Section 2306

The design and construction of wood elements in structures using allowable stress design shall be in accordance with the applicable standards listed in Table 2306.1.

2306.1.1 Joists and rafters. The design of rafter spans is permitted to be in accordance with the AWC STJR.

2306.1.2 Plank and beam flooring. The design of plank and beam flooring is permitted to be in accordance with the AWC Wood Construction Data No. 4.

2306.1.3 Treated wood stress adjustments. The allowable unit stresses for preservative-treated wood need not be adjusted for treatment, but are subject to other adjustments.

The allowable unit stresses for fire-retardant-treated wood, including fastener values, shall be developed from an approved method of investigation that considers the effects of anticipated temperature and humidity to which

the fire-retardant-treated wood will be subjected, the type of treatment and the redrying process. Other adjustments are applicable except that the impact load duration shall not apply.

2306.1.4 Lumber decking. The capacity of lumber decking arranged according to the patterns described in Section 2304.9.2 shall be the lesser of the capacities determined for moment and deflection according to the formulas in Table 2306.1.4.

Wood-frame diaphragms shall be designed and constructed in accordance with AWC SDPWS. Where panels are fastened to framing members with staples, requirements and limitations of AWC SDPWS shall be met and the allowable shear values set forth in Table 2306.2(1) or 2306.2(2) shall be permitted. The allowable shear values in Tables 2306.2(1) and 2306.2(2) are permitted to be increased 40 percent for wind design.

2306.2.1 Gypsum board diaphragm ceilings. Gypsum board diaphragm ceilings shall be in accordance with Section 2508.6.

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TABLE 2306.1 STANDARDS FOR DESIGN AND CONSTRUCTION OF WOOD ELEMENTS IN STRUCTURES USING ALLOWABLE STRESS DESIGN

WOOD

TABLE 2306.1.4 ALLOWABLE LOADS FOR LUMBER DECKING

For SI: 1 inch = 25.4 mm. a. wb = Allowable total uniform load limited by moment.

w Δ = Allowable total uniform load limited by deflection . d = Actual decking thickness. l = Span of decking. Fb ′ = Allowable bending stress adjusted by applicable factors. E ′ = Modulus of elasticity adjusted by applicable factors.

Wood-frame shear walls shall be designed and constructed in accordance with AWC SDPWS. Where panels are fastened to framing members with staples, requirements and limitations of AWC SDPWS shall be met and the allowable shear values set forth in Table 2306.3(1), 2306.3(2) or 2306.3(3) shall be permitted. The allowable shear values in Tables 2306.3(1) and 2306.3(2) are permitted to be increased 40 percent for wind design. Panels complying with ANSI/APA PRP-210 shall be permitted to use design values for Plywood Siding in the AWC SDPWS.

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WOOD

TABLE 2306.2(1) ALLOWABLE SHEAR VALUES (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL DIAPHRAGMS UTILIZING STAPLES WITH FRAMING OF DOUGLAS FIR-LARCH, OR SOUTHERN PINE ^a FOR WIND OR SEISMIC LOADING ^f

For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m. a. For framing of other species: (1) Find specific gravity for species of lumber in ANSI/AWC NDS. (2) For staples find shear value from table for Structural I

panels (regardless of actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species. b. Space fasteners maximum 12 inches on center along intermediate framing members (6 inches on center where supports are spaced 48 inches on center). c. Framing at adjoining panel edges shall be 3 inches nominal or wider. d. Staples shall have a minimum crown width of ⁷ /16 inch and shall be installed with their crowns parallel to the long dimension of the framing members. e. The minimum nominal width of framing members not located at boundaries or adjoining panel edges shall be 2 inches. f. For shear loads of normal or permanent load duration as defined by the ANSI/AWC NDS, the values in the table shall be multiplied by 0.63 or 0.56,

respectively. g. For Case 1 through 6 descriptions see Figure 2306.2(1).

FIGURE 2306.2(1) CASES 1 THROUGH 6 FOR USE WITH TABLE 2306.2(1)

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WOOD

TABLE 2306.2(2) ALLOWABLE SHEAR VALUES (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL BLOCKED DIAPHRAGMS

UTILIZING MULTIPLE ROWS OF STAPLES (HIGH-LOAD DIAPHRAGMS) WITH FRAMING OF

DOUGLAS FIR-LARCH OR SOUTHERN PINE ^a FOR WIND OR SEISMIC LOADING ^{b, g, h}

For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m. a. For framing of other species: (1) Find specific gravity for species of framing lumber in ANSI/AWC NDS. (2) For staples, find shear value from table for

Structural I panels (regardless of actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species. b. Fastening along intermediate framing members: Space fasteners not greater than 12 inches on center, except 6 inches on center for spans greater than 32

inches. c. Panels conforming to DOC PS 1 or PS 2. d. This table gives shear values for Cases 1 and 2 as shown in Table 2306.2(1). The values shown are applicable to Cases 3, 4, 5 and 6 as shown in Table

2306.2(1), providing fasteners at all continuous panel edges are spaced in accordance with the boundary fastener spacing. e. The minimum nominal depth of framing members shall be 3 inches nominal. The minimum nominal width of framing members not located at boundaries or

adjoining panel edges shall be 2 inches. f. Staples shall have a minimum crown width of ⁷ /16 inch, and shall be installed with their crowns parallel to the long dimension of the framing members. g. High-load diaphragms shall be subject to special inspection in accordance with Section 1705.5.1. h. For shear loads of normal or permanent load duration as defined by the ANSI/AWC NDS, the values in the table shall be multiplied by 0.63 or 0.56,

respectively. i. For fastener spacing diagrams see Figure 2306.2(2).

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WOOD

For SI: 1 inch = 25.4 mm.

FIGURE 2306.2(2) FASTENER SPACING DIAGRAMS FOR USE WITH TABLE 2306.2(2)

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WOOD

TABLE 2306.3(1) ALLOWABLE SHEAR VALUES (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL SHEAR WALLS UTILIZING STAPLES WITH

FRAMING OF DOUGLAS FIR-LARCH OR SOUTHERN PINE ^a FOR WIND OR SEISMIC LOADING ^{b, f, g, i}

For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m. a. For framing of other species: (1) Find specific gravity for species of lumber in ANSI/AWC NDS. (2) For staples find shear value from table for Structural I

panels (regardless of actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species. b. Panel edges backed with 2-inch nominal or wider framing. Install panels either horizontally or vertically. Space fasteners maximum 6 inches on center along

intermediate framing members for ³ /8-inch and ⁷ /16-inch panels installed on studs spaced 24 inches on center. For other conditions and panel thickness, space fasteners maximum 12 inches on center on intermediate supports. c. ³ /8-inch panel thickness or siding with a span rating of 16 inches on center is the minimum recommended where applied directly to framing as exterior siding.

For grooved panel siding, the nominal panel thickness is the thickness of the panel measured at the point of fastening. d. Framing at adjoining panel edges shall be 3 inches nominal or wider. e. Values apply to all-veneer plywood. Thickness at point of fastening on panel edges governs shear values. f. Where panels are applied on both faces of a wall and fastener spacing is less than 6 inches on center on either side, panel joints shall be offset to fall on

different framing members, or framing shall be 3 inches nominal or thicker at adjoining panel edges. g. In Seismic Design Category D, E or F, where shear design values exceed 350 pounds per linear foot, all framing members receiving edge fastening from

abutting panels shall be not less than a single 3-inch nominal member, or two 2-inch nominal members fastened together in accordance with Section 2306.1 to transfer the design shear value between framing members. Wood structural panel joint and sill plate nailing shall be staggered at all panel edges. See AWC SDPWS for sill plate size and anchorage requirements. h. Staples shall have a minimum crown width of ⁷ /16 inch and shall be installed with their crowns parallel to the long dimension of the framing members. i. For shear loads of normal or permanent load duration as defined by the ANSI/AWC NDS, the values in the table shall be multiplied by 0.63 or 0.56,

respectively.

TABLE 2306.3(2) ALLOWABLE SHEAR VALUES (plf) FOR WIND OR SEISMIC LOADING ON SHEAR WALLS OF FIBERBOARD SHEATHING BOARD

CONSTRUCTION UTILIZING STAPLES FOR TYPE V CONSTRUCTION ONLY ^{a, b, c, d, e}

For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m. a. Fiberboard sheathing shall not be used to brace concrete or masonry walls. b. Panel edges shall be backed with 2-inch or wider framing of Douglas Fir-larch or Southern pine. For framing of other species: (1) Find specific gravity for

species of framing lumber in ANSI/AWC NDS. (2) For staples, multiply the shear value from the table by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species. c. Values shown are for fiberboard sheathing on one side only with long panel dimension either parallel or perpendicular to studs. d. Fastener shall be spaced 6 inches on center along intermediate framing members. e. Values are not permitted in Seismic Design Category D, E or F.

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WOOD

TABLE 2306.3(3) ALLOWABLE SHEAR VALUES FOR WIND OR SEISMIC FORCES FOR SHEAR WALLS OF LATH AND

PLASTER OR GYPSUM BOARD WOOD FRAMED WALL ASSEMBLIES UTILIZING STAPLES

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per foot = 14.5939 N/m. a. These shear walls shall not be used to resist loads imposed by masonry or concrete walls (see AWC SDPWS). Values shown are for short-term loading due to

wind or seismic loading. Walls resisting seismic loads shall be subject to the limitations in Section 12.2.1 of ASCE 7. Values shown shall be reduced 25 percent for normal loading. b. Applies to fastening at studs, top and bottom plates and blocking. c. Except as noted, shear values are based on a maximum framing spacing of 16 inches on center. d. Maximum framing spacing of 24 inches on center. e. All edges are blocked, and edge fastening is provided at all supports and all panel edges. f. Staples shall have a minimum crown width of ⁷ /16 inch, measured outside the legs, and shall be installed with their crowns parallel to the long dimension of the

framing members. g. Staples for the attachment of gypsum lath and woven-wire lath shall have a minimum crown width of ³ /4 inch, measured outside the legs.

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WOOD

2308.2.3 Allowable loads. Loads shall be in accordance with Chapter 16 and shall not exceed the following:

1. Average dead loads shall not exceed 15 psf (718 N/m ² ) for combined roof and ceiling, exterior walls, floors and partitions.

Exceptions:

1. Subject to the limitations of Section 2308.6.10, stone or masonry veneer up to the less of 5 inches (127 mm) thick or 50 pounds per square foot (2395 N/m ² ) and installed in accordance with Chapter 14 is permitted to a height of 30 feet (9144 mm) above a noncombustible foundation, with an additional 8 feet (2439) permitted for gable ends.

2. Concrete or masonry fireplaces, heaters and chimneys shall be permitted in accordance with the provisions of this code.

3. Live loads shall not exceed 40 psf (1916 N/m ² ) for floors.

Exception: Live loads for concrete slab-onground floors in Risk Categories I and II shall be not more than 125 psf.

3. Ground snow loads shall not exceed 50 psf (2395 N/m ² ).

2308.2.4 Basic wind speed. V shall not exceed 130 miles per hour (57 m/s) (3-second gust).

Exceptions:

1. V shall not exceed 140 mph (63 m/s) (3-second gust) for buildings in Exposure Category B that are not located in a hurricane-prone region.

2. Where V exceeds 130 mph (3-second gust), the provisions of either AWC WFCM or ICC 600 are permitted to be used.

2308.2.5 Allowable roof span. Ceiling joist and rafter framing constructed in accordance with Section 2308.7 and trusses shall not span more than 40 feet (12 192 mm) between points of vertical support. A ridge board in accordance with Section 2308.7 or 2308.7.3.1 shall not be considered a vertical support.

2308.2.6 Risk category limitation. The use of the provisions for conventional light-frame construction in this section shall not be permitted for Risk Category IV buildings assigned to Seismic Design Category B, C, D or F.

2308.2.7 Additional requirements [DSA-SS & DSA- SS/CC and OSHPD 1R, 2 & 5] The use of conventional light-frame construction provisions in this section is per- mitted, subject to the following conditions:

1. The design and construction shall also comply with Section 2304 and Section 2305.

2. In conjunction with the use of provisions in Section