Wall Construction

This chapter outlines the design and construction requirements for various wall types and partitions, including wood, steel, masonry, concrete, and structural insulated panels, along with exterior windows and doors.

R601 — General

R601.1 Application. The provisions of this chapter shall control the design and construction of all walls and partitions for all buildings.

R601.2 Requirements. Wall construction shall be capable of accommodating all loads imposed according to Section R301 and of transmitting the resulting loads to the supporting structural elements.

R601.2.1 Compressible floor-covering materials. Compressible floor-covering materials that compress more than 1/32 inch (0.8 mm) when subjected to 50 pounds (23 kg) applied over 1 inch square (645 mm) of material and are greater than ⅛ inch (3 mm) in thickness in the uncompressed state shall not extend beneath walls, partitions or columns, which are fastened to the floor.

R601.2.1 Compressible floor-covering materials. Compressible floor-covering materials that compress more than 1/32 inch (0.8 mm) when subjected to 50 pounds (23 kg) applied over 1 inch square (645 mm) of material and are greater than ⅛ inch (3 mm) in thickness in the uncompressed state shall not extend beneath walls, partitions or columns, which are fastened to the floor.

R601.3 Vapor retarders. Class I or II vapor retarders are required on the interior side of frame walls in Zones 5,6, 7, 8 and Marine 4.

Exceptions: Basement walls. Below grade portion of any wall. Construction where moisture or its freezing will not damage the materials.

Exceptions:

Basement walls.
Below grade portion of any wall.
Construction where moisture or its freezing will not damage the materials.

R601.3.1 Class III vapor retarders. Class III vapor retarders shall be permitted where anyone of the conditions in Table R601.3.1 is met. R601.3.2 Material vapor retarder class. The vapor retarder class shall be based on the manufacturer's certified testing or a tested assembly. The following shall be deemed to meet the class specified: Class I: Sheet polyethylene, unperforated aluminum foil. Class II: Kraft-faced fiberglass batts. Class III: Latex or enamel paint. R601.3.3 Minimum clear air spaces and vented openings for vented cladding. For the purposes of this section, vented cladding shall include the following minimum clear air spaces. Other openings with the equivalent vent area shall be permitted. Vinyl lap or horizontal aluminum siding applied over a weather resistive barrier as specified in Table R703.4. Brick veneer with a clear airspace as specified in Section R703.7.4.2. Other approved vented claddings.

R601.3.1 Class III vapor retarders. Class III vapor retarders shall be permitted where anyone of the conditions in Table R601.3.1 is met.

R601.3.2 Material vapor retarder class. The vapor retarder class shall be based on the manufacturer's certified testing or a tested assembly.

The following shall be deemed to meet the class specified: Class I: Sheet polyethylene, unperforated aluminum foil. Class II: Kraft-faced fiberglass batts. Class III: Latex or enamel paint.

The following shall be deemed to meet the class specified:

Class I: Sheet polyethylene, unperforated aluminum foil.

Class II: Kraft-faced fiberglass batts.

Class III: Latex or enamel paint.

R601.3.3 Minimum clear air spaces and vented openings for vented cladding. For the purposes of this section, vented cladding shall include the following minimum clear air spaces. Other openings with the equivalent vent area shall be permitted.

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

A table appears here in the adopted code. Refer to the official source for the full table.

R602 — Wood Wall Framing

R602.1 Identification. Load-bearing dimension lumber for studs, plates and headers shall be identified by a grade mark of a lumber grading or inspection agency that has been approved by an accreditation body that complies with DOC PS 20. In lieu ofa grade mark, a certification of inspection issued by a lumber grading or inspection agency meeting the requirements of this section shall be accepted.

R602.1.1 End-jointed lumber. Approvedend-jointed lumber identified by a grade mark conforming to Section R602.1 may be used interchangeably with solid-sawn members of the same species and grade. R602.1.2 Structural glued laminated timbers. Glued laminated timbers shall be manufactured and identified as required in ANSI/AITC A190.1 and ASTM D 3737. R602.1.3 Structural log members. Stress grading ofstructural log members of nonrectangular shape, as typically used in log buildings, shall be in accordance with ASTM D 3957. Such structural log members shall be identified by the grade mark of an approved lumber grading or inspection agency. In lieu of a grade mark on the material, a certificate of inspection as to species and grade, issued by a lumber-grading or inspection agency meeting the requirements of this section, shall be permitted to be accepted.

R602.1.1 End-jointed lumber. Approvedend-jointed lumber identified by a grade mark conforming to Section R602.1 may be used interchangeably with solid-sawn members of the same species and grade.

R602.1.2 Structural glued laminated timbers. Glued laminated timbers shall be manufactured and identified as required in ANSI/AITC A190.1 and ASTM D 3737.

R602.1.3 Structural log members. Stress grading ofstructural log members of nonrectangular shape, as typically used in log buildings, shall be in accordance with ASTM D 3957. Such structural log members shall be identified by the grade mark of an approved lumber grading or inspection agency. In lieu of a grade mark on the material, a certificate of inspection as to species and grade, issued by a lumber-grading or inspection agency meeting the requirements of this section, shall be permitted to be accepted.

R602.2 Grade. Studs shall be a minimum No.3, standard or stud grade lumber.

Exception: Bearing studs not supporting floors and nonbearing studs may be utility grade lumber, provided the studs are spaced in accordance with Table R602.3(5).

R602.3 Design and construction. Exterior walls of wood-frame construction shall be designed and constructed in accordance with the provisions of this chapter and Figures R602.3(1) and R602.3.(2) or in accordance with AF&PA's NDS. Components of exterior walls shall be fastened in accordance with Tables R602.3(1) through R602.3(4). Structural wall sheathing shall be fastened directly to structural framing members. Exterior wall coverings shall be capable of resisting the wind pressures listed in Table R30 1.2 (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).

R602.3.1 Stud size, height and spacing. The size, height and spacing ofstuds 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.

R602.3.1 Stud size, height and spacing. The size, height and spacing ofstuds 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.

R602.3.2 Top plate. Wood stud walls shall be capped with a double top plate installed to provide overlapping at corners and intersections with bearing partitions. End joints in top plates shall be offset at least 24 inches (610 mm). Joints in plates need not occur over studs. Plates shall be not less than 2-inches (51 mm) nominal thickness and have a width at least equal to the width of the studs. Exception: A single top plate may be installed in stud walls, provided the plate is adequately tied at joints, corners and intersecting walls by a minimum 3-inch-by-6-inch by a 0.036-inch-thick (76 mm by 152 mm by 0.914 mm) galvanized steel plate that is nailed to each wall or segment of wall by six 8d nails on each side, provided the rafters orjoists are centered over the studs with a tolerance of no more than 1 inch (25 mm). The top plate may be omitted over lintels that are adequately tied to adjacent wall sections with steel plates or equivalent as previously described. R602.3.3 Bearing studs. Wherejoists, 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. R602.3.4 Bottom (sole) plate. Studs shall have full bearing on a nominal 2-by (51 mm) or larger plate or sill having a width at least equal to the width of the studs.

R602.3.2 Top plate. Wood stud walls shall be capped with a double top plate installed to provide overlapping at corners and intersections with bearing partitions. End joints in top plates shall be offset at least 24 inches (610 mm). Joints in plates need not occur over studs. Plates shall be not less than 2-inches (51 mm) nominal thickness and have a width at least equal to the width of the studs.

Exception: A single top plate may be installed in stud walls, provided the plate is adequately tied at joints, corners and intersecting walls by a minimum 3-inch-by-6-inch by a 0.036-inch-thick (76 mm by 152 mm by 0.914 mm) galvanized steel plate that is nailed to each wall or segment of wall by six 8d nails on each side, provided the rafters orjoists are centered over the studs with a tolerance of no more than 1 inch (25 mm). The top plate may be omitted over lintels that are adequately tied to adjacent wall sections with steel plates or equivalent as previously described.

R602.3.3 Bearing studs. Wherejoists, 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.

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.

R602.3.4 Bottom (sole) plate. Studs shall have full bearing on a nominal 2-by (51 mm) or larger plate or sill having a width at least equal to the width of the studs.

R602.4 Interior load-bearing walls. Interior load-bearing walls shall be constructed, framed and fireblocked as specified for exterior walls.

R602.5 Interior nonbearing walls. Interior nonbearing walls shall be permitted to be constructed with 2-inch-by-3-inch (51 mm by 76 mm) studs spaced 24 inches (610 mm) on center or, when not part of a braced wa]]]ine, 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.

A table appears here in the adopted code. Refer to the official source for the full table.

FIGURE R602.3(1) TYPICAL WALL, FLOOR AND ROOF FRAMING

FIGURE R602.3(2) FRAMING DETAILS

A table appears here in the adopted code. Refer to the official source for the full table.

R602.6 Drilling and notching-studs. 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 ⅝ 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.

R602.6.1 Drilling and notching oftop plate. When piping or ductwork is placed in or partly in an exterior wall or interior load-bearing wall, necessitating cutting, drilling or notching of the top plate by more than 50 percent of its width, a galvanized metal tie not less than 0.054 inch thick (1.37 mm) (16 ga) and 1½ 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 1½ 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 ofthe wall with the notch or cut is covered by wood structural panel sheathing.

FIGURE R602.6(1) NOTCHING AND BORED HOLE LIMITATIONS FOR EXTERIOR WALLS AND BEARING WALLS

FIGURE R602.6(2) NOTCHING AND BORED HOLE LIMITATIONS FOR INTERIOR NONBEARING WALLS

FIGURE R602.6.1 TOP PLATE FRAMING TO ACCOMMODATE PIPING

R602.7 Headers. For header spans see Tables R502.5(1) and R502.5(2).

R602.7.1 Wood structural panel box headers. Wood structural panel box headers shall be constructed in accordance with Figure R602.7.2 and Table R602.7.2. R602.7.2 Nonbearing walls. Load-bearing headers are not required in interior or exterior nonbearing walls. A single flat 2-inch-by-4-inch (51 mm by 102 mm) member may be used as a header in interior or exterior nonbearing walls for openings up to 8 feet (2438 mm) in width if the vertical distance to the parallel nailing surface above is not more than 24 inches (610 mm). For such nonbearing headers, no cripples or blocking are required above the header.

R602.7.1 Wood structural panel box headers. Wood structural panel box headers shall be constructed in accordance with Figure R602.7.2 and Table R602.7.2.

R602.7.2 Nonbearing walls. Load-bearing headers are not required in interior or exterior nonbearing walls. A single flat 2-inch-by-4-inch (51 mm by 102 mm) member may be used as a header in interior or exterior nonbearing walls for openings up to 8 feet (2438 mm) in width if the vertical distance to the parallel nailing surface above is not more than 24 inches (610 mm). For such nonbearing headers, no cripples or blocking are required above the header.

R602.8 Fireblocking required. Fireblocking shall be provided in accordance with Section R302.11.

R602.9 Cripple walls. Foundation cripple walls shall be framed of studs not smaller than the studding above. When exceeding 4 feet (1219 mm) in height, such walls shall be framed ofstuds 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.

A table appears here in the adopted code. Refer to the official source for the full table.

FIGURE R602.7.2 TYPICAL WOOD STRUCTURAL PANEL BOX HEADER CONSTRUCTION

R602.10 Wall bracing. Buildings shall be braced in accordance with this section. Where a building, or portion thereof, does not comply with one or more of the bracing requirements in this section, those portions shall be designed and constructed in accordance with Section R301.1.

Exception: Detached one- and two-family dwellings located in Seismic Design Category C are exempt from the seismic bracing requirements of this section. Wind speed provisions for bracing shall be applicable to detached one- and two-family dwellings. R602.10.1 Braced wall lines. Braced wall lines shall be provided in accordance with this section. The length of a braced wall line shall be measured as the distance between the ends of the wall line. The end of a braced wall line shall be considered to be either: The intersection with perpendicular exterior walls or projection thereof, The intersection with perpendicular braced wall lines. The end of the braced wall line shall be chosen such that the maximum length results. R602.10.1.1 Braced wall panels. Braced wallpanels 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 storyto storyis permitted. Mixing bracing methods from braced wall line to braced wall line within a storyis permitted, except that continuous sheathing methods shall conform to the additional requirements of Sections R602.10.4 and R602.10.5. Mixing bracing methods within a braced wall line is permitted only in Seismic Design Categories A and B, and detached dwellings in Seismic Design Category C. The length of required bracing for the braced wall line with mixed sheathing types shall have the higher bracing length requirement, in accordance with Tables R602.10.1.2(1) and R602.10.1.2(2), of all types of bracing used. R602.10.1.2 Length of bracing. The length of bracing along each braced wall line shall be the greater of that required by the design wind speed and braced wall line spacing in accordance with Table R602.10.1.2(1) as adjusted by the factors in the footnotes or the Seismic Design Category and braced wall line length in accordance with Table R602.10.1.2(2) as adjusted by the factors in Table R602.10.1.2(3) or braced wall panel location requirements of Section R602.10.1.4. Only walls that are parallel to the braced wall line shall be counted toward the bracing requirement of that line, except angled walls shall be counted in accordance with Section R602.10.1.3. In no case shall the minimum total length of bracing in a braced wall line, after all adjustments have been taken, be less than 48 inches (1219 mm) total. R602.10.1.2.1 Braced wall panel uplift load path. Braced wallpanels located at exterior walls that support roof rafters or trusses (including stories below top story) shall have the framing members connected in accordance with one of the following: Fastening in accordance with Table R602.3(1) where: 1.1. The basic wind speed does not exceed 90 mph (40 m/s), the wind exposure category is B, the roof pitch is 5: 12 or greater, and the roof span is 32 feet (9754 mm) or less, or 1.2. The net uplift value at the top of a wall does not exceed 100 plf. The net uplift value shall be determined in accordance with Section 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 ofthe 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. R602.10.1.3 Angled corners. At corners, braced wall lines shall be permitted to angle out of plane up to 45 degrees with a maximum diagonal length of 8 feet (2438 mm). When determining the length of bracing required, the length of each braced wall line shall be determined as shown in Figure R602.10.1.3. The placement of bracing for the braced wall lines shall begin at the point where the braced wall line, which contains the angled wall adjoins the adjacent braced wall line (Point A as shown in Figure R602.1 0.1.3). 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 ofeither ofthe 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: 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.

R602.10.1 Braced wall lines. Braced wall lines shall be provided in accordance with this section. The length of a braced wall line shall be measured as the distance between the ends of the wall line. The end of a braced wall line shall be considered to be either:

The intersection with perpendicular exterior walls or projection thereof,
The intersection with perpendicular braced wall lines.

The end of the braced wall line shall be chosen such that the maximum length results.

R602.10.1.1 Braced wall panels. Braced wallpanels 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 storyto storyis permitted. Mixing bracing methods from braced wall line to braced wall line within a storyis permitted, except that continuous sheathing methods shall conform to the additional requirements of Sections R602.10.4 and R602.10.5. Mixing bracing methods within a braced wall line is permitted only in Seismic Design Categories A and B, and detached dwellings in Seismic Design Category C. The length of required bracing for the braced wall line with mixed sheathing types shall have the higher bracing length requirement, in accordance with Tables R602.10.1.2(1) and R602.10.1.2(2), of all types of bracing used. R602.10.1.2 Length of bracing. The length of bracing along each braced wall line shall be the greater of that required by the design wind speed and braced wall line spacing in accordance with Table R602.10.1.2(1) as adjusted by the factors in the footnotes or the Seismic Design Category and braced wall line length in accordance with Table R602.10.1.2(2) as adjusted by the factors in Table R602.10.1.2(3) or braced wall panel location requirements of Section R602.10.1.4. Only walls that are parallel to the braced wall line shall be counted toward the bracing requirement of that line, except angled walls shall be counted in accordance with Section R602.10.1.3. In no case shall the minimum total length of bracing in a braced wall line, after all adjustments have been taken, be less than 48 inches (1219 mm) total. R602.10.1.2.1 Braced wall panel uplift load path. Braced wallpanels located at exterior walls that support roof rafters or trusses (including stories below top story) shall have the framing members connected in accordance with one of the following: Fastening in accordance with Table R602.3(1) where: 1.1. The basic wind speed does not exceed 90 mph (40 m/s), the wind exposure category is B, the roof pitch is 5: 12 or greater, and the roof span is 32 feet (9754 mm) or less, or 1.2. The net uplift value at the top of a wall does not exceed 100 plf. The net uplift value shall be determined in accordance with Section 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 ofthe 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. R602.10.1.3 Angled corners. At corners, braced wall lines shall be permitted to angle out of plane up to 45 degrees with a maximum diagonal length of 8 feet (2438 mm). When determining the length of bracing required, the length of each braced wall line shall be determined as shown in Figure R602.10.1.3. The placement of bracing for the braced wall lines shall begin at the point where the braced wall line, which contains the angled wall adjoins the adjacent braced wall line (Point A as shown in Figure R602.1 0.1.3). 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 ofeither ofthe 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.

R602.10.1.1 Braced wall panels. Braced wallpanels 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 storyto storyis permitted.
Mixing bracing methods from braced wall line to braced wall line within a storyis permitted, except that continuous sheathing methods shall conform to the additional requirements of Sections R602.10.4 and R602.10.5.
Mixing bracing methods within a braced wall line is permitted only in Seismic Design Categories A and B, and detached dwellings in Seismic Design Category C. The length of required bracing for the braced wall line with mixed sheathing types shall have the higher bracing length requirement, in accordance with Tables R602.10.1.2(1) and R602.10.1.2(2), of all types of bracing used.

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

R602.10.1.2.1 Braced wall panel uplift load path. Braced wallpanels located at exterior walls that support roof rafters or trusses (including stories below top story) shall have the framing members connected in accordance with one of the following: Fastening in accordance with Table R602.3(1) where: 1.1. The basic wind speed does not exceed 90 mph (40 m/s), the wind exposure category is B, the roof pitch is 5: 12 or greater, and the roof span is 32 feet (9754 mm) or less, or 1.2. The net uplift value at the top of a wall does not exceed 100 plf. The net uplift value shall be determined in accordance with Section 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 ofthe 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.

R602.10.1.2.1 Braced wall panel uplift load path. Braced wallpanels located at exterior walls that support roof rafters or trusses (including stories below top story) shall have the framing members connected in accordance with one of the following:

Fastening in accordance with Table R602.3(1) where: 1.1. The basic wind speed does not exceed 90 mph (40 m/s), the wind exposure category is B, the roof pitch is 5: 12 or greater, and the roof span is 32 feet (9754 mm) or less, or 1.2. The net uplift value at the top of a wall does not exceed 100 plf. The net uplift value shall be determined in accordance with Section 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 ofthe 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.

1.1. The basic wind speed does not exceed 90 mph (40 m/s), the wind exposure category is B, the roof pitch is 5: 12 or greater, and the roof span is 32 feet (9754 mm) or less, or 1.2. The net uplift value at the top of a wall does not exceed 100 plf. The net uplift value shall be determined in accordance with Section R802.11 and shall be permitted to be reduced by 60 plf (86 N/mm) for each full wall above.

1.1. The basic wind speed does not exceed 90 mph (40 m/s), the wind exposure category is B, the roof pitch is 5: 12 or greater, and the roof span is 32 feet (9754 mm) or less, or

1.2. The net uplift value at the top of a wall does not exceed 100 plf. The net uplift value shall be determined in accordance with Section R802.11 and shall be permitted to be reduced by 60 plf (86 N/mm) for each full wall above.

R602.10.1.3 Angled corners. At corners, braced wall lines shall be permitted to angle out of plane up to 45 degrees with a maximum diagonal length of 8 feet (2438 mm). When determining the length of bracing required, the length of each braced wall line shall be determined as shown in Figure R602.10.1.3. The placement of bracing for the braced wall lines shall begin at the point where the braced wall line, which contains the angled wall adjoins the adjacent braced wall line (Point A as shown in Figure R602.1 0.1.3). 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 ofeither ofthe 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.

A table appears here in the adopted code. Refer to the official source for the full table.

FIGURE R602.10.1.3 ANGLED CORNERS

R602.10.1.4 Braced wall panel location. Braced wall panels shall be located in accordance with Figure R602.1 0.1.4 (1). Braced wall panels shall be located not more than 25 feet (7620 mm) on center and shall be permitted to begin no more than 12.5 feet (3810 mm) from the end of a braced wall line in accordance with Section R602.10.1 and Figure R602.10.1.4(2). The total combined distance from each end of a braced wall line to the outermost braced wall panel or panels in the line shall not exceed 12.5 feet (3810 mm). Braced wallpanels may be offset out-of-plane up to 4 feet (1219 mm) from the designated braced wall line provided that the total out-to-out offset of braced wall panels in a braced wall line is not more than 8 feet (2438 mm) in accordance with Figures R602.10.1.4(3) and R602.10.1.4(4). All braced wall panels within a braced wall line shall be permitted to be offset from the designated braced wall line. R602.10.1.4.1 Braced wall panel location in Seismic Design Categories D0, D1 and D2. Braced wall lines at exterior walls shall have a braced wall panel located at each end of the braced wall line. Exception: For braced wall panel construction Method WSP of Section R602.10.2 , the braced wallpanelshall 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 wallpanel 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. R602.10.1.5 Braced wall line spacing for Seismic Design Categories Do, D1 and D2. Spacing between braced wall lines in each story shall not exceed 25 feet (7620 mm) on center in both the longitudinal and trans-verse directions. Exception: In one- and two-story buildings, spacing between two adjacent braced wall lines shall not exceed 35 feet (10 668 mm) on center in order to accommodate one single room not exceeding 900 square feet (84 m2) in each dwelling unit. Spacing between all other braced wall lines shall not exceed 25 feet (7620 mm). A spacing of 35 feet (10 668 mm) or less shall be permitted between braced wall lines where the length of wall bracing required by Table R602.10.1.2(2) is multiplied by the appropriate adjustment factor from Table R602. 10. 1. 5, the length-to-width ratio for the floor/roof diaphragm does not exceed 3: 1, and the top plate lap splice face nailing is twelve 16d nails on each side of the splice.

R602.10.1.4 Braced wall panel location. Braced wall panels shall be located in accordance with Figure R602.1 0.1.4 (1). Braced wall panels shall be located not more than 25 feet (7620 mm) on center and shall be permitted to begin no more than 12.5 feet (3810 mm) from the end of a braced wall line in accordance with Section R602.10.1 and Figure R602.10.1.4(2). The total combined distance from each end of a braced wall line to the outermost braced wall panel or panels in the line shall not exceed 12.5 feet (3810 mm). Braced wallpanels may be offset out-of-plane up to 4 feet (1219 mm) from the designated braced wall line provided that the total out-to-out offset of braced wall panels in a braced wall line is not more than 8 feet (2438 mm) in accordance with Figures R602.10.1.4(3) and R602.10.1.4(4). All braced wall panels within a braced wall line shall be permitted to be offset from the designated braced wall line.

R602.10.1.4.1 Braced wall panel location in Seismic Design Categories D0, D1 and D2. Braced wall lines at exterior walls shall have a braced wall panel located at each end of the braced wall line. Exception: For braced wall panel construction Method WSP of Section R602.10.2 , the braced wallpanelshall 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 wallpanel 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.

R602.10.1.4.1 Braced wall panel location in Seismic Design Categories D0, D1 and D2. Braced wall lines at exterior walls shall have a braced wall panel located at each end of the braced wall line.

Exception: For braced wall panel construction Method WSP of Section R602.10.2 , the braced wallpanelshall 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 wallpanel 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.

Exception: For braced wall panel construction Method WSP of Section R602.10.2 , the braced wallpanelshall 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 wallpanel 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.

R602.10.1.5 Braced wall line spacing for Seismic Design Categories Do, D1 and D2. Spacing between braced wall lines in each story shall not exceed 25 feet (7620 mm) on center in both the longitudinal and trans-verse directions.

Exception: In one- and two-story buildings, spacing between two adjacent braced wall lines shall not exceed 35 feet (10 668 mm) on center in order to accommodate one single room not exceeding 900 square feet (84 m2) in each dwelling unit. Spacing between all other braced wall lines shall not exceed 25 feet (7620 mm). A spacing of 35 feet (10 668 mm) or less shall be permitted between braced wall lines where the length of wall bracing required by Table R602.10.1.2(2) is multiplied by the appropriate adjustment factor from Table R602. 10. 1. 5, the length-to-width ratio for the floor/roof diaphragm does not exceed 3: 1, and the top plate lap splice face nailing is twelve 16d nails on each side of the splice.

FIGURE R602.10.1.4(1) BRACED WALL PANELS AND BRACED WALL LINES

FIGURE R602.10.1.4(2) BRACED WALL PANEL END DISTANCE REQUIREMENTS (SDC A, B AND C)

R602.10.2 Intermittent braced wall panel construction methods. The construction of intermittent braced wallpanels shall be in accordance with one of the methods listed in Table R602.10.2. R602.10.2.1 Intermittent braced wall panel interior finish material. Intermittent braced wall panels shall have gypsum wall board installed on the side of the wall opposite the bracing material. Gypsum wall board shall be not less than 1/2 inch (12.7 mm) in thickness and be fastened in accordance with Table R702.3.5 for interior gypsum wall board. Exceptions: 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.

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

R602.10.2.1 Intermittent braced wall panel interior finish material. Intermittent braced wall panels shall have gypsum wall board installed on the side of the wall opposite the bracing material. Gypsum wall board shall be not less than 1/2 inch (12.7 mm) in thickness and be fastened in accordance with Table R702.3.5 for interior gypsum wall board. Exceptions: 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.

R602.10.2.1 Intermittent braced wall panel interior finish material. Intermittent braced wall panels shall have gypsum wall board installed on the side of the wall opposite the bracing material. Gypsum wall board shall be not less than 1/2 inch (12.7 mm) in thickness and be fastened in accordance with Table R702.3.5 for interior gypsum wall board.

Exceptions: 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.

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.

FIGURE R602.10.1.4(3) OFFSETS PERMITTED FOR BRACED WALL LINES

FIGURE R602.10.1.4(4) BRACED WALL LINE SPACING

R602.10.2.2 Adhesive attachment of sheathing in Seismic Design Categories C, Do, D1 and D2. Adhesive attachment of wall sheathing shall not be permitted in Seismic Design Categories C, Do, D1 and D2. R602.10.3 Minimum length of braced panels. For Methods DWB, WSP, SFB, PBS, PCP and HPS, each braced wall panelshall 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 wallpaneland shall be at least 96 inches (2438 mm) in length where applied to one face of a braced wallpaneland at least 48 inches (1219 mm) where applied to both faces. For Methods DWB, WSP, SFB, PBS, PCP and HPS, for purposes of computing the length of panel bracing required in Tables R602.10.1.2(1) and R602.10.1.2(2), the effective length of the braced wall panel shall be equal to the actual length of the panel. When Method GB panels are applied to only one face of a braced wall panel, bracing lengths required in Tables R602.10.1.2(1) and R602.10.1.2(2) for Method GB shall be doubled. Exceptions: Lengths of braced wall panels for continuous sheathing methods shall be in accordance with Table R602.10.4.2. Lengths of Method ABW panels shall be in accordance with Sections R602.10.3.2. Length of Methods PFH and PFG panels shall be in accordance with Section R602.10.3.3 and R602.10.3.4 respectively. For Methods DWB, WSP, SFB, PBS, PCP and HPS in Seismic Design Categories A, B, and C: Panels between 36 inches (914 mm) and 48 inches (1219 mm) in length shall be permitted to count towards the required length of bracing in Tables R602.10.1.2(1) and R602.10.1.2(2), and the effective contribution shall comply with Table R602.10.3. R602.10.3.1 Adjustment of length of braced panels. When storyheight (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. R602.10.3.2 Method ABW: Alternate braced wall panels. Method ABW braced wallpanels constructed in accordance with one of the following provisions shall be permitted to replace each 4 feet (1219 mm) of braced wallpanel 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 wallpanelshall 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.

R602.10.2.2 Adhesive attachment of sheathing in Seismic Design Categories C, Do, D1 and D2. Adhesive attachment of wall sheathing shall not be permitted in Seismic Design Categories C, Do, D1 and D2.

R602.10.2.2 Adhesive attachment of sheathing in Seismic Design Categories C, Do, D1 and D2. Adhesive attachment of wall sheathing shall not be permitted in Seismic Design Categories C, Do, D1 and D2.

R602.10.3 Minimum length of braced panels. For Methods DWB, WSP, SFB, PBS, PCP and HPS, each braced wall panelshall 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 wallpaneland shall be at least 96 inches (2438 mm) in length where applied to one face of a braced wallpaneland at least 48 inches (1219 mm) where applied to both faces. For Methods DWB, WSP, SFB, PBS, PCP and HPS, for purposes of computing the length of panel bracing required in Tables R602.10.1.2(1) and R602.10.1.2(2), the effective length of the braced wall

panel shall be equal to the actual length of the panel. When Method GB panels are applied to only one face of a braced wall panel, bracing lengths required in Tables R602.10.1.2(1) and R602.10.1.2(2) for Method GB shall be doubled.

Exceptions: Lengths of braced wall panels for continuous sheathing methods shall be in accordance with Table R602.10.4.2. Lengths of Method ABW panels shall be in accordance with Sections R602.10.3.2. Length of Methods PFH and PFG panels shall be in accordance with Section R602.10.3.3 and R602.10.3.4 respectively. For Methods DWB, WSP, SFB, PBS, PCP and HPS in Seismic Design Categories A, B, and C: Panels between 36 inches (914 mm) and 48 inches (1219 mm) in length shall be permitted to count towards the required length of bracing in Tables R602.10.1.2(1) and R602.10.1.2(2), and the effective contribution shall comply with Table R602.10.3. R602.10.3.1 Adjustment of length of braced panels. When storyheight (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. R602.10.3.2 Method ABW: Alternate braced wall panels. Method ABW braced wallpanels constructed in accordance with one of the following provisions shall be permitted to replace each 4 feet (1219 mm) of braced wallpanel 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 wallpanelshall 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.

Exceptions:

Lengths of braced wall panels for continuous sheathing methods shall be in accordance with Table R602.10.4.2.
Lengths of Method ABW panels shall be in accordance with Sections R602.10.3.2.
Length of Methods PFH and PFG panels shall be in accordance with Section R602.10.3.3 and R602.10.3.4 respectively.
For Methods DWB, WSP, SFB, PBS, PCP and HPS in Seismic Design Categories A, B, and C: Panels between 36 inches (914 mm) and 48 inches (1219 mm) in length shall be permitted to count towards the required length of bracing in Tables R602.10.1.2(1) and R602.10.1.2(2), and the effective contribution shall comply with Table R602.10.3.

R602.10.3.1 Adjustment of length of braced panels. When storyheight (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.

R602.10.3.2 Method ABW: Alternate braced wall panels. Method ABW braced wallpanels constructed in accordance with one of the following provisions shall be permitted to replace each 4 feet (1219 mm) of braced wallpanel 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 wallpanelshall 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.

FIGURE R602.10.1.4.1 BRACED WALL PANELS AT ENDS OF BRACED WALL LINES IN SEISMIC DESIGN CATEGORIES D0, D1 AND D2

A table appears here in the adopted code. Refer to the official source for the full table.

R602.10.3.3 Method PFH : Portal frame with hold-downs. Method PFH braced wall panels constructed in accordance with one of the following provisions are also permitted to replace each 4 feet (1219 mm) of braced wall panel as required by Section R602.10.3 for use adjacent to a window or door opening with a full-length header: 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/s-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. TABLE R602.10.3EFFECTIVE LENGTHS FOR BRACED WALL PANELS LESS THAN 48 INCHES IN ACTUAL LENGTH (BRACE METHODS DWB, WSP, SFB, PBS, PCP AND HPSa) ACTUAL LENGTH OF BRACED WALL PANEL (inches) EFFECTIVE LENGTH OF BRACED WALL PANEL (inches) 8-foot Wall Height 9-foot Wall Height 10-foot Wall Height 484236 483627 4836N/A 48N/AN/A For 51: 1 inch = 25.4 mm, 1 foot = 304.8 mm. a. Interpolation shall be permitted. TABLE R602.10.3.1MINIMUM LENGTH REQUIREMENTS FOR BRACED WALL PANELS SEISMIC DESIGN CATEGORY AND WIND SPEED BRACING METHOD HEIGHT OF BRACED WALL PANEL 8ft 9ft 10 ft 11 ft 12 ft SDC A, B, C, Do, D1 and D2 Wind speed < 110 mph DWB, WSP, SFB, PBS, PCP, HPS and Method GB when double sided 4' - 0" 4' - 0" 4' - 0" 4' - 5" 4' - 10" Method GB, single sided 8' - 0" 8' - 0" 8' - 0" 8' - 10" 9' - 8" For 51: 1 inch = 25.4 mm, 1 foot = 304.8 mm. TABLE R602.10.3.2MINIMUM LENGTH REQUIREMENTS AND HOLD-DOWN FORCES FOR METHOD ABW BRACED WALL PANELS SEISMIC DESIGN CATEGORY AND WIND SPEED HEIGHT OF BRACED WALL PANEL 8ft 9ft 10 ft 11 ft 12 ft SDCA, Band C Wind speed < 110 mph Minimum sheathed length 2' - 4" 2' - 8" 2' - 10" 3' - 2" 3' - 6" R602.10.3.2, item 1 hold-down force (Ib) 1800 1800 1800 2000 2200 R602.10.3.2, item 2 hold-down force (Ib) 3000 3000 3000 3300 3600 SDC Do, D1 and D2 Wind speed < 110 mph Minimum sheathed length 2' - 8" 2' - 8" 2' - 10" Npa Npa R602.10.3.2 , item 1 hold-down force (Ib) 1800 1800 1800 Npa Npa R602.10.3.2, item 2 hold-down force (Ib) 3000 3000 3000 Npa Npa For 51: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 pound = 4.448 N. a. NP = Not Permitted. Maximum height of 10 feet. 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). R602.10.3.4 Method PFG: at garage door openings in Seismic Design Categories A, Band C. Where supporting a roof or one story and a roof, alternate braced wall panels constructed in accordance with the following provisions are permitted on either side of garage door openings. For the purpose of calculating wall bracing amounts to satisfy the minimum requirements of Table R602.10.1.2(1), the length of the alternate braced wall panel shall be multiplied by a factor of 1.5. Braced wallpanellength shall be a minimum of 24 inches (610 mm) and braced wall panel height shall be a maximum of 10 feet (3048 mm). Braced wallpanelshall be sheathed on one face with a single layer of 7/l6-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 R602.1 0.3.4. The header shall consist of a minimum of two solid sawn 2x12s (51 by 305 mm) or a 3 inches x 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 R602.1 0.3.4. 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 liz-inch (12.7 mm) diameter shall be installed in accordance with Section R403.1.6. A 3/l6-inch by 2½-inch (4.8 by 63 by 63 mm) by 2½-inch steel plate washer is installed between the bottom plate and the nut of each bolt. Braced wall panel shall be installed directly on a foundation. Where an alternate braced wall panel is located only on one side of the garage opening, the header shall be connected to a supportingjack 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 supportingjack 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.

R602.10.3.3 Method PFH : Portal frame with hold-downs. Method PFH braced wall panels constructed in accordance with one of the following provisions are also permitted to replace each 4 feet (1219 mm) of braced wall panel as required by Section R602.10.3 for use adjacent to a window or door opening with a full-length header:

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/s-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. TABLE R602.10.3EFFECTIVE LENGTHS FOR BRACED WALL PANELS LESS THAN 48 INCHES IN ACTUAL LENGTH (BRACE METHODS DWB, WSP, SFB, PBS, PCP AND HPSa) ACTUAL LENGTH OF BRACED WALL PANEL (inches) EFFECTIVE LENGTH OF BRACED WALL PANEL (inches) 8-foot Wall Height 9-foot Wall Height 10-foot Wall Height 484236 483627 4836N/A 48N/AN/A For 51: 1 inch = 25.4 mm, 1 foot = 304.8 mm. a. Interpolation shall be permitted. TABLE R602.10.3.1MINIMUM LENGTH REQUIREMENTS FOR BRACED WALL PANELS SEISMIC DESIGN CATEGORY AND WIND SPEED BRACING METHOD HEIGHT OF BRACED WALL PANEL 8ft 9ft 10 ft 11 ft 12 ft SDC A, B, C, Do, D1 and D2 Wind speed < 110 mph DWB, WSP, SFB, PBS, PCP, HPS and Method GB when double sided 4' - 0" 4' - 0" 4' - 0" 4' - 5" 4' - 10" Method GB, single sided 8' - 0" 8' - 0" 8' - 0" 8' - 10" 9' - 8" For 51: 1 inch = 25.4 mm, 1 foot = 304.8 mm. TABLE R602.10.3.2MINIMUM LENGTH REQUIREMENTS AND HOLD-DOWN FORCES FOR METHOD ABW BRACED WALL PANELS SEISMIC DESIGN CATEGORY AND WIND SPEED HEIGHT OF BRACED WALL PANEL 8ft 9ft 10 ft 11 ft 12 ft SDCA, Band C Wind speed < 110 mph Minimum sheathed length 2' - 4" 2' - 8" 2' - 10" 3' - 2" 3' - 6" R602.10.3.2, item 1 hold-down force (Ib) 1800 1800 1800 2000 2200 R602.10.3.2, item 2 hold-down force (Ib) 3000 3000 3000 3300 3600 SDC Do, D1 and D2 Wind speed < 110 mph Minimum sheathed length 2' - 8" 2' - 8" 2' - 10" Npa Npa R602.10.3.2 , item 1 hold-down force (Ib) 1800 1800 1800 Npa Npa R602.10.3.2, item 2 hold-down force (Ib) 3000 3000 3000 Npa Npa For 51: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 pound = 4.448 N. a. NP = Not Permitted. Maximum height of 10 feet.
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).

A table appears here in the adopted code. Refer to the official source for the full table.

R602.10.3.4 Method PFG: at garage door openings in Seismic Design Categories A, Band C. Where supporting a roof or one story and a roof, alternate braced wall panels constructed in accordance with the following provisions are permitted on either side of garage door openings. For the purpose of calculating wall bracing amounts to satisfy the minimum requirements of Table R602.10.1.2(1), the length of the alternate braced wall panel shall be multiplied by a factor of 1.5.

Braced wallpanellength shall be a minimum of 24 inches (610 mm) and braced wall panel height shall be a maximum of 10 feet (3048 mm).
Braced wallpanelshall be sheathed on one face with a single layer of 7/l6-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 R602.1 0.3.4.
The header shall consist of a minimum of two solid sawn 2x12s (51 by 305 mm) or a 3 inches x 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 R602.1 0.3.4. 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 liz-inch (12.7 mm) diameter shall be installed in accordance with Section R403.1.6. A 3/l6-inch by 2½-inch (4.8 by 63 by 63 mm) by 2½-inch steel plate washer is installed between the bottom plate and the nut of each bolt.
Braced wall panel shall be installed directly on a foundation.
Where an alternate braced wall panel is located only on one side of the garage opening, the header shall be connected to a supportingjack 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 supportingjack 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.

FIGURE R602.10.3.2 ALTERNATE BRACED WALL PANEL

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

FIGURE R602.10.3.4 METHOD PFG PORTAL FRAME AT GARAGE DOOR OPENINGS IN SEISMIC DESIGN CATEGORIES A, BAND C

R602.10.4 Continuous sheathing. Braced wall lines with continuous sheathing shall be constructed in accordance with this section. All braced wall lines along exterior walls on the same story shall be continuously sheathed. Exception: Within Seismic Design Categories A, Band C or in regions where the basic wind speed is less than or equal to 100 mph (45 m/s), other bracing methods prescribed by this code shall be permitted on other braced wall lines on the same story level or on any braced wall line on different story levels of the building. R602.10.4.1 Continuous sheathing braced wall panels. Continuous sheathing methods require structural panel sheathing to be used on all sheathable surfaces on one side ofa braced wallline including areas above and below openings and gable end walls. Braced wallpanels 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. R602.10.4.1.1 Continuous portal frame. Continuous portal frame braced wall panels shall be constructed in accordance with Figure R602.1 0.4.1.1. 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. R602.10.4.2 Length ofbraced wall panels with continuous sheathing. Braced wall panels along a braced wall line with continuous sheathing shall be full-height with a length based on the adjacent clear opening height in accordance with Table R602.10.4.2 and Figure R602.10.4.2. Within a braced wall line when a panel has an opening on either side of differing heights, the taller opening height shall be used to determine the panel length from Table R602.10.4.2. For Method CS-PF, wall height shall be measured from the top of the header to the bottom of the bottom plate as shown in Figure R602.10.4. 1. 1. R602.10.4.3 Length ofbracing for continuous sheathing. Braced walllines with continuous sheathing shall be provided with braced wall panels in the length required in Tables R602.10.1.2(1) and R602.10.1.2(2). Only those full-height braced wallpanels complying with the length requirements of Table R602.10.4.2 shall be permitted to contribute to the minimum required length of bracing. R602.10.4.4 Continuously sheathed braced wall panel location and corner construction. For all continuous sheathing methods, full-height braced wall panels complying with the length requirements of Table R602.10.4.2 shall be located at each end of a braced wall line with continuous sheathing and at least every 25 feet (7620 mm) on center. A minimum 24 inch (610 mm) wood structural panel corner return shall be provided at both ends of a braced wall line with continuous sheathing in accordance with Figures R602.10.4.4(1) and R602.10.4.4(2). In lieu of the corner return, a hold-down device with a minimum uplift design value of 800 pounds

R602.10.4 Continuous sheathing. Braced wall lines with continuous sheathing shall be constructed in accordance with this section. All braced wall lines along exterior walls on the same story shall be continuously sheathed.

Exception: Within Seismic Design Categories A, Band C or in regions where the basic wind speed is less than or equal to 100 mph (45 m/s), other bracing methods prescribed by this code shall be permitted on other braced wall lines on the same story level or on any braced wall line on different story levels of the building. R602.10.4.1 Continuous sheathing braced wall panels. Continuous sheathing methods require structural panel sheathing to be used on all sheathable surfaces on one side ofa braced wallline including areas above and below openings and gable end walls. Braced wallpanels 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. R602.10.4.1.1 Continuous portal frame. Continuous portal frame braced wall panels shall be constructed in accordance with Figure R602.1 0.4.1.1. 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. R602.10.4.2 Length ofbraced wall panels with continuous sheathing. Braced wall panels along a braced wall line with continuous sheathing shall be full-height with a length based on the adjacent clear opening height in accordance with Table R602.10.4.2 and Figure R602.10.4.2. Within a braced wall line when a panel has an opening on either side of differing heights, the taller opening height shall be used to determine the panel length from Table R602.10.4.2. For Method CS-PF, wall height shall be measured from the top of the header to the bottom of the bottom plate as shown in Figure R602.10.4. 1. 1. R602.10.4.3 Length ofbracing for continuous sheathing. Braced walllines with continuous sheathing shall be provided with braced wall panels in the length required in Tables R602.10.1.2(1) and R602.10.1.2(2). Only those full-height braced wallpanels complying with the length requirements of Table R602.10.4.2 shall be permitted to contribute to the minimum required length of bracing. R602.10.4.4 Continuously sheathed braced wall panel location and corner construction. For all continuous sheathing methods, full-height braced wall panels complying with the length requirements of Table R602.10.4.2 shall be located at each end of a braced wall line with continuous sheathing and at least every 25 feet (7620 mm) on center. A minimum 24 inch (610 mm) wood structural panel corner return shall be provided at both ends of a braced wall line with continuous sheathing in accordance with Figures R602.10.4.4(1) and R602.10.4.4(2). In lieu of the corner return, a hold-down device with a minimum uplift design value of 800 pounds

Exception: Within Seismic Design Categories A, Band C or in regions where the basic wind speed is less than or equal to 100 mph (45 m/s), other bracing methods prescribed by this code shall be permitted on other braced wall lines on the same story level or on any braced wall line on different story levels of the building.

R602.10.4.1 Continuous sheathing braced wall panels. Continuous sheathing methods require structural panel sheathing to be used on all sheathable surfaces on one side ofa braced wallline including areas above and below openings and gable end walls. Braced wallpanels 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.

R602.10.4.1.1 Continuous portal frame. Continuous portal frame braced wall panels shall be constructed in accordance with Figure R602.1 0.4.1.1. 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.

R602.10.4.1.1 Continuous portal frame. Continuous portal frame braced wall panels shall be constructed in accordance with Figure R602.1 0.4.1.1. 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.

R602.10.4.2 Length ofbraced wall panels with continuous sheathing. Braced wall panels along a braced wall line with continuous sheathing shall be full-height with a length based on the adjacent clear opening height in accordance with Table R602.10.4.2 and Figure R602.10.4.2. Within a braced wall line when a panel has an opening on either side of differing heights, the taller opening height shall be used to determine the panel length from Table R602.10.4.2. For Method CS-PF, wall height shall be measured from the top of the header to the bottom of the bottom plate as shown in Figure R602.10.4. 1. 1.

R602.10.4.3 Length ofbracing for continuous sheathing. Braced walllines with continuous sheathing shall be provided with braced wall panels in the length required in Tables R602.10.1.2(1) and R602.10.1.2(2). Only those full-height braced wallpanels complying with the length requirements of Table R602.10.4.2 shall be permitted to contribute to the minimum required length of bracing.

R602.10.4.4 Continuously sheathed braced wall panel location and corner construction. For all continuous sheathing methods, full-height braced wall panels complying with the length requirements of Table R602.10.4.2 shall be located at each end of a braced wall line with continuous sheathing and at least every 25 feet (7620 mm) on center. A minimum 24 inch (610 mm) wood structural panel corner return shall be provided at both ends of a braced wall line with continuous sheathing in accordance with Figures R602.10.4.4(1) and R602.10.4.4(2). In lieu of the corner return, a hold-down device with a minimum uplift design value of 800 pounds

A table appears here in the adopted code. Refer to the official source for the full table.

(3560 N) shall be fastened to the corner stud and to the foundation or framing below in accordance with Figure R602.10.4.4(3). Exception: The fIrSt braced wallpanelshall be permitted to begin 12.5 feet (3810 mm) from each end of the braced waJ1 line in Seismic Design Categories A, B and C and 8 feet (2438 mm) in Seismic Design Categories Do, D1 and D2 provided one of the following is satisfied: 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 wallpanelclosest to the corner and to the foundation or framing belowinaccordancewithFigureR602.10.4.4(5).

(3560 N) shall be fastened to the corner stud and to the foundation or framing below in accordance with Figure R602.10.4.4(3).

Exception: The fIrSt braced wallpanelshall be permitted to begin 12.5 feet (3810 mm) from each end of the braced waJ1 line in Seismic Design Categories A, B and C and 8 feet (2438 mm) in Seismic Design Categories Do, D1 and D2 provided one of the following is satisfied: 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 wallpanelclosest to the corner and to the foundation or framing belowinaccordancewithFigureR602.10.4.4(5).

Exception: The fIrSt braced wallpanelshall be permitted to begin 12.5 feet (3810 mm) from each end of the braced waJ1 line in Seismic Design Categories A, B and C and 8 feet (2438 mm) in Seismic Design Categories Do, D1 and D2 provided one of the following is satisfied:

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 wallpanelclosest to the corner and to the foundation or framing belowinaccordancewithFigureR602.10.4.4(5).

FIGURE R602.10.4.1.1 METHOD CS-PF: CONTINUOUS PORTAL FRAME PANEL CONSTRUCTION

A table appears here in the adopted code. Refer to the official source for the full table.

FIGURE R602.10.4.2 BRACED WALL PANELS WITH CONTINUOUS SHEATHING

A table appears here in the adopted code. Refer to the official source for the full table.

FIGURE R602.10.4.4(1) TYPICAL EXTERIOR CORNER FRAMING FOR CONTINUOUS SHEATHING

FIGURE R602.10.4.4(2) BRACED WALL LINE WITH CONTINUOUS SHEATHING WITH CORNER RETURN PANEL

FIGURE R602.10.4.4(3) BRACED WALL LINE WITH CONTINUOUS SHEATHING WITH CORNER RETURN PANEL

FIGURE R602.10.4.4(4) BRACED WALL LINE WITH CONTINUOUS SHEATHING FIRST BRACED WALL PANEL AWAY FROM END OF WALL LINE WITHOUT TIE DOWN

FIGURE R602.10.4.4(5) BRACED WALL LINE WITH CONTINUOUS SHEATHING-FIRST BRACED WALL PANEL AWAY FROM END OF WALL LINE WITH HOLD-DOWN

R602.10.5 Continuously-sheathed braced wall line using Method CS-SFB (structural fiberboard sheathing). Continuously sheathed braced wall lines using structural fiberboard sheathing shall comply with this section. Different bracing methods shall not be permitted within a continuously sheathed braced wall line. Other bracing methods prescribed by this code shall be permitted on other braced wall lines on the same story level or on different story levels of the building. R602.10.5.1 Continuously sheathed braced wall line requirements. Continuously-sheathed braced walllines shall be in accordance with Figure R602.10.4.2 and shall comply with all of the following requirements: Structural fiberboard sheathing shall be applied to all exterior sheathable surfaces of a braced wall line including areas above and below openings. Only full-height or blocked braced wall panels shall be used for calculating the braced wall length in accordance with Tables R602.10.1.2(1) and R602.10.1.2 (2). R602.10.5.2 Braced wall panel length. In a continuously-sheathed structural fiberboard braced wall line, the minimum braced wallpanel length shall be in accordance with Table R602.10.5.2. R602.10.5.3 Braced wall panel location and corner construction. A braced wall panel shall be located at each end of a continuously-sheathed braced wall line. A minimum 32-inch (813 mm) structural fiberboard sheathing panel corner return shall be provided at both ends of a continuously-sheathed braced wall line in accordance with Figure R602.10.4.4(1) In lieu of the corner return, a hold-down device with a minimum uplift design value of 800 pounds (3560 N) shall be fastened to the corner stud and to the foundation or framing below in accordance with Figure R602.10.4.4(3). Exception: The first braced wall panel shall be permitted to begin 12 feet 6 inches (3810 mm) from each end of the braced wallline in Seismic Design Categories A, Band C provided one of the following is satisfied: A minimum 32-inch-Iong (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 wallpanelclosest to the corner and to the foundation or framing belowinaccordancewithFigureR602.10.4.4(5). R602.10.5.4 Continuously sheathed braced wall lines. Where a continuously-sheathed braced wall line is used in Seismic Design Categories Do, D1 and Dz 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 storyshall be continuously sheathed. R602.10.6 Braced wall panel connections. Braced wall panels shall be connected to floor framing or foundations as follows: Where joists are perpendicular to a braced wallpanel 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, rimjoist, bandjoist andlor blocking shall be in accordance with Table R602.3(1). Wherejoists are parallel to a braced wallpanelabove or below, a rim joist, endjoist 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 wallpanel in accordance with Figure R602.10.6(2). Fastening of blocking and wall plates shall be in accordance with Table R602.3(1) and Figure R602.10.6(2). Connections of braced wall panels to concrete or masonry shall be in accordance with Section R403.1.6. TABLE R602.10.5.2MINIMUM LENGTH REQUIREMENTS FOR STRUCTURAL FIBERBOARD BRACED WALL PANELS IN A CONTINUOUSLY-SHEATHED WALLa MINIMUM LENGTH OF STRUCTURAL FIBERBOARD BRACED WALL PANEL (inches) MINIMUM OPENING CLEAR HEIGHT NEXT TO THE STRUCTURAL FIBERBOARD BRACED WALL PANEL (% of wall height) 8-foot wall 9-foot wall 10-foot wall 48 54 60 100 32 36 40 85 24 27 30 67 For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. a. Interpolation is permitted.

R602.10.5 Continuously-sheathed braced wall line using Method CS-SFB (structural fiberboard sheathing). Continuously sheathed braced wall lines using structural fiberboard sheathing shall comply with this section. Different bracing methods shall not be permitted within a continuously sheathed braced wall line. Other bracing methods prescribed by this code shall be permitted on other braced wall lines on the same story level or on different story levels of the building.

R602.10.5.1 Continuously sheathed braced wall line requirements. Continuously-sheathed braced walllines shall be in accordance with Figure R602.10.4.2 and shall comply with all of the following requirements: Structural fiberboard sheathing shall be applied to all exterior sheathable surfaces of a braced wall line including areas above and below openings. Only full-height or blocked braced wall panels shall be used for calculating the braced wall length in accordance with Tables R602.10.1.2(1) and R602.10.1.2 (2). R602.10.5.2 Braced wall panel length. In a continuously-sheathed structural fiberboard braced wall line, the minimum braced wallpanel length shall be in accordance with Table R602.10.5.2. R602.10.5.3 Braced wall panel location and corner construction. A braced wall panel shall be located at each end of a continuously-sheathed braced wall line. A minimum 32-inch (813 mm) structural fiberboard sheathing panel corner return shall be provided at both ends of a continuously-sheathed braced wall line in accordance with Figure R602.10.4.4(1) In lieu of the corner return, a hold-down device with a minimum uplift design value of 800 pounds (3560 N) shall be fastened to the corner stud and to the foundation or framing below in accordance with Figure R602.10.4.4(3). Exception: The first braced wall panel shall be permitted to begin 12 feet 6 inches (3810 mm) from each end of the braced wallline in Seismic Design Categories A, Band C provided one of the following is satisfied: A minimum 32-inch-Iong (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 wallpanelclosest to the corner and to the foundation or framing belowinaccordancewithFigureR602.10.4.4(5). R602.10.5.4 Continuously sheathed braced wall lines. Where a continuously-sheathed braced wall line is used in Seismic Design Categories Do, D1 and Dz 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 storyshall be continuously sheathed.

R602.10.5.1 Continuously sheathed braced wall line requirements. Continuously-sheathed braced walllines shall be in accordance with Figure R602.10.4.2 and shall comply with all of the following requirements:

Structural fiberboard sheathing shall be applied to all exterior sheathable surfaces of a braced wall line including areas above and below openings.
Only full-height or blocked braced wall panels shall be used for calculating the braced wall length in accordance with Tables R602.10.1.2(1) and R602.10.1.2 (2).

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

R602.10.5.3 Braced wall panel location and corner construction. A braced wall panel shall be located at each end of a continuously-sheathed braced wall line. A minimum 32-inch (813 mm) structural fiberboard sheathing panel corner return shall be provided at both ends of a continuously-sheathed braced wall line in accordance with Figure R602.10.4.4(1) In lieu of the corner return, a hold-down device with a minimum uplift design value of 800 pounds (3560 N) shall be fastened to the corner stud and to the foundation or framing below in accordance with Figure R602.10.4.4(3).

Exception: The first braced wall panel shall be permitted to begin 12 feet 6 inches (3810 mm) from each end of the braced wallline in Seismic Design Categories A, Band C provided one of the following is satisfied: A minimum 32-inch-Iong (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 wallpanelclosest to the corner and to the foundation or framing belowinaccordancewithFigureR602.10.4.4(5).

Exception: The first braced wall panel shall be permitted to begin 12 feet 6 inches (3810 mm) from each end of the braced wallline in Seismic Design Categories A, Band C provided one of the following is satisfied:

A minimum 32-inch-Iong (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 wallpanelclosest to the corner and to the foundation or framing belowinaccordancewithFigureR602.10.4.4(5).

R602.10.5.4 Continuously sheathed braced wall lines. Where a continuously-sheathed braced wall line is used in Seismic Design Categories Do, D1 and Dz 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 storyshall be continuously sheathed.

R602.10.6 Braced wall panel connections. Braced wall panels shall be connected to floor framing or foundations as follows:

Where joists are perpendicular to a braced wallpanel 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, rimjoist, bandjoist andlor blocking shall be in accordance with Table R602.3(1).
Wherejoists are parallel to a braced wallpanelabove or below, a rim joist, endjoist 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 wallpanel in accordance with Figure R602.10.6(2). Fastening of blocking and wall plates shall be in accordance with Table R602.3(1) and Figure R602.10.6(2).
Connections of braced wall panels to concrete or masonry shall be in accordance with Section R403.1.6.

A table appears here in the adopted code. Refer to the official source for the full table.

FIGURE R602.10.6(1) BRACED WALL PANEL CONNECTION WHEN PERPENDICULAR TO FLOOR/CEILING FRAMING

FIGURE R602.10.6(2) BRACED WALL PANEL CONNECTION WHEN PARALLEL TO FLOOR/CEILING FRAMING

R602.10.6.1 Braced wall panel connections for Seismic Design Categories Do, D1 and D2• Braced wallpanels shall be fastened to required foundations in accordance with Section R602.11.1, and top plate lap splices shall be face-nailed with at least eight 16d nails on each side of the splice. R602.10.6.2 Connections to roof framing. Exterior braced wallpanels shall be connected to roof framing as follows. Parallel rafters or roof trusses shall be attached to the top plates of braced wall panels in accordance with Table R602.3(1). For SDC A, Band 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 9¼ 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 9¼ inches (235 mm) and 15¼ 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 9¼ inches (235 mm) and 15¼ 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 Do, D1 and Dz 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 15¼inches (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 15¼ 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: 4.1. In accordance with Figure R602.10.6.2(2), 4.2. In accordance with Figure R602.10.6.2(3), 4.3. With full height engineered blocking panels designed for values listed in American Forest and Paper Association (AF&PA) Wood Frame Construction Manual for One- and Two-Family Dwellings (WFCM). Both the roof and floor sheathing shall be attached to the blocking panels in accordance with Table R602.3(1). 4.4. Designed in accordance with accepted engineering methods. Lateral support for the rafters and ceiling joists shall be provided in accordance with Section R802.8. Lateral support for trusses shall be provided in accordance with Section R802.10.3. Ventilation shall be provided in accordance with Section R806.1.

R602.10.6.1 Braced wall panel connections for Seismic Design Categories Do, D1 and D2• Braced wallpanels shall be fastened to required foundations in accordance with Section R602.11.1, and top plate lap splices shall be face-nailed with at least eight 16d nails on each side of the splice.

R602.10.6.2 Connections to roof framing. Exterior braced wallpanels shall be connected to roof framing as follows.

Parallel rafters or roof trusses shall be attached to the top plates of braced wall panels in accordance with Table R602.3(1).
For SDC A, Band 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 9¼ 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 9¼ inches (235 mm) and 15¼ 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 9¼ inches (235 mm) and 15¼ 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 Do, D1 and Dz 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 15¼inches (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 15¼ 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: 4.1. In accordance with Figure R602.10.6.2(2), 4.2. In accordance with Figure R602.10.6.2(3), 4.3. With full height engineered blocking panels designed for values listed in American Forest and Paper Association (AF&PA) Wood Frame Construction Manual for One- and Two-Family Dwellings (WFCM). Both the roof and floor sheathing shall be attached to the blocking panels in accordance with Table R602.3(1). 4.4. Designed in accordance with accepted engineering methods.

4.1. In accordance with Figure R602.10.6.2(2), 4.2. In accordance with Figure R602.10.6.2(3), 4.3. With full height engineered blocking panels designed for values listed in American Forest and Paper Association (AF&PA) Wood Frame Construction Manual for One- and Two-Family Dwellings (WFCM). Both the roof and floor sheathing shall be attached to the blocking panels in accordance with Table R602.3(1). 4.4. Designed in accordance with accepted engineering methods.

4.1. In accordance with Figure R602.10.6.2(2),

4.2. In accordance with Figure R602.10.6.2(3),

4.3. With full height engineered blocking panels designed for values listed in American Forest and Paper Association (AF&PA) Wood Frame Construction Manual for One- and Two-Family Dwellings (WFCM). Both the roof and floor sheathing shall be attached to the blocking panels in accordance with Table R602.3(1).

4.4. Designed in accordance with accepted engineering methods.

Lateral support for the rafters and ceiling joists shall be provided in accordance with Section R802.8. Lateral support for trusses shall be provided in accordance with Section R802.10.3. Ventilation shall be provided in accordance with Section R806.1.

FIGURE R602.10.6.2(1) BRACED WALL PANEL CONNECTION TO PERPENDICULAR RAFTERS

FIGURE R602.10.6.2(2) BRACED WALL PANEL CONNECTION OPTION TO PERPENDICULAR RAFTERS OR ROOF TRUSSES

FIGURE R602.10.6.2(3) BRACED WALL PANEL CONNECTION OPTION TO PERPENDICULAR RAFTERS OR ROOF TRUSSES

R602.10.7 Braced wall panel support. Braced wall panel support shall be provided as follows: 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, Band C, where the cantilever is not more than 24 inches (610 mm), a full height rim joist instead of solid blocking shall be provided. Elevated post or pier foundations supporting braced wall panels shall be designed in accordance with accepted engineering practice. Masonry stem walls with a length of 48 inches (1220 mm) or less supporting braced wall panels shall be reinforced in accordance with Figure R602.10.7. Masonry stem walls with a length greater than 48 inches (1220 mm) supporting braced wall panels shall be constructed in accordance with Section R403.1 Braced wallpanels constructed in accordance with Sections R602.10.3.2 and R602.10.3.3 shall not be attached to masonry stem walls. R602.10.7.1 Braced wall panel support for Seismic Design Category D2. In one-story buildings located in Seismic DeSign Category D2, braced wallpanels shall be supported on continuous foundations at intervals not exceeding 50 feet (15 240 mm). In two-story buildings located in Seismic DeSign Category D2, all braced wall panels shall be supported on continuous foundations. Exception: Two-story buildings shall be permitted to have interior braced wallpanels 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 wallpanels 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. R602.10.8 Paneljoints. All vertical joints of panel sheathing shall occur over, and be fastened to common studs. Horizontal joints in braced wall panels shall occur over, and be fastened to common blocking of a minimum 1 ½ 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 ofhorizontaljoints is not required. R602.10.9 Cripple wall bracing. In Seismic DeSign Categories other than D2, cripple walls shall be braced with a length and type of bracing as required for the wall above in accordance with Tables R602.10.1.2(1) and R602.10.1.2(2) with the following modifications for cripple wall bracing: The length of bracing as determined from Tables R602.10.1.2(1) and R602.10.1.2(2) shall be multiplied by a factor of 1.15, and The wall panel spacing shall be decreased to 18 feet (5486 mm) instead of 25 feet (7620 mm). R602.10.9.1 Cripple wall bracing in Seismic Design Categories Do, D1 and Dz. 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 1½ times the length required by Tables R602.10.1.2(1) and R602.10.1.2(2). Where cripple walls braced using Method WSP of Section R602.10.2 cannot provide this additional length, the capacity of the sheathing shall be increased by reducing the spacing of fasteners along the perimeter of each piece of sheathing to 4 inches (102 mm) on center. In Seismic Design Category D2, cripple walls shall be braced in accordance with Tables R602.10.1.2(1) and R602.10.1.2 (2). R602.10.9.2 Redesignation of cripple walls. In any Seismic Design Category, cripple walls shall be permitted to be redesignated as the first storywalls for purposes of determining wall bracing requirements. If the cripple walls are redesignated, the stories above the redesignated storyshall be counted as the second and third stories, respectively.

R602.10.7 Braced wall panel support. Braced wall panel support shall be provided as follows:

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, Band C, where the cantilever is not more than 24 inches (610 mm), a full height rim joist instead of solid blocking shall be provided.
Elevated post or pier foundations supporting braced wall panels shall be designed in accordance with accepted engineering practice.
Masonry stem walls with a length of 48 inches (1220 mm) or less supporting braced wall panels shall be reinforced in accordance with Figure R602.10.7. Masonry stem walls with a length greater than 48 inches (1220 mm) supporting braced wall panels shall be constructed in accordance with Section R403.1 Braced wallpanels constructed in accordance with Sections R602.10.3.2 and R602.10.3.3 shall not be attached to masonry stem walls.

R602.10.7.1 Braced wall panel support for Seismic Design Category D2. In one-story buildings located in Seismic DeSign Category D2, braced wallpanels shall be supported on continuous foundations at intervals not exceeding 50 feet (15 240 mm). In two-story buildings located in Seismic DeSign Category D2, all braced wall panels shall be supported on continuous foundations. Exception: Two-story buildings shall be permitted to have interior braced wallpanels 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 wallpanels 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.

R602.10.7.1 Braced wall panel support for Seismic Design Category D2. In one-story buildings located in Seismic DeSign Category D2, braced wallpanels shall be supported on continuous foundations at intervals not exceeding 50 feet (15 240 mm). In two-story buildings located in Seismic DeSign Category D2, all braced wall panels shall be supported on continuous foundations.

Exception: Two-story buildings shall be permitted to have interior braced wallpanels 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 wallpanels 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.

Exception: Two-story buildings shall be permitted to have interior braced wallpanels 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 wallpanels 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.

R602.10.8 Paneljoints. All vertical joints of panel sheathing shall occur over, and be fastened to common studs. Horizontal joints in braced wall panels shall occur over, and be fastened to common blocking of a minimum 1 ½ 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 ofhorizontaljoints is not required.

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 ofhorizontaljoints is not required.

R602.10.9 Cripple wall bracing. In Seismic DeSign Categories other than D2, cripple walls shall be braced with a length and type of bracing as required for the wall above in accordance with Tables R602.10.1.2(1) and R602.10.1.2(2) with the following modifications for cripple wall bracing:

The length of bracing as determined from Tables R602.10.1.2(1) and R602.10.1.2(2) shall be multiplied by a factor of 1.15, and
The wall panel spacing shall be decreased to 18 feet (5486 mm) instead of 25 feet (7620 mm).

R602.10.9.1 Cripple wall bracing in Seismic Design Categories Do, D1 and Dz. 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 1½ times the length required by Tables R602.10.1.2(1) and R602.10.1.2(2). Where cripple walls braced using Method WSP of Section R602.10.2 cannot provide this additional length, the capacity of the sheathing shall be increased by reducing the spacing of fasteners along the perimeter of each piece of sheathing to 4 inches (102 mm) on center. In Seismic Design Category D2, cripple walls shall be braced in accordance with Tables R602.10.1.2(1) and R602.10.1.2 (2). R602.10.9.2 Redesignation of cripple walls. In any Seismic Design Category, cripple walls shall be permitted to be redesignated as the first storywalls for purposes of determining wall bracing requirements. If the cripple walls are redesignated, the stories above the redesignated storyshall be counted as the second and third stories, respectively.

R602.10.9.1 Cripple wall bracing in Seismic Design Categories Do, D1 and Dz. 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 1½ times the length required by Tables R602.10.1.2(1) and R602.10.1.2(2). Where cripple walls braced using Method WSP of Section R602.10.2 cannot provide this additional length, the capacity of the sheathing shall be increased by reducing the spacing of fasteners along the perimeter of each piece of sheathing to 4 inches (102 mm) on center.

In Seismic Design Category D2, cripple walls shall be braced in accordance with Tables R602.10.1.2(1) and R602.10.1.2 (2).

R602.10.9.2 Redesignation of cripple walls. In any Seismic Design Category, cripple walls shall be permitted to be redesignated as the first storywalls for purposes of determining wall bracing requirements. If the cripple walls are redesignated, the stories above the redesignated storyshall be counted as the second and third stories, respectively.

R602.11 Wall anchorage. Braced wall line sills shall be anchored to concrete or masonry foundations in accordance with Sections R403.1.6 and R602.11.1.

602.11.1 Wall anchorage for all buildings in Seismic Design Categories Do, D1 and Dzand 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 1¾ inches (44 mm), provided a standard cut washer is placed between the plate washer and the nut.

602.11.1 Wall anchorage for all buildings in Seismic Design Categories Do, D1 and Dzand 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 1¾ inches (44 mm), provided a standard cut washer is placed between the plate washer and the nut.

FIGURE R602.10.7 MASONRY STEM WALLS SUPPORTING BRACED WALL PANELS

R602.11.2 Stepped foundations in Seismic Design Categories Do, D1 and D2• In all buildings located in Seismic Design Categories Do, D1 or Dz, 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 wallline 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.

R602.11.2 Stepped foundations in Seismic Design Categories Do, D1 and D2• In all buildings located in Seismic Design Categories Do, D1 or Dz, 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 wallline 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.

R602.12 Wall bracing and stone and masonry veneer. Where stone and masonry veneer is installed in accordance with Section R703. 7, wall bracing shall comply with this section.

For all buildings in Seismic Design Categories A, Band C, wall bracing at exterior and interior braced walllines shall be in accordance with Section R602.10 and the additional requirements of Table R602.12(1).

For detached one- or two-family dwellings in Seismic Design Categories Do, D1 and Dz, wall bracing and hold downs at exterior and interior braced wall lines shall be in accordance with Sections R602.10 and R602.11 and the additional requirements of Section R602.12.1 and Table R602.12 (2). In Seismic Design Categories Do, D1 and Dz, cripple walls are not permitted, and required interior braced wall lines shall be supported on continuous foundations.

R602.12.1 Seismic Design Categories Do, D1 and D2• Wall bracing where stone and masonry veneer exceeds the first story height in Seismic Design Categories Do, D1 and Dz shall conform to the requirements of Sections R602.10 and R602.11 and the following requirements. R602.12.1.1 Length of bracing. The length of bracing along each braced wall line shall be in accordance with Table R602.12(2). R602.12.1.2 Braced wall panel location. Braced wall panels shall begin no more than 8 feet (2440 mm) from each end ofa braced wallline and shall be spaced a maximum of 25 feet (7620 mm) on center. R602.12.1.3 Braced wall panel construction. Braced wall panels shall be constructed of sheathing with a thickness of not less than 7/16 inch (11 mm) nailed with 8d common nails spaced 4 inches (102 mm) on center at all panel edges and 12 inches (305 mm) on center at intermediate supports. The end of each braced wall panel shall have a hold down device in accordance with Table R602.12 (2) installed at each end. Size, height and spacing of wood studs shall be in accordance with Table R602.3(5).

R602.12.1 Seismic Design Categories Do, D1 and D2• Wall bracing where stone and masonry veneer exceeds the first story height in Seismic Design Categories Do, D1 and Dz shall conform to the requirements of Sections R602.10 and R602.11 and the following requirements.

R602.12.1.1 Length of bracing. The length of bracing along each braced wall line shall be in accordance with Table R602.12(2). R602.12.1.2 Braced wall panel location. Braced wall panels shall begin no more than 8 feet (2440 mm) from each end ofa braced wallline and shall be spaced a maximum of 25 feet (7620 mm) on center. R602.12.1.3 Braced wall panel construction. Braced wall panels shall be constructed of sheathing with a thickness of not less than 7/16 inch (11 mm) nailed with 8d common nails spaced 4 inches (102 mm) on center at all panel edges and 12 inches (305 mm) on center at intermediate supports. The end of each braced wall panel shall have a hold down device in accordance with Table R602.12 (2) installed at each end. Size, height and spacing of wood studs shall be in accordance with Table R602.3(5).

R602.12.1.1 Length of bracing. The length of bracing along each braced wall line shall be in accordance with Table R602.12(2).

R602.12.1.2 Braced wall panel location. Braced wall panels shall begin no more than 8 feet (2440 mm) from each end ofa braced wallline and shall be spaced a maximum of 25 feet (7620 mm) on center.

R602.12.1.3 Braced wall panel construction. Braced wall panels shall be constructed of sheathing with a thickness of not less than 7/16 inch (11 mm) nailed with 8d common nails spaced 4 inches (102 mm) on center at all panel edges and 12 inches (305 mm) on center at intermediate supports. The end of each braced wall panel shall have a hold down device in accordance with Table R602.12 (2) installed at each end. Size, height and spacing of wood studs shall be in accordance with Table R602.3(5).

FIGURE R602.11.2 STEPPED FOUNDATION CONSTRUCTION

A table appears here in the adopted code. Refer to the official source for the full table.

R602.12.1.4 Minimum length of braced panel. Each braced wall panel shall be at least 48 inches (1219 mm) in length, covering a minimum of 3 stud spaces where studs are spaced 16 inches (406 mm) on center and covering a minimum of 2 stud spaced where studs are spaced 24 inches on center. R602.12.1.5 Alternate braced wall panel. Alternate braced wall panels described in Section R602.10.3.2 shall not replace the braced wall panel specification of this section. R602.12.1.6 Continuously sheathed wall bracing. Continuously sheathed provisions of Section R602.1 0.4 shall not be used in conjunction with the wall bracing provisions of this section.

R602.12.1.4 Minimum length of braced panel. Each braced wall panel shall be at least 48 inches (1219 mm) in length, covering a minimum of 3 stud spaces where studs are spaced 16 inches (406 mm) on center and covering a minimum of 2 stud spaced where studs are spaced 24 inches on center.

R602.12.1.5 Alternate braced wall panel. Alternate braced wall panels described in Section R602.10.3.2 shall not replace the braced wall panel specification of this section.

R602.12.1.6 Continuously sheathed wall bracing. Continuously sheathed provisions of Section R602.1 0.4 shall not be used in conjunction with the wall bracing provisions of this section.

Figure from IRC 2009 Section R602.

R603 — Steel Wall Framing

R603.1 General. Elements shall be straight and free of any defects that would significantly affect structural performance. Cold-formed steel wall framing members shall comply with the requirements of this section.

R603.1.1 Applicability limits. The provisions of this section shall control the construction of exterior cold-formed steel wall framing and interior load-bearing cold-formed steel wall framing for buildings not more than 60 feet (18 288 mm) long perpendicular to the joist or truss span, not more than 40 feet (12 192 mm) wide parallel to the joist or truss span, and less than or equal to three stories above grade plane. All exterior walls installed in accordance with the provisions of this section shall be considered as load-bearing walls. Cold-formed steel walls constructed in accordance with the provisions of this section shall be limited to sites subjected to a maximum design wind speed of 110 miles per hour (49 m/s) Exposure B or C and a maximum ground snow load of 70 pounds per square foot (3.35 kPa). R603.1.2 In-line framing. Load-bearing cold-formed steel studs constructed in accordance with Section R603 shall be located in-line with joists, trusses and rafters in accordance with Figure R603.1.2and the tolerances specified as follows: The maximum tolerance shall be ¾ 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 ⅛ inch (3 mm) between the web of the horizontal framing member and the edge of the vertical framing member.

R603.1.1 Applicability limits. The provisions of this section shall control the construction of exterior cold-formed steel wall framing and interior load-bearing cold-formed steel wall framing for buildings not more than 60 feet (18 288 mm) long perpendicular to the joist or truss span, not more than 40 feet (12 192 mm) wide parallel to the joist or truss span, and less than or equal to three stories above grade plane. All exterior walls installed in accordance with the provisions of this section shall be considered as load-bearing walls. Cold-formed steel walls constructed in accordance with the provisions of this section shall be limited to sites subjected to a maximum design wind speed of 110 miles per hour (49 m/s) Exposure B or C and a maximum ground snow load of 70 pounds per square foot (3.35 kPa).

R603.1.2 In-line framing. Load-bearing cold-formed steel studs constructed in accordance with Section R603 shall be located in-line with joists, trusses and rafters in accordance with Figure R603.1.2and the tolerances specified as follows:

The maximum tolerance shall be ¾ 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 ⅛ inch (3 mm) between the web of the horizontal framing member and the edge of the vertical framing member.

FIGURE R602.12 HOLD DOWNS AT EXTERIOR AND INTERIOR BRACED WALL PANELS

FIGURE R603.1.2 IN-LINE FRAMING

R603.2 Structural framing. Load-bearing cold-formed steel wall framing members shall comply with Figure R603.2(1) and with the dimensional and minimum thickness requirements specified in Tables R603.2(1) and R603.2(2). Tracks shall comply with Figure R603.2(2) and shall have a minimum flange width of 1¼ 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.

R603.2.1 Material. Load-bearing cold-formed steel framing members shall be cold-formed to shape from structural quality sheet steel complying with the requirements of one of the following: ASTM A 653: Grades 33, and 50 (Class 1 and 3). ASTM A 792: Grades 33, and 50A. ASTM A 1003: Structural Grades 33 Type H, and 50 Type H. R603.2.2 Identification. Load-bearing cold-formed steel framing members shall have a legible label, stencil, stamp or embossment with the following information as a minimum: Manufacturer's identification. Minimum base steel thickness in inches (mm). Minimum coating designation. Minimum yield strength, in kips per square inch (ksi) (MPa). R603.2.3 Corrosion protection. Load-bearing cold-formed steel framing shall have a metallic coating complying with ASTM A 1003 and one of the following: A minimum of G 60 in accordance with ASTM A 653. A minimum of AZ 50 in accordance with ASTM A 792. R603.2.4 Fastening requirements. Screws for steel-to-steel connections shall be installed with a minimum edge distance and center-to-center spacing of ½ 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 ⅜ 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.

R603.2.1 Material. Load-bearing cold-formed steel framing members shall be cold-formed to shape from structural quality sheet steel complying with the requirements of one of the following:

ASTM A 653: Grades 33, and 50 (Class 1 and 3).
ASTM A 792: Grades 33, and 50A.
ASTM A 1003: Structural Grades 33 Type H, and 50 Type H.

R603.2.2 Identification. Load-bearing cold-formed steel framing members shall have a legible label, stencil, stamp or embossment with the following information as a minimum:

Manufacturer's identification.
Minimum base steel thickness in inches (mm).
Minimum coating designation.
Minimum yield strength, in kips per square inch (ksi) (MPa).

R603.2.3 Corrosion protection. Load-bearing cold-formed steel framing shall have a metallic coating complying with ASTM A 1003 and one of the following:

A minimum of G 60 in accordance with ASTM A 653.
A minimum of AZ 50 in accordance with ASTM A 792.

R603.2.4 Fastening requirements. Screws for steel-to-steel connections shall be installed with a minimum edge distance and center-to-center spacing of ½ 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 ⅜ 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.

A table appears here in the adopted code. Refer to the official source for the full table.

FIGURE R603.2(1) C-SHAPED SECTION

FIGURE R603.2(2) TRACK SECTION

Where No.8 screws are specified in a steel-to-steel connection, the required number of screws in the connection is permitted to be reduced in accordance with the reduction factors in Table R603.2.4, when larger screws are used or when one of the sheets of steel being connected is thicker than 33 mils (0.84 mm). When applying the reduction factor, the resulting number of screws shall be rounded up. TABLE R603.2.4SCREW SUBSTITUTION FACTOR SCREW SIZE THINNEST CONNECTED STEEL SHEET (mils) 33 43 #8 1.0 0.67 #10 0.93 0.62 #12 0.86 0.56 For 51: 1 mil = 0.0254 mm. R603.2.5 Web holes, web hole reinforcing and web hole patching. Web holes, web hole reinforcing and web hole patching shall be in accordance with this section. R603.2.5.1 Web holes. Web holes in wall studs and other structural members shall comply with all of the following conditions: 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 1½ inches (38 mm); FIGURE R603.2.5.1 WEB HOLES Holes shall have a web hole length not exceeding 4½ inches (114 mm); and Holes shall have a minimum distance between the edge ofthe 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. R603.2.5.2 Web hole reinforcing. Web holes in gable endwall studs not conforming to the requirements of Section R603.2.5.1 shall be permitted to be reinforced if the hole is located fully within the center 40 percent of the span and the depth and length of the hole does not exceed 65 percent of the flat width of the web. The reinforcing shall be a steel plate or C-shape section with a hole that does not exceed the web hole size limitations of Section R603.2.5.1 for the member being reinforced. The steel reinforcing shall be the same thickness as the receiving member and shall extend at least 1 inch (25.4 mm) beyond all edges of the hole. The steel reinforcing shall be fastened to the web of the receiving member with No.8 screws spaced no more than 1 inch (25.4 mm) center-to-center along the edges of the patch with minimum edge distance of ½ inch (12.7 mm). R603.2.5.3 Hole patching. Web holes in wall studs and other structural members not conforming to the requirements in Section R603.2.5.1 shall be permitted to be patched in accordance with either of the following methods: Framing members shall be replaced or designed in accordance with accepted engineering practice when web holes exceed the following size limits: 1.1. The depth of the hole, measured across the web, exceeds 70 percent ofthe flat width of the web; or 1.2. The length of the hole measured along the web exceeds 10 inches (254 mm) or the depth of the web, whichever is greater. 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 ½ inch (12.7 mm).

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.

A table appears here in the adopted code. Refer to the official source for the full table.

R603.2.5 Web holes, web hole reinforcing and web hole patching. Web holes, web hole reinforcing and web hole patching shall be in accordance with this section.

R603.2.5.1 Web holes. Web holes in wall studs and other structural members shall comply with all of the following conditions: 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 1½ inches (38 mm); FIGURE R603.2.5.1 WEB HOLES Holes shall have a web hole length not exceeding 4½ inches (114 mm); and Holes shall have a minimum distance between the edge ofthe 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. R603.2.5.2 Web hole reinforcing. Web holes in gable endwall studs not conforming to the requirements of Section R603.2.5.1 shall be permitted to be reinforced if the hole is located fully within the center 40 percent of the span and the depth and length of the hole does not exceed 65 percent of the flat width of the web. The reinforcing shall be a steel plate or C-shape section with a hole that does not exceed the web hole size limitations of Section R603.2.5.1 for the member being reinforced. The steel reinforcing shall be the same thickness as the receiving member and shall extend at least 1 inch (25.4 mm) beyond all edges of the hole. The steel reinforcing shall be fastened to the web of the receiving member with No.8 screws spaced no more than 1 inch (25.4 mm) center-to-center along the edges of the patch with minimum edge distance of ½ inch (12.7 mm). R603.2.5.3 Hole patching. Web holes in wall studs and other structural members not conforming to the requirements in Section R603.2.5.1 shall be permitted to be patched in accordance with either of the following methods: Framing members shall be replaced or designed in accordance with accepted engineering practice when web holes exceed the following size limits: 1.1. The depth of the hole, measured across the web, exceeds 70 percent ofthe flat width of the web; or 1.2. The length of the hole measured along the web exceeds 10 inches (254 mm) or the depth of the web, whichever is greater. 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 ½ inch (12.7 mm).

R603.2.5.1 Web holes. 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 1½ inches (38 mm); FIGURE R603.2.5.1 WEB HOLES
Holes shall have a web hole length not exceeding 4½ inches (114 mm); and
Holes shall have a minimum distance between the edge ofthe bearing surface and the edge of the web hole of not less than 10 inches (254 mm).

FIGURE R603.2.5.1 WEB HOLES

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.

R603.2.5.2 Web hole reinforcing. Web holes in gable endwall studs not conforming to the requirements of Section R603.2.5.1 shall be permitted to be reinforced if the hole is located fully within the center 40 percent of the span and the depth and length of the hole does not exceed 65 percent of the flat width of the web. The reinforcing shall be a steel plate or C-shape section with a hole that does not exceed the web hole size limitations of Section R603.2.5.1 for the member being reinforced. The steel reinforcing shall be the same thickness as the receiving member and shall extend at least 1 inch (25.4 mm) beyond all edges of the hole. The steel reinforcing shall be fastened to the web of the receiving member with No.8 screws spaced no more than 1 inch (25.4 mm) center-to-center along the edges of the patch with minimum edge distance of ½ inch (12.7 mm).

R603.2.5.3 Hole patching. Web holes in wall studs and other structural members not conforming to the requirements in Section R603.2.5.1 shall be permitted to be patched in accordance with either of the following methods:

Framing members shall be replaced or designed in accordance with accepted engineering practice when web holes exceed the following size limits: 1.1. The depth of the hole, measured across the web, exceeds 70 percent ofthe flat width of the web; or 1.2. The length of the hole measured along the web exceeds 10 inches (254 mm) or the depth of the web, whichever is greater.
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 ½ inch (12.7 mm).

1.1. The depth of the hole, measured across the web, exceeds 70 percent ofthe flat width of the web; or 1.2. The length of the hole measured along the web exceeds 10 inches (254 mm) or the depth of the web, whichever is greater.

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

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

FIGURE R603.2.5.3 STUD WEB HOLE PATCH

R603.3 Wall construction. All exterior cold-formed steel framed walls and interior load-bearing cold-formed steel framed walls shall be constructed in accordance with the provisions of this section.

R603.3.1 Wall to foundation or floor connection. Cold-formed steel framed walls shall be anchored to foundations or floors in accordance with Table R603.3.1 and Figure R603.3.1 (1), R603.3.1 (2) or R603.3.1 (3). Anchor bolts shall be located not more than 12 inches (305 mm) from corners or the termination of bottom tracks. Anchor bolts shall extend a minimum of 15 inches (381 mm) into masonry or 7 inches (178 mm) into concrete. Foundation anchor straps shall be permitted, in lieu ofanchor bolts, ifspaced as required to provide equivalent anchorage to the required anchor bolts and installed in accordance with manufacturer's requirements. R603.3.1.1 Gable endwalls. Gable endwalls with heights greater than 10 feet (3048 mm) shall be anchored to foundations or floors in accordance with Tables R603.3.1.1 (1) or R603.3.1.1 (2). R603.3.2 Minimum stud sizes. Cold-formed steel walls shall be constructed in accordance with Figures R603.3.1 (1), R603.3.1 (2), or R603.3.1 (3) , as applicable. Exterior wall stud size and thickness shall be determined in accordance with the limits set forth in Tables R603.3.2(2) through R603.3.2(31). Interior load-bearing wall stud size and thickness shall be determined in accordance with the limits set forth in Tables R603.3.2(2) through R603.3.2(31) based upon an 85 miles per hour (38 mls) Exposure AlB 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 ½ 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 ½ 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 atticload 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 of40 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). R603.3.2.1 Gable endwalls. The size and thickness of gable endwall studs with heights less than or equal to 10 feet (3048 mm) shall be permitted in accordance with the limits set forth in Tables R603.3.2.1 (1) or R603.3.2.1 (2). The size and thickness of gable endwall studs with heights greater than 10 feet (3048 mm) shall be determined in accordance with the limits set forth in Tables R603.3.2.1 (3) or R603.3.2.1 (4). R603.3.3 Stud bracing. 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.

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

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

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

R603.3.2 Minimum stud sizes. Cold-formed steel walls shall be constructed in accordance with Figures R603.3.1 (1), R603.3.1 (2), or R603.3.1 (3) , as applicable. Exterior wall stud size and thickness shall be determined in accordance with the limits set forth in Tables R603.3.2(2) through R603.3.2(31). Interior load-bearing wall stud size and thickness shall be determined in accordance with the limits set forth in Tables R603.3.2(2) through R603.3.2(31) based upon an 85 miles per hour (38 mls) Exposure AlB 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 ½ 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 ½ 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 atticload 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 of40 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).

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

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

R603.3.3 Stud bracing. 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.

A table appears here in the adopted code. Refer to the official source for the full table.

FIGURE R603.3.1 (1) WALL TO FLOOR CONNECTION

FIGURE R603.3.1 (2) WALL TO FOUNDATION CONNECTION

FIGURE R603.3.1 (3) WALL TO WOOD SILL CONNECTION

A table appears here in the adopted code. Refer to the official source for the full table.

R603.3.4 Cutting and notching. Flanges and lips of cold-formed steel studs and headers shall not be cut or notched. R603.3.5 Splicing. Steel studs and other structural members shall not be spliced. Tracks shall be spliced in accordance with Figure R603.3.5.

R603.3.4 Cutting and notching. Flanges and lips of cold-formed steel studs and headers shall not be cut or notched.

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

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

R603.5 Exterior wall covering. The method ofattachment of exterior wall covering materials to cold-formed steel stud wall framing shall conform to the manufacturer's installation instructions.

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

R603.6.1 Headers in gable endwalls. Box beam and back-to-back headers in gable endwalls shall be permitted to be constructed in accordance with Section R603.6 or with the header directly above the opening in accordance with Figures R603.6.1 (1) and R603.6.1 (2) and the following provisions: 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).

R603.6.1 Headers in gable endwalls. Box beam and back-to-back headers in gable endwalls shall be permitted to be constructed in accordance with Section R603.6 or with the header directly above the opening in accordance with Figures R603.6.1 (1) and R603.6.1 (2) and the following provisions:

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).

R603.7 Jack and king studs. The number of jack and king studs installed on each side of a header shall comply with Table R603.7(1). King, jack and cripple studs shall be of the same dimension and thickness as the adjacent wall studs. Headers shall be connected to king studs in accordance with Table R603.7(2) and the following provisions:

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 ½ 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-halfto the king stud by use of a minimum 2-inch-by-2-inch (51 mm x 51 mm) clip angle in accordance with Figure R603.6(2). The clip angle shall extend the depth of the header minus ½ 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).

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

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

R603.9.1 Sheathing materials. Structural sheathing panels shall consist of minimum 7/16-inch (11 mm) thick oriented strand board or 15/32-inch (12 mm) thick plywood. R603.9.2 Determination ofminimum length offull height sheathing. The minimum length of full height sheathing on each braced wall line shall be determined by multiplying the length of the braced wall line by the percentage obtained from Table R603.9.2(1) and by the plan aspect-ratio adjustment factors obtained from Table R603.9.2(2). The minimum length of full height sheathing shall not be less than 20 percent of the braced wall line length. To be considered full height sheathing, structural sheathing shall extend from the bottom to the bottom 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 (Le. vertical orientation) and shall cover the full vertical height of wall from the bottom of the bottom track to the bottom of the bottom 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 (Le. 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 thejoint. Be applied to each end (corners) of each of the exterior walls with a minimum 48 inch (1219 mm) wide panel. R603.9.2.1 The minimum percentage of full-height structural sheathing shall be multiplied by 1.10 for 9 foot (2743 mm) high walls and multiplied by 1.20 for 10 foot (3048 mm) high walls. R603.9.2.2 For hip roofed homes, the minimum percentages of full height sheathing in Table R603.9.2(1), based upon wind, shall be permitted to be multiplied by a factor of 0.95 for roof slopes not exceeding 7: 12 and a factor of 0.9 for roof slopes greater than 7: 12. R603.9.2.3 In the lowest storyof a dwelling, multiplying the percentage of full height sheathing required in Table R603.9.2(1) by 0.6, shall be permitted provided hold down anchors are provided in accordance with Section R603.9.4.2. R603.9.3 Structural sheathing fastening. All edges and interior areas of structural sheathing panels shall be fastened to framing members and tracks in accordance with Figure R603.9 and Table R603.3.2(1). Screws for attachment of structural sheathing panels shall be bugle-head, flat-head, or similar head style with a minimum head diameter of 0.29 inch (8 mm). For continuously-sheathed braced wall lines using wood structural panels installed with No. 8 screws spaced 4-inches (102 mm) on center at all panel edges and 12 inches (304.8 mm) on center on intermediate framing members, the following shall apply: 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. R603.9.4 Uplift connection requirements. Uplift connections shall be provided in accordance with this section. R603.9.4.1 Where wind speeds are in excess of 100 miles per hour (45 m!s), Exposure C, walls shall be provided wind direct uplift connections in accordance with AISI S230, Section E13.3, and AISI S230, Section F7.2, as required for 110 miles per hour (49 m/s) , Exposure C. R603.9.4.2 Where the percentage of full height sheathing is adjusted in accordance with Section R603.9.2.3, a hold-down anchor, with a strength of 4,300 pounds (19 kN), shall be provided at each end of each full-height sheathed wall section used to meet the minimum percent sheathing requirements of Section R603.9.2. Hold down anchors shall be attached to back-to-back studs; structural sheathing panels shall have edge fastening to the studs, in accordance with Section R603.9.3 and AISI S230, Table Ell-I. A single hold down anchor, installed in accordance with Figure R603.9.2, shall be permitted at the comers ofbuildings. R603.9.5 Structural sheathing for stone and masonry veneer. In Seismic Design Category C, where stone and masonry veneer is installed in accordance with Section R703.7, the length of structural sheathing for walls supporting one story, roof and ceiling shall be the greater of the amount required by Section R603.9.2 or 36 percent, modified by Section R603.9.2 except Section R603.9.2.2 shall not be permitted.

R603.9.1 Sheathing materials. Structural sheathing panels shall consist of minimum 7/16-inch (11 mm) thick oriented strand board or 15/32-inch (12 mm) thick plywood.

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

To be considered full height sheathing, structural sheathing shall extend from the bottom to the bottom 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 (Le. vertical orientation) and shall cover the full vertical height of wall from the bottom of the bottom track to the bottom of the bottom 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 (Le. 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 thejoint.
Be applied to each end (corners) of each of the exterior walls with a minimum 48 inch (1219 mm) wide panel.

R603.9.2.1 The minimum percentage of full-height structural sheathing shall be multiplied by 1.10 for 9 foot (2743 mm) high walls and multiplied by 1.20 for 10 foot (3048 mm) high walls. R603.9.2.2 For hip roofed homes, the minimum percentages of full height sheathing in Table R603.9.2(1), based upon wind, shall be permitted to be multiplied by a factor of 0.95 for roof slopes not exceeding 7: 12 and a factor of 0.9 for roof slopes greater than 7: 12. R603.9.2.3 In the lowest storyof a dwelling, multiplying the percentage of full height sheathing required in Table R603.9.2(1) by 0.6, shall be permitted provided hold down anchors are provided in accordance with Section R603.9.4.2.

R603.9.2.1 The minimum percentage of full-height structural sheathing shall be multiplied by 1.10 for 9 foot (2743 mm) high walls and multiplied by 1.20 for 10 foot (3048 mm) high walls.

R603.9.2.2 For hip roofed homes, the minimum percentages of full height sheathing in Table R603.9.2(1), based upon wind, shall be permitted to be multiplied by a factor of 0.95 for roof slopes not exceeding 7: 12 and a factor of 0.9 for roof slopes greater than 7: 12.

R603.9.2.3 In the lowest storyof a dwelling, multiplying the percentage of full height sheathing required in Table R603.9.2(1) by 0.6, shall be permitted provided hold down anchors are provided in accordance with Section R603.9.4.2.

R603.9.3 Structural sheathing fastening. All edges and interior areas of structural sheathing panels shall be fastened to framing members and tracks in accordance with Figure R603.9 and Table R603.3.2(1). Screws for attachment of structural sheathing panels shall be bugle-head, flat-head, or similar head style with a minimum head diameter of 0.29 inch (8 mm).

For continuously-sheathed braced wall lines using wood structural panels installed with No. 8 screws spaced 4-inches (102 mm) on center at all panel edges and 12 inches (304.8 mm) on center on intermediate framing members, the following shall apply:

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.

R603.9.4 Uplift connection requirements. Uplift connections shall be provided in accordance with this section.

R603.9.4.1 Where wind speeds are in excess of 100 miles per hour (45 m!s), Exposure C, walls shall be provided wind direct uplift connections in accordance with AISI S230, Section E13.3, and AISI S230, Section F7.2, as required for 110 miles per hour (49 m/s) , Exposure C. R603.9.4.2 Where the percentage of full height sheathing is adjusted in accordance with Section R603.9.2.3, a hold-down anchor, with a strength of 4,300 pounds (19 kN), shall be provided at each end of each full-height sheathed wall section used to meet the minimum percent sheathing requirements of Section R603.9.2. Hold down anchors shall be attached to back-to-back studs; structural sheathing panels shall have edge fastening to the studs, in accordance with Section R603.9.3 and AISI S230, Table Ell-I. A single hold down anchor, installed in accordance with Figure R603.9.2, shall be permitted at the comers ofbuildings.

R603.9.4.1 Where wind speeds are in excess of 100 miles per hour (45 m!s), Exposure C, walls shall be provided wind direct uplift connections in accordance with AISI S230, Section E13.3, and AISI S230, Section F7.2, as required for 110 miles per hour (49 m/s) , Exposure C.

R603.9.4.2 Where the percentage of full height sheathing is adjusted in accordance with Section R603.9.2.3, a hold-down anchor, with a strength of 4,300 pounds (19 kN), shall be provided at each end of each full-height sheathed wall section used to meet the minimum percent sheathing requirements of Section R603.9.2. Hold down anchors shall be attached to back-to-back studs; structural sheathing panels shall have edge fastening to the studs, in accordance with Section R603.9.3 and AISI S230, Table Ell-I.

A single hold down anchor, installed in accordance with Figure R603.9.2, shall be permitted at the comers ofbuildings.

R603.9.5 Structural sheathing for stone and masonry veneer. In Seismic Design Category C, where stone and masonry veneer is installed in accordance with Section R703.7, the length of structural sheathing for walls supporting one story, roof and ceiling shall be the greater of the amount required by Section R603.9.2 or 36 percent, modified by Section R603.9.2 except Section R603.9.2.2 shall not be permitted.

A table appears here in the adopted code. Refer to the official source for the full table.

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.