A building with a non-structural interior wall is exposed to a transverse load of w = 355 lb/ft. Assume this load was determined from the load combinations, i.e. do not apply the load combinations to it. What is the roof diaphragm unit shear? Let L = 52 ft, a = 40 ft, b = 12 ft, be = 30 ft, and bi = 10 ft.

A withdrawal connection is fabricated with lag screws and lumber that has a moisture content of 19 percent. The lumber remains below 11 percent while the connection is in service. What wet service factor, CM, should be used?

A single-story wood-frame building is exposed to a wind load of wU = 205 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, b = 30 ft, and the height of the walls be 9.5 ft. What is the unit shear in 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 seismic load of wU = 285 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 = 48 ft, b = 30 ft, and the height of the walls be 9.5 ft. The walls are sheathed with 3/8-in.-thick particalboard sheathing and 6d 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 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.

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 roof diaphragm unit shear? Let L = 44 ft, a = 30 ft, b = 14 ft, be = 30 ft, and bi = 10 ft.

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 = 225 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 10 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?

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 = 365 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.

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 = 48 ft, b = 30 ft, and the height of the walls be 8.5 ft. The walls are sheathed with 1/2-in.-thick particalboard sheathing and 8d nails spaced every 6 in. around the panel edges. Is this design adequate for the load?

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 = 300 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 = 48 ft, b = 30 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?