Use APA Technical Note Q225 entitled Load-Span Tables for APA Structural-Use Panels and ASD procedures to answer the following question.The spacing of joists in a flat roof is 16-in. o.c. Roof dead load = 9 psf. Snow load = 67 psf. Roof sheathing is to be an APA rated plywood STRUCTURAL I sheathing, and panels are to be oriented in the weak direction. The load is governed by deflection limits of L/360 for snow load and L/240 for total load. Only consider these limits. Assume multi-span, normal duration of load, dry conditions, and panels 24 inches or wider. Would a panel with a span rating of 32/16 be adequate?

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?

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.

Use APA Technical Note Q225 entitled Load-Span Tables for APA Structural-Use Panels and ASD procedures to answer the following question.The spacing of rafters in a roof is 36-in. o.c. Roof dead load = 7 psf. Snow load = 38 psf. Roof sheathing is to be an APA rated plywood sheathing, and panels are to be oriented in the strong direction. The load is governed by deflection limits of L/240 for snow load and L/180 for total load. Only consider these limits. Assume multi-span, normal duration of load, dry conditions, and panels 24 inches or wider. Would a panel with a span rating of 32/16 be adequate?

A nailed shear connection is fabricated with 3/4-in. bolts and lumber that has a moisture content of 22 percent. The lumber remains above 23 percent while the connection is in service. What wet service factor, CM, should be used?

According to the NDS, what is the length of a 6d box nail?

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 = 215 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 = 24 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 single-story wood-frame building with an interior wall is exposed to a wind load of wU = 490 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, a = 9 ft, b = 20 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 5 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 single-story wood-frame building is exposed to a wind load of wU = 560 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 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?

A single-story wood-frame building is exposed to a wind load of wU = 365 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 ft. What is the unit shear in the shear walls?