Use the AWC Special Design Provisions for Wind and Seismic, 2015 Edition and ASD procedures to answer the following question.A single-story wood-frame building is exposed to a seismic load of wU = 210 lb/ft. For simplicity, assume this load was determined from the load combinations, i.e. do not apply the load combinations to it, and that the building has no windows or doors. Let L = 24 ft, b = 10 ft, and the height of the walls be 9 ft. The walls are sheathed with 15/32-in.-thick Structural I wood structural panels and 8d nails spaced every 6 in. around the panel edges. Is this design adequate for the load?

Determine the reference withdrawal design value, W, for a smooth shank carbon steel nail or spike with a diameter of 0.375-in. driven into the side grain of a wood member with a specific gravity of 0.56 where the fastener axis is perpendicular to the wood fibers.

A single-story wood-frame building with an interior wall is exposed to a wind load of wU = 395 lb/ft. For simplicity, assume this load was determined from the load combinations, i.e. do not apply the load combinations to it, and that the building has no windows or doors. Let L = 52 ft, a = 17 ft, b = 30 ft, and the height of the walls be 9 ft. If all of the walls are sheathed in the same manner and the allowable shear load of an anchor bolt parallel to the wall is 2,000 lb, would 8 anchor bolts be sufficient for the interior wall?

A shear connection is fabricated with 3/4-in. bolts and lumber that has a moisture content of 17 percent. The lumber remains below 10 percent while the connection is in service. What wet service factor, CM, should be used?

A single-story wood-frame building with an interior wall is exposed to a wind load of wU = 305 lb/ft. For simplicity, assume this load was determined from the load combinations, i.e. do not apply the load combinations to it, and that the building has no windows or doors. Let L = 44 ft, a = 14 ft, b = 30 ft, and the height of the walls be 10 ft. If all of the walls are sheathed in the same manner and the allowable shear load of an anchor bolt parallel to the wall is 1,200 lb, would 7 anchor bolts be sufficient for the interior wall?

A building with a non-structural interior wall is exposed to a transverse load of w = 245 lb/ft. Assume this load was determined from the load combinations, i.e. do not apply the load combinations to it. What is the maximum chord force? Let L = 48 ft, a = 40 ft, b = 8 ft, be = 30 ft, and bi = 10 ft.

Determine the reference withdrawal design value, W, for a smooth shank carbon steel nail or spike with a diameter of 0.244-in. driven into the side grain of a wood member with a specific gravity of 0.47 where the fastener axis is perpendicular to the wood fibers.

A building with a non-structural interior wall and an opening is exposed to a transverse load of w = 320 lb/ft. Assume this load was determined from the load combinations, i.e. do not apply the load combinations to it. What is the collector force at the edge of the opening (point A)? Let L = 56 ft, a = 40 ft, b = 16 ft, be = 40 ft, and bi = 13 ft, bo = 15.5 ft.

A single-story wood-frame building with an interior wall is exposed to a wind load of wU = 415 lb/ft. For simplicity, assume this load was determined from the load combinations, i.e. do not apply the load combinations to it, and that the building has no windows or doors. Let L = 52 ft, a = 17 ft, b = 30 ft, and the height of the walls be 10 ft. If all of the walls are sheathed in the same manner and the allowable shear load of an anchor bolt parallel to the wall is 1,300 lb, would 3 anchor bolts be sufficient for the interior wall?

Use the AWC Special Design Provisions for Wind and Seismic, 2015 Edition and ASD procedures to answer the following question.A building is exposed to a transverse load of wU = 315 lb/ft due to wind. Assume this load was determined from the ASD load combinations, i.e. do not apply the load combinations to it. The wood structural panel is 7/16-in. thick 24/16 span-rated sheathing unblocked. Nails are 8d common and spaced every 6 in. at diaphragm boundaries and supported panel edges. Is this design adequate for the transverse load? Let L = 60 ft and b = 40 ft.