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 = 465 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 = 50 ft and b = 30 ft.

A nailed shear connection is fabricated with 3/4-in. bolts and lumber that has a moisture content of 19 percent. The lumber remains above 21 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 = 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 = 36 ft, b = 20 ft, and the height of the walls be 10 ft. What is the unit shear in the shear walls?

According to the NDS, what is the length of a 10d box nail?

A single-story wood-frame building is exposed to a wind load of wU = 295 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. What is the unit shear in the shear walls?

Determine the dowel bearing strength for a 5/8-in.-diameter bolt in Douglas Fir-Larch with the load applied perpendicular to grain.

A building with a non-structural interior wall and an opening 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 collector force at the edge of the opening (point A)? Let L = 42 ft, a = 30 ft, b = 12 ft, be = 30 ft, and bi = 10 ft, bo = 12.5 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 = 280 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 5/8-in.-thick particalboard sheathing and 10d 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 with a non-structural interior wall is exposed to a transverse load of w = 345 lb/ft. The roof is sheathed with blocked wood structural panels. Is the diaphragm satisfactory in regard to the maximum diaphragm aspect ratio? Let L = 36 ft, a = 30 ft, b = 6 ft, be = 16 ft, and bi = 5 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 = 585 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 8.5 ft. The walls are sheathed with 15/32-in.-thick wood structural panels and 8d nails spaced every 6 in. around the panel edges. Is this design adequate for the load?