TABLE 2304.8(2) SHEATHING LUMBER, MINIMUM GRADE REQUIREMENTS: BOARD GRADE SOLID FLOOR OR ROOF SHEATHING

Floor or roof sheathing complying with this table shall be deemed to meet the design criteria of Section 2304.8.

Installation details shall conform to Sections 2304.8.8.2 for floor and roof sheathing, respectively.

MINIMUM NET THICKNESS (inches) OF LUMBER PLACED TABLE 2304.8 (1) ALLOWABLE SPANS FOR LUMBER FLOOR AND ROOF SHEATHING a, b SPAN (inches) Structural floor sheathing and structural roof sheathing shall comply with Sections 2304.8.8.2, respectively.

V asd shall be determined in accordance with Section 1609.3.1.

Wall-16 and plywood siding 16 on center shall be used with studs spaced a maximum of 16 inches on center. Plywood siding rated 16 on center or 24 on center shall be permitted as an alternative to panels with a 24/16 span rating.

Wood structural panels with span ratings of wall-16 or wall-24 shall be permitted as an alternative to panels with a 24/0 span rating.

Lateral requirements shall be in accordance with Section 2305 or 2308.

The table is based on wind pressures acting toward and away from building surfaces in accordance with Section 30.7 of ASCE 7.Three-ply plywood sheathing with studs spaced more than 16 inches on center shall be applied with panel strength axis perpendicular to supports. Panel strength axis shall be parallel or perpendicular to supports.MAXIMUM NOMINAL DESIGN WIND SPEED, V asd d (MPH)įor SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s. MINIMUM WOOD STRUCTURAL PANEL SPAN RATING TABLE 2304.6.1 MAXIMUM NOMINAL DESIGN WIND SPEED, V asd PERMITTED FOR WOOD STRUCTURAL PANEL WALL SHEATHING USED TO RESIST WIND PRESSURES a, b, c MINIMUM NAIL Wood structural panel sheathing, connections and framing spacing shall be in accordance with Table 2304.6.1 for the applicable wind speed and exposure category where used in enclosed buildings with a mean roof height not greater than 30 feet (9144 mm) and a topographic factor ( K z t) of 1.0. Where wood structural panel sheathing is used elsewhere, but not as the exposed finish, it shall be of a type manufactured with exterior glue (Exposure 1 or Exterior).

Where wood structural panel sheathing is used as the exposed finish on the outside of exterior walls, it shall have an exterior exposure durability classification. A project-specific permanent individual truss member restraint/bracing design shall be permitted to be specified by any registered design professional.The buckling reinforcement of individual members of the trusses shall be installed as shown on the truss design drawing or on supplemental truss member buckling reinforcement details provided by the truss designer. The trusses shall be designed so that the buckling of any individual truss member is resisted internally by the individual truss through suitable means (i.e., buckling reinforcement by T-reinforcement or L-reinforcement, proprietary reinforcement, etc.).Locations for lateral restraint shall be identified on the truss design drawing. Permanent individual truss member restraint/ bracing shall be installed using standard industry lateral restraint/bracing details in accordance with generally accepted engineering practice.Where permanent restraint of truss members is required on the truss design drawings, it shall be accomplished by one of the following methods: Required permanent individual truss member restraint location and the method and details of restraint/bracing to be used in accordance with Section 2303.4.1.2.Maximum axial tension and compression forces in the truss members.Calculated span-to-deflection ratio and maximum vertical and horizontal deflection for live and total load as applicable.Truss-to-truss connections and truss field assembly requirements.Size, species and grade for each wood member.Metal-connector-plate type, size and thickness or gage, and the dimensioned location of each metal connector plate except where symmetrically located relative to the joint interface.Maximum reaction force and direction, including maximum uplift reaction forces where applicable.Adjustments to wood member and metal connector plate design value for conditions of use.Other lateral loads, including drag strut loads.Environmental design criteria and loads (wind, rain, snow, seismic, etc.).Location of all joints and support locations.

442000 pa to psi