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 floor system is 12-in. o.c. Floor dead load = 17 psf. Floor live load = 148 psf. Floor sheathing is to be an APA rated OSB sheathing, and panels are to be oriented in the strong direction. The load is governed by bending and shear 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 40/20 be adequate?

Columns with sidesway prevented have an effective length that is less than or equal to the actual unbraced length (Kе ≤ 1.0).

Determine the reference withdrawal design value, W, for a lag screw with a diameter of 5/16-in. inserted in the side grain of a wood member with a specific gravity of 0.60 where the fastener axis is perpendicular to the wood fibers.

Determine the reference withdrawal design value, W, for a lag screw with a diameter of 7/8-in. inserted in the side grain of a wood member with a specific gravity of 0.54 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 with a non-structural interior wall is exposed to a transverse load of w = 255 lb/ft. The roof is sheathed with single-layer straight lumber sheathing. Is the diaphragm satisfactory in regard to the maximum diaphragm aspect ratio? Let L = 36 ft, a = 30 ft, b = 6 ft, be = 12 ft, and bi = 4 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 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.