Wood and wood-based products used for load-supporting purposes shall conform to the applicable provisions of this section.
Sawn lumber shall be identified by a grade mark of an accredited lumber grading or inspection agency and have design values certified by an accreditation body that complies with DOC PS 20. In lieu of a grade mark, a certification of inspection issued by a lumber grading or inspection agency meeting the requirements of this section shall be accepted.
Approved end-jointed lumber identified by a grade mark conforming to Section R602.1 shall be permitted to be used interchangeably with solid-sawn members of the same species and grade. End-jointed lumber used in an assembly required elsewhere in this code to have a fire-resistance rating shall have the designation "Heat Resistant Adhesive" or "HRA" included in its grade mark.
Glued-laminated timbers shall be manufactured and identified as required in ANSI/AITC A190.1 and ASTM D 3737.
Structural log members shall comply with the provisions of ICC 400.
Structural capacities for structural composite lumber shall be established and monitored in accordance with ASTM D 5456.
Cross-laminated timber shall be manufactured and identified as required by ANSI/APA PRG 320.
Engineered wood rim boards shall conform to ANSI/APA PRR 410 or shall be evaluated in accordance with ASTM D 7672. Structural capacities shall be in accordance with either ANSI/APA PRR 410 or established in accordance with ASTM D 7672. Rim boards conforming to ANSI/APA PRR 410 shall be marked in accordance with that standard.
Wood structural panel sheathing shall conform to DOC PS 1, DOC PS 2 or, when manufactured in Canada, CSA O437 or CSA O325. Panels shall be identified for grade, bond classification, and performance category by a grade mark or certificate of inspection issued by an approved agency.
Particleboard shall conform to ANSI A208.1. Particleboard shall be identified by the grade mark or certificate of inspection issued by an approved agency.
Fiberboard shall conform to ASTM C 208. Fiberboard sheathing, where used structurally, shall be identified by an approved agency as conforming to ASTM C 208.
Studs shall be a minimum No. 3, standard or stud grade lumber.
Exception: Bearing studs not supporting floors and nonbearing studs shall be permitted to be utility grade lumber, provided the studs are spaced in accordance with Table R602.3(5).
Exception: Bearing studs not supporting floors and nonbearing studs shall be permitted to be utility grade lumber, provided the studs are spaced in accordance with Table R602.3(5).
Exterior walls of wood-frame construction shall be designed and constructed in accordance with the provisions of this chapter and Figures R602.3(1) and R602.3(2), or in accordance with AWC NDS. Components of exterior walls shall be fastened in accordance with Tables R602.3(1) through R602.3(4). Wall sheathing shall be fastened directly to framing members and, where placed on the exterior side of an exterior wall, shall be capable of resisting the wind pressures listed in Table R301.2(2) adjusted for height and exposure using Table R301.2(3) and shall conform to the requirements of Table R602.3(3). Wall sheathing used only for exterior wall covering purposes shall comply with Section R703.
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 R602.7(1) and R602.7(2).
TABLE R602.3(1) FASTENING SCHEDULE
(continued)
TABLE R602.3(1)‒continued FASTENING SCHEDULE
(continued)
TABLE 602.3(1) FASTENING SCHEDULE‒continued
TABLE R602.3(2) ALTERNATE ATTACHMENTS TO TABLE R602.3(1)
TABLE R602.3(3) REQUIREMENTS FOR WOOD STRUCTURAL PANEL WALL SHEATHING USED TO RESIST WIND PRESSURESa, b, c
TABLE R602.3(4) ALLOWABLE SPANS FOR PARTICLEBOARD WALL SHEATHINGa
TABLE R602.3(5) SIZE, HEIGHT AND SPACING OF WOOD STUDSa
FIGURE R602.3(1) TYPICAL WALL, FLOOR AND ROOF FRAMING
FIGURE R602.3(2) FRAMING DETAILS
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 R602.7(1) and R602.7(2).
TABLE R602.3(1) FASTENING SCHEDULE
| ITEM | DESCRIPTION OF BUILDING ELEMENTS | NUMBER AND TYPE OF FASTENERa, b, c | SPACING AND LOCATION |
| Roof | |||
| 1 | Blocking between ceiling joists or rafters to top plate | 4-8d box (21/2″ × 0.113″) or | Toe nail |
| 3-8d common (21/2″ × 0.131″); or | |||
| 3-10d box (3″ × 0.128″); or | |||
| 3-3" × 0.131″ nails | |||
| 2 | Ceiling joists to top plate | 4-8d box (21/2″ × 0.113″); or | Per joist, toe nail |
| 3-8d common (21/2″ × 0.131″); or | |||
| 3-10d box (3″ × 0.128″); or | |||
| 3-3″ × 0.131″ nails | |||
| 3 | Ceiling joist not attached to parallel rafter, laps over partitions [see Sections R802.3.1, R802.3.2 and Table R802.5.1(9)] | 4-10d box (3″ × 0.128″); or | Face nail |
| 3-16d common (31/2″ × 0.162″); or | |||
| 4-3″ × 0.131″ nails | |||
| 4 | Ceiling joist attached to parallel rafter (heel joint) [see Sections R802.3.1 and R802.3.2 and Table R802.5.1(9)] | Table R802.5.1(9) | Face nail |
| 5 | Collar tie to rafter, face nail or 11/4″ × 20 ga. ridge strap to rafter | 4-10d box (3″ × 0.128″); or 3-10d common (3″ × 0.148″); or 4-3″ × 0.131″ nails | Face nail each rafter |
| 6 | Rafter or roof truss to plate | 3-16d box nails (31/2″ × 0.135″); or | 2 toe nails on one side and 1 toe nail on opposite side of each rafter or trussi |
| 3-10d common nails (3" × 0.148″); or | |||
| 4-10d box (3″ × 0.128″); or | |||
| 4-3″ × 0.131″ nails | |||
| 7 | Roof rafters to ridge, valley or hip rafters or roof rafter to minimum 2″ ridge beam | 4-16d (31/2″ × 0.135″); or | Toe nail |
| 3-10d common (31/2″ × 0.148″); or | |||
| 4-10d box (3″ × 0.128″); or | |||
| 4-3″ × 0.131″ nails | |||
| 3-16d box 31/2″ × 0.135″); or | End nail | ||
| 2-16d common (31/2″ × 0.162″); or | |||
| 3-10d box (3″ × 0.128″); or | |||
| 3-3″ × 0.131″ nails | |||
| Wall | |||
| 8 | Stud to stud (not at braced wall panels) | 16d common (31/2″ × 0.162″) | 24″ o.c. face nail |
| 10d box (3″ × 0.128″); or 3″ × 0.131″ nails | 16″ o.c. face nail | ||
| 9 | Stud to stud and abutting studs at intersecting wall corners (at braced wall panels) | 16d box (31/2″ × 0.135″); or 3" × 0.131" nails | 12″ o.c. face nail |
| 16d common (31/2″ × 0.162″) | 16″ o.c. face nail | ||
| 10 | Built-up header (2″ to 2″ header with 1/2″ spacer) | 16d common (31/2″ × 0.162″) | 16″ o.c. each edge face nail |
| 16d box (31/2″ × 0.135″) | 12″ o.c. each edge face nail | ||
| 11 | Continuous header to stud | 5-8d box (21/2″ × 0.113″); or | Toe nail |
| 4-8d common (21/2″ × 0.131″); or | |||
| 4-10d box (3″ × 0.128″) | |||
| 12 | Top plate to top plate | 16d common (31/2″ × 0.162″) | 16″ o.c. face nail |
| 10d box (3″ × 0.128″); or 3″ × 0.131″ nails | 12″ o.c. face nail | ||
| 13 | Double top plate splice for SDCs A-D2 with seismic braced wall line spacing < 25' | 8-16d common (31/2″ × 0.162″); or | Face nail on each side of end joint (minimum 24″ lap splice length each side of end joint) |
| 12-16d box (31/2″ × 0.135″); or | |||
| 12-10d box (3″ × 0.128″); or | |||
| 12-3″ × 0.131″ nails | |||
| Double top plate splice SDCs D0, D1, or D2; and braced wall line spacing ≥25' | 12-16d (31/2″ × 0.135″) | ||
(continued)
TABLE R602.3(1)‒continued FASTENING SCHEDULE
| ITEM | DESCRIPTION OF BUILDING ELEMENTS | NUMBER AND TYPE OF FASTENERa, b, c | SPACING AND LOCATION |
| 14 | Bottom plate to joist, rim joist, band joist or blocking (not at braced wall panels) | 16d common (31/2″ × 0.162″) | 16″ o.c. face nail |
| 16d box (31/2″ × 0.135″); or | 12″ o.c. face nail | ||
| 3″ × 0.131″ nails | |||
| 15 | Bottom plate to joist, rim joist, band joist or blocking (at braced wall panel) | 3-16d box (31/2″ × 0.135″); or | 3 each 16″ o.c. face nail |
| 2-16d common (31/2″ × 0.162″); or | 2 each 16″ o.c. face nail | ||
| 4-3″ × 0.131″ nails | 4 each 16″ o.c. face nail | ||
| 16 | Top or bottom plate to stud | 4-8d box (21/2″ × 0.113″); or | Toe nail |
| 3-16d box (31/2″ × 0.135″); or | |||
| 4-8d common (21/2″ × 0.131″); or | |||
| 4-10d box (3″ × 0.128″); or | |||
| 4-3″ × 0.131″ nails | |||
| 3-16d box (31/2″ × 0.135″); or | End nail | ||
| 2-16d common (31/2″ × 0.162″); or | |||
| 3-10d box (3″ × 0.128″); or | |||
| 3-3″ × 0.131″ nails | |||
| 17 | Top plates, laps at corners and intersections | 3-10d box (3″ × 0.128″); or | Face nail |
| 2-16d common (31/2″ × 0.162″); or | |||
| 3-3″ × 0.131″ nails | |||
| 18 | 1″ brace to each stud and plate | 3-8d box (21/2″ × 0.113″); or | Face nail |
| 2-8d common (21/2″ × 0.131″); or | |||
| 2-10d box (3″ × 0.128″); or | |||
| 2 staples 13/4″ | |||
| 19 | 1″ × 6″ sheathing to each bearing | 3-8d box (21/2″ × 0.113″); or | Face nail |
| 2-8d common (21/2″ × 0.131″); or | |||
| 2-10d box (3″ × 0.128″); or | |||
| 2 staples, 1″ crown, 16 ga., 13/4″ long | |||
| 20 | 1″ × 8″ and wider sheathing to each bearing | 3-8d box (21/2″ × 0.113″); or | Face nail |
| 3-8d common (21/2″ × 0.131″); or | |||
| 3-10d box (3″ × 0.128″); or | |||
| 3 staples, 1″ crown, 16 ga., 13/4″ long | |||
| Wider than 1″ × 8″ | |||
| 4-8d box (21/2″ × 0.113″); or | |||
| 3-8d common (21/2″ × 0.131″); or | |||
| 3-10d box (3″ × 0.128″); or | |||
| 4 staples, 1″ crown, 16 ga., 13/4″ long | |||
| Floor | |||
| 21 | Joist to sill, top plate or girder | 4-8d box (21/2″ × 0.113″); or | Toe nail |
| 3-8d common (21/2″ × 0.131″); or | |||
| 3-10d box (3″ × 0.128″); or | |||
| 3-3″ × 0.131″ nails | |||
| 22 | Rim joist, band joist or blocking to sill or top plate (roof applications also) | 8d box (21/2″ × 0.113″) | 4″ o.c. toe nail |
| 8d common (21/2″ × 0.131″); or | 6″ o.c. toe nail | ||
| 10d box (3″ × 0.128″); or | |||
| 3″ × 0.131″ nails | |||
| 23 | 1″ × 6″ subfloor or less to each joist | 3-8d box (21/2″ × 0.113″); or | Face nail |
| 2-8d common (21/2″ × 0.131″); or | |||
| 3-10d box (3″ × 0.128″); or | |||
| 2 staples, 1″ crown, 16 ga., 13/4″ long | |||
(continued)
TABLE 602.3(1) FASTENING SCHEDULE‒continued
| ITEM | DESCRIPTION OF BUILDING ELEMENTS | NUMBER AND TYPE OF FASTENERa, b, c | SPACING AND LOCATION | |
| Floor | ||||
| 24 | 2″ subfloor to joist or girder | 3-16d box (31/2″ × 0.135″); or | Blind and face nail | |
| 2-16d common (31/2″ × 0.162″) | ||||
| 25 | 2″ planks (plank & beam‒floor & roof) | 3-16d box (31/2″ × 0.135″); or | At each bearing, face nail | |
| 2-16d common (31/2″ × 0.162″) | ||||
| 26 | Band or rim joist to joist | 3-16d common (31/2″ × 0.162″) | End nail | |
| 4-10 box (3″ × 0.128″), or | ||||
| 4-3″ × 0.131″ nails; or | ||||
| 4-3″ × 14 ga. staples, 7/16″ crown | ||||
| 27 | Built-up girders and beams, 2-inch lumber layers | 20d common (4″ × 0.192″); or | Nail each layer as follows: 32″ o.c. at top and bottom and staggered. | |
| 10d box (3″ × 0.128″); or | 24″ o.c. face nail at top and bottom staggered on opposite sides | |||
| 3″ × 0.131″ nails | ||||
| And: 2-20d common (4″ × 0.192″); or | Face nail at ends and at each splice | |||
| 3-10d box (3″ × 0.128″); or | ||||
| 3-3″ × 0.131″ nails | ||||
| 28 | Ledger strip supporting joists or rafters | 4-16d box (31/2″ × 0.135″); or | At each joist or rafter, face nail | |
| 3-16d common (31/2″ × 0.162″); or | ||||
| 4-10d box (3″ × 0.128″); or | ||||
| 4-3″ × 0.131″ nails | ||||
| 29 | Bridging to joist | 2-10d (3″ × 0.128″) | Each end, toe nail | |
| ITEM | DESCRIPTION OF BUILDING ELEMENTS | NUMBER AND TYPE OF FASTENERa, b, c | SPACING OF FASTENERS | |
| Edges (inches)h | Intermediate supportsc, e (inches) | |||
| Wood structural panels, subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to framing [see Table R602.3(3) for wood structural panel exterior wall sheathing to wall framing] | ||||
| 30 | 3/8″ ‒ 1/2" | 6d common (2″ × 0.113″) nail (subfloor, wall)i | 6 | 12f |
| 8d common (21/2″ × 0.131″) nail (roof) | ||||
| 31 | 19/32″ ‒ 1" | 8d common nail (21/2″ × 0.131″) | 6 | 12f |
| 32 | 11/8″ ‒ 11/4" | 10d common (3″ × 0.148″) nail; or | 6 | 12 |
| 8d (21/2″ × 0.131″) deformed nail | ||||
| Other wall sheathingg | ||||
| 33 | 1/2" structural cellulosic fiberboard sheathing | 11/2″ galvanized roofing nail, 7/16″ head diameter, or 1″ crown staple 16 ga., 11/4″ long | 3 | 6 |
| 34 | 25/32″ structural cellulosic fiberboard sheathing | 13/4″ galvanized roofing nail, 7/16″ head diameter, or 1″ crown staple 16 ga., 11/4″ long | 3 | 6 |
| 35 | 1/2″ gypsum sheathingd | 11/2″ galvanized roofing nail; staple galvanized, 11/2″ long; 11/4" screws, Type W or S | 7 | 7 |
| 36 | 5/8″ gypsum sheathingd | 13/4″ galvanized roofing nail; staple galvanized, 15/8″ long; 15/8″ screws, Type W or S | 7 | 7 |
| Wood structural panels, combination subfloor underlayment to framing | ||||
| 37 | 3/4″ and less | 6d deformed (2″ × 0.120″) nail; or | 6 | 12 |
| 8d common (21/2″ × 0.131″) nail | ||||
| 38 | 7/8″ ‒ 1" | 8d common (21/2″ × 0.131″) nail; or | 6 | 12 |
| 8d deformed (21/2″ × 0.120″) nail | ||||
| 39 | 11/8″ ‒ 11/4" | 10d common (3″ × 0.148″ ) nail; or | 6 | 12 |
| 8d deformed (21/2″ × 0.120″) nail | ||||
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; 1 ksi = 6.895 MPa. |
| a. Nails are smooth-common, box or deformed shanks except where otherwise stated. Nails used for framing and sheathing connections shall have minimum average bending yield strengths as shown: 80 ksi for shank diameter of 0.192 inch (20d common nail), 90 ksi for shank diameters larger than 0.142 inch but not larger than 0.177 inch, and 100 ksi for shank diameters of 0.142 inch or less. |
| b. Staples are 16 gage wire and have a minimum 7/16-inch on diameter crown width. |
| c. Nails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater. |
| d. Four-foot by 8-foot or 4-foot by 9-foot panels shall be applied vertically. |
| e. Spacing of fasteners not included in this table shall be based on Table R602.3(2). |
| f. Where the ultimate design wind speed is 130 mph or less, nails for attaching wood structural panel roof sheathing to gable end wall framing shall be spaced 6 inches on center. Where the ultimate design wind speed is greater than 130 mph, nails for attaching panel roof sheathing to intermediate supports shall be spaced 6 inches on center for minimum 48-inch distance from ridges, eaves and gable end walls; and 4 inches on center to gable end wall framing. |
| g. Gypsum sheathing shall conform to ASTM C 1396 and shall be installed in accordance with GA 253. Fiberboard sheathing shall conform to ASTM C 208. |
| h. Spacing of fasteners on floor sheathing panel edges applies to panel edges supported by framing members and required blocking and at floor perimeters only. Spacing of fasteners on roof sheathing panel edges applies to panel edges supported by framing members and required blocking. Blocking of roof or floor sheathing panel edges perpendicular to the framing members need not be provided except as required by other provisions of this code. Floor perimeter shall be supported by framing members or solid blocking. |
| i. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule, provide two toe nails on one side of the rafter and toe nails from the ceiling joist to top plate in accordance with this schedule. The toe nail on the opposite side of the rafter shall not be required. |
TABLE R602.3(2) ALTERNATE ATTACHMENTS TO TABLE R602.3(1)
| NOMINAL MATERIAL THICKNESS (inches) | DESCRIPTIONa, b OF FASTENER AND LENGTH (inches) | SPACINGc OF FASTENERS | |
| Edges (inches) | Intermediate supports (inches) | ||
| Wood structural panels subfloor, roofg and wall sheathing to framing and particleboard wall sheathing to framingf | |||
| Up to 1/2 | Staple 15 ga. 13/4 | 4 | 8 |
| 0.097 - 0.099 Nail 21/4 | 3 | 6 | |
| Staple 16 ga. 13/4 | 3 | 6 | |
| 19/32 and 5/8 | 0.113 Nail 2 | 3 | 6 |
| Staple 15 and 16 ga. 2 | 4 | 8 | |
| 0.097 - 0.099 Nail 21/4 | 4 | 8 | |
| 23/32 and 3/4 | Staple 14 ga. 2 | 4 | 8 |
| Staple 15 ga. 13/4 | 3 | 6 | |
| 0.097 - 0.099 Nail 21/4 | 4 | 8 | |
| Staple 16 ga. 2 | 4 | 8 | |
| 1 | Staple 14 ga. 21/4 | 4 | 8 |
| 0.113 Nail 21/4 | 3 | 6 | |
| Staple 15 ga. 21/4 | 4 | 8 | |
| 0.097 - 0.099 Nail 21/2 | 4 | 8 | |
| NOMINAL MATERIAL THICKNESS (inches) | DESCRIPTIONa, b OF FASTENER AND LENGTH (inches) | SPACINGc OF FASTENERS | |
| Edges (inches) | Body of paneld (inches) | ||
| Floor underlayment; plywood-hardboard-particleboardf-fiber-cementh | |||
| Fiber-cement | |||
| 1/4 | 3d, corrosion-resistant, ring shank nails (finished flooring other than tile) | 3 | 6 |
| Staple 18 ga., 7/8 long, 1/4 crown (finished flooring other than tile) | 3 | 6 | |
| 11/4 long × .121 shank × .375 head diameter corrosion-resistant (galvanized or stainless steel) roofing nails (for tile finish) | 8 | 8 | |
| 11/4 long, No. 8 × .375 head diameter, ribbed wafer-head screws (for tile finish) | 8 | 8 | |
| Plywood | |||
| 1/4 and 5/16 | 11/4 ring or screw shank nail-minimum 121/2 ga. (0.099") shank diameter | 3 | 6 |
| Staple 18 ga., 7/8, 3/16 crown width | 2 | 5 | |
| 11/32, 3/8, 15/32, and 1/2 | 11/4 ring or screw shank nail-minimum 121/2 ga. (0.099") shank diameter | 6 | 8e |
| 19/32, 5/8, 23/32 and 3/4 | 11/2 ring or screw shank nail-minimum 121/2 ga. (0.099") shank diameter | 6 | 8 |
| Staple 16 ga. 11/2 | 6 | 8 | |
| Hardboardf | |||
| 0.200 | 11/2 long ring-grooved underlayment nail | 6 | 6 |
| 4d cement-coated sinker nail | 6 | 6 | |
| Staple 18 ga., 7/8 long (plastic coated) | 3 | 6 | |
| Particleboard | |||
| 1/4 | 4d ring-grooved underlayment nail | 3 | 6 |
| Staple 18 ga., 7/8 long, 3/16 crown | 3 | 6 | |
| 3/8 | 6d ring-grooved underlayment nail | 6 | 10 |
| Staple 16 ga., 11/8 long, 3/8 crown | 3 | 6 | |
| 1/2, 5/8 | 6d ring-grooved underlayment nail | 6 | 10 |
| Staple 16 ga., 15/8 long, 3/8 crown | 3 | 6 | |
| For SI: 1 inch = 25.4 mm. |
| a. Nail is a general description and shall be permitted to be T-head, modified round head or round head. |
| b. Staples shall have a minimum crown width of 7/16-inch on diameter except as noted. |
| c. Nails or staples shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater. Nails or staples shall be spaced at not more than 12 inches on center at intermediate supports for floors. |
| d. Fasteners shall be placed in a grid pattern throughout the body of the panel. |
| e. For 5-ply panels, intermediate nails shall be spaced not more than 12 inches on center each way. |
| f. Hardboard underlayment shall conform to CPA/ANSI A135.4 |
| g. Specified alternate attachments for roof sheathing shall be permitted where the ultimate design wind speed is less than 130 mph. Fasteners attaching wood structural panel roof sheathing to gable end wall framing shall be installed using the spacing listed for panel edges. |
| h. Fiber-cement underlayment shall conform to ASTM C 1288 or ISO 8336, Category C. |
TABLE R602.3(3) REQUIREMENTS FOR WOOD STRUCTURAL PANEL WALL SHEATHING USED TO RESIST WIND PRESSURESa, b, c
| MINIMUM NAIL | MINIMUM WOOD STRUCTURAL PANEL SPAN RATING | MINIMUM NOMINAL PANEL THICKNESS (inches) | MAXIMUM WALL STUD SPACING (inches) | PANEL NAIL SPACING | ULTIMATE DESIGN WIND SPEED Vult (mph) | ||||
| Size | Penetration (inches) | Edges (inches o.c.) | Field (inches o.c.) | Wind exposure category | |||||
| B | C | D | |||||||
| 6d Common (2.0″ × 0.113″) | 1.5 | 24/0 | 3/8 | 16 | 6 | 12 | 140 | 115 | 110 |
| 8d Common (2.5″ × 0.131″) | 1.75 | 24/16 | 7/16 | 16 | 6 | 12 | 170 | 140 | 135 |
| 24 | 6 | 12 | 140 | 115 | 110 | ||||
| For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s. |
| a. Panel strength axis parallel or perpendicular to supports. Three-ply plywood sheathing with studs spaced more than 16 inches on center shall be applied with panel strength axis perpendicular to supports. |
| b. Table is based on wind pressures acting toward and away from building surfaces in accordance with Section R301.2. Lateral bracing requirements shall be in accordance with Section R602.10. |
| c. Wood structural panels with span ratings of Wall-16 or Wall-24 shall be permitted as an alternate to panels with a 24/0 span rating. Plywood siding rated 16 o.c. or 24 o.c. shall be permitted as an alternate to panels with a 24/16 span rating. Wall-16 and Plywood siding 16 o.c. shall be used with studs spaced not more than 16 inches on center. |
TABLE R602.3(4) ALLOWABLE SPANS FOR PARTICLEBOARD WALL SHEATHINGa
| THICKNESS (inch) | GRADE | STUD SPACING (inches) | |
| When siding is nailed to studs | When siding is nailed to sheathing | ||
| 3/8 | M-1 Exterior glue | 16 | ‒ |
| 1/2 | M-2 Exterior glue | 16 | 16 |
| For SI: 1 inch = 25.4 mm. |
| a. Wall sheathing not exposed to the weather. If the panels are applied horizontally, the end joints of the panel shall be offset so that four panel corners will not meet. All panel edges must be supported. Leave a 1/16-inch gap between panels and nail not less than 3/8 inch from panel edges. |
TABLE R602.3(5) SIZE, HEIGHT AND SPACING OF WOOD STUDSa
| STUD SIZE (inches) | BEARING WALLS | NONBEARING WALLS | |||||
| Laterally unsupported stud heighta (feet) | Maximum spacing when supporting a roof-ceiling assembly or a habitable attic assembly, only (inches) | Maximum spacing when supporting one floor, plus a roof- ceiling assembly or a habitable attic assembly (inches) | Maximum spacing when supporting two floors, plus a roof- ceiling assembly or a habitable attic assembly (inches) | Maximum spacing when supporting one floor heighta (inches) | Laterally unsupported stud heighta (feet) | Maximum spacing (inches) | |
 |  |  |  | ||||
| 2 × 3b | ‒ | ‒ | ‒ | ‒ | ‒ | 10 | 16 |
| 2 × 4 | 10 | 24c | 16c | ‒ | 24 | 14 | 24 |
| 3 × 4 | 10 | 24 | 24 | 16 | 24 | 14 | 24 |
| 2 × 5 | 10 | 24 | 24 | ‒ | 24 | 16 | 24 |
| 2 × 6 | 10 | 24 | 24 | 16 | 24 | 20 | 24 |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. |
| a. Listed heights are distances between points of lateral support placed perpendicular to the plane of the wall. Bearing walls shall be sheathed on not less than one side or bridging shall be installed not greater than 4 feet apart measured vertically from either end of the stud. Increases in unsupported height are permitted where in compliance with Exception 2 of Section R602.3.1 or designed in accordance with accepted engineering practice. |
| b. Shall not be used in exterior walls. |
| c. A habitable attic assembly supported by 2 × 4 studs is limited to a roof span of 32 feet. Where the roof span exceeds 32 feet, the wall studs shall be increased to 2 × 6 or the studs shall be designed in accordance with accepted engineering practice. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE R602.3(1) TYPICAL WALL, FLOOR AND ROOF FRAMING
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE R602.3(2) FRAMING DETAILS
The size, height and spacing of studs shall be in accordance with Table R602.3.(5).
Exceptions:
1. Utility grade studs shall not be spaced more than 16 inches (406 mm) on center, shall not support more than a roof and ceiling, and shall not exceed 8 feet (2438 mm) in height for exterior walls and load-bearing walls or 10 feet (3048 mm) for interior nonload-bearing walls.
2. Where snow loads are less than or equal to 25 pounds per square foot (1.2 kPa), and the ultimate design wind speed is less than or equal to 130 mph (58.1 m/s), 2-inch by 6-inch (38 mm by 14 mm) studs supporting a roof load with not more than 6 feet (1829 mm) of tributary length shall have a maximum height of 18 feet (5486 mm) where spaced at 16 inches (406 mm) on center, or 20 feet (6096 mm) where spaced at 12 inches (304.8 mm) on center. Studs shall be minimum No. 2 grade lumber.
Exceptions:
1. Utility grade studs shall not be spaced more than 16 inches (406 mm) on center, shall not support more than a roof and ceiling, and shall not exceed 8 feet (2438 mm) in height for exterior walls and load-bearing walls or 10 feet (3048 mm) for interior nonload-bearing walls.
2. Where snow loads are less than or equal to 25 pounds per square foot (1.2 kPa), and the ultimate design wind speed is less than or equal to 130 mph (58.1 m/s), 2-inch by 6-inch (38 mm by 14 mm) studs supporting a roof load with not more than 6 feet (1829 mm) of tributary length shall have a maximum height of 18 feet (5486 mm) where spaced at 16 inches (406 mm) on center, or 20 feet (6096 mm) where spaced at 12 inches (304.8 mm) on center. Studs shall be minimum No. 2 grade lumber.
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 not less than 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 not less than the width of the studs.
Exception: A single top plate used as an alternative to a double top plate shall comply with the following:
1. The single top plate shall be tied at corners, intersecting walls, and at in-line splices in straight wall lines in accordance with Table R602.3.2.
2. The rafters or joists shall be centered over the studs with a tolerance of not more than 1 inch (25 mm).
3. Omission of the top plate is permitted over headers where the headers are adequately tied to adjacent wall sections in accordance with Table R602.3.2.
TABLE R602.3.2 SINGLE TOP-PLATE SPLICE CONNECTION DETAILS
Exception: A single top plate used as an alternative to a double top plate shall comply with the following:
1. The single top plate shall be tied at corners, intersecting walls, and at in-line splices in straight wall lines in accordance with Table R602.3.2.
2. The rafters or joists shall be centered over the studs with a tolerance of not more than 1 inch (25 mm).
3. Omission of the top plate is permitted over headers where the headers are adequately tied to adjacent wall sections in accordance with Table R602.3.2.
TABLE R602.3.2 SINGLE TOP-PLATE SPLICE CONNECTION DETAILS
| CONDITION | TOP-PLATE SPLICE LOCATION | |||
| Corners and intersecting walls | Butt joints in straight walls | |||
| Splice plate size | Minimum nails each side of joint | Splice plate size | Minimum nails each side of joint | |
| Structures in SDC A-C; and in SDC D0, D1 and D2 with braced wall line spacing less than 25 feet | 3″ × 6″ × 0.036″ galvanized steel plate or equivalent | (6) 8d box (21/2″ × 0.113″) nails | 3″ × 12″ × 0.036″ galvanized steel plate or equivalent | (12) 8d box (21/2″ × 0.113″) nails |
| Structures in SDC D0, D1 and D2, with braced wall line spacing greater than or equal to 25 feet | 3″ × 8″ by 0.036″ galvanized steel plate or equivalent | (9) 8d box (21/2″ × 0.113″) nails | 3″ × 16″ × 0.036″ galvanized steel plate or equivalent | (18) 8d box (21/2″ × 0.113″) nails |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
Where joists, trusses or rafters are spaced more than 16 inches (406 mm) on center and the bearing studs below are spaced 24 inches (610 mm) on center, such members shall bear within 5 inches (127 mm) of the studs beneath.
Exceptions:
1. The top plates are two 2-inch by 6-inch (38 mm by 140 mm) or two 3-inch by 4-inch (64 mm by 89 mm) members.
2. A third top plate is installed.
3. Solid blocking equal in size to the studs is installed to reinforce the double top plate.
Exceptions:
1. The top plates are two 2-inch by 6-inch (38 mm by 140 mm) or two 3-inch by 4-inch (64 mm by 89 mm) members.
2. A third top plate is installed.
3. Solid blocking equal in size to the studs is installed to reinforce the double top plate.
Studs shall have full bearing on a nominal 2-by (51 mm) or larger plate or sill having a width not less than to the width of the studs.
Braced wall panels located at exterior walls that support roof rafters or trusses (including stories below top story) shall have the framing members connected in accordance with one of the following:
1. Fastening in accordance with Table R602.3(1) where:
1.1. The ultimate design wind speed does not exceed 115 mph (51 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.
1.2. The net uplift value at the top of a wall does not exceed 100 plf (146 N/mm). The net uplift value shall be determined in accordance with Section R802.11 and shall be permitted to be reduced by 60 plf (86 N/mm) for each full wall above.
2. Where the net uplift value at the top of a wall exceeds 100 plf (146 N/mm), installing approved uplift framing connectors to provide a continuous load path from the top of the wall to the foundation or to a point where the uplift force is 100 plf (146 N/mm) or less. The net uplift value shall be as determined in Item 1.2.
3. Wall sheathing and fasteners designed to resist combined uplift and shear forces in accordance with accepted engineering practice.
1. Fastening in accordance with Table R602.3(1) where:
1.1. The ultimate design wind speed does not exceed 115 mph (51 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.
1.2. The net uplift value at the top of a wall does not exceed 100 plf (146 N/mm). The net uplift value shall be determined in accordance with Section R802.11 and shall be permitted to be reduced by 60 plf (86 N/mm) for each full wall above.
2. Where the net uplift value at the top of a wall exceeds 100 plf (146 N/mm), installing approved uplift framing connectors to provide a continuous load path from the top of the wall to the foundation or to a point where the uplift force is 100 plf (146 N/mm) or less. The net uplift value shall be as determined in Item 1.2.
3. Wall sheathing and fasteners designed to resist combined uplift and shear forces in accordance with accepted engineering practice.
Interior load-bearing walls shall be constructed, framed and fireblocked as specified for exterior 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, where not part of a braced wall line, 2-inch by 4-inch (51 mm by 102 mm) flat studs spaced at 16 inches (406 mm) on center. Interior nonbearing walls shall be capped with not less than a single top plate. Interior nonbearing walls shall be fireblocked in accordance with Section R602.8.
Drilling and notching of studs shall be in accordance with the following:
1. Notching. Any stud in an exterior wall or bearing partition shall be permitted to be cut or notched to a depth not exceeding 25 percent of its width. Studs in nonbearing partitions shall be permitted to be notched to a depth not to exceed 40 percent of a single stud width.
2. Drilling. Any stud shall be permitted to be bored or drilled, provided that the diameter of the resulting hole is not more than 60 percent of the stud width, the edge of the hole is not more than 5/8 inch (16 mm) to the edge of the stud, and the hole is not located in the same section as a cut or notch. Studs located in exterior walls or bearing partitions drilled over 40 percent and up to 60 percent shall be doubled with not more than two successive doubled studs bored. See Figures R602.6(1) and R602.6(2).
Exception: Use of approved stud shoes is permitted where they are installed in accordance with the manufacturer's recommendations.
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
1. Notching. Any stud in an exterior wall or bearing partition shall be permitted to be cut or notched to a depth not exceeding 25 percent of its width. Studs in nonbearing partitions shall be permitted to be notched to a depth not to exceed 40 percent of a single stud width.
2. Drilling. Any stud shall be permitted to be bored or drilled, provided that the diameter of the resulting hole is not more than 60 percent of the stud width, the edge of the hole is not more than 5/8 inch (16 mm) to the edge of the stud, and the hole is not located in the same section as a cut or notch. Studs located in exterior walls or bearing partitions drilled over 40 percent and up to 60 percent shall be doubled with not more than two successive doubled studs bored. See Figures R602.6(1) and R602.6(2).
Exception: Use of approved stud shoes is permitted where they are installed in accordance with the manufacturer's recommendations.
| For SI: 1 inch = 25.4 mm. |
| Note: Condition for exterior and bearing walls. |
FIGURE R602.6(1) NOTCHING AND BORED HOLE LIMITATIONS FOR EXTERIOR WALLS AND BEARING WALLS
For SI: 1 inch = 25.4 mm.
FIGURE R602.6(2) NOTCHING AND BORED HOLE LIMITATIONS FOR INTERIOR NONBEARING WALLS
When piping or ductwork is placed in or partly in an exterior wall or interior load-bearing wall, necessitating cutting, drilling or notching of the top plate by more than 50 percent of its width, a galvanized metal tie not less than 0.054 inch thick (1.37 mm) (16 ga) and 11/2 inches (38 mm) wide shall be fastened across and to the plate at each side of the opening with not less than eight 10d (0.148 inch diameter) nails having a minimum length of 11/2 inches (38 mm) at each side or equivalent. The metal tie must extend a minimum of 6 inches past the opening. See Figure R602.6.1.
Exception: When the entire side of the wall with the notch or cut is covered by wood structural panel sheathing.
FIGURE R602.6.1 TOP PLATE FRAMING TO ACCOMMODATE PIPING
Exception: When the entire side of the wall with the notch or cut is covered by wood structural panel sheathing.
For SI: 1 inch = 25.4 mm.
FIGURE R602.6.1 TOP PLATE FRAMING TO ACCOMMODATE PIPING
For header spans, see Tables R602.7(1), R602.7(2) and R602.7(3).
TABLE R602.7(1) GIRDER SPANSa AND HEADER SPANSa FOR EXTERIOR BEARING WALLS (Maximum spans for Douglas fir-larch, hem-fir, southern pine and spruce-pine-firb and required number of jack studs)
(continued)
TABLE R602.7(1)‒continued GIRDER SPANSa AND HEADER SPANSa FOR EXTERIOR BEARING WALLS (Maximum spans for Douglas fir-larch, hem-fir, southern pine and spruce-pine-firb and required number of jack studs)
TABLE R602.7(2) GIRDER SPANSa AND HEADER SPANSa FOR INTERIOR BEARING WALLS (Maximum spans for Douglas fir-larch, hem-fir, southern pine and spruce-pine-firb and required number of jack studs)
TABLE R602.7(3) GIRDER AND HEADER SPANSa FOR OPEN PORCHES (Maximum span for Douglas fir-larch, hem-fir, southern pine and spruce-pine-firb)
TABLE R602.7(1) GIRDER SPANSa AND HEADER SPANSa FOR EXTERIOR BEARING WALLS (Maximum spans for Douglas fir-larch, hem-fir, southern pine and spruce-pine-firb and required number of jack studs)
| GIRDERS AND HEADERS SUPPORTING | SIZE | GROUND SNOW LOAD (psf)e | |||||||||||||||||
| 30 | 50 | 70 | |||||||||||||||||
| Building widthc (feet) | |||||||||||||||||||
| 20 | 28 | 36 | 20 | 28 | 36 | 20 | 28 | 36 | |||||||||||
| Span | NJd | Span | NJd | Span | NJd | Span | NJd | Span | NJd | Span | NJd | Span | NJd | Span | NJd | Span | NJd | ||
| Roof and ceiling | 1-2 × 8 | 4-6 | 1 | 3-10 | 1 | 3-5 | 1 | 3-9 | 1 | 3-2 | 1 | 2-10 | 2 | ‒ | ‒ | ‒ | ‒ | ‒ | ‒ |
| 1-2 × 10 | 5-8 | 1 | 4-11 | 1 | 4-4 | 1 | 4-9 | 1 | 4-1 | 1 | 3-7 | 2 | ‒ | ‒ | ‒ | ‒ | ‒ | ‒ | |
| 1-2 × 12 | 6-11 | 1 | 5-11 | 2 | 5-3 | 2 | 5-9 | 2 | 4-8 | 2 | 3-8 | 2 | ‒ | ‒ | ‒ | ‒ | ‒ | ‒ | |
| 2-2 × 4 | 3-6 | 1 | 3-2 | 1 | 2-10 | 1 | 3-2 | 1 | 2-9 | 1 | 2-6 | 1 | 2-10 | 1 | 2-6 | 1 | 2-3 | 1 | |
| 2-2 × 6 | 5-5 | 1 | 4-8 | 1 | 4-2 | 1 | 4-8 | 1 | 4-1 | 1 | 3-8 | 2 | 4-2 | 1 | 3-8 | 2 | 3-3 | 2 | |
| 2-2 × 8 | 6-10 | 1 | 5-11 | 2 | 5-4 | 2 | 5-11 | 2 | 5-2 | 2 | 4-7 | 2 | 5-4 | 2 | 4-7 | 2 | 4-1 | 2 | |
| 2-2 × 10 | 8-5 | 2 | 7-3 | 2 | 6-6 | 2 | 7-3 | 2 | 6-3 | 2 | 5-7 | 2 | 6-6 | 2 | 5-7 | 2 | 5-0 | 2 | |
| 2-2 × 12 | 9-9 | 2 | 8-5 | 2 | 7-6 | 2 | 8-5 | 2 | 7-3 | 2 | 6-6 | 2 | 7-6 | 2 | 6-6 | 2 | 5-10 | 3 | |
| 3-2 × 8 | 8-4 | 1 | 7-5 | 1 | 6-8 | 1 | 7-5 | 1 | 6-5 | 2 | 5-9 | 2 | 6-8 | 1 | 5-9 | 2 | 5-2 | 2 | |
| 3-2 × 10 | 10-6 | 1 | 9-1 | 2 | 8-2 | 2 | 9-1 | 2 | 7-10 | 2 | 7-0 | 2 | 8-2 | 2 | 7-0 | 2 | 6-4 | 2 | |
| 3-2 × 12 | 12-2 | 2 | 10-7 | 2 | 9-5 | 2 | 10-7 | 2 | 9-2 | 2 | 8-2 | 2 | 9-5 | 2 | 8-2 | 2 | 7-4 | 2 | |
| 4-2 × 8 | 9-2 | 1 | 8-4 | 1 | 7-8 | 1 | 8-4 | 1 | 7-5 | 1 | 6-8 | 1 | 7-8 | 1 | 6-8 | 1 | 5-11 | 2 | |
| 4-2 × 10 | 11-8 | 1 | 10-6 | 1 | 9-5 | 2 | 10-6 | 1 | 9-1 | 2 | 8-2 | 2 | 9-5 | 2 | 8-2 | 2 | 7-3 | 2 | |
| 4-2 × 12 | 14-1 | 1 | 12-2 | 2 | 10-11 | 2 | 12-2 | 2 | 10-7 | 2 | 9-5 | 2 | 10-11 | 2 | 9-5 | 2 | 8-5 | 2 | |
| Roof, ceiling and one center- bearing floor | 1-2 × 8 | 3-11 | 1 | 3-5 | 1 | 3-0 | 1 | 3-7 | 1 | 3-0 | 2 | 2-8 | 2 | ‒ | ‒ | ‒ | ‒ | ‒ | ‒ |
| 1-2 × 10 | 5-0 | 2 | 4-4 | 2 | 3-10 | 2 | 4-6 | 2 | 3-11 | 2 | 3-4 | 2 | ‒ | ‒ | ‒ | ‒ | ‒ | ‒ | |
| 1-2 × 12 | 5-10 | 2 | 4-9 | 2 | 4-2 | 2 | 5-5 | 2 | 4-2 | 2 | 3-4 | 2 | ‒ | ‒ | ‒ | ‒ | ‒ | ‒ | |
| 2-2 × 4 | 3-1 | 1 | 2-9 | 1 | 2-5 | 1 | 2-9 | 1 | 2-5 | 1 | 2-2 | 1 | 2-7 | 1 | 2-3 | 1 | 2-0 | 1 | |
| 2-2 × 6 | 4-6 | 1 | 4-0 | 1 | 3-7 | 2 | 4-1 | 1 | 3-7 | 2 | 3-3 | 2 | 3-9 | 2 | 3-3 | 2 | 2-11 | 2 | |
| 2-2 × 8 | 5-9 | 2 | 5-0 | 2 | 4-6 | 2 | 5-2 | 2 | 4-6 | 2 | 4-1 | 2 | 4-9 | 2 | 4-2 | 2 | 3-9 | 2 | |
| 2-2 × 10 | 7-0 | 2 | 6-2 | 2 | 5-6 | 2 | 6-4 | 2 | 5-6 | 2 | 5-0 | 2 | 5-9 | 2 | 5-1 | 2 | 4-7 | 3 | |
| 2-2 × 12 | 8-1 | 2 | 7-1 | 2 | 6-5 | 2 | 7-4 | 2 | 6-5 | 2 | 5-9 | 3 | 6-8 | 2 | 5-10 | 3 | 5-3 | 3 | |
| 3-2 × 8 | 7-2 | 1 | 6-3 | 2 | 5-8 | 2 | 6-5 | 2 | 5-8 | 2 | 5-1 | 2 | 5-11 | 2 | 5-2 | 2 | 4-8 | 2 | |
| 3-2 × 10 | 8-9 | 2 | 7-8 | 2 | 6-11 | 2 | 7-11 | 2 | 6-11 | 2 | 6-3 | 2 | 7-3 | 2 | 6-4 | 2 | 5-8 | 2 | |
| 3-2 × 12 | 10-2 | 2 | 8-11 | 2 | 8-0 | 2 | 9-2 | 2 | 8-0 | 2 | 7-3 | 2 | 8-5 | 2 | 7-4 | 2 | 6-7 | 2 | |
| 4-2 × 8 | 8-1 | 1 | 7-3 | 1 | 6-7 | 1 | 7-5 | 1 | 6-6 | 1 | 5-11 | 2 | 6-10 | 1 | 6-0 | 2 | 5-5 | 2 | |
| 4-2 × 10 | 10-1 | 1 | 8-10 | 2 | 8-0 | 2 | 9-1 | 2 | 8-0 | 2 | 7-2 | 2 | 8-4 | 2 | 7-4 | 2 | 6-7 | 2 | |
| 4-2 × 12 | 11-9 | 2 | 10-3 | 2 | 9-3 | 2 | 10-7 | 2 | 9-3 | 2 | 8-4 | 2 | 9-8 | 2 | 8-6 | 2 | 7-7 | 2 | |
| Roof, ceiling and one clear span floor | 1-2 × 8 | 3-6 | 1 | 3-0 | 1 | 2-8 | 1 | 3-5 | 1 | 2-11 | 1 | 2-7 | 2 | ‒ | ‒ | ‒ | ‒ | ‒ | ‒ |
| 1-2 × 10 | 4-6 | 1 | 3-10 | 1 | 3-3 | 1 | 4-4 | 1 | 3-9 | 1 | 3-1 | 2 | ‒ | ‒ | ‒ | ‒ | ‒ | ‒ | |
| 1-2 × 12 | 5-6 | 1 | 4-2 | 2 | 3-3 | 2 | 5-4 | 2 | 3-11 | 2 | 3-1 | 2 | ‒ | ‒ | ‒ | ‒ | ‒ | ‒ | |
| 2-2 × 4 | 2-8 | 1 | 2-4 | 1 | 2-1 | 1 | 2-7 | 1 | 2-3 | 1 | 2-0 | 1 | 2-5 | 1 | 2-1 | 1 | 1-10 | 1 | |
| 2-2 × 6 | 3-11 | 1 | 3-5 | 2 | 3-0 | 2 | 3-10 | 2 | 3-4 | 2 | 3-0 | 2 | 3-6 | 2 | 3-1 | 2 | 2-9 | 2 | |
| 2-2 × 8 | 5-0 | 2 | 4-4 | 2 | 3-10 | 2 | 4-10 | 2 | 4-2 | 2 | 3-9 | 2 | 4-6 | 2 | 3-11 | 2 | 3-6 | 2 | |
| 2-2 × 10 | 6-1 | 2 | 5-3 | 2 | 4-8 | 2 | 5-11 | 2 | 5-1 | 2 | 4-7 | 3 | 5-6 | 2 | 4-9 | 2 | 4-3 | 3 | |
| 2-2 × 12 | 7-1 | 2 | 6-1 | 3 | 5-5 | 3 | 6-10 | 2 | 5-11 | 3 | 5-4 | 3 | 6-4 | 2 | 5-6 | 3 | 5-0 | 3 | |
| 3-2 × 8 | 6-3 | 2 | 5-5 | 2 | 4-10 | 2 | 6-1 | 2 | 5-3 | 2 | 4-8 | 2 | 5-7 | 2 | 4-11 | 2 | 4-5 | 2 | |
| 3-2 × 10 | 7-7 | 2 | 6-7 | 2 | 5-11 | 2 | 7-5 | 2 | 6-5 | 2 | 5-9 | 2 | 6-10 | 2 | 6-0 | 2 | 5-4 | 2 | |
| 3-2 × 12 | 8-10 | 2 | 7-8 | 2 | 6-10 | 2 | 8-7 | 2 | 7-5 | 2 | 6-8 | 2 | 7-11 | 2 | 6-11 | 2 | 6-3 | 2 | |
| 4-2 × 8 | 7-2 | 1 | 6-3 | 2 | 5-7 | 2 | 7-0 | 1 | 6-1 | 2 | 5-5 | 2 | 6-6 | 1 | 5-8 | 2 | 5-1 | 2 | |
| 4-2 × 10 | 8-9 | 2 | 7-7 | 2 | 6-10 | 2 | 8-7 | 2 | 7-5 | 2 | 6-7 | 2 | 7-11 | 2 | 6-11 | 2 | 6-2 | 2 | |
| 4-2 × 12 | 10-2 | 2 | 8-10 | 2 | 7-11 | 2 | 9-11 | 2 | 8-7 | 2 | 7-8 | 2 | 9-2 | 2 | 8-0 | 2 | 7-2 | 2 | |
(continued)
TABLE R602.7(1)‒continued GIRDER SPANSa AND HEADER SPANSa FOR EXTERIOR BEARING WALLS (Maximum spans for Douglas fir-larch, hem-fir, southern pine and spruce-pine-firb and required number of jack studs)
| GIRDERS AND HEADERS SUPPORTING | SIZE | GROUND SNOW LOAD (psf)e | |||||||||||||||||
| 30 | 50 | 70 | |||||||||||||||||
| Building widthc (feet) | |||||||||||||||||||
| 20 | 28 | 36 | 20 | 28 | 36 | 20 | 28 | 36 | |||||||||||
| Span | NJd | Span | NJd | Span | NJd | Span | NJd | Span | NJd | Span | NJd | Span | NJd | Span | NJd | Span | NJd | ||
| Roof, ceiling and two center- bearing floors | 2-2 × 4 | 2-7 | 1 | 2-3 | 1 | 2-0 | 1 | 2-6 | 1 | 2-2 | 1 | 1-11 | 1 | 2-4 | 1 | 2-0 | 1 | 1-9 | 1 |
| 2-2 × 6 | 3-9 | 2 | 3-3 | 2 | 2-11 | 2 | 3-8 | 2 | 3-2 | 2 | 2-10 | 2 | 3-5 | 2 | 3-0 | 2 | 2-8 | 2 | |
| 2-2 × 8 | 4-9 | 2 | 4-2 | 2 | 3-9 | 2 | 4-7 | 2 | 4-0 | 2 | 3-8 | 2 | 4-4 | 2 | 3-9 | 2 | 3-5 | 2 | |
| 2-2 × 10 | 5-9 | 2 | 5-1 | 2 | 4-7 | 3 | 5-8 | 2 | 4-11 | 2 | 4-5 | 3 | 5-3 | 2 | 4-7 | 3 | 4-2 | 3 | |
| 2-2 × 12 | 6-8 | 2 | 5-10 | 3 | 5-3 | 3 | 6-6 | 2 | 5-9 | 3 | 5-2 | 3 | 6-1 | 3 | 5-4 | 3 | 4-10 | 3 | |
| 3-2 × 8 | 5-11 | 2 | 5-2 | 2 | 4-8 | 2 | 5-9 | 2 | 5-1 | 2 | 4-7 | 2 | 5-5 | 2 | 4-9 | 2 | 4-3 | 2 | |
| 3-2 × 10 | 7-3 | 2 | 6-4 | 2 | 5-8 | 2 | 7-1 | 2 | 6-2 | 2 | 5-7 | 2 | 6-7 | 2 | 5-9 | 2 | 5-3 | 2 | |
| 3-2 × 12 | 8-5 | 2 | 7-4 | 2 | 6-7 | 2 | 8-2 | 2 | 7-2 | 2 | 6-5 | 3 | 7-8 | 2 | 6-9 | 2 | 6-1 | 3 | |
| 4-2 × 8 | 6-10 | 1 | 6-0 | 2 | 5-5 | 2 | 6-8 | 1 | 5-10 | 2 | 5-3 | 2 | 6-3 | 2 | 5-6 | 2 | 4-11 | 2 | |
| 4-2 × 10 | 8-4 | 2 | 7-4 | 2 | 6-7 | 2 | 8-2 | 2 | 7-2 | 2 | 6-5 | 2 | 7-7 | 2 | 6-8 | 2 | 6-0 | 2 | |
| 4-2 × 12 | 9-8 | 2 | 8-6 | 2 | 7-8 | 2 | 9-5 | 2 | 8-3 | 2 | 7-5 | 2 | 8-10 | 2 | 7-9 | 2 | 7-0 | 2 | |
| Roof, ceiling, and two clear- span floors | 2-2 × 4 | 2-1 | 1 | 1-8 | 1 | 1-6 | 2 | 2-0 | 1 | 1-8 | 1 | 1-5 | 2 | 2-0 | 1 | 1-8 | 1 | 1-5 | 2 |
| 2-2 × 6 | 3-1 | 2 | 2-8 | 2 | 2-4 | 2 | 3-0 | 2 | 2-7 | 2 | 2-3 | 2 | 2-11 | 2 | 2-7 | 2 | 2-3 | 2 | |
| 2-2 × 8 | 3-10 | 2 | 3-4 | 2 | 3-0 | 3 | 3-10 | 2 | 3-4 | 2 | 2-11 | 3 | 3-9 | 2 | 3-3 | 2 | 2-11 | 3 | |
| 2-2 × 10 | 4-9 | 2 | 4-1 | 3 | 3-8 | 3 | 4-8 | 2 | 4-0 | 3 | 3-7 | 3 | 4-7 | 3 | 4-0 | 3 | 3-6 | 3 | |
| 2-2 × 12 | 5-6 | 3 | 4-9 | 3 | 4-3 | 3 | 5-5 | 3 | 4-8 | 3 | 4-2 | 3 | 5-4 | 3 | 4-7 | 3 | 4-1 | 4 | |
| 3-2 × 8 | 4-10 | 2 | 4-2 | 2 | 3-9 | 2 | 4-9 | 2 | 4-1 | 2 | 3-8 | 2 | 4-8 | 2 | 4-1 | 2 | 3-8 | 2 | |
| 3-2 × 10 | 5-11 | 2 | 5-1 | 2 | 4-7 | 3 | 5-10 | 2 | 5-0 | 2 | 4-6 | 3 | 5-9 | 2 | 4-11 | 2 | 4-5 | 3 | |
| 3-2 × 12 | 6-10 | 2 | 5-11 | 3 | 5-4 | 3 | 6-9 | 2 | 5-10 | 3 | 5-3 | 3 | 6-8 | 2 | 5-9 | 3 | 5-2 | 3 | |
| 4-2 × 8 | 5-7 | 2 | 4-10 | 2 | 4-4 | 2 | 5-6 | 2 | 4-9 | 2 | 4-3 | 2 | 5-5 | 2 | 4-8 | 2 | 4-2 | 2 | |
| 4-2 × 10 | 6-10 | 2 | 5-11 | 2 | 5-3 | 2 | 6-9 | 2 | 5-10 | 2 | 5-2 | 2 | 6-7 | 2 | 5-9 | 2 | 5-1 | 2 | |
| 4-2 × 12 | 7-11 | 2 | 6-10 | 2 | 6-2 | 3 | 7-9 | 2 | 6-9 | 2 | 6-0 | 3 | 7-8 | 2 | 6-8 | 2 | 5-11 | 3 | |
| For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa. |
| a. Spans are given in feet and inches. |
| b. No. 1 or better grade lumber shall be used for southern pine. Other tabulated values assume #2 grade lumber. |
| c. Building width is measured perpendicular to the ridge. For widths between those shown, spans are permitted to be interpolated. |
| d. NJ = Number of jack studs required to support each end. Where the number of required jack studs equals one, the header is permitted to be supported by an approved framing anchor attached to the full-height wall stud and to the header. |
| e. Use 30 psf ground snow load for cases in which ground snow load is less than 30 psf and the roof live load is equal to or less than 20 psf. |
TABLE R602.7(2) GIRDER SPANSa AND HEADER SPANSa FOR INTERIOR BEARING WALLS (Maximum spans for Douglas fir-larch, hem-fir, southern pine and spruce-pine-firb and required number of jack studs)
| HEADERS AND GIRDERS SUPPORTING | SIZE | BUILDING Widthc (feet) | |||||
| 20 | 28 | 36 | |||||
| Span | NJd | Span | NJd | Span | NJd | ||
| One floor only | 2-2 × 4 | 3-1 | 1 | 2-8 | 1 | 2-5 | 1 |
| 2-2 × 6 | 4-6 | 1 | 3-11 | 1 | 3-6 | 1 | |
| 2-2 × 8 | 5-9 | 1 | 5-0 | 2 | 4-5 | 2 | |
| 2-2 × 10 | 7-0 | 2 | 6-1 | 2 | 5-5 | 2 | |
| 2-2 × 12 | 8-1 | 2 | 7-0 | 2 | 6-3 | 2 | |
| 3-2 × 8 | 7-2 | 1 | 6-3 | 1 | 5-7 | 2 | |
| 3-2 × 10 | 8-9 | 1 | 7-7 | 2 | 6-9 | 2 | |
| 3-2 × 12 | 10-2 | 2 | 8-10 | 2 | 7-10 | 2 | |
| 4-2 × 8 | 9-0 | 1 | 7-8 | 1 | 6-9 | 1 | |
| 4-2 × 10 | 10-1 | 1 | 8-9 | 1 | 7-10 | 2 | |
| 4-2 × 12 | 11-9 | 1 | 10-2 | 2 | 9-1 | 2 | |
| Two floors | 2-2 × 4 | 2-2 | 1 | 1-10 | 1 | 1-7 | 1 |
| 2-2 × 6 | 3-2 | 2 | 2-9 | 2 | 2-5 | 2 | |
| 2-2 × 8 | 4-1 | 2 | 3-6 | 2 | 3-2 | 2 | |
| 2-2 × 10 | 4-11 | 2 | 4-3 | 2 | 3-10 | 3 | |
| 2-2 × 12 | 5-9 | 2 | 5-0 | 3 | 4-5 | 3 | |
| 3-2 × 8 | 5-1 | 2 | 4-5 | 2 | 3-11 | 2 | |
| 3-2 × 10 | 6-2 | 2 | 5-4 | 2 | 4-10 | 2 | |
| 3-2 × 12 | 7-2 | 2 | 6-3 | 2 | 5-7 | 3 | |
| 4-2 × 8 | 6-1 | 1 | 5-3 | 2 | 4-8 | 2 | |
| 4-2 × 10 | 7-2 | 2 | 6-2 | 2 | 5-6 | 2 | |
| 4-2 × 12 | 8-4 | 2 | 7-2 | 2 | 6-5 | 2 | |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. |
| a. Spans are given in feet and inches. |
| b. No. 1 or better grade lumber shall be used for southern pine. Other tabulated values assume #2 grade lumber. |
| c. Building width is measured perpendicular to the ridge. For widths between those shown, spans are permitted to be interpolated. |
| d. NJ = Number of jack studs required to support each end. Where the number of required jack studs equals one, the header is permitted to be supported by an approved framing anchor attached to the full-height wall stud and to the header. |
TABLE R602.7(3) GIRDER AND HEADER SPANSa FOR OPEN PORCHES (Maximum span for Douglas fir-larch, hem-fir, southern pine and spruce-pine-firb)
| SIZE | SUPPORTING ROOF | SUPPORTING FLOOR | ||||||
| GROUND SNOW LOAD (psf) | ||||||||
| 30 | 50 | 70 | ||||||
| DEPTH OF PORCHc (feet) | ||||||||
| 8 | 14 | 8 | 14 | 8 | 14 | 8 | 14 | |
| 2-2 × 6 | 7-6 | 5-8 | 6-2 | 4-8 | 5-4 | 4-0 | 6-4 | 4-9 |
| 2-2 × 8 | 10-1 | 7-7 | 8-3 | 6-2 | 7-1 | 5-4 | 8-5 | 6-4 |
| 2-2 × 10 | 12-4 | 9-4 | 10-1 | 7-7 | 8-9 | 6-7 | 10-4 | 7-9 |
| 2-2 × 12 | 14-4 | 10-10 | 11-8 | 8-10 | 10-1 | 7-8 | 11-11 | 9-0 |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa. |
| a. Spans are given in feet and inches. |
| b. Tabulated values assume #2 grade lumber, wet service and incising for refractory species. Use 30 psf ground snow load for cases in which ground snow load is less than 30 psf and the roof live load is equal to or less than 20 psf. |
| c. Porch depth is measured horizontally from building face to centerline of the header. For depths between those shown, spans are permitted to be interpolated. |
Single headers shall be framed with a single flat 2-inch-nominal (51 mm) member or wall plate not less in width than the wall studs on the top and bottom of the header in accordance with Figures R602.7.1(1) and R602.7.1(2) and face nailed to the top and bottom of the header with 10d box nails (3 inches × 0.128 inches) spaced 12 inches on center.
FIGURE R602.7.1(1) SINGLE MEMBER HEADER IN EXTERIOR BEARING WALL
FIGURE R602.7.1(2) ALTERNATIVE SINGLE MEMBER HEADER WITHOUT CRIPPLE
FIGURE R602.7.1(1) SINGLE MEMBER HEADER IN EXTERIOR BEARING WALL
FIGURE R602.7.1(2) ALTERNATIVE SINGLE MEMBER HEADER WITHOUT CRIPPLE
Rim board header size, material and span shall be in accordance with Table R602.7(1). Rim board headers shall be constructed in accordance with Figure R602.7.2 and shall be supported at each end by full-height studs. The number of full-height studs at each end shall be not less than the number of studs displaced by half of the header span based on the maximum stud spacing in accordance with Table R602.3(5). Rim board headers supporting concentrated loads shall be designed in accordance with accepted engineering practice.
FIGURE R602.7.2 RIM BOARD HEADER CONSTRUCTION
For SI: 25.4 mm = 1 inch.
FIGURE R602.7.2 RIM BOARD HEADER CONSTRUCTION
Wood structural panel box headers shall be constructed in accordance with Figure R602.7.3 and Table R602.7.3.
TABLE R602.7.3 MAXIMUM SPANS FOR WOOD STRUCTURAL PANEL BOX HEADERSa
FIGURE R602.7.3 TYPICAL WOOD STRUCTURAL PANEL BOX HEADER CONSTRUCTION
TABLE R602.7.3 MAXIMUM SPANS FOR WOOD STRUCTURAL PANEL BOX HEADERSa
| HEADER CONSTRUCTIONb | HEADER DEPTH (inches) | HOUSE DEPTH (feet) | ||||
| 24 | 26 | 28 | 30 | 32 | ||
| Wood structural panel‒one side | 9 | 4 | 4 | 3 | 3 | ‒ |
| 15 | 5 | 5 | 4 | 3 | 3 | |
| Wood structural panel‒both sides | 9 | 7 | 5 | 5 | 4 | 3 |
| 15 | 8 | 8 | 7 | 7 | 6 | |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. |
| a. Spans are based on single story with clear-span trussed roof or two story with floor and roof supported by interior-bearing walls. |
| b. See Figure R602.7.3 for construction details. |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. |
| NOTES: |
| a. The top and bottom plates shall be continuous at header location. |
| b. Jack studs shall be used for spans over 4 feet. |
| c. Cripple spacing shall be the same as for studs. |
| d. Wood structural panel faces shall be single pieces of 15/32-inch-thick Exposure 1 (exterior glue) or thicker, installed on the interior or exterior or both sides of the header. |
| e. Wood structural panel faces shall be nailed to framing and cripples with 8d common or galvanized box nails spaced 3 inches on center, staggering alternate nails 1/2 inch. Galvanized nails shall be hot-dipped or tumbled. |
FIGURE R602.7.3 TYPICAL WOOD STRUCTURAL PANEL BOX HEADER CONSTRUCTION
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 shall be permitted to 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, cripples or blocking are not required above the header.
Headers shall be supported on each end with one or more jack studs or with approved framing anchors in accordance with Table R602.7(1) or R602.7(2). The full-height stud adjacent to each end of the header shall be end nailed to each end of the header with four-16d nails (3.5 inches × 0.135 inches). The minimum number of full-height studs at each end of a header shall be in accordance with Table R602.7.5.
TABLE R602.7.5 MINIMUM NUMBER OF FULL HEIGHT STUDS AT EACH END OF HEADERS IN EXTERIOR WALLS
TABLE R602.7.5 MINIMUM NUMBER OF FULL HEIGHT STUDS AT EACH END OF HEADERS IN EXTERIOR WALLS
| HEADER SPAN (feet) | MAXIMUM STUD SPACING (inches) [per Table R602.3(5)] | |
| 16 | 24 | |
| ≤ 3' | 1 | 1 |
| 4' | 2 | 1 |
| 8' | 3 | 2 |
| 12' | 5 | 3 |
| 16' | 6 | 4 |
Fireblocking shall be provided in accordance with Section R302.11.
Foundation cripple walls shall be framed of studs not smaller than the studding above. When exceeding 4 feet (1219 mm) in height, such walls shall be framed of studs having the size required for an additional story.
Cripple walls with a stud height less than 14 inches (356 mm) shall be continuously sheathed on one side with wood structural panels 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.
Cripple walls with a stud height less than 14 inches (356 mm) shall be continuously sheathed on one side with wood structural panels fastened to both the top and bottom plates in accordance with Table R602.3(1), or the cripple walls shall be constructed of solid blocking.
Cripple walls shall be supported on continuous foundations.
Buildings shall be braced in accordance with this section or, when applicable, Section R602.12. 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.
For the purpose of determining the amount and location of bracing required in each story level of a building, braced wall lines shall be designated as straight lines in the building plan placed in accordance with this section.
The length of a braced wall line shall be the distance between its ends. The end of a braced wall line shall be the intersection with a perpendicular braced wall line, an angled braced wall line as permitted in Section R602.10.1.4 or an exterior wall as shown in Figure R602.10.1.1.
FIGURE R602.10.1.1 BRACED WALL LINES
For SI: 1 foot = 304.8 mm.
FIGURE R602.10.1.1 BRACED WALL LINES
Exterior walls parallel to a braced wall line shall be offset not more than 4 feet (1219 mm) from the designated braced wall line location as shown in Figure R602.10.1.1. Interior walls used as bracing shall be offset not more than 4 feet (1219 mm) from a braced wall line through the interior of the building as shown in Figure R602.10.1.1.
The spacing between parallel braced wall lines shall be in accordance with Table R602.10.1.3. Intermediate braced wall lines through the interior of the building shall be permitted.
TABLE R602.10.1.3 BRACED WALL LINE SPACING
TABLE R602.10.1.3 BRACED WALL LINE SPACING
| APPLICATION | CONDITION | BUILDING TYPE | BRACED WALL LINE SPACING CRITERIA | |
| Maximum Spacing | Exception to Maximum Spacing | |||
| Wind bracing | Ultimate design wind speed 100 mph to < 140 mph | Detached, townhouse | 60 feet | None |
| Seismic bracing | SDC A ‒ C | Detached | Use wind bracing | |
| SDC A ‒ B | Townhouse | Use wind bracing | ||
| SDC C | Townhouse | 35 feet | Up to 50 feet when length of required bracing per Table R602.10.3(3) is adjusted in accordance with Table R602.10.3(4). | |
| SDC D0, D1, D2 | Detached, townhouses, one- and two-story only | 25 feet | Up to 35 feet to allow for a single room not to exceed 900 square feet. Spacing of all other braced wall lines shall not exceed 25 feet. | |
| SDC D0, D1, D2 | Detached, townhouse | 25 feet | Up to 35 feet when length of required bracing per Table R602.10.3(3) is adjusted in accordance with Table R602.10.3(4). | |
For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m2, 1 mile per hour = 0.447 m/s.
Any portion of a wall along a braced wall line shall be permitted to angle out of plane for a maximum diagonal length of 8 feet (2438 mm). Where the angled wall occurs at a corner, the length of the braced wall line shall be measured from the projected corner as shown in Figure R602.10.1.4. Where the diagonal length is greater than 8 feet (2438 mm), it shall be considered a separate braced wall line and shall be braced in accordance with Section R602.10.1.
FIGURE R602.10.1.4 ANGLED WALLS
For SI: 1 foot = 304.8 mm.
FIGURE R602.10.1.4 ANGLED WALLS
Braced wall panels shall be full-height sections of wall that shall not have vertical or horizontal offsets. Braced wall panels shall be constructed and placed along a braced wall line in accordance with this section and the bracing methods specified in Section R602.10.4.
The bracing lengths in Table R602.10.3(1) apply only when uplift loads are resisted in accordance with Section R602.3.5.
A braced wall panel shall begin within 10 feet (3810 mm) from each end of a braced wall line as determined in Section R602.10.1.1. The distance between adjacent edges of braced wall panels along a braced wall line shall be not greater than 20 feet (6096 mm) as shown in Figure R602.10.2.2.
FIGURE R602.10.2.2 LOCATION OF BRACED WALL PANELS
For SI: 1 foot = 304.8 mm.
FIGURE R602.10.2.2 LOCATION OF BRACED WALL PANELS
Braced wall panels shall be located at each end of a braced wall line.
Exception: Braced wall panels constructed of Method WSP or BV-WSP and continuous sheathing methods as specified in Section R602.10.4 shall be permitted to begin not more than 10 feet (3048 mm) from each end of a braced wall line provided each end complies with one of the following:
1. A minimum 24-inch-wide (610 mm) panel for Methods WSP, CS-WSP, CS-G and CS-PF is applied to each side of the building corner as shown in End Condition 4 of Figure R602.10.7.
2. The end of each braced wall panel closest to the end of the braced wall line shall have an 1,800 lb (8 kN) hold-down device fastened to the stud at the edge of the braced wall panel closest to the corner and to the foundation or framing below as shown in End Condition 5 of Figure R602.10.7.
Exception: Braced wall panels constructed of Method WSP or BV-WSP and continuous sheathing methods as specified in Section R602.10.4 shall be permitted to begin not more than 10 feet (3048 mm) from each end of a braced wall line provided each end complies with one of the following:
1. A minimum 24-inch-wide (610 mm) panel for Methods WSP, CS-WSP, CS-G and CS-PF is applied to each side of the building corner as shown in End Condition 4 of Figure R602.10.7.
2. The end of each braced wall panel closest to the end of the braced wall line shall have an 1,800 lb (8 kN) hold-down device fastened to the stud at the edge of the braced wall panel closest to the corner and to the foundation or framing below as shown in End Condition 5 of Figure R602.10.7.
Braced wall lines with a length of 16 feet (4877 mm) or less shall have not less than two braced wall panels of any length or one braced wall panel equal to 48 inches (1219 mm) or more. Braced wall lines greater than 16 feet (4877 mm) shall have not less than two braced wall panels.
The required length of bracing along each braced wall line shall be determined as follows:
1. All buildings in Seismic Design Categories A and B shall use Table R602.10.3(1) and the applicable adjustment factors in Table R602.10.3(2).
2. Detached buildings in Seismic Design Category C shall use Table R602.10.3(1) and the applicable adjustment factors in Table R602.10.3(2).
3. Townhouses in Seismic Design Category C shall use the greater value determined from Table R602.10.3(1) or R602.10.3(3) and the applicable adjustment factors in Table R602.10.3(2) or R602.10.3(4), respectively.
4. All buildings in Seismic Design Categories D0, D1 and D2 shall use the greater value determined from Table R602.10.3(1) or R602.10.3(3) and the applicable adjustment factors in Table R602.10.3(2) or R602.10.3(4), respectively.
Only braced wall panels parallel to the braced wall line shall contribute toward the required length of bracing of that braced wall line. Braced wall panels along an angled wall meeting the minimum length requirements of Tables R602.10.5 and R602.10.5.2 shall be permitted to contribute its projected length toward the minimum required length of bracing for the braced wall line as shown in Figure R602.10.1.4. Any braced wall panel on an angled wall at the end of a braced wall line shall contribute its projected length for only one of the braced wall lines at the projected corner.
Exception: The length of wall bracing for dwellings in Seismic Design Categories D0, D1 and D2 with stone or masonry veneer installed in accordance with Section R703.8 and exceeding the first-story height shall be in accordance with Section R602.10.6.5.
TABLE R602.10.3(1) BRACING REQUIREMENTS BASED ON WIND SPEED
(continued)
TABLE R602.10.3(1)‒continued BRACING REQUIREMENTS BASED ON WIND SPEED
(continued)
TABLE R602.10.3(1)‒continued BRACING REQUIREMENTS BASED ON WIND SPEED
TABLE R602.10.3(2) WIND ADJUSTMENT FACTORS TO THE REQUIRED LENGTH OF WALL BRACING
TABLE R602.10.3(3) BRACING REQUIREMENTS BASED ON SEISMIC DESIGN CATEGORY
(continued)
TABLE R602.10.3(3)‒continued BRACING REQUIREMENTS BASED ON SEISMIC DESIGN CATEGORY
TABLE R602.10.3(4) SEISMIC ADJUSTMENT FACTORS TO THE REQUIRED LENGTH OF WALL BRACING
1. All buildings in Seismic Design Categories A and B shall use Table R602.10.3(1) and the applicable adjustment factors in Table R602.10.3(2).
2. Detached buildings in Seismic Design Category C shall use Table R602.10.3(1) and the applicable adjustment factors in Table R602.10.3(2).
3. Townhouses in Seismic Design Category C shall use the greater value determined from Table R602.10.3(1) or R602.10.3(3) and the applicable adjustment factors in Table R602.10.3(2) or R602.10.3(4), respectively.
4. All buildings in Seismic Design Categories D0, D1 and D2 shall use the greater value determined from Table R602.10.3(1) or R602.10.3(3) and the applicable adjustment factors in Table R602.10.3(2) or R602.10.3(4), respectively.
Only braced wall panels parallel to the braced wall line shall contribute toward the required length of bracing of that braced wall line. Braced wall panels along an angled wall meeting the minimum length requirements of Tables R602.10.5 and R602.10.5.2 shall be permitted to contribute its projected length toward the minimum required length of bracing for the braced wall line as shown in Figure R602.10.1.4. Any braced wall panel on an angled wall at the end of a braced wall line shall contribute its projected length for only one of the braced wall lines at the projected corner.
Exception: The length of wall bracing for dwellings in Seismic Design Categories D0, D1 and D2 with stone or masonry veneer installed in accordance with Section R703.8 and exceeding the first-story height shall be in accordance with Section R602.10.6.5.
TABLE R602.10.3(1) BRACING REQUIREMENTS BASED ON WIND SPEED
| • EXPOSURE CATEGORY B • 30-FOOT MEAN ROOF HEIGHT • 10-FOOT WALL HEIGHT • 2 BRACED WALL LINES | MINIMUM TOTAL LENGTH (FEET) OF BRACED WALL PANELS REQUIRED ALONG EACH BRACED WALL LINEa | |||||
| Ultimate Design Wind Speed (mph) | Story Location | Braced Wall Line Spacingc (feet) | Method LIBb | Method GB | Methods DWB, WSP, SFB, PBS, PCP, HPS, BV-WSP, ABW, PFH, PFC, CS-SFB | Methods CS-WSP, CS-G, CS-PF |
| ≤ 110 |  | 10 | 3.5 | 3.5 | 2.0 | 1.5 |
| 20 | 6.0 | 6.0 | 3.5 | 3.0 | ||
| 30 | 8.5 | 8.5 | 5.0 | 4.5 | ||
| 40 | 11.5 | 11.5 | 6.5 | 5.5 | ||
| 50 | 14.0 | 14.0 | 8.0 | 7.0 | ||
| 60 | 16.5 | 16.5 | 9.5 | 8.0 | ||
 | 10 | 6.5 | 6.5 | 3.5 | 3.0 | |
| 20 | 11.5 | 11.5 | 6.5 | 5.5 | ||
| 30 | 16.5 | 16.5 | 9.5 | 8.0 | ||
| 40 | 21.5 | 21.5 | 12.5 | 10.5 | ||
| 50 | 26.5 | 26.5 | 15.5 | 13.0 | ||
| 60 | 31.5 | 31.5 | 18.0 | 15.5 | ||
 | 10 | NP | 9.5 | 5.5 | 4.5 | |
| 20 | NP | 17.0 | 10.0 | 8.5 | ||
| 30 | NP | 24.5 | 14.0 | 12.0 | ||
| 40 | NP | 32.0 | 18.5 | 15.5 | ||
| 50 | NP | 39.5 | 22.5 | 19.0 | ||
| 60 | NP | 46.5 | 26.5 | 23.0 | ||
| ≤ 115 |  | 10 | 3.5 | 3.5 | 2.0 | 2.0 |
| 20 | 6.5 | 6.5 | 3.5 | 3.5 | ||
| 30 | 9.5 | 9.5 | 5.5 | 4.5 | ||
| 40 | 12.5 | 12.5 | 7.0 | 6.0 | ||
| 50 | 15.0 | 15.0 | 9.0 | 7.5 | ||
| 60 | 18.0 | 18.0 | 10.5 | 9.0 | ||
 | 10 | 7.0 | 7.0 | 4.0 | 3.5 | |
| 20 | 12.5 | 12.5 | 7.5 | 6.5 | ||
| 30 | 18.0 | 18.0 | 10.5 | 9.0 | ||
| 40 | 23.5 | 23.5 | 13.5 | 11.5 | ||
| 50 | 29.0 | 29.0 | 16.5 | 14.0 | ||
| 60 | 34.5 | 34.5 | 20.0 | 17.0 | ||
 | 10 | NP | 10.0 | 6.0 | 5.0 | |
| 20 | NP | 18.5 | 11.0 | 9.0 | ||
| 30 | NP | 27.0 | 15.5 | 13.0 | ||
| 40 | NP | 35.0 | 20.0 | 17.0 | ||
| 50 | NP | 43.0 | 24.5 | 21.0 | ||
| 60 | NP | 51.0 | 29.0 | 25.0 | ||
(continued)
TABLE R602.10.3(1)‒continued BRACING REQUIREMENTS BASED ON WIND SPEED
| • EXPOSURE CATEGORY B • 30-FOOT MEAN ROOF HEIGHT • 10-FOOT WALL HEIGHT • 2 BRACED WALL LINES | MINIMUM TOTAL LENGTH (FEET) OF BRACED WALL PANELS REQUIRED ALONG EACH BRACED WALL LINEa | |||||
| Ultimate Design Wind Speed (mph) | Story Location | Braced Wall Line Spacingc (feet) | Method LIBb | Method GB | Methods DWB, WSP, SFB, PBS, PCP, HPS, BV-WSP, ABW, PFH, PFG, CS-SFB | Methods CS-WSP, CS-G, CS-PF |
| ≤ 120 |  | 10 | 4.0 | 4.0 | 2.5 | 2.0 |
| 20 | 7.0 | 7.0 | 4.0 | 3.5 | ||
| 30 | 10.5 | 10.5 | 6.0 | 5.0 | ||
| 40 | 13.5 | 13.5 | 8.0 | 6.5 | ||
| 50 | 16.5 | 16.5 | 9.5 | 8.0 | ||
| 60 | 19.5 | 19.5 | 11.5 | 9.5 | ||
 | 10 | 7.5 | 7.5 | 4.5 | 3.5 | |
| 20 | 14.0 | 14.0 | 8.0 | 7.0 | ||
| 30 | 20.0 | 20.0 | 11.5 | 9.5 | ||
| 40 | 25.5 | 25.5 | 15.0 | 12.5 | ||
| 50 | 31.5 | 31.5 | 18.0 | 15.5 | ||
| 60 | 37.5 | 37.5 | 21.5 | 18.5 | ||
 | 10 | NP | 11.0 | 6.5 | 5.5 | |
| 20 | NP | 20.5 | 11.5 | 10.0 | ||
| 30 | NP | 29.0 | 17.0 | 14.5 | ||
| 40 | NP | 38.0 | 22.0 | 18.5 | ||
| 50 | NP | 47.0 | 27.0 | 23.0 | ||
| 60 | NP | 55.5 | 32.0 | 27.0 | ||
| ≤ 130 |  | 10 | 4.5 | 4.5 | 2.5 | 2.5 |
| 20 | 8.5 | 8.5 | 5.0 | 4.0 | ||
| 30 | 12.0 | 12.0 | 7.0 | 6.0 | ||
| 40 | 15.5 | 15.5 | 9.0 | 7.5 | ||
| 50 | 19.5 | 19.5 | 11.0 | 9.5 | ||
| 60 | 23.0 | 23.0 | 13.0 | 11.0 | ||
 | 10 | 8.5 | 8.5 | 5.0 | 4.5 | |
| 20 | 16.0 | 16.0 | 9.5 | 8.0 | ||
| 30 | 23.0 | 23.0 | 13.5 | 11.5 | ||
| 40 | 30.0 | 30.0 | 17.5 | 15.0 | ||
| 50 | 37.0 | 37.0 | 21.5 | 18.0 | ||
| 60 | 44.0 | 44.0 | 25.0 | 21.5 | ||
 | 10 | NP | 13.0 | 7.5 | 6.5 | |
| 20 | NP | 24.0 | 13.5 | 11.5 | ||
| 30 | NP | 34.5 | 19.5 | 17.0 | ||
| 40 | NP | 44.5 | 25.5 | 22.0 | ||
| 50 | NP | 55.0 | 31.5 | 26.5 | ||
| 60 | NP | 65.0 | 37.5 | 31.5 | ||
(continued)
TABLE R602.10.3(1)‒continued BRACING REQUIREMENTS BASED ON WIND SPEED
| • EXPOSURE CATEGORY B • 30-FOOT MEAN ROOF HEIGHT • 10-FOOT WALL HEIGHT • 2 BRACED WALL LINES | MINIMUM TOTAL LENGTH (FEET) OF BRACED WALL PANELS REQUIRED ALONG EACH BRACED WALL LINEa | |||||
| Ultimate Design Wind Speed (mph) | Story Location | Braced Wall Line Spacingc (feet) | Method LIBb | Method GB | Methods DWB, WSP, SFB, PBS, PCP, HPS, BV-WSP, ABW, PFH, PFG, CS-SFB | Methods CS-WSP, CS-G, CS-PF |
| < 140 |  | 10 | 5.5 | 5.5 | 3.0 | 2.5 |
| 20 | 10.0 | 10.0 | 5.5 | 5.0 | ||
| 30 | 14.0 | 14.0 | 8.0 | 7.0 | ||
| 40 | 18.0 | 18.0 | 10.5 | 9.0 | ||
| 50 | 22.5 | 22.5 | 13.0 | 11.0 | ||
| 60 | 26.5 | 26.5 | 15.0 | 13.0 | ||
 | 10 | 10.0 | 10.0 | 6.0 | 5.0 | |
| 20 | 18.5 | 18.5 | 11.0 | 9.0 | ||
| 30 | 27.0 | 27.0 | 15.5 | 13.0 | ||
| 40 | 35.0 | 35.0 | 20.0 | 17.0 | ||
| 50 | 43.0 | 43.0 | 24.5 | 21.0 | ||
| 60 | 51.0 | 51.0 | 29.0 | 25.0 | ||
 | 10 | NP | 15.0 | 8.5 | 7.5 | |
| 20 | NP | 27.5 | 16.0 | 13.5 | ||
| 30 | NP | 39.5 | 23.0 | 19.5 | ||
| 40 | NP | 51.5 | 29.5 | 25.0 | ||
| 50 | NP | 63.5 | 36.5 | 31.0 | ||
| 60 | NP | 75.5 | 43.0 | 36.5 | ||
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s. |
| a. Linear interpolation shall be permitted. |
| b. Method LIB shall have gypsum board fastened to not less than one side with nails or screws in accordance with Table R602.3(1) for exterior sheathing or Table R702.3.5 for interior gypsum board. Spacing of fasteners at panel edges shall not exceed 8 inches. |
| c. Where a braced wall line has parallel braced wall lines on one or both sides of differing dimensions, the average dimension shall be permitted to be used for braced wall line spacing. |
TABLE R602.10.3(2) WIND ADJUSTMENT FACTORS TO THE REQUIRED LENGTH OF WALL BRACING
| ITEM NUMBER | ADJUSTMENT BASED ON | STORY/SUPPORTING | CONDITION | ADJUSTMENT FACTORa, b [multiply length from Table R602.10.3(1) by this factor] | APPLICABLE METHODS |
| 1 | Exposure category | One-story structure | B | 1.00 | All methods |
| C | 1.20 | ||||
| D | 1.50 | ||||
| Two-story structure | B | 1.00 | |||
| C | 1.30 | ||||
| D | 1.60 | ||||
| Three-story structure | B | 1.00 | |||
| C | 1.40 | ||||
| D | 1.70 | ||||
| 2 | Roof eave-to-ridge height | Roof only | ≤ 5 feet | 0.70 | |
| 10 feet | 1.00 | ||||
| 15 feet | 1.30 | ||||
| 20 feet | 1.60 | ||||
| Roof + 1 floor | ≤ 5 feet | 0.85 | |||
| 10 feet | 1.00 | ||||
| 15 feet | 1.15 | ||||
| 20 feet | 1.30 | ||||
| Roof + 2 floors | ≤ 5 feet | 0.90 | |||
| 10 feet | 1.00 | ||||
| 15 feet | 1.10 | ||||
| 20 feet | Not permitted | ||||
| 3 | Wall height adjustment | Any story | 8 feet | 0.90 | |
| 9 feet | 0.95 | ||||
| 10 feet | 1.00 | ||||
| 11 feet | 1.05 | ||||
| 12 feet | 1.10 | ||||
| 4 | Number of braced wall lines (per plan direction)c | Any story | 2 | 1.00 | |
| 3 | 1.30 | ||||
| 4 | 1.45 | ||||
| ≥ 5 | 1.60 | ||||
| 5 | Additional 800-pound hold-down device | Top story only | Fastened to the end studs of each braced wall panel and to the foundation or framing below | 0.80 | DWB, WSP, SFB, PBS, PCP, HPS |
| 6 | Interior gypsum board finish (or equivalent) | Any story | Omitted from inside face of braced wall panels | 1.40 | DWB, WSP, SFB, PBS, PCP, HPS, CS- WSP, CS-G, CS-SFB |
| 7 | Gypsum board fastening | Any story | 4 inches o.c. at panel edges, including top and bottom plates, and all horizontal joints blocked | 0.7 | GB |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.48 N. |
| a. Linear interpolation shall be permitted. |
| b. The total adjustment factor is the product of all applicable adjustment factors. |
| c. The adjustment factor is permitted to be 1.0 when determining bracing amounts for intermediate braced wall lines provided the bracing amounts on adjacent braced wall lines are based on a spacing and number that neglects the intermediate braced wall line. |
TABLE R602.10.3(3) BRACING REQUIREMENTS BASED ON SEISMIC DESIGN CATEGORY
| • SOIL CLASS Db • WALL HEIGHT = 10 FEET • 10 PSF FLOOR DEAD LOAD • 15 PSF ROOF/CEILING DEAD LOAD • BRACED WALL LINE SPACING ≤ 25 FEET | MINIMUM TOTAL LENGTH (FEET) OF BRACED WALL PANELS REQUIRED ALONG EACH BRACED WALL LINEa | ||||||
| Seismic Design Category | Story Location | Braced Wall Line Length (feet)c | Method LIBd | Method GB | Methods DWB, SFB, PBS, PCP, HPS, CS-SFB | Method WSP | Methods CS-WSP, CS-G |
| C (townhouses only) |  | 10 | 2.5 | 2.5 | 2.5 | 1.6 | 1.4 |
| 20 | 5.0 | 5.0 | 5.0 | 3.2 | 2.7 | ||
| 30 | 7.5 | 7.5 | 7.5 | 4.8 | 4.1 | ||
| 40 | 10.0 | 10.0 | 10.0 | 6.4 | 5.4 | ||
| 50 | 12.5 | 12.5 | 12.5 | 8.0 | 6.8 | ||
 | 10 | NP | 4.5 | 4.5 | 3.0 | 2.6 | |
| 20 | NP | 9.0 | 9.0 | 6.0 | 5.1 | ||
| 30 | NP | 13.5 | 13.5 | 9.0 | 7.7 | ||
| 40 | NP | 18.0 | 18.0 | 12.0 | 10.2 | ||
| 50 | NP | 22.5 | 22.5 | 15.0 | 12.8 | ||
 | 10 | NP | 6.0 | 6.0 | 4.5 | 3.8 | |
| 20 | NP | 12.0 | 12.0 | 9.0 | 7.7 | ||
| 30 | NP | 18.0 | 18.0 | 13.5 | 11.5 | ||
| 40 | NP | 24.0 | 24.0 | 18.0 | 15.3 | ||
| 50 | NP | 30.0 | 30.0 | 22.5 | 19.1 | ||
| D0 |  | 10 | NP | 2.8 | 2.8 | 1.8 | 1.6 |
| 20 | NP | 5.5 | 5.5 | 3.6 | 3.1 | ||
| 30 | NP | 8.3 | 8.3 | 5.4 | 4.6 | ||
| 40 | NP | 11.0 | 11.0 | 7.2 | 6.1 | ||
| 50 | NP | 13.8 | 13.8 | 9.0 | 7.7 | ||
 | 10 | NP | 5.3 | 5.3 | 3.8 | 3.2 | |
| 20 | NP | 10.5 | 10.5 | 7.5 | 6.4 | ||
| 30 | NP | 15.8 | 15.8 | 11.3 | 9.6 | ||
| 40 | NP | 21.0 | 21.0 | 15.0 | 12.8 | ||
| 50 | NP | 26.3 | 26.3 | 18.8 | 16.0 | ||
 | 10 | NP | 7.3 | 7.3 | 5.3 | 4.5 | |
| 20 | NP | 14.5 | 14.5 | 10.5 | 9.0 | ||
| 30 | NP | 21.8 | 21.8 | 15.8 | 13.4 | ||
| 40 | NP | 29.0 | 29.0 | 21.0 | 17.9 | ||
| 50 | NP | 36.3 | 36.3 | 26.3 | 22.3 | ||
(continued)
TABLE R602.10.3(3)‒continued BRACING REQUIREMENTS BASED ON SEISMIC DESIGN CATEGORY
| • SOIL CLASS Db • WALL HEIGHT = 10 FEET • 10 PSF FLOOR DEAD LOAD • 15 PSF ROOF/CEILING DEAD LOAD • BRACED WALL LINE SPACING ≤ 25 FEET | MINIMUM TOTAL LENGTH (FEET) OF BRACED WALL PANELS REQUIRED ALONG EACH BRACED WALL LINEa | ||||||
| Seismic Design Category | Story Location | Braced Wall Line Length (feet)c | Method LIBd | Method GB | Methods DWB, SFB, PBS, PCP, HPS, CS-SFB | Method WSP | Methods CS-WSP, CS-G |
| D1 |  | 10 | NP | 3.0 | 3.0 | 2.0 | 1.7 |
| 20 | NP | 6.0 | 6.0 | 4.0 | 3.4 | ||
| 30 | NP | 9.0 | 9.0 | 6.0 | 5.1 | ||
| 40 | NP | 12.0 | 12.0 | 8.0 | 6.8 | ||
| 50 | NP | 15.0 | 15.0 | 10.0 | 8.5 | ||
 | 10 | NP | 6.0 | 6.0 | 4.5 | 3.8 | |
| 20 | NP | 12.0 | 12.0 | 9.0 | 7.7 | ||
| 30 | NP | 18.0 | 18.0 | 13.5 | 11.5 | ||
| 40 | NP | 24.0 | 24.0 | 18.0 | 15.3 | ||
| 50 | NP | 30.0 | 30.0 | 22.5 | 19.1 | ||
 | 10 | NP | 8.5 | 8.5 | 6.0 | 5.1 | |
| 20 | NP | 17.0 | 17.0 | 12.0 | 10.2 | ||
| 30 | NP | 25.5 | 25.5 | 18.0 | 15.3 | ||
| 40 | NP | 34.0 | 34.0 | 24.0 | 20.4 | ||
| 50 | NP | 42.5 | 42.5 | 30.0 | 25.5 | ||
| D2 |  | 10 | NP | 4.0 | 4.0 | 2.5 | 2.1 |
| 20 | NP | 8.0 | 8.0 | 5.0 | 4.3 | ||
| 30 | NP | 12.0 | 12.0 | 7.5 | 6.4 | ||
| 40 | NP | 16.0 | 16.0 | 10.0 | 8.5 | ||
| 50 | NP | 20.0 | 20.0 | 12.5 | 10.6 | ||
 | 10 | NP | 7.5 | 7.5 | 5.5 | 4.7 | |
| 20 | NP | 15.0 | 15.0 | 11.0 | 9.4 | ||
| 30 | NP | 22.5 | 22.5 | 16.5 | 14.0 | ||
| 40 | NP | 30.0 | 30.0 | 22.0 | 18.7 | ||
| 50 | NP | 37.5 | 37.5 | 27.5 | 23.4 | ||
 | 10 | NP | NP | NP | NP | NP | |
| 20 | NP | NP | NP | NP | NP | ||
| 30 | NP | NP | NP | NP | NP | ||
| 40 | NP | NP | NP | NP | NP | ||
| 50 | NP | NP | NP | NP | NP | ||
| Cripple wall below one- or two-story dwelling | 10 | NP | NP | NP | 7.5 | 6.4 | |
| 20 | NP | NP | NP | 15.0 | 12.8 | ||
| 30 | NP | NP | NP | 22.5 | 19.1 | ||
| 40 | NP | NP | NP | 30.0 | 25.5 | ||
| 50 | NP | NP | NP | 37.5 | 31.9 | ||
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa. |
| a. Linear interpolation shall be permitted. |
| b. Wall bracing lengths are based on a soil site class "D." Interpolation of bracing length between the Sds values associated with the seismic design categories shall be permitted when a site-specific Sds value is determined in accordance with Section 1613.3 of the International Building Code. |
| c. Where the braced wall line length is greater than 50 feet, braced wall lines shall be permitted to be divided into shorter segments having lengths of 50 feet or less, and the amount of bracing within each segment shall be in accordance with this table. |
| d. Method LIB shall have gypsum board fastened to not less than one side with nails or screws in accordance with Table R602.3(1) for exterior sheathing or Table R702.3.5 for interior gypsum board. Spacing of fasteners at panel edges shall not exceed 8 inches. |
| e. Method CS-SFB does not apply in Seismic Design Categories D0, D1 and D2. |
TABLE R602.10.3(4) SEISMIC ADJUSTMENT FACTORS TO THE REQUIRED LENGTH OF WALL BRACING
| ITEM NUMBER | ADJUSTMENT BASED ON: | STORY | CONDITION | ADJUSTMENT FACTORa, b [Multiply length from Table R602.10.3(3) by this factor] | APPLICABLE METHODS |
| 1 | Story height (Section 301.3) | Any story | ≤ 10 feet | 1.0 | All methods |
| > 10 feet and ≤ 12 feet | 1.2 | ||||
| 2 | Braced wall line spacing, townhouses in SDC C | Any story | ≤ 35 feet | 1.0 | |
| > 35 feet and ≤ 50 feet | 1.43 | ||||
| 3 | Braced wall line spacing, in SDC D0, D1, D2c | Any story | > 25 feet and ≤ 30 feet | 1.2 | |
| > 30 feet and ≤ 35 feet | 1.4 | ||||
| 4 | Wall dead load | Any story | > 8 psf and < 15 psf | 1.0 | |
| < 8 psf | 0.85 | ||||
| 5 | Roof/ceiling dead load for wall supporting | 1-, 2- or 3-story building | ≤15 psf | 1.0 | |
| 2- or 3-story building | > 15 psf and ≤ 25 psf | 1.1 | |||
| 1-story building | > 15 psf and ≤ 25 psf | 1.2 | |||
| 6 | Walls with stone or masonry veneer, townhouses in SDC Cd, e |  | 1.0 | All methods | |
 | 1.5 | ||||
 | 1.5 | ||||
| 7 | Walls with stone or masonry veneer, detached one- and two-family dwellings in SDC D0 ‒ D2d, f | Any story | See Table R602.10.6.5 | BV-WSP | |
| 8 | Interior gypsum board finish (or equivalent) | Any story | Omitted from inside face of braced wall panels | 1.5 | DWB, WSP, SFB, PBS, PCP, HPS, CS-WSP, CS-G, CS-SFB |
| For SI: 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa. |
| a. Linear interpolation shall be permitted. |
| b. The total length of bracing required for a given wall line is the product of all applicable adjustment factors. |
| c. The length-to-width ratio for the floor/roof diaphragm shall not exceed 3:1. The top plate lap splice nailing shall be in accordance with Table R602.3(1), Item 13. |
| d. Applies to stone or masonry veneer exceeding the first story height. |
| e. The adjustment factor for stone or masonry veneer shall be applied to all exterior braced wall lines and all braced wall lines on the interior of the building, backing or perpendicular to and laterally supported veneered walls. |
| f. See Section R602.10.6.5 for requirements where stone or masonry veneer does not exceed the first-story height. |
Intermittent and continuously sheathed braced wall panels shall be constructed in accordance with this section and the methods listed in Table R602.10.4.
TABLE R602.10.4 BRACING METHODS
(continued)
TABLE R602.10.4‒continued BRACING METHODS
TABLE R602.10.4 BRACING METHODS
| METHODS, MATERIAL | MINIMUM THICKNESS | FIGURE | CONNECTION CRITERIAa | ||
| Fasteners | Spacing | ||||
| Intermittent Bracing Method | LIB Let-in-bracing | 1 × 4 wood or approved metal straps at 45° to 60° angles for maximum 16″ stud spacing |  | Wood: 2-8d common nails or 3-8d (21/2″ long x 0.113″ dia.) nails | Wood: per stud and top and bottom plates |
| Metal strap: per manufacturer | Metal: per manufacturer | ||||
| DWB Diagonal wood boards | 3/4″(1″ nominal) for maximum 24″ stud spacing |  | 2-8d (21/2″ long × 0.113″ dia.) nails or 2 - 13/4″ long staples | Per stud | |
| WSP Wood structural panel (See Section R604) | 3/8″ |  | Exterior sheathing per Table R602.3(3) | 6″ edges 12″ field | |
| Interior sheathing per Table R602.3(1) or R602.3(2) | Varies by fastener | ||||
| BV-WSPe Wood structural panels with stone or masonry veneer (See Section R602.10.6.5) | 7/16″ | See Figure R602.10.6.5 | 8d common (21/2″ × 0.131) nails | 4″ at panel edges 12″ at intermediate supports 4″ at braced wall panel end posts | |
| SFB Structural fiberboard sheathing | 1/2″ or 25/32″ for maximum 16″ stud spacing |  | 11/2″ long × 0.12″ dia. (for 1/2″ thick sheathing) 13/4″ long × 0.12″ dia. (for 25/32″ thick sheathing) galvanized roofing nails or 8d common (21/2″ long × 0.131″ dia.) nails | 3″ edges 6″ field | |
| GB Gypsum board | 1/2″ |  | Nails or screws per Table R602.3(1) for exterior locations | For all braced wall panel locations: 7″ edges (including top and bottom plates) 7″ field | |
| Nails or screws per Table R702.3.5 for interior locations | |||||
| PBS Particleboard sheathing (See Section R605) | 3/8″ or 1/2″ for maximum 16″ stud spacing |  | For 3/8″, 6d common (2″ long × 0.113″ dia.) nails For 1/2″, 8d common (21/2″ long × 0.131″ dia.) nails | 3″ edges 6″ field | |
| PCP Portland cement plaster | See Section R703.6 for maximum 16″ stud spacing |  | 11/2″ long, 11 gage, 7/16″ dia. head nails or 7/8″ long, 16 gage staples | 6″ o.c. on all framing members | |
| HPS Hardboard panel siding | 7/16″ for maximum 16″ stud spacing |  | 0.092″ dia., 0.225″ dia. head nails with length to accommodate 11/2″ penetration into studs | 4″ edges 8″ field | |
| ABW Alternate braced wall | 3/8″ |  | See Section R602.10.6.1 | See Section R602.10.6.1 | |
(continued)
TABLE R602.10.4‒continued BRACING METHODS
| METHODS, MATERIAL | MINIMUM THICKNESS | FIGURE | CONNECTION CRITERIAa | ||
| Fasteners | Spacing | ||||
| Intermittent Bracing Methods | PFH Portal frame with hold-downs | 3/8″ |  | See Section R602.10.6.2 | See Section R602.10.6.2 |
| PFG Portal frame at garage | 7/16″ |  | See Section R602.10.6.3 | See Section R602.10.6.3 | |
| Continuous Sheathing Methods | CS-WSP Continuously sheathed wood structural panel | 3/8″ |  | Exterior sheathing per Table R602.3(3) | 6″ edges 12″ field |
| Interior sheathing per Table R602.3(1) or R602.3(2) | Varies by fastener | ||||
| CS-Gb, c Continuously sheathed wood structural panel adjacent to garage openings | 3/8″ |  | See Method CS-WSP | See Method CS-WSP | |
| CS-PF Continuously sheathed portal frame | 7/16″ |  | See Section R602.10.6.4 | See Section R602.10.6.4 | |
| CS-SFBd Continuously sheathed structural fiberboard | 1/2″ or 25/32″ for maximum 16" stud spacing |  | 11/2″ long × 0.12″ dia. (for 1/2" thick sheathing) 13/4″ long × 0.12″ dia. (for 25/32″ thick sheathing) galvanized roofing nails or 8d common (21/2″ long × 0.131″ dia.) nails | 3″ edges 6″ field | |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 degree = 0.0175 rad, 1 pound per square foot = 47.8 N/m2, 1 mile per hour = 0.447 m/s. |
| a. Adhesive attachment of wall sheathing, including Method GB, shall not be permitted in Seismic Design Categories C, D0, D1 and D2. |
| b. Applies to panels next to garage door opening where supporting gable end wall or roof load only. Shall only be used on one wall of the garage. In Seismic Design Categories D0, D1 and D2, roof covering dead load shall not exceed 3 psf. |
| c. Garage openings adjacent to a Method CS-G panel shall be provided with a header in accordance with Table R602.5(1). A full-height clear opening shall not be permitted adjacent to a Method CS-G panel. |
| d. Method CS-SFB does not apply in Seismic Design Categories D0, D1 and D2. |
| e. Method applies to detached one- and two-family dwellings in Seismic Design Categories D0 through D2 only. |
Mixing of bracing methods shall be permitted as follows:
1. Mixing intermittent bracing and continuous sheathing methods from story to story shall be permitted.
2. Mixing intermittent bracing methods from braced wall line to braced wall line within a story shall be permitted. In regions within Seismic Design Categories A, B and C where the ultimate design wind speed is less than or equal to 130 mph (58m/s), mixing of intermittent bracing and continuous sheathing methods from braced wall line to braced wall line within a story shall be permitted.
3. Mixing intermittent bracing methods along a braced wall line shall be permitted in Seismic Design Categories A and B, and detached dwellings in Seismic Design Category C, provided the length of required bracing in accordance with Table R602.10.3(1) or R602.10.3(3) is the highest value of all intermittent bracing methods used.
4. Mixing of continuous sheathing methods CS-WSP, CS-G and CS-PF along a braced wall line shall be permitted. Intermittent methods ABW, PFH and PFG shall be permitted to be used along a braced wall line with continuous sheathed methods.
5. In Seismic Design Categories A and B, and for detached one- and two-family dwellings in Seismic Design Category C, mixing of intermittent bracing methods along the interior portion of a braced wall line with continuous sheathing methods CS-WSP, CS-G and CS-PF along the exterior portion of the same braced wall line shall be permitted. The length of required bracing shall be the highest value of all intermittent bracing methods used in accordance with Table R602.10.3(1) or R602.10.3(3) as adjusted by Tables R602.10.3(2) and R602.10.3(4), respectively. The requirements of Section R602.10.7 shall apply to each end of the continuously sheathed portion of the braced wall line.
1. Mixing intermittent bracing and continuous sheathing methods from story to story shall be permitted.
2. Mixing intermittent bracing methods from braced wall line to braced wall line within a story shall be permitted. In regions within Seismic Design Categories A, B and C where the ultimate design wind speed is less than or equal to 130 mph (58m/s), mixing of intermittent bracing and continuous sheathing methods from braced wall line to braced wall line within a story shall be permitted.
3. Mixing intermittent bracing methods along a braced wall line shall be permitted in Seismic Design Categories A and B, and detached dwellings in Seismic Design Category C, provided the length of required bracing in accordance with Table R602.10.3(1) or R602.10.3(3) is the highest value of all intermittent bracing methods used.
4. Mixing of continuous sheathing methods CS-WSP, CS-G and CS-PF along a braced wall line shall be permitted. Intermittent methods ABW, PFH and PFG shall be permitted to be used along a braced wall line with continuous sheathed methods.
5. In Seismic Design Categories A and B, and for detached one- and two-family dwellings in Seismic Design Category C, mixing of intermittent bracing methods along the interior portion of a braced wall line with continuous sheathing methods CS-WSP, CS-G and CS-PF along the exterior portion of the same braced wall line shall be permitted. The length of required bracing shall be the highest value of all intermittent bracing methods used in accordance with Table R602.10.3(1) or R602.10.3(3) as adjusted by Tables R602.10.3(2) and R602.10.3(4), respectively. The requirements of Section R602.10.7 shall apply to each end of the continuously sheathed portion of the braced wall line.
Continuous sheathing methods require structural panel sheathing to be used on all sheathable surfaces on one side of a braced wall line including areas above and below openings and gable end walls and shall meet the requirements of Section R602.10.7.
Braced wall panels shall have gypsum wall board installed on the side of the wall opposite the bracing material. Gypsum wall board shall be not less than 1/2 inch (12.7 mm) in thickness and be fastened with nails or screws in accordance with Table R602.3(1) for exterior sheathing or Table R702.3.5 for interior gypsum wall board. Spacing of fasteners at panel edges for gypsum wall board opposite Method LIB bracing shall not exceed 8 inches (203 mm). Interior finish material shall not be glued in Seismic Design Categories D0, D1 and D2.
Exceptions:
1. Interior finish material is not required opposite wall panels that are braced in accordance with Methods GB, BV-WSP, ABW, PFH, PFG and CS-PF, unless otherwise required by Section R302.6.
2. An approved interior finish material with an in-plane shear resistance equivalent to gypsum board shall be permitted to be substituted, unless otherwise required by Section R302.6.
3. Except for Method LIB, gypsum wall board is permitted to be omitted provided the required length of bracing in Tables R602.10.3(1) and R602.10.3(3) is multiplied by the appropriate adjustment factor in Tables R602.10.3(2) and R602.10.3(4), respectively, unless otherwise required by Section R302.6.
Exceptions:
1. Interior finish material is not required opposite wall panels that are braced in accordance with Methods GB, BV-WSP, ABW, PFH, PFG and CS-PF, unless otherwise required by Section R302.6.
2. An approved interior finish material with an in-plane shear resistance equivalent to gypsum board shall be permitted to be substituted, unless otherwise required by Section R302.6.
3. Except for Method LIB, gypsum wall board is permitted to be omitted provided the required length of bracing in Tables R602.10.3(1) and R602.10.3(3) is multiplied by the appropriate adjustment factor in Tables R602.10.3(2) and R602.10.3(4), respectively, unless otherwise required by Section R302.6.
The minimum length of a braced wall panel shall comply with Table R602.10.5. For Methods CS-WSP and CS-SFB, the minimum panel length shall be based on the adjacent clear opening height in accordance with Table R602.10.5 and Figure R602.10.5. Where a panel has an opening on either side of differing heights, the taller opening height shall be used to determine the panel length.
TABLE R602.10.5 MINIMUM LENGTH OF BRACED WALL PANELS
FIGURE R602.10.5 BRACED WALL PANELS WITH CONTINUOUS SHEATHING
TABLE R602.10.5 MINIMUM LENGTH OF BRACED WALL PANELS
| METHOD (See Table R602.10.4) | MINIMUM LENGTHa (inches) | CONTRIBUTING LENGTH (inches) | |||||
| Wall Height | |||||||
| 8 feet | 9 feet | 10 feet | 11 feet | 12 feet | |||
| DWB, WSP, SFB, PBS, PCP, HPS, BV-WSP | 48 | 48 | 48 | 53 | 58 | Actualb | |
| GB | 48 | 48 | 48 | 53 | 58 | Double sided = Actual Single sided = 0.5 × Actual | |
| LIB | 55 | 62 | 69 | NP | NP | Actualb | |
| ABW | SDC A, B and C, ultimate design wind speed < 140 mph | 28 | 32 | 34 | 38 | 42 | 48 |
| SDC D0, D1 and D2, ultimate design wind speed < 140 mph | 32 | 32 | 34 | NP | NP | ||
| PFH | Supporting roof only | 16 | 16 | 16 | 18c | 20c | 48 |
| Supporting one story and roof | 24 | 24 | 24 | 27c | 29c | 48 | |
| PFG | 24 | 27 | 30 | 33d | 36d | 1.5 × Actualb | |
| CS-G | 24 | 27 | 30 | 33 | 36 | Actualb | |
| CS-PF | SDC A, B and C | 16 | 18 | 20 | 22e | 24e | 1.5 × Actualb |
| SDC D0, D1 and D2 | 16 | 18 | 20 | 22e | 24e | Actualb | |
| CS-WSP, CS-SFB | Adjacent clear opening height (inches) | ||||||
| ≤ 64 | 24 | 27 | 30 | 33 | 36 | Actualb | |
| 68 | 26 | 27 | 30 | 33 | 36 | ||
| 72 | 27 | 27 | 30 | 33 | 36 | ||
| 76 | 30 | 29 | 30 | 33 | 36 | ||
| 80 | 32 | 30 | 30 | 33 | 36 | ||
| 84 | 35 | 32 | 32 | 33 | 36 | ||
| 88 | 38 | 35 | 33 | 33 | 36 | ||
| 92 | 43 | 37 | 35 | 35 | 36 | ||
| 96 | 48 | 41 | 38 | 36 | 36 | ||
| 100 | ‒ | 44 | 40 | 38 | 38 | ||
| 104 | ‒ | 49 | 43 | 40 | 39 | ||
| 108 | ‒ | 54 | 46 | 43 | 41 | ||
| 112 | ‒ | ‒ | 50 | 45 | 43 | ||
| 116 | ‒ | ‒ | 55 | 48 | 45 | ||
| 120 | ‒ | ‒ | 60 | 52 | 48 | ||
| 124 | ‒ | ‒ | ‒ | 56 | 51 | ||
| 128 | ‒ | ‒ | ‒ | 61 | 54 | ||
| 132 | ‒ | ‒ | ‒ | 66 | 58 | ||
| 136 | ‒ | ‒ | ‒ | ‒ | 62 | ||
| 140 | ‒ | ‒ | ‒ | ‒ | 66 | ||
| 144 | ‒ | ‒ | ‒ | ‒ | 72 | ||
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s. |
| NP = Not Permitted. |
| a. Linear interpolation shall be permitted. |
| b. Use the actual length where it is greater than or equal to the minimum length. |
| c. Maximum header height for PFH is 10 feet in accordance with Figure R602.10.6.2, but wall height shall be permitted to be increased to 12 feet with pony wall. |
| d. Maximum opening height for PFG is 10 feet in accordance with Figure R602.10.6.3, but wall height shall be permitted to be increased to 12 feet with pony wall. |
| e. Maximum opening height for CS-PF is 10 feet in accordance with Figure R602.10.6.4, but wall height shall be permitted to be increased to 12 feet with pony wall. |
FIGURE R602.10.5 BRACED WALL PANELS WITH CONTINUOUS SHEATHING
For purposes of computing the required length of bracing in Tables R602.10.3(1) and R602.10.3(3), the contributing length of each braced wall panel shall be as specified in Table R602.10.5.
For Methods DWB, WSP, SFB, PBS, PCP and HPS in Seismic Design Categories A, B and C, panels between 36 inches and 48 inches (914 mm and 1219 mm)) in length shall be considered a braced wall panel and shall be permitted to partially contribute toward the required length of bracing in Tables R602.10.3(1) and R602.10.3(3), and the contributing length shall be determined from Table R602.10.5.2.
TABLE R602.10.5.2 PARTIAL CREDIT FOR BRACED WALL PANELS LESS THAN 48 INCHES IN ACTUAL LENGTH
TABLE R602.10.5.2 PARTIAL CREDIT FOR BRACED WALL PANELS LESS THAN 48 INCHES IN ACTUAL LENGTH
| ACTUAL LENGTH OF BRACED WALL PANEL (inches) | CONTRIBUTING LENGTH OF BRACED WALL PANEL (inches)a | |
| 8-foot Wall Height | 9-foot Wall Height | |
| 48 | 48 | 48 |
| 42 | 36 | 36 |
| 36 | 27 | N/A |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. |
| N/A = Not Applicable. |
| a. Linear interpolation shall be permitted. |
Methods ABW, PFH, PFG, CS-PF and BV-WSP shall be constructed as specified in Sections R602.10.6.1 through R602.10.6.5.
Method ABW braced wall panels shall be constructed in accordance with Figure R602.10.6.1. The hold-down force shall be in accordance with Table R602.10.6.1.
TABLE R602.10.6.1 MINIMUM HOLD-DOWN FORCES FOR METHOD ABW BRACED WALL PANELS
FIGURE R602.10.6.1 METHOD ABW‒ALTERNATE BRACED WALL PANEL
TABLE R602.10.6.1 MINIMUM HOLD-DOWN FORCES FOR METHOD ABW BRACED WALL PANELS
| SEISMIC DESIGN CATEGORY AND WIND SPEED | SUPPORTING/STORY | HOLD-DOWN FORCE (pounds) | ||||
| Height of Braced Wall Panel | ||||||
| 8 feet | 9 feet | 10 feet | 11 feet | 12 feet | ||
| SDC A, B and C Ultimate design wind speed < 140 mph | One story | 1,800 | 1,800 | 1,800 | 2,000 | 2,200 |
| First of two stories | 3,000 | 3,000 | 3,000 | 3,300 | 3,600 | |
| SDC D0, D1 and D2 Ultimate design wind speed <140 mph | One story | 1,800 | 1,800 | 1,800 | NP | NP |
| First of two stories | 3,000 | 3,000 | 3,000 | NP | NP | |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.45 N, 1 mile per hour = 0.447 m/s. |
| NP = Not Permitted. |
For SI: 1 inch = 25.4 mm.
FIGURE R602.10.6.1 METHOD ABW‒ALTERNATE BRACED WALL PANEL
Method PFH braced wall panels shall be constructed in accordance with Figure R602.10.6.2.
FIGURE R602.10.6.2 METHOD PFH‒PORTAL FRAME WITH HOLD-DOWNS
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE R602.10.6.2 METHOD PFH‒PORTAL FRAME WITH HOLD-DOWNS
Where supporting a roof or one story and a roof, a Method PFG braced wall panel constructed in accordance with Figure R602.10.6.3 shall be permitted on either side of garage door openings.
FIGURE R602.10.6.3 METHOD PFG‒PORTAL FRAME AT GARAGE DOOR OPENINGS IN SEISMIC DESIGN CATEGORIES A, B AND C
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE R602.10.6.3 METHOD PFG‒PORTAL FRAME AT GARAGE DOOR OPENINGS IN SEISMIC DESIGN CATEGORIES A, B AND C
Continuously sheathed portal frame braced wall panels shall be constructed in accordance with Figure R602.10.6.4 and Table R602.10.6.4. The number of continuously sheathed portal frame panels in a single braced wall line shall not exceed four.
FIGURE R602.10.6.4 METHOD CS-PF‒CONTINUOUSLY SHEATHED PORTAL FRAME PANEL CONSTRUCTION
TABLE R602.10.6.4 TENSION STRAP CAPACITY FOR RESISTING WIND PRESSURES PERPENDICULAR TO METHODS PFH, PFG AND CS-PF BRACED WALL PANELS
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE R602.10.6.4 METHOD CS-PF‒CONTINUOUSLY SHEATHED PORTAL FRAME PANEL CONSTRUCTION
TABLE R602.10.6.4 TENSION STRAP CAPACITY FOR RESISTING WIND PRESSURES PERPENDICULAR TO METHODS PFH, PFG AND CS-PF BRACED WALL PANELS
| MINIMUM WALL STUD FRAMING NOMINAL SIZE AND GRADE | MAXIMUM PONY WALL HEIGHT (feet) | MAXIMUM TOTAL WALL HEIGHT (feet) | MAXIMUM OPENING WIDTH (feet) | TENSION STRAP CAPACITY REQUIRED (pounds)a, b | |||||
| Ultimate Design Wind Speed Vult (mph) | |||||||||
| 110 | 115 | 130 | 110 | 115 | 130 | ||||
| Exposure B | Exposure C | ||||||||
| 2 × 4 No. 2 Grade | 0 | 10 | 18 | 1,000 | 1,000 | 1,000 | 1,000 | 1,000 | 1,050 |
| 1 | 10 | 9 | 1,000 | 1,000 | 1,000 | 1,000 | 1,000 | 1,750 | |
| 16 | 1,000 | 1,025 | 2,050 | 2,075 | 2,500 | 3,950 | |||
| 18 | 1,000 | 1,275 | 2,375 | 2,400 | 2,850 | DR | |||
| 2 | 10 | 9 | 1,000 | 1,000 | 1,475 | 1,500 | 1,875 | 3,125 | |
| 16 | 1,775 | 2,175 | 3,525 | 3,550 | 4,125 | DR | |||
| 18 | 2,075 | 2,500 | 3,950 | 3,975 | DR | DR | |||
| 2 | 12 | 9 | 1,150 | 1,500 | 2,650 | 2,675 | 3,175 | DR | |
| 16 | 2,875 | 3,375 | DR | DR | DR | DR | |||
| 18 | 3,425 | 3,975 | DR | DR | DR | DR | |||
| 4 | 12 | 9 | 2,275 | 2,750 | DR | DR | DR | DR | |
| 12 | 3,225 | 3,775 | DR | DR | DR | DR | |||
| 2 × 6 Stud Grade | 2 | 12 | 9 | 1,000 | 1,000 | 1,700 | 1,700 | 2,025 | 3,050 |
| 16 | 1,825 | 2,150 | 3,225 | 3,225 | 3,675 | DR | |||
| 18 | 2,200 | 2,550 | 3,725 | 3,750 | DR | DR | |||
| 4 | 12 | 9 | 1,450 | 1,750 | 2,700 | 2,725 | 3,125 | DR | |
| 16 | 2,050 | 2,400 | DR | DR | DR | DR | |||
| 18 | 3,350 | 3,800 | DR | DR | DR | DR | |||
| For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s. |
| a. DR = Design Required. |
| b. Straps shall be installed in accordance with manufacturer's recommendations. |
Where stone and masonry veneer are installed in accordance with Section R703.8, wall bracing on exterior braced wall lines and braced wall lines on the interior of the building, backing or perpendicular to and laterally supporting veneered walls shall comply with this section.
Where dwellings in Seismic Design Categories D0, D1 and D2 have stone or masonry veneer installed in accordance with Section R703.8, and the veneer does not exceed the first-story height, wall bracing shall be in accordance with Section R602.10.3.
Where detached one- or two-family dwellings in Seismic Design Categories D0, D1 and D2 have stone or masonry veneer installed in accordance with Section R703.8, and the veneer exceeds the first-story height, wall bracing at exterior braced wall lines and braced wall lines on the interior of the building shall be constructed using Method BV-WSP in accordance with this section and Figure R602.10.6.5. Cripple walls shall not be permitted, and required interior braced wall lines shall be supported on continuous foundations.
Townhouses in Seismic Design Categories D0, D1 and D2 with stone or masonry veneer exceeding the first-story height shall be designed in accordance with accepted engineering practice.
TABLE R602.10.6.5 METHOD BV-WSP WALL BRACING REQUIREMENTS
FIGURE R602.10.6.5 METHOD BV-WSP‒WALL BRACING FOR DWELLINGS WITH STONE AND MASONRY VENEER IN SEISMIC DESIGN CATEGORIES D0, D1 and D2
Where dwellings in Seismic Design Categories D0, D1 and D2 have stone or masonry veneer installed in accordance with Section R703.8, and the veneer does not exceed the first-story height, wall bracing shall be in accordance with Section R602.10.3.
Where detached one- or two-family dwellings in Seismic Design Categories D0, D1 and D2 have stone or masonry veneer installed in accordance with Section R703.8, and the veneer exceeds the first-story height, wall bracing at exterior braced wall lines and braced wall lines on the interior of the building shall be constructed using Method BV-WSP in accordance with this section and Figure R602.10.6.5. Cripple walls shall not be permitted, and required interior braced wall lines shall be supported on continuous foundations.
Townhouses in Seismic Design Categories D0, D1 and D2 with stone or masonry veneer exceeding the first-story height shall be designed in accordance with accepted engineering practice.
TABLE R602.10.6.5 METHOD BV-WSP WALL BRACING REQUIREMENTS
| SEISMIC DESIGN CATEGORY | STORY | BRACED WALL LINE LENGTH (FEET) | SINGLE-STORY HOLD-DOWN FORCE (pounds)a | CUMULATIVE HOLD-DOWN FORCE (pounds)b | ||||
| 10 | 20 | 30 | 40 | 50 | ||||
| Minimum Total Length (feet) of Braced Wall Panels Required Along each Braced Wall Line | ||||||||
| D0 |  | 4.0 | 7.0 | 10.5 | 14.0 | 17.5 | N/A | ‒ |
 | 4.0 | 7.0 | 10.5 | 14.0 | 17.5 | 1900 | ‒ | |
 | 4.5 | 9.0 | 13.5 | 18.0 | 22.5 | 3500 | 5400 | |
 | 6.0 | 12.0 | 18.0 | 24.0 | 30.0 | 3500 | 8900 | |
| D1 |  | 4.5 | 9.0 | 13.5 | 18.0 | 22.5 | 2100 | ‒ |
 | 4.5 | 9.0 | 13.5 | 18.0 | 22.5 | 3700 | 5800 | |
 | 6.0 | 12.0 | 18.0 | 24.0 | 30.0 | 3700 | 9500 | |
| D2 |  | 5.5 | 11.0 | 16.5 | 22.0 | 27.5 | 2300 | ‒ |
 | 5.5 | 11.0 | 16.5 | 22.0 | 27.5 | 3900 | 6200 | |
 | NP | NP | NP | NP | NP | N/A | N/A | |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.479 kPa, 1 pound-force = 4.448 N. |
| NP = Not Permitted. |
| N/A = Not Applicable. |
| a. Hold-down force is minimum allowable stress design load for connector providing uplift tie from wall framing at end of braced wall panel at the noted story to wall framing at end of braced wall panel at the story below, or to foundation or foundation wall. Use single-story hold-down force where edges of braced wall panels do not align; a continuous load path to the foundation shall be maintained. |
| b. Where hold-down connectors from stories above align with stories below, use cumulative hold-down force to size middle- and bottom-story hold-down connectors. |
FIGURE R602.10.6.5 METHOD BV-WSP‒WALL BRACING FOR DWELLINGS WITH STONE AND MASONRY VENEER IN SEISMIC DESIGN CATEGORIES D0, D1 and D2
The length of bracing along each braced wall line shall be the greater of that required by the ultimate design wind speed and braced wall line spacing in accordance with Table R602.10.3(1) as adjusted by the factors in Table R602.10.3(2) or the seismic design category and braced wall line length in accordance with Table R602.10.6.5. Angled walls shall be permitted to be counted in accordance with Section R602.10.1.4, and braced wall panel location shall be in accordance with Section R602.10.2.2. Spacing between braced wall lines shall be in accordance with Table R602.10.1.3. The seismic adjustment factors in Table R602.10.3(4) shall not be applied to the length of bracing determined using Table R602.10.6.5, except that the bracing amount increase for braced wall line spacing greater than 25 feet (7620 mm) in accordance with Table R602.10.1.3 shall be required. The minimum total length of bracing in a braced wall line, after all adjustments have been taken, shall not be less than 48 inches (1219 mm) total.
Each end of a braced wall line with continuous sheathing shall have one of the conditions shown in Figure R602.10.7.
FIGURE R602.10.7 END CONDITIONS FOR BRACED WALL LINES WITH CONTINUOUS SHEATHING
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.45 N.
FIGURE R602.10.7 END CONDITIONS FOR BRACED WALL LINES WITH CONTINUOUS SHEATHING
Braced wall panels shall be connected to floor framing or foundations as follows:
1. Where joists are perpendicular to a braced wall panel above or below, a rim joist, band joist or blocking shall be provided along the entire length of the braced wall panel in accordance with Figure R602.10.8(1). Fastening of top and bottom wall plates to framing, rim joist, band joist and/or blocking shall be in accordance with Table R602.3(1).
2. Where joists are parallel to a braced wall panel above or below, a rim joist, end joist or other parallel framing member shall be provided directly above and below the braced wall panel in accordance with Figure R602.10.8(2). Where a parallel framing member cannot be located directly above and below the panel, full-depth blocking at 16-inch (406 mm) spacing shall be provided between the parallel framing members to each side of the braced wall panel in accordance with Figure R602.10.8(2). Fastening of blocking and wall plates shall be in accordance with Table R602.3(1) and Figure R602.10.8(2).
3. Connections of braced wall panels to concrete or masonry shall be in accordance with Section R403.1.6.
FIGURE R602.10.8(1) BRACED WALL PANEL CONNECTION WHEN PERPENDICULAR TO FLOOR/CEILING FRAMING
FIGURE R602.10.8(2) BRACED WALL PANEL CONNECTION WHEN PARALLEL TO FLOOR/CEILING FRAMING
1. Where joists are perpendicular to a braced wall panel above or below, a rim joist, band joist or blocking shall be provided along the entire length of the braced wall panel in accordance with Figure R602.10.8(1). Fastening of top and bottom wall plates to framing, rim joist, band joist and/or blocking shall be in accordance with Table R602.3(1).
2. Where joists are parallel to a braced wall panel above or below, a rim joist, end joist or other parallel framing member shall be provided directly above and below the braced wall panel in accordance with Figure R602.10.8(2). Where a parallel framing member cannot be located directly above and below the panel, full-depth blocking at 16-inch (406 mm) spacing shall be provided between the parallel framing members to each side of the braced wall panel in accordance with Figure R602.10.8(2). Fastening of blocking and wall plates shall be in accordance with Table R602.3(1) and Figure R602.10.8(2).
3. Connections of braced wall panels to concrete or masonry shall be in accordance with Section R403.1.6.
For SI: 1 inch = 25.4 mm.
FIGURE R602.10.8(1) BRACED WALL PANEL CONNECTION WHEN PERPENDICULAR TO FLOOR/CEILING FRAMING
For SI: 1 inch = 25.4 mm.
FIGURE R602.10.8(2) BRACED WALL PANEL CONNECTION WHEN PARALLEL TO FLOOR/CEILING FRAMING
Braced wall panels shall be fastened to required foundations in accordance with Section R602.11.1, and top plate lap splices shall be face-nailed with not less than eight 16d nails on each side of the splice.
Top plates of exterior braced wall panels shall be attached to rafters or roof trusses above in accordance with Table R602.3(1) and this section. Where required by this section, blocking between rafters or roof trusses shall be attached to top plates of braced wall panels and to rafters and roof trusses in accordance with Table R602.3(1). A continuous band, rim or header joist or roof truss parallel to the braced wall panels shall be permitted to replace the blocking required by this section. Blocking shall not be required over openings in continuously sheathed braced wall lines. In addition to the requirements of this section, lateral support shall be provided for rafters and ceiling joists in accordance with Section R802.8 and for trusses in accordance with Section R802.10.3. Roof ventilation shall be provided in accordance with Section R806.1.
1. For Seismic Design Categories A, B and C where the distance from the top of the braced wall panel to the top of the rafters or roof trusses above is 91/4 inches (235 mm) or less, blocking between rafters or roof trusses shall not be required. Where the distance from the top of the braced wall panel to the top of the rafters or roof trusses above is between 91/4 inches (235 mm) and 151/4 inches (387 mm), blocking between rafters or roof trusses shall be provided above the braced wall panel in accordance with Figure R602.10.8.2(1).
Exception: Where the outside edge of truss vertical web members aligns with the outside face of the wall studs below, wood structural panel sheathing extending above the top plate as shown in Figure R602.10.8.2(3) shall be permitted to be fastened to each truss web with three-8d nails (21/2 inches × 0.131 inch) and blocking between the trusses shall not be required.
2. For Seismic Design Categories D0, D1 and D2, where the distance from the top of the braced wall panel to the top of the rafters or roof trusses is 151/4 inches (387 mm) or less, blocking between rafters or roof trusses shall be provided above the braced wall panel in accordance with Figure R602.10.8.2(1).
3. Where the distance from the top of the braced wall panel to the top of rafters or roof trusses exceeds 151/4 inches (387 mm), the top plates of the braced wall panel shall be connected to perpendicular rafters or roof trusses above in accordance with one or more of the following methods:
3.1. Soffit blocking panels constructed in accordance with Figure R602.10.8.2(2).
3.2. Vertical blocking panels constructed in accordance with Figure R602.10.8.2(3).
3.3. Blocking panels provided by the roof truss manufacturer and designed in accordance with Section R802.
3.4. Blocking, blocking panels or other methods of lateral load transfer designed in accordance with the AWC WFCM or accepted engineering practice.
FIGURE R602.10.8.2(1) BRACED WALL PANEL CONNECTION TO PERPENDICULAR RAFTERS
FIGURE R602.10.8.2(2) BRACED WALL PANEL CONNECTION OPTION TO PERPENDICULAR RAFTERS OR ROOF TRUSSES
FIGURE R602.10.8.2(3) BRACED WALL PANEL CONNECTION OPTION TO PERPENDICULAR RAFTERS OR ROOF TRUSSES
1. For Seismic Design Categories A, B and C where the distance from the top of the braced wall panel to the top of the rafters or roof trusses above is 91/4 inches (235 mm) or less, blocking between rafters or roof trusses shall not be required. Where the distance from the top of the braced wall panel to the top of the rafters or roof trusses above is between 91/4 inches (235 mm) and 151/4 inches (387 mm), blocking between rafters or roof trusses shall be provided above the braced wall panel in accordance with Figure R602.10.8.2(1).
Exception: Where the outside edge of truss vertical web members aligns with the outside face of the wall studs below, wood structural panel sheathing extending above the top plate as shown in Figure R602.10.8.2(3) shall be permitted to be fastened to each truss web with three-8d nails (21/2 inches × 0.131 inch) and blocking between the trusses shall not be required.
2. For Seismic Design Categories D0, D1 and D2, where the distance from the top of the braced wall panel to the top of the rafters or roof trusses is 151/4 inches (387 mm) or less, blocking between rafters or roof trusses shall be provided above the braced wall panel in accordance with Figure R602.10.8.2(1).
3. Where the distance from the top of the braced wall panel to the top of rafters or roof trusses exceeds 151/4 inches (387 mm), the top plates of the braced wall panel shall be connected to perpendicular rafters or roof trusses above in accordance with one or more of the following methods:
3.1. Soffit blocking panels constructed in accordance with Figure R602.10.8.2(2).
3.2. Vertical blocking panels constructed in accordance with Figure R602.10.8.2(3).
3.3. Blocking panels provided by the roof truss manufacturer and designed in accordance with Section R802.
3.4. Blocking, blocking panels or other methods of lateral load transfer designed in accordance with the AWC WFCM or accepted engineering practice.
For SI: 1 inch = 25.4 mm.
FIGURE R602.10.8.2(1) BRACED WALL PANEL CONNECTION TO PERPENDICULAR RAFTERS
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. |
| a. Methods of bracing shall be as described in Section R602.10.4. |
FIGURE R602.10.8.2(2) BRACED WALL PANEL CONNECTION OPTION TO PERPENDICULAR RAFTERS OR ROOF TRUSSES
| For SI: 1 inch = 25.4 mm, 1 foot =304.8 mm |
| a. Methods of bracing shall be as described in Section R602.10.4. |
FIGURE R602.10.8.2(3) BRACED WALL PANEL CONNECTION OPTION TO PERPENDICULAR RAFTERS OR ROOF TRUSSES
Braced wall panel support shall be provided as follows:
1. Cantilevered floor joists complying with Section R502.3.3 shall be permitted to support braced wall panels.
2. Raised floor system post or pier foundations supporting braced wall panels shall be designed in accordance with accepted engineering practice.
3. Masonry stem walls with a length of 48 inches (1219 mm) or less supporting braced wall panels shall be reinforced in accordance with Figure R602.10.9. Masonry stem walls with a length greater than 48 inches (1219 mm) supporting braced wall panels shall be constructed in accordance with Section R403.1 Methods ABW and PFH shall not be permitted to attach to masonry stem walls.
4. Concrete stem walls with a length of 48 inches (1219 mm) or less, greater than 12 inches (305 mm) tall and less than 6 inches (152 mm) thick shall have reinforcement sized and located in accordance with Figure R602.10.9.
FIGURE R602.10.9 MASONRY STEM WALLS SUPPORTING BRACED WALL PANELS
1. Cantilevered floor joists complying with Section R502.3.3 shall be permitted to support braced wall panels.
2. Raised floor system post or pier foundations supporting braced wall panels shall be designed in accordance with accepted engineering practice.
3. Masonry stem walls with a length of 48 inches (1219 mm) or less supporting braced wall panels shall be reinforced in accordance with Figure R602.10.9. Masonry stem walls with a length greater than 48 inches (1219 mm) supporting braced wall panels shall be constructed in accordance with Section R403.1 Methods ABW and PFH shall not be permitted to attach to masonry stem walls.
4. Concrete stem walls with a length of 48 inches (1219 mm) or less, greater than 12 inches (305 mm) tall and less than 6 inches (152 mm) thick shall have reinforcement sized and located in accordance with Figure R602.10.9.
For SI: 1 inch = 25.4 mm.
FIGURE R602.10.9 MASONRY STEM WALLS SUPPORTING BRACED WALL PANELS
In Seismic Design Categories D0, D1 and D2, braced wall panel footings shall be as specified in Section R403.1.2.
Vertical joints of panel sheathing shall occur over, and be fastened to, common studs. Horizontal joints in braced wall panels shall occur over, and be fastened to, common blocking of a minimum 11/2 inch (38 mm) thickness.
Exceptions:
1. Vertical joints of panel sheathing shall be permitted to occur over double studs, where adjoining panel edges are attached to separate studs with the required panel edge fastening schedule, and the adjacent studs are attached together with two rows of 10d box nails [3 inches by 0.128 inch (76.2 mm by 3.25 mm)] at 10 inches o.c. (254 mm).
2. Blocking at horizontal joints shall not be required in wall segments that are not counted as braced wall panels.
3. Where the bracing length provided is not less than twice the minimum length required by Tables R602.10.3(1) and R602.10.3(3), blocking at horizontal joints shall not be required in braced wall panels constructed using Methods WSP, SFB, GB, PBS or HPS.
4. Where Method GB panels are installed horizontally, blocking of horizontal joints is not required.
Exceptions:
1. Vertical joints of panel sheathing shall be permitted to occur over double studs, where adjoining panel edges are attached to separate studs with the required panel edge fastening schedule, and the adjacent studs are attached together with two rows of 10d box nails [3 inches by 0.128 inch (76.2 mm by 3.25 mm)] at 10 inches o.c. (254 mm).
2. Blocking at horizontal joints shall not be required in wall segments that are not counted as braced wall panels.
3. Where the bracing length provided is not less than twice the minimum length required by Tables R602.10.3(1) and R602.10.3(3), blocking at horizontal joints shall not be required in braced wall panels constructed using Methods WSP, SFB, GB, PBS or HPS.
4. Where Method GB panels are installed horizontally, blocking of horizontal joints is not required.
Cripple walls shall be constructed in accordance with Section R602.9 and braced in accordance with this section. Cripple walls shall be braced with the length and method of bracing used for the wall above in accordance with Tables R602.10.3(1) and R602.10.3(3), and the applicable adjustment factors in Table R602.10.3(2) or R602.10.3(4), respectively, except that the length of cripple wall bracing shall be multiplied by a factor of 1.15. Where gypsum wall board is not used on the inside of the cripple wall bracing, the length adjustments for the elimination of the gypsum wallboard, or equivalent, shall be applied as directed in Tables R602.10.3(2) and R602.10.3(4) to the length of cripple wall bracing required. This adjustment shall be taken in addition to the 1.15 increase.
In addition to the requirements in Section R602.10.11, the distance between adjacent edges of braced wall panels for cripple walls along a braced wall line shall be 14 feet (4267 mm) maximum.
Where braced wall lines at interior walls are not supported on a continuous foundation below, the adjacent parallel cripple walls, where provided, shall be braced with Method WSP or Method CS-WSP in accordance with Section R602.10.4. The length of bracing required in accordance with Table R602.10.3(3) for the cripple walls shall be multiplied by 1.5. Where the cripple walls do not have sufficient length to provide the required bracing, the spacing of panel edge fasteners shall be reduced to 4 inches (102 mm) on center and the required bracing length adjusted by 0.7. If the required length can still not be provided, the cripple wall shall be designed in accordance with accepted engineering practice.
Where braced wall lines at interior walls are not supported on a continuous foundation below, the adjacent parallel cripple walls, where provided, shall be braced with Method WSP or Method CS-WSP in accordance with Section R602.10.4. The length of bracing required in accordance with Table R602.10.3(3) for the cripple walls shall be multiplied by 1.5. Where the cripple walls do not have sufficient length to provide the required bracing, the spacing of panel edge fasteners shall be reduced to 4 inches (102 mm) on center and the required bracing length adjusted by 0.7. If the required length can still not be provided, the cripple wall shall be designed in accordance with accepted engineering practice.
Where all cripple wall segments along a braced wall line do not exceed 48 inches (1219 mm) in height, the cripple walls shall be permitted to be redesignated as a first-story wall for purposes of determining wall bracing requirements. Where any cripple wall segment in a braced wall line exceeds 48 inches (1219 mm) in height, the entire cripple wall shall be counted as an additional story. If the cripple walls are redesignated, the stories above the redesignated story shall be counted as the second and third stories, respectively.
Plate washers, not less than 0.229 inch by 3 inches by 3 inches (5.8 mm by 76 mm by 76 mm) in size, shall be provided between the foundation sill plate and the nut except where approved anchor straps are used. The hole in the plate washer is permitted to be diagonally slotted with a width of up to 3/16 inch (5 mm) larger than the bolt diameter and a slot length not to exceed 13/4 inches (44 mm), provided a standard cut washer is placed between the plate washer and the nut.
In all buildings located in Seismic Design Categories D0, D1 or D2, where the height of a required braced wall line that extends from foundation to floor above varies more than 4 feet (1219 mm), the braced wall line shall be constructed in accordance with the following:
1. Where the lowest floor framing rests directly on a sill bolted to a foundation not less than 8 feet (2440 mm) in length along a line of bracing, the line shall be considered as braced. The double plate of the cripple stud wall beyond the segment of footing that extends to the lowest framed floor shall be spliced by extending the upper top plate not less than 4 feet (1219 mm) along the foundation. Anchor bolts shall be located not more than 1 foot and 3 feet (305 and 914 mm) from the step in the foundation. See Figure R602.11.2.
2. Where cripple walls occur between the top of the foundation and the lowest floor framing, the bracing requirements of Sections R602.10.11, R602.10.11.1 and R602.10.11.2 shall apply.
3. Where only the bottom of the foundation is stepped and the lowest floor framing rests directly on a sill bolted to the foundations, the requirements of Sections R403.1.6 and R602.11.1 shall apply.
FIGURE R602.11.2 STEPPED FOUNDATION CONSTRUCTION
1. Where the lowest floor framing rests directly on a sill bolted to a foundation not less than 8 feet (2440 mm) in length along a line of bracing, the line shall be considered as braced. The double plate of the cripple stud wall beyond the segment of footing that extends to the lowest framed floor shall be spliced by extending the upper top plate not less than 4 feet (1219 mm) along the foundation. Anchor bolts shall be located not more than 1 foot and 3 feet (305 and 914 mm) from the step in the foundation. See Figure R602.11.2.
2. Where cripple walls occur between the top of the foundation and the lowest floor framing, the bracing requirements of Sections R602.10.11, R602.10.11.1 and R602.10.11.2 shall apply.
3. Where only the bottom of the foundation is stepped and the lowest floor framing rests directly on a sill bolted to the foundations, the requirements of Sections R403.1.6 and R602.11.1 shall apply.
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. |
| Note: Where footing Section "A" is less than 8 feet long in a 25-foot-long wall, install bracing at cripple stud wall. |
FIGURE R602.11.2 STEPPED FOUNDATION CONSTRUCTION
Buildings meeting all of the conditions listed below shall be permitted to be braced in accordance with this section as an alternate to the requirements of Section R602.10. The entire building shall be braced in accordance with this section; the use of other bracing provisions of Section R602.10, except as specified herein, shall not be permitted.
1. There shall be not more than three stories above the top of a concrete or masonry foundation or basement wall. Permanent wood foundations shall not be permitted.
2. Floors shall not cantilever more than 24 inches (607 mm) beyond the foundation or bearing wall below.
3. Wall height shall not be greater than 10 feet (3048 mm).
4. The building shall have a roof eave-to-ridge height of 15 feet (4572 mm) or less.
5. Exterior walls shall have gypsum board with a minimum thickness of 1/2 inch (12.7 mm) installed on the interior side fastened in accordance with Table R702.3.5.
6. The structure shall be located where the ultimate design wind speed is less than or equal to 130 mph (58 m/s), and the exposure category is B or C.
7. The structure shall be located in Seismic Design Category A, B or C for detached one- and two-family dwellings or Seismic Design Category A or B for townhouses.
8. Cripple walls shall not be permitted in three-story buildings.
1. There shall be not more than three stories above the top of a concrete or masonry foundation or basement wall. Permanent wood foundations shall not be permitted.
2. Floors shall not cantilever more than 24 inches (607 mm) beyond the foundation or bearing wall below.
3. Wall height shall not be greater than 10 feet (3048 mm).
4. The building shall have a roof eave-to-ridge height of 15 feet (4572 mm) or less.
5. Exterior walls shall have gypsum board with a minimum thickness of 1/2 inch (12.7 mm) installed on the interior side fastened in accordance with Table R702.3.5.
6. The structure shall be located where the ultimate design wind speed is less than or equal to 130 mph (58 m/s), and the exposure category is B or C.
7. The structure shall be located in Seismic Design Category A, B or C for detached one- and two-family dwellings or Seismic Design Category A or B for townhouses.
8. Cripple walls shall not be permitted in three-story buildings.
The bracing required for each building shall be determined by circumscribing a rectangle around the entire building on each floor as shown in Figure R602.12.1. The rectangle shall surround all enclosed offsets and projections such as sunrooms and attached garages. Open structures, such as carports and decks, shall be permitted to be excluded. The rectangle shall not have a side greater than 60 feet (18 288 mm), and the ratio between the long side and short side shall be not greater than 3:1.
FIGURE R602.12.1 RECTANGLE CIRCUMSCRIBING AN ENCLOSED BUILDING
FIGURE R602.12.1 RECTANGLE CIRCUMSCRIBING AN ENCLOSED BUILDING
The following sheathing materials installed on the exterior side of exterior walls shall be used to construct a bracing unit as defined in Section R602.12.3. Mixing materials is prohibited.
1. Wood structural panels with a minimum thickness of 3/8 inch (9.5 mm) fastened in accordance with Table R602.3(3).
2. Structural fiberboard sheathing with a minimum thickness of 1/2 inch (12.7 mm) fastened in accordance with Table R602.3(1).
1. Wood structural panels with a minimum thickness of 3/8 inch (9.5 mm) fastened in accordance with Table R602.3(3).
2. Structural fiberboard sheathing with a minimum thickness of 1/2 inch (12.7 mm) fastened in accordance with Table R602.3(1).
A bracing unit shall be a full-height sheathed segment of the exterior wall without openings or vertical or horizontal offsets and a minimum length as specified herein. Interior walls shall not contribute toward the amount of required bracing. Mixing of Items 1 and 2 is prohibited on the same story.
1. Where all framed portions of all exterior walls are sheathed in accordance with Section R602.12.2, including wall areas between bracing units, above and below openings and on gable end walls, the minimum length of a bracing unit shall be 3 feet (914 mm).
2. Where the exterior walls are braced with sheathing panels in accordance with Section R602.12.2 and areas between bracing units are covered with other materials, the minimum length of a bracing unit shall be 4 feet (1219 mm).
1. Where all framed portions of all exterior walls are sheathed in accordance with Section R602.12.2, including wall areas between bracing units, above and below openings and on gable end walls, the minimum length of a bracing unit shall be 3 feet (914 mm).
2. Where the exterior walls are braced with sheathing panels in accordance with Section R602.12.2 and areas between bracing units are covered with other materials, the minimum length of a bracing unit shall be 4 feet (1219 mm).
Segments of wall compliant with Section R602.12.3 and longer than the minimum bracing unit length shall be considered as multiple bracing units. The number of bracing units shall be determined by dividing the wall segment length by the minimum bracing unit length. Full-height sheathed segments of wall narrower than the minimum bracing unit length shall not contribute toward a bracing unit except as specified in Section R602.12.6.
Each side of the circumscribed rectangle, as shown in Figure R602.12.1, shall have, at a minimum, the number of bracing units in accordance with Table R602.12.4 placed on the parallel exterior walls facing the side of the rectangle. Bracing units shall then be placed using the distribution requirements specified in Section R602.12.5.
TABLE R602.12.4 MINIMUM NUMBER OF BRACING UNITS ON EACH SIDE OF THE CIRCUMSCRIBED RECTANGLE
TABLE R602.12.4 MINIMUM NUMBER OF BRACING UNITS ON EACH SIDE OF THE CIRCUMSCRIBED RECTANGLE
| ULTIMATE DESIGN WIND SPEED (mph) | STORY LEVEL | EAVE-TO-RIDGE HEIGHT (feet) | MINIMUM NUMBER OF BRACING UNITS ON EACH LONG SIDEa, b, d | MINIMUM NUMBER OF BRACING UNITS ON EACH SHORT SIDEa, b, d | ||||||||||
| Length of short side (feet)c | Length of long side (feet)c | |||||||||||||
| 10 | 20 | 30 | 40 | 50 | 60 | 10 | 20 | 30 | 40 | 50 | 60 | |||
| 115 |  | 10 | 1 | 2 | 2 | 2 | 3 | 3 | 1 | 2 | 2 | 2 | 3 | 3 |
 | 2 | 3 | 3 | 4 | 5 | 6 | 2 | 3 | 3 | 4 | 5 | 6 | ||
 | 2 | 3 | 4 | 6 | 7 | 8 | 2 | 3 | 4 | 6 | 7 | 8 | ||
 | 15 | 1 | 2 | 3 | 3 | 4 | 4 | 1 | 2 | 3 | 3 | 4 | 4 | |
 | 2 | 3 | 4 | 5 | 6 | 7 | 2 | 3 | 4 | 5 | 6 | 7 | ||
 | 2 | 4 | 5 | 6 | 7 | 9 | 2 | 4 | 5 | 6 | 7 | 9 | ||
| 130 |  | 10 | 1 | 2 | 2 | 3 | 3 | 4 | 1 | 2 | 2 | 3 | 3 | 4 |
 | 2 | 3 | 4 | 5 | 6 | 7 | 2 | 3 | 4 | 5 | 6 | 7 | ||
 | 2 | 4 | 5 | 7 | 8 | 10 | 2 | 4 | 5 | 7 | 8 | 10 | ||
 | 15 | 2 | 3 | 3 | 4 | 4 | 6 | 2 | 3 | 3 | 4 | 4 | 6 | |
 | 3 | 4 | 6 | 7 | 8 | 10 | 3 | 4 | 6 | 7 | 8 | 10 | ||
 | 3 | 6 | 7 | 10 | 11 | 13 | 3 | 6 | 7 | 10 | 11 | 13 | ||
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. |
| a. Interpolation shall not be permitted. |
| b. Cripple walls or wood-framed basement walls in a walk-out condition shall be designated as the first story and the stories above shall be redesignated as the second and third stories, respectively, and shall be prohibited in a three-story structure. |
| c. Actual lengths of the sides of the circumscribed rectangle shall be rounded to the next highest unit of 10 when using this table. |
| d. For Exposure Category C, multiply bracing units by a factor of 1.20 for a one-story building, 1.30 for a two-story building and 1.40 for a three-story building. |
The placement of bracing units on exterior walls shall meet all of the following requirements as shown in Figure R602.12.5.
1. A bracing unit shall begin not more than 12 feet (3658 mm) from any wall corner.
2. The distance between adjacent edges of bracing units shall be not greater than 20 feet (6096 mm).
3. Segments of wall greater than 8 feet (2438 mm) in length shall have not less than one bracing unit.
FIGURE R602.12.5 BRACING UNIT DISTRIBUTION
1. A bracing unit shall begin not more than 12 feet (3658 mm) from any wall corner.
2. The distance between adjacent edges of bracing units shall be not greater than 20 feet (6096 mm).
3. Segments of wall greater than 8 feet (2438 mm) in length shall have not less than one bracing unit.
For SI: 1 foot = 304.8 mm.
FIGURE R602.12.5 BRACING UNIT DISTRIBUTION
The bracing methods referenced in Section R602.10 and specified in Sections R602.12.6.1 through R602.12.6.3 shall be permitted when using simplified wall bracing.
Braced wall panels constructed as Method CS-G in accordance with Tables R602.10.4 and R602.10.5 shall be permitted for one-story garages where all framed portions of all exterior walls are sheathed with wood structural panels. Each CS-G panel shall be equivalent to 0.5 of a bracing unit. Segments of wall that include a Method CS-G panel shall meet the requirements of Section R602.10.4.2.
Braced wall panels constructed as Method CS-PF in accordance with Section R602.10.6.4 shall be permitted where all framed portions of all exterior walls are sheathed with wood structural panels. Each CS-PF panel shall equal 0.75 bracing units. Not more than four CS-PF panels shall be permitted on all segments of walls parallel to each side of the circumscribed rectangle. Segments of wall that include a Method CS-PF panel shall meet the requirements of Section R602.10.4.2.
Braced wall panels constructed as Method ABW, PFH and PFG shall be permitted where bracing units are constructed using wood structural panels applied either continuously or intermittently. Each ABW and PFH panel shall equal one bracing unit and each PFG panel shall be equal to 0.75 bracing unit.
For bracing units located along the eaves, the vertical distance from the outside edge of the top wall plate to the roof sheathing above shall not exceed 9.25 inches (235 mm) at the location of a bracing unit unless lateral support is provided in accordance with Section R602.10.8.2.
Masonry stem walls with a height and length of 48 inches (1219 mm) or less supporting a bracing unit or a Method CS-G, CS-PF or PFG braced wall panel shall be constructed in accordance with Figure R602.10.9. Concrete stem walls with a length of 48 inches (1219 mm) or less, greater than 12 inches (305 mm) tall and less than 6 inches (152 mm) thick shall be reinforced sized and located in accordance with Figure R602.10.9.