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 wind load of wU = 245 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 = 56 ft, b = 22 ft, and the height of the walls be 8 ft. The walls are sheathed with blocked particleboard. Are the shear walls satisfactory in regard to the maximum shear wall aspect ratio?

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 wind load of wU = 260 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 = 40 ft, b = 20 ft, and the height of the walls be 9.5 ft. Ignoring the effects of gravity loads, what is the net maximum uplift force at the base of the shear walls?

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 wind 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 = 64 ft, b = 22 ft, and the height of the walls be 10 ft. The walls are sheathed with conventional diagonal sheathing. Are the shear walls satisfactory in regard to the maximum shear wall aspect ratio?

A building with a non-structural interior wall and an opening is exposed to a transverse load of w = 205 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.

Determine the reference withdrawal design value, W, for a lag screw with a diameter of 1/2-in. inserted in the side grain of a wood member with a specific gravity of 0.68 where the fastener axis is perpendicular to the wood fibers.

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 wind load of wU = 290 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 = 60 ft, b = 14 ft, and the height of the walls be 8 ft. The walls are sheathed with gypsum wallboard. Are the shear walls satisfactory in regard to the maximum shear wall aspect ratio?

A single-story wood-frame building is exposed to a wind load of wU = 320 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 = 36 ft, b = 20 ft, and the height of the walls be 8.5 ft. What is the unit shear in the shear walls?

A building with a non-structural interior wall is exposed to a transverse load of w = 225 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 = 40 ft, a = 30 ft, b = 10 ft, be = 20 ft, and bi = 7 ft.

Determine the reference withdrawal design value, W, for a smooth shank carbon steel nail or spike with a diameter of 0.092-in. driven into the side grain of a wood member with a specific gravity of 0.45 where the fastener axis is perpendicular to the wood fibers.

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 = 410 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 blocked. Nails are 8d common and spaced every 6 in. at diaphragm boundaries and all panel edges utilizing a single row of nails. Is this design adequate for the transverse load? Let L = 56 ft and b = 30 ft.