
40
2-350S162-33
—
—
—
—
—
—
—
—
—
—
2-350S162-43
—
—
—
—
—
—
—
—
—
—
2-350S162-54
—
—
—
—
—
—
—
—
—
—
2-350S162-68
2'-5"
—
—
—
—
2'-4"
—
—
—
—
2-350S162-97
3'-6"
3'-2"
2'-10"
2'-6"
2'-3"
3'-6"
3'-1"
2'-9"
2'-6"
2'-3"
2-550S162-33
—
—
—
—
—
—
—
—
—
—
2-550S162-43
—
—
—
—
—
—
—
—
—
—
2-550S162-54
2'-6"
—
—
—
—
2'-5"
—
—
—
—
2-550S162-68
3'-9"
3'-3"
2'-9"
2'-4"
—
3'-8"
3'-2"
2'-9"
2'-4"
—
2-550S162-97
5'-3"
4'-9"
4'-4"
3'-11"
3'-8"
5'-2"
4'-8"
4'-3"
3'-11"
3'-7"
2-800S162-33
—
—
—
—
—
—
—
—
—
—
2-800S162-43
—
—
—
—
—
—
—
—
—
—
2-800S162-54
3'-5"
2'-8"
—
—
—
3'-4"
2'-7"
—
—
—
2-800S162-68
5'-1"
4'-5"
3'-11"
3'-4"
2'-11"
5'-0"
4'-4"
3'-10"
3'-4"
2'-10"
2-800S162-97
7'-0"
6'-5"
5'-11"
5'-5"
5'-0"
7'-0"
6'-4"
5'-10"
5'-5"
5'-0"
2-1000S162-43
—
—
—
—
—
—
—
—
—
—
2-1000S162-54
3'-11"
3'-1"
2'-3"
—
—
3'-10"
3'-0"
2'-2"
—
—
2-1000S162-68
5'-10"
5'-2"
4'-6"
4'-0"
3'-5"
5'-9"
5'-1"
4'-6"
3'-11"
3'-4"
2-1000S162-97
8'-5"
7'-8"
7'-1"
6'-6"
6'-1"
8'-4"
7'-7"
7'-0"
6'-6"
6'-0"
2-1200S162-54
4'-2"
3'-6"
2'-7"
—
—
4'-1"
3'-5"
2'-6"
—
—
2-1200S162-68
6'-6"
5'-9"
5'-1"
4'-6"
3'-11"
6'-6"
5'-8"
5'-0"
4'-5"
3'-10"
2-1200S162-97
9'-5"
8'-8"
8'-0"
7'-5"
6'-11"
9'-5"
8'-7"
7'-11"
7'-4"
6'-10"
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
Deflection criterion: L/360 for live loads, L/240 for total loads.
Design load assumptions: Second floor dead load is 10 psf. Roof/ceiling dead load is 12 psf. Second floor live load is 40 psf. Third floor live load is 30 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(22) BACK-TO-BACK HEADER SPANS Headers Supporting Two Floors, Roof and Ceiling (50 ksi steel)a, b
MEMBER DESIGNATION
GROUND SNOW LOAD (20 psf)
GROUND SNOW LOAD (30 psf)
Building widthc (feet)
Building widthc (feet)
24
28
32
36
40
24
28
32
36
40
2-350S162-33
—
—
—
—
—
—
—
—
—
—
2-350S162-43
—
—
—
—
—
—
—
—
—
—
2-350S162-54
2'-9"
2'-3"
—
—
—
2'-8"
2'-3"
—
—
—
2-350S162-68
3'-11"
3'-6"
3'-2"
2'-10"
2'-6"
3'-11"
3'-6"
3'-1"
2'-9"
2'-6"
2-350S162-97
4'-9"
4'-6"
4'-4"
4'-1"
3'-10"
4'-8"
4'-6"
4'-4"
4'-1"
3'-9"
2-550S162-33
—
—
—
—
—
—
—
—
—
—
2-550S162-43
2'-9"
2'-0"
—
—
—
2'-8"
—
—
—
—
2-550S162-54
4'-5"
3'-10"
3'-4"
2'-11"
2'-5"
4'-4"
3'-9"
3'-3"
2'-10"
2'-5"
2-550S162-68
5'-8"
5'-2"
4'-8"
4'-3"
3'-11"
5'-8"
5'-1"
4'-8"
4'-3"
3'-10"
2-550S162-97
6'-10"
6'-6"
6'-3"
6'-0"
5'-7"
6'-9"
6'-5"
6'-3"
5'-11"
5'-6"
2-800S162-33
—
—
—
—
—
—
—
—
—
—
2-800S162-43
3'-2"
2'-7"
—
—
—
3'-1"
2'-6"
—
—
—
2-800S162-54
5'-2"
4'-7"
4'-0"
3'-6"
3'-0"
5'-2"
4'-6"
3'-11"
3'-5"
2'-11"
2-800S162-68
6'-11"
6'-3"
5'-8"
5'-2"
4'-9"
6'-10"
6'-2"
5'-7"
5'-2"
4'-8"
2-800S162-97
9'-3"
8'-8"
8'-3"
7'-9"
7'-4"
9'-2"
8'-8"
8'-2"
7'-9"
7'-4"
2-1000S162-43
2'-6"
2'-2"
2'-0"
—
—
2'-6"
2'-2"
1'-11"
—
—
2-1000S162-54
5'-0"
4'-4"
3'-11"
3'-6"
3'-2"
4'-11"
4'-4"
3'-10"
3'-6"
3'-2"
2-1000S162-68
7'-10"
7'-2"
6'-6"
5'-11"
5'-6"
7'-9"
7'-1"
6'-5"
5'-11"
5'-5"
2-1000S162-97
10'-1"
9'-5"
8'-11"
8'-6"
8'-0"
10'-0"
9'-5"
8'-10"
8'-5"
7'-11"
2-1200S162-54
—
—
—
—
—
—
—
—
—
—
2-1200S162-68
7'-4"
6'-8"
6'-1"
5'-6"
5'-1"
7'-3"
6'-7"
6'-0"
5'-6"
5'-0"
2-1200S162-97
9'-5"
8'-8"
8'-1"
7'-6"
7'-1"
9'-4"
8'-8"
8'-0"
7'-6"
7'-0"
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
Deflection criterion: L/360 for live loads, L/240 for total loads.
Design load assumptions: Second floor dead load is 10 psf. Roof/ceiling dead load is 12 psf. Second floor live load is 40 psf. Third floor live load is 30 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(23) BACK-TO-BACK HEADER SPANS Headers Supporting Two Floors, Roof and ceiling (50 ksi steel)a, b
MEMBER DESIGNATION
GROUND SNOW LOAD (50 psf)
GROUND SNOW LOAD (70 psf)
Building widthc (feet)
Building widthc (feet)
24
28
32
36
40
24
28
32
36
40
2-350S162-33
—
—
—
—
—
—
—
—
—
—
2-350S162-43
—
—
—
—
—
—
—
—
—
—
2-350S162-54
—
—
—
—
—
—
—
—
—
—
2-350S162-68
2'-2"
—
—
—
—
—
—
—
—
—
2-350S162-97
3'-3"
3'-0"
2'-8"
2'-4"
2'-1"
3'-1"
2'-9"
2'-6"
2'-2"
—
2-550S162-33
—
—
—
—
—
—
—
—
—
—
2-550S162-43
—
—
—
—
—
—
—
—
—
—
2-550S162-54
2'-2"
—
—
—
—
—
—
—
—
—
2-550S162-68
3'-6"
3'-0"
2'-6"
2'-1"
—
3'-2"
2'-9"
2'-3"
—
—
2-550S162-97
5'-0"
4'-6"
4'-1"
3'-9"
3'-5"
4'-8"
4'-3"
3'-11"
3'-7"
3'-3"
2-800S162-33
—
—
—
—
—
—
—
—
—
—
2-800S162-43
—
—
—
—
—
—
—
—
—
—
2-800S162-54
3'-0"
2'-3"
—
—
—
2'-7"
—
—
—
—
2-800S162-68
4'-9"
4'-2"
3'-7"
3'-1"
2'-7"
4'-5"
3'-10"
3'-3"
2'-9"
2'-3"
2-800S162-97
6'-9"
6'-1"
5'-7"
5'-2"
4'-9"
6'-4"
5'-10"
5'-4"
4'-11"
4'-7"
2-1000S162-43
—
—
—
—
—
—
—
—
—
—
2-1000S162-54
3'-6"
2'-8"
—
—
—
3'-1"
2'-2"
—
—
—
2-1000S162-68
5'-6"
4'-10"
4'-2"
3'-7"
3'-1"
5'-1"
4'-6"
3'-10"
3'-4"
2'-9"
2-1000S162-97
8'-0"
7'-4"
6'-9"
6'-3"
5'-9"
7'-7"
7'-0"
6'-5"
5'-11"
5'-6"
2-1200S162-54
3'-11"
3'-0"
2'-0"
—
—
3'-5"
2'-6"
—
—
—
2-1200S162-68
6'-2"
5'-5"
4'-9"
4'-1"
3'-6"
5'-9"
5'-0"
4'-4"
3'-9"
3'-2"
2-1200S162-97
9'-1"
8'-4"
7'-8"
7'-1"
6'-7"
8'-8"
7'-11"
7'-4"
6'-9"
6'-3"
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
Deflection criterion: L/360 for live loads, L/240 for total loads.
Design load assumptions: Second floor dead load is 10 psf. Roof/ceiling dead load is 12 psf. Second floor live load is 40 psf. Third floor live load is 30 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(24) BACK-TO-BACK HEADER SPANS Headers Supporting Two Floors, Roof and Ceiling (50 ksi steel)a, b
MEMBER DESIGNATION
GROUND SNOW LOAD (50 psf)
GROUND SNOW LOAD (70 psf)
Building widthc (feet)
Building widthc (feet)
24
28
32
36
40
24
28
32
36
40
2-350S162-33
—
—
—
—
—
—
—
—
—
—
2-350S162-43
—
—
—
—
—
—
—
—
—
—
2-350S162-54
2'-6"
2'-1"
—
—
—
2'-3"
—
—
—
—
2-350S162-68
3'-9"
3'-4"
2'-11"
2'-7"
2'-4"
3'-6"
3'-1"
2'-9"
2'-5"
2'-2"
2-350S162-97
4'-6"
4'-4"
4'-2"
3'-11"
3'-8"
4'-4"
4'-2"
4'-0"
3'-9"
3'-6"
2-550S162-33
—
—
—
—
—
—
—
—
—
—
2-550S162-43
2'-5"
—
—
—
—
—
—
—
—
—
2-550S162-54
4'-1"
3'-7"
3'-1"
2'-7"
2'-2"
3'-10"
3'-3"
2'-10"
2'-4"
—
2-550S162-68
5'-5"
4'-11"
4'-5"
4'-0"
3'-8"
5'-1"
4'-7"
4'-2"
3'-10"
3'-5"
2-550S162-97
6'-5"
6'-2"
5'-11"
5'-9"
5'-4"
6'-3"
6'-0"
5'-9"
5'-6"
5'-2"
2-800S162-33
—
—
—
—
—
—
—
—
—
—
2-800S162-43
2'-11"
2'-2"
—
—
—
2'-6"
—
—
—
—
2-800S162-54
4'-11"
4'-3"
3'-8"
3'-2"
2'-8"
4'-6"
3'-11"
3'-5"
2'-11"
2'-4"
2-800S162-68
6'-7"
5'-11"
5'-4"
4'-11"
4'-6"
6'-2"
5'-7"
5'-1"
4'-8"
4'-3"
2-800S162-97
8'-9"
8'-5"
7'-11"
7'-6"
7'-0"
8'-5"
8'-1"
7'-9"
7'-3"
6'-10"
2-1000S162-43
2'-4"
2'-1"
—
—
—
2'-2"
1'-11"
—
—
—
2-1000S162-54
4'-8"
4'-1"
3'-8"
3'-3"
3'-0"
4'-4"
3'-10"
3'-5"
3'-1"
2'-9"
2-1000S162-68
7'-6"
6'-9"
6'-2"
5'-8"
5'-2"
7'-1"
6'-5"
5'-10"
5'-4"
4'-11"
2-1000S162-97
9'-9"
9'-2"
8'-7"
8'-2"
7'-8"
9'-5"
8'-10"
8'-5"
7'-11"
7'-5"
2-1200S162-54
—
—
—
—
—
—
—
—
—
—
2-1200S162-68
7'-0"
6'-4"
5'-9"
5'-3"
4'-9"
6'-7"
6'-0"
5'-5"
5'-0"
4'-6"
2-1200S162-97
9'-1"
8'-4"
7'-9"
7'-3"
6'-9"
8'-8"
8'-0"
7'-6"
7'-0"
6'-7"
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
Deflection criterion: L/360 for live loads, L/240 for total loads.
Design load assumptions: Second floor dead load is 10 psf. Roof/ceiling dead load is 12 psf. Second floor live load is 40 psf. Third floor live load is 30 psf. Attic live load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
Box beam and back-to-back headers in gable endwalls shall be permitted to be constructed in accordance with Section R603.6 or with the header directly above the opening in accordance with Figures R603.6.1(1) and R603.6.1(2) and the following provisions:
Two 362S162-33 for openings less than or equal to 4 feet (1219 mm).
Two 600S162-43 for openings greater than 4 feet (1219 mm) but less than or equal to 6 feet (1830 mm).
Two 800S162-54 for openings greater than 6 feet (1829 mm) but less than or equal to 9 feet (2743 mm).
The number of jack and king studs installed on each side of a header shall comply with Table R603.7(1). King, jack and cripple studs shall be of the same dimension and thickness as the adjacent wall studs. Headers shall be connected to king studs in accordance with Table R603.7(2) and the following provisions:
For box beam headers, one-half of the total number of required screws shall be applied to the header and one half to the king stud by use of C-shaped or track member in accordance with Figure R603.6(1). The track or C-shape sections shall extend the depth of the header minus 1/2 inch (12.7 mm) and shall have a minimum thickness not less than that of the wall studs.
For back-to-back headers, one-half the total number of screws shall be applied to the header and one-half to the king stud by use of a minimum 2-inch-by-2-inch (51 mm × 51 mm) clip angle in accordance with Figure R603.6(2). The clip angle shall extend the depth of the header minus 1/2 inch (12.7 mm) and shall have a minimum thickness not less than that of the wall studs. Jack and king studs shall be interconnected with structural sheathing in accordance with Figures R603.6(1) and R603.6(2).
TABLE R603.7(1) TOTAL NUMBER OF JACK AND KING STUDS REQUIRED AT EACH END OF AN OPENING
SIZE OF OPENING (feet-inches)
24" O.C. STUD SPACING
16" O.C. STUD SPACING
No. of jack studs
No. of king studs
No. of jack studs
No. of king studs
Up to 3'-6"
1
1
1
1
> 3'-6" to 5'-0"
1
2
1
2
> 5'-0" to 5'-6"
1
2
2
2
> 5'-6" to 8'-0"
1
2
2
2
> 8'-0" to 10'-6"
2
2
2
3
> 10'-6" to 12'-0"
2
2
3
3
> 12'-0" to 13'-0"
2
3
3
3
> 13'-0" to 14'-0"
2
3
3
4
> 14'-0" to 16'-0"
2
3
3
4
> 16'-0" to 18'-0"
3
3
4
4
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
TABLE R603.7(2) HEADER TO KING STUD CONNECTION REQUIREMENTSa, b, c, d
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.
All screw sizes shown are minimum.
For headers located on the first floor of a two-story building or the first or second floor of a three-story building, the total number of screws is permitted to be reduced by 2 screws, but the total number of screws shall be no less than 4.
For roof slopes of 6:12 or greater, the required number of screws may be reduced by half, but the total number of screws shall be no less than four.
Screws can be replaced by an uplift connector which has a capacity of the number of screws multiplied by 164 pounds (e.g., 12-No. 8 screws can be replaced by an uplift connector whose capacity exceeds 12 × 164 pounds = 1,968 pounds).
Head track spans above door and window openings and sill track spans beneath window openings shall comply with Table R603.8. For openings less than 4 feet (1219 mm) in height that have both a head track and a sill track, multiplying the spans by 1.75 shall be permitted in Table R603.8. For openings less than or equal to 6 feet (1829 mm) in height that have both a head track and a sill track, multiplying the spans in Table R603.8 by 1.50 shall be permitted.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.
Deflection limit: L/240.
Head and sill track spans are based on components and cladding wind speeds and 48 inch tributary span.
For openings less than 4 feet in height that have both a head track and sill track, the above spans are permitted to be multiplied by 1.75. For openings less than or equal to 6 feet in height that have both a head track and a sill track, the above spans are permitted to be multiplied by a factor of 1.5.
Structural sheathing shall be installed in accordance with Figure R603.9 and this section on all sheathable exterior wall surfaces, including areas above and below openings.
The minimum length of full height sheathing on each braced wall line shall be determined by multiplying the length of the braced wall line by the percentage obtained from Table R603.9.2(1) and by the plan aspect-ratio adjustment factors obtained from Table R603.9.2(2). The minimum length of full height sheathing shall not be less than 20 percent of the braced wall line length.
To be considered full height sheathing, structural sheathing shall extend from the bottom to the top of the wall without interruption by openings. Only sheathed, full height wall sections, uninterrupted by openings, which are a minimum of 48 inches (1219 mm) wide, shall be counted toward meeting the minimum percentages in Table R603.9.2(1). In addition, structural sheathing shall comply with all of the following requirements:
Be installed with the long dimension parallel to the stud framing (i.e. vertical orientation) and shall cover the full vertical height of wall from the bottom of the bottom track to the top of the top track of each story. Installing the long dimension perpendicular to the stud framing or using shorter segments shall be permitted provided that the horizontal joint is blocked as described in Item 2 below.
Be blocked when the long dimension is installed perpendicular to the stud framing (i.e. horizontal orientation). Blocking shall be a minimum of 33 mil (0.84 mm) thickness. Each horizontal structural sheathing panel shall be fastened with No. 8 screws spaced at 6 inches (152 mm) on center to the blocking at the joint.
Be applied to each end (corners) of each of the exterior walls with a minimum 48 inch (1219 mm) wide panel.
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.
Linear interpolation is permitted.
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.
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.
For hip roofed homes, the minimum percentages of full height sheathing in Table R603.9.2(1), based upon wind, shall be permitted to be multiplied by a factor of 0.95 for roof slopes not exceeding 7:12 and a factor of 0.9 for roof slopes greater than 7:12.
In the lowest story of a dwelling, multiplying the percentage of full height sheathing required in Table R603.9.2(1) by 0.6, shall be permitted provided hold down anchors are provided in accordance with Section R603.9.4.2.
All edges and interior areas of structural sheathing panels shall be fastened to framing members and tracks in accordance with Figure R603.9 and Table R603.3.2(1). Screws for attachment of structural sheathing panels shall be bugle-head, flat-head, or similar head style with a minimum head diameter of 0.29 inch (8 mm).
For continuously-sheathed braced wall lines using wood structural panels installed with No. 8 screws spaced 4-inches (102 mm) on center at all panel edges and 12 inches (304.8 mm) on center on intermediate framing members, the following shall apply:
Multiplying the percentages of full height sheathing in Table R603.9.2(1) by 0.72 shall be permitted.
For bottom track attached to foundations or framing below, the bottom track anchor or screw connection spacing in Table R505.3.1(1) and Table R603.3.1 shall be multiplied by 2/3.
Where wind speeds are in excess of 100 miles per hour (45 m/s), Exposure C, walls shall be provided wind direct uplift connections in accordance with AISI S230, Section E13.3, and AISI S230, Section F7.2, as required for 110 miles per hour (49 m/s), Exposure C.
Where the percentage of full height sheathing is adjusted in accordance with Section R603.9.2.3, a hold-down anchor, with a strength of 4,300 pounds (19 kN), shall be provided at each end of each full-height sheathed wall section used to meet the minimum percent sheathing requirements of Section R603.9.2. Hold down anchors shall be attached to back-to-back studs; structural sheathing panels shall have edge fastening to the studs, in accordance with Section R603.9.3 and AISI S230, Table E11-1.
A single hold down anchor, installed in accordance with Figure R603.9.2, shall be permitted at the corners of buildings.
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.
Particleboard shall conform to ANSI A208.1 and shall be so identified by a grade mark or certificate of inspection issued by an approved agency. Particleboard shall comply with the grades specified in Table R602.3(4).
Masonry construction shall be designed and constructed in accordance with the provisions of this section or in accordance with the provisions of TMS 402/ACI 530/ASCE 5.
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.
The minimum thickness of masonry bearing walls more than one story high shall be 8 inches (203 mm). Solid masonrywalls of one-storydwellings and garages shall not be less than 6 inches (152 mm) in thickness when not greater than 9 feet (2743 mm) in height, provided that when gable construction is used, an additional 6 feet (1829 mm) is permitted to the peak of the gable. Masonry walls shall be laterally supported in either the horizontal or vertical direction at intervals as required by Section R606.9.
Where walls of masonry of hollow units or masonry-bonded hollowwalls 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.
Unreinforced solid masonry parapet walls shall not be less than 8 inches (203 mm) thick and their height shall not exceed four times their thickness. Unreinforced hollow unit masonry parapet walls shall be not less than 8 inches (203 mm) thick, and their height shall not exceed three times their thickness. Masonry parapet walls in areas subject to wind loads of 30 pounds per square foot (1.44 kPa) located in Seismic Design Category D0, D1 or D2, or on townhouses in Seismic Design Category C shall be reinforced in accordance with Section R606.12.
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:
One-half of the wall thickness for multiwythe walls bonded by mortar or grout and wall ties or masonry headers, or
One-half the wythe thickness for single wythe walls, masonry-bonded hollowwalls, multiwythe walls with open collar joints and veneer walls.
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.
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.
Allowable compressive stresses in masonry shall not exceed the values prescribed in Table R606.5. In determining the stresses in masonry, the effects of all loads and conditions of loading and the influence of all forces affecting the design and strength of the several parts shall be taken into account.
TABLE R606.5 ALLOWABLE COMPRESSIVE STRESSES FOR EMPIRICAL DESIGN OF MASONRY
CONSTRUCTION; COMPRESSIVE STRENGTH OF UNIT, GROSS AREA
Linear interpolation shall be used for determining allowable stresses for masonry units having compressive strengths that are intermediate between those given in the table.
Gross cross-sectional area shall be calculated on the actual rather than nominal dimensions.
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.
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).
The unsupported height of masonry piers shall not exceed ten times their least dimension. When structural clay tile or hollowconcretemasonry 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 hollowmasonry units are solidly filled with concrete or Type M, S or N mortar, the allowable compressive stress shall be permitted to be increased as provided in Table R606.5.
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.
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.
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.
Masonry walls shall be laterally supported in either the horizontal or the vertical direction. The maximum spacing between lateral supports shall not exceed the distances in Table R606.9. Lateral support shall be provided by cross walls, pilasters, buttresses or structural frame members when the limiting distance is taken horizontally, or by floors or roofs when the limiting distance is taken vertically.
Except for cavity walls and cantilevered walls, the thickness of a wall shall be its nominal thickness measured perpendicular to the face of the wall. For cavity walls, the thickness shall be determined as the sum of the nominal thicknesses of the individual wythes. For cantilever walls, except for parapets, the ratio of height to nominal thickness shall not exceed 6 for solid masonry, or 4 for hollow masonry. For parapets, see Section R606.2.4.
An additional unsupported height of 6 feet is permitted for gable end walls.
Lateral support in the horizontal direction provided by intersecting masonry walls shall be provided by one of the methods in Section R606.9.1.1 or Section R606.9.1.2.
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.
Interior nonload-bearing walls shall be anchored at their intersections, at vertical intervals of not more than 16 inches (406 mm) with joint reinforcement of at least 9 gage [0.148 in. (4mm)], or 1/4 inch (6 mm) galvanized mesh hardware cloth. Intersecting masonry walls, other than interior nonload-bearing walls, shall be anchored at vertical intervals of not more than 8 inches (203 mm) with joint reinforcement of at least 9 gage and shall extend at least 30 inches (762 mm) in each direction at the intersection. Other metal ties, joint reinforcement or anchors, if used, shall be spaced to provide equivalent area of anchorage to that required by this section.
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.
Masonry walls shall be anchored to floor diaphragm framing by metal strap anchors spaced in accordance with the manufacturer's instructions, 1/2-inch-diameter (13 mm) bolts spaced at intervals not to exceed 6 feet (1829 mm) and installed as shown in Figure R606.11(1), or by other approved methods.
Masonry walls shall be anchored to floor and roof systems in accordance with the details shown in Figure R606.11(1), R606.11(2) or R606.11(3). Footings may be considered as points of lateral support.
NOTE: Where bolts are located in hollow masonry, the cells in the courses receiving the bolt shall be grouted solid.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0.479 kPa.
FIGURE R606.11(1) ANCHORAGE REQUIREMENTS FOR MASONRY WALLS LOCATED IN SEISMIC DESIGN CATEGORY A, B OR C AND WHERE WIND LOADS ARE LESS THAN 30 PSF
NOTE: A full bed joint must be provided. All cells containing vertical bars are to be filled to the top of wall and provide inspection opening as shown on detail "A." Horizontal bars are to be laid as shown on detail "B." Lintel bars are to be laid as shown on Section C.
Floor and roof diaphragms shall be constructed of wood structural panels attached to wood framing in accordance with Table R602.3(1) or to cold-formed steel floor framing in accordance with Table R505.3.1(2) or to cold-formed steel roof framing in accordance with Table R804.3. Additionally, sheathing panel edges perpendicular to framing members shall be backed by blocking, and sheathing shall be connected to the blocking with fasteners at the edge spacing. For Seismic Design Categories C, D0, D1 and D2, where the width-to-thickness dimension of the diaphragm exceeds 2-to-1, edge spacing of fasteners shall be 4 inches (102 mm) on center.
TABLE R606.12.2.1 shall be used to determine the minimum required solid wall length without openings at each masonry exterior wall. The provided percentage of solid wall length shall include only those wall segments that are 3 feet (914 mm) or longer. The maximum clear distance between wall segments included in determining the solid wall length shall not exceed 18 feet (5486 mm). Shear wall segments required to meet the minimum wall length shall be in accordance with Section R606.12.2.2.3.
NP = Not permitted , except with design in accordance with the International Building Code.
For all walls, the minimum required length of solidwalls shall be based on the table percent multiplied by the dimension, parallel to the wall direction under consideration, of a rectangle inscribing the overall building plan.
Elements not part of the lateral-force-resisting system shall be analyzed to determine their effect on the response of the system. The frames or columns shall be adequate for vertical load carrying capacity and induced moment caused by the design story drift.
Masonry partition walls, masonry screen walls and other masonry elements that are not designed to resist vertical or lateral loads, other than those induced by their own weight, shall be isolated from the structure so that vertical and lateral forces are not imparted to these elements. Isolation joints and connectors between these elements and the structure shall be designed to accommodate the design story drift.
Masonry elements listed in Section R606.12.2.2.2 shall be reinforced in either the horizontal or vertical direction as shown in Figure R606.11(2) and in accordance with the following:
Horizontal reinforcement. Horizontal joint reinforcement shall consist of at least two longitudinal W1.7 wires spaced not more than 16 inches (406 mm) for walls greater than 4 inches (102 mm) in width and at least one longitudinal W1.7 wire spaced not more than 16 inches (406 mm) for walls not exceeding 4 inches (102 mm) in width; or at least one No. 4 bar spaced not more than 48 inches (1219 mm). Where two longitudinal wires of joint reinforcement are used, the space between these wires shall be the widest that the mortar joint will accommodate. Horizontal reinforcement shall be provided within 16 inches (406 mm) of the top and bottom of these masonry elements.
Vertical reinforcement. Vertical reinforcement shall consist of at least one No. 4 bar spaced not more than 48 inches (1219 mm). Vertical reinforcement shall be located within 16 inches (406 mm) of the ends of masonry walls.
Connectors shall be provided to transfer forces between masonry walls and horizontal elements in accordance with the requirements of Section 1.7.4 of TMS 402/ACI 530/ASCE 5. Connectors shall be designed to transfer horizontal design forces acting either perpendicular or parallel to thewall, but not less than 200 pounds per linear foot (2919 N/m) of wall. The maximum spacing between connectors shall be 4 feet (1219 mm). Such anchorage mechanisms shall not induce tension stresses perpendicular to grain in ledgers or nailers.
Connectors shall be provided to transfer forces between masonry columns and horizontal elements in accordance with the requirements of Section 1.7.4 of TMS 402/ACI 530/ASCE 5. Where anchor bolts are used to connect horizontal elements to the tops of columns, the bolts shall be placed within lateral ties. Lateral ties shall enclose both the vertical bars in the column and the anchor bolts. There shall be a minimum of two No. 4 lateral ties provided in the top 5 inches (127 mm) of the column.
Vertical reinforcement of at least one No. 4 bar shall be provided at corners, within 16 inches (406 mm) of each side of openings, within 8 inches (203 mm) of each side of movement joints, within 8 inches (203 mm) of the ends of walls, and at a maximum spacing of 10 feet (3048 mm).
Horizontal joint reinforcement shall consist of at least two wires of W1.7 spaced not more than 16 inches (406 mm); or bond beam reinforcement of at least one No. 4 bar spaced not more than 10 feet (3048 mm) shall be provided. Horizontal reinforcement shall also be provided at the bottom and top of wall openings and shall extend not less than 24 inches (610 mm) nor less than 40 bar diameters past the opening; continuously at structurally connected roof and floor levels; and within 16 inches (406 mm) of the top of walls.
Masonry elements other than those covered by Section R606.12.2.2.2 shall be designed in accordance with the requirements of Chapter 1 and Sections 2.1 and 2.3 of TMS 402/ACI 530/ASCE 5 and shall meet the minimum reinforcement requirements contained in Sections R606.12.3.2 and R606.12.3.2.1.
Exception:
Masonry walls limited to one story in height and 9 feet (2743 mm) between lateral supports need not be designed provided they comply with the minimum reinforcement requirements of Sections R606.12.3.2 and R606.12.3.2.1.
Masonry walls other than those covered by Section R606.12.2.2.3 shall be reinforced in both the vertical and horizontal direction. The sum of the cross-sectional area of horizontal and vertical reinforcement shall be at least 0.002 times the gross cross-sectional area of the wall, and the minimum cross-sectional area in each direction shall be not less than 0.0007 times the gross cross-sectional area of the wall. Reinforcement shall be uniformly distributed. Table R606.12.3.2 shows the minimum reinforcing bar sizes required for varying thicknesses of masonry walls. The maximum spacing of reinforcement shall be 48 inches (1219 mm) provided that the walls are solid grouted and constructed of hollow open-end units, hollow units laid with full head joints or two wythes of solid units. The maximum spacing of reinforcement shall be 24 inches (610 mm) for all other masonry.
The maximum spacing of vertical and horizontal reinforcement shall be the smaller of one-third the length of the shear wall, one-third the height of the shear wall, or 48 inches (1219 mm). The minimum cross-sectional area of vertical reinforcement shall be one-third of the required shear reinforcement. Shear reinforcement shall be anchored around vertical reinforcing bars with a standard hook.
Lateral ties in masonry columns shall be spaced not more than 8 inches (203 mm) on center and shall be at least 3/8 inch (9.5 mm) diameter. Lateral ties shall be embedded in grout.
Stack bond masonry that is not part of the lateral-force-resisting system shall have a horizontal cross-sectional area of reinforcement of at least 0.0015 times the gross cross-sectional area of masonry. Table R606.12.4.1 shows minimum reinforcing bar sizes for masonry walls. The maximum spacing of horizontal reinforcement shall be 24 inches (610 mm). These elements shall be solidly grouted and shall be constructed of hollow open-end units or two wythes of solid units.
Stack bond masonry that is part of the lateral-force-resisting system shall have a horizontal cross-sectional area of reinforcement of at least 0.0025 times the gross cross-sectional area of masonry. Table R606.12.4.2 shows minimum reinforcing bar sizes for masonry walls. The maximum spacing of horizontal reinforcement shall be 16 inches (406 mm). These elements shall be solidly grouted and shall be constructed of hollow open-end units or two wythes of solid units.
Bars shall be completely embedded in mortar or grout. Joint reinforcement embedded in horizontal mortar joints shall not have less than 5/8-inch (15.9 mm) mortar coverage from the exposed face. All other reinforcement shall have a minimum coverage of one bar diameter over all bars, but not less than 3/4 inch (19 mm), except where exposed to weather or soil, in which case the minimum coverage shall be 2 inches (51 mm).
Beams, girders or other concentrated loads supported by a wall or column shall have a bearing of at least 3 inches (76 mm) in length measured parallel to the beam upon solid masonry not less than 4 inches (102 mm) in thickness, or upon a metal bearing plate of adequate design and dimensions to distribute the load safely, or upon a continuous reinforced masonry member projecting not less than 4 inches (102 mm) from the face of the wall.
Joists shall have a bearing of not less than 11/2 inches (38 mm), except as provided in Section R606.14, and shall be supported in accordance with Figure R606.11(1).
Joint reinforcement, anchors, ties and wire fabric shall conform to the following: ASTM A 82 for wire anchors and ties; ASTM A 36 for plate, headed and bent-bar anchors; ASTM A 510 for corrugated sheet metal anchors and ties; ASTM A 951 for joint reinforcement; ASTM B 227 for copper-clad steel wire ties; or ASTM A 167 for stainless steel hardware.
Minimum corrosion protection of joint reinforcement, anchor ties and wire fabric for use in masonry wall construction shall conform to Table R606.15.1.
Mortar for use in masonry construction shall comply with ASTM C 270. The type of mortar shall be in accordance with Sections R607.1.1, R607.1.2 and R607.1.3 and shall meet the proportion specifications of Table R607.1 or the property specifications of ASTM C 270.
Mortar for masonry serving as the lateral-force- resisting system in Seismic Design Categories D0, D1 and D2 shall be Type M or S portland cement-lime or mortar cement mortar.
Unless otherwise required or indicated on the project drawings, head and bed joints shall be 3/8 inch (10 mm) thick, except that the thickness of the bed joint of the starting course placed over foundations shall not be less than 1/4 inch (7 mm) and not more than 3/4 inch (19 mm).
The mortar shall be sufficiently plastic and units shall be placed with sufficient pressure to extrude mortar from the joint and produce a tight joint. Deep furrowing of bed joints that produces voids shall not be permitted. Any units disturbed to the extent that initial bond is broken after initial placement shall be removed and relaid in fresh mortar. Surfaces to be in contact with mortar shall be clean and free of deleterious materials.
For hollowmasonry units, head and bed joints shall be filled solidly with mortar for a distance in from the face of the unit not less than the thickness of the face shell.
The installation of wall ties shall be as follows:
The ends of wall ties shall be embedded in mortar joints. Wall tie ends shall engage outer face shells of hollow units by at least 1/2 inch (13 mm). Wire wall ties shall be embedded at least 11/2 inches (38 mm) into the mortar bed of solid masonry units or solid grouted hollow units.
Wall ties shall not be bent after being embedded in grout or mortar.
The facing and backing of multiple wythe masonry walls shall be bonded in accordance with Section R608.1.1, R608.1.2 or R608.1.3. In cavity walls, neither the facing nor the backing shall be less than 3 inches (76 mm) nominal in thickness and the cavity shall not be more than 4 inches (102 mm) nominal in width. The backing shall be at least as thick as the facing.
Exception: Cavities shall be permitted to exceed the 4-inch (102 mm) nominal dimension provided tie size and tie spacing have been established by calculation.
Where the facing and backing (adjacent wythes) of solid masonry construction are bonded by means of masonry headers, no less than 4 percent of the wall surface of each face shall be composed of headers extending not less than 3 inches (76 mm) into the backing. The distance between adjacent full-length headers shall not exceed 24 inches (610 mm) either vertically or horizontally. In walls in which a single header does not extend through the wall, headers from the opposite sides shall overlap at least 3 inches (76 mm), or headers from opposite sides shall be covered with another header course overlapping the header below at least 3 inches (76 mm).
Where two or more hollow units are used to make up the thickness of a wall, the stretcher courses shall be bonded at vertical intervals not exceeding 34 inches (864 mm) by lapping at least 3 inches (76 mm) over the unit below, or by lapping at vertical intervals not exceeding 17 inches (432 mm) with units that are at least 50 percent thicker than the units below.
Bonding with wall ties, except as required by Section R610, where the facing and backing (adjacent wythes) of masonry walls are bonded with 3/16-inch-diameter (5 mm) wall ties embedded in the horizontal mortar joints, there shall be at least one metal tie for each 4.5 square feet (0.418 m2) of wall area. Ties in alternate courses shall be staggered. The maximum vertical distance between ties shall not exceed 24 inches (610 mm), and the maximum horizontal distance shall not exceed 36 inches (914 mm). Rods or ties bent to rectangular shape shall be used with hollowmasonry units laid with the cells vertical. In other walls, the ends of ties shall be bent to 90-degree (0.79 rad) angles to provide hooks no less than 2 inches (51 mm) long. Additional bonding ties shall be provided at all openings, spaced not more than 3 feet (914 mm) apart around the perimeter and within 12 inches (305 mm) of the opening.
Where the facing and backing (adjacent wythes) of masonry are bonded with adjustable wall ties, there shall be at least one tie for each 2.67 square feet (0.248 m2) of wall area. Neither the vertical nor the horizontal spacing of the adjustable wall ties shall exceed 24 inches (610 mm). The maximum vertical offset of bed joints from one wythe to the other shall be 1.25 inches (32 mm). The maximum clearance between connecting parts of the ties shall be 1/16 inch (2 mm). When pintle legs are used, ties shall have at least two 3/16-inch-diameter (5 mm) legs.
Where the facing and backing (adjacent wythes) of masonry are bonded with prefabricated joint reinforcement, there shall be at least one cross wire serving as a tie for each 2.67 square feet (0.248 m2) of wall area. The vertical spacing of the joint reinforcement shall not exceed 16 inches (406 mm). Cross wires on prefabricated joint reinforcement shall not be smaller than No. 9 gage. The longitudinal wires shall be embedded in the mortar.
In ashlar masonry, bonder units, uniformly distributed, shall be provided to the extent of not less than 10 percent of the wall area. Such bonder units shall extend not less than 4 inches (102 mm) into the backing wall.
Rubble stone masonry 24 inches (610 mm) or less in thickness shall have bonder units with a maximum spacing of 3 feet (914 mm) vertically and 3 feet (914 mm) horizontally, and if the masonry is of greater thickness than 24 inches (610 mm), shall have one bonder unit for each 6 square feet (0.557 m2) of wall surface on both sides.
In each wythe of masonry laid in running bond, head joints in successive courses shall be offset by not less than one-fourth the unit length, or the masonry walls shall be reinforced longitudinally as required in Section R608.2.2.
Where unit masonry is laid with less head joint offset than in Section R608.2.1, the minimum area of horizontal reinforcement placed in mortar bed joints or in bond beams spaced not more than 48 inches (1219 mm) apart, shall be 0.0007 times the vertical cross-sectional area of the wall.