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 = 400 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 = 18 ft, and the height of the walls be 9.5 ft. The walls are sheathed with blocked particleboard. Are the shear walls satisfactory in regard to the maximum shear wall aspect ratio?

A wood member is loaded as shown. Using ASD, determine the maximum bending stress in the member. Assume normal temperatures, no incising, and that all loads act in the directions shown. Ignore the weight of the member.Load:PD = 1,500 lbPL = 0 lbPLr = 0 lbPS = 0 lbPR = 0 lbPW = 6,000 lbPE = 7,000 lbQD = 1,500 lbQL = 2,000 lbQLr = 2,500 lbQS = 2,000 lbQR = 0 lbQW = 0 lbQE = 0 lbSpan:L = 8 ft Member size:4 x 14 Stress grade and species:No. 2 Douglas Fir-Larch Unbraced length:lu = L/2 = 4 ft Moisture content:MC < 19 percent 

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 = 330 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 = 28 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 seismic load of wU = 270 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 = 28 ft, b = 20 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?

A building with a non-structural interior wall and an opening is exposed to a transverse load of w = 330 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 = 62 ft, a = 50 ft, b = 12 ft, be = 40 ft, and bi = 13 ft, bo = 15.5 ft.

A wood member is loaded as shown. Using ASD, determine the maximum axial stress in the member. Assume normal temperatures, no incising, and that all loads act in the directions shown. Ignore the weight of the member.Load:PD = 3,000 lbPL = 0 lbPLr = 0 lbPS = 0 lbPR = 0 lbPW = 8,000 lbPE = 6,500 lbQD = 2,000 lbQL = 4,500 lbQLr = 1,500 lbQS = 3,500 lbQR = 3,500 lbQW = 0 lbQE = 0 lbSpan:L = 10 ft Member size:4 x 8 Stress grade and species:Select Structural Douglas Fir-Larch Unbraced length:lu = L/2 = 5 ft Moisture content:MC < 19 percent 

A building with a non-structural interior wall and an opening is exposed to a transverse load of w = 350 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 = 58 ft, a = 40 ft, b = 18 ft, be = 40 ft, and bi = 13 ft, bo = 15.5 ft.

A wood member is loaded as shown. Using ASD, determine the adjusted bending strength, Fb’. Assume normal temperatures, no incising, and that all loads act in the directions shown. Ignore the weight of the member.Load:PD = 4,500 lbPL = 0 lbPLr = 0 lbPS = 0 lbPR = 0 lbPW = 7,500 lbPE = 9,000 lbQD = 2,500 lbQL = 3,500 lbQLr = 4,500 lbQS = 500 lbQR = 1,000 lbQW = 0 lbQE = 0 lbSpan:L = 8 ft Member size:4 x 12 Stress grade and species:No. 1 & Better Douglas Fir-Larch Unbraced length:lu = 0 ft Moisture content:MC > 19 percent 

A wood member is loaded as shown. Using ASD, determine the adjusted tension strength, Ft’. Assume normal temperatures, no incising, and that all loads act in the directions shown. Ignore the weight of the member.Load:PD = 5,000 lbPL = 0 lbPLr = 0 lbPS = 0 lbPR = 0 lbPW = 6,000 lbPE = 8,000 lbQD = 3,500 lbQL = 0 lbQLr = 5,000 lbQS = 3,000 lbQR = 2,500 lbQW = 0 lbQE = 0 lbSpan:L = 10 ft Member size:4 x 6 Stress grade and species:No. 1 Douglas Fir-Larch Unbraced length:lu = L/2 = 5 ft Moisture content:MC > 19 percent 

A building with a non-structural interior wall is exposed to a transverse load of w = 200 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 = 36 ft, a = 30 ft, b = 6 ft, be = 20 ft, and bi = 7 ft.