A pin-connected wood truss is loaded and supported as shown. Determine the axial force produced in member GH if PB = 1,100 lb, PC = 1,600 lb, PD = 3,100 lb, L = 6 ft, and h = 8 ft. Positive choices indicate tension. Negative choices indicate compression.

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 = 3,500 lbPL = 0 lbPLr = 0 lbPS = 0 lbPR = 0 lbPW = 9,000 lbPE = 7,000 lbQD = 2,000 lbQL = 2,500 lbQLr = 2,500 lbQS = 2,000 lbQR = 1,000 lbQW = 0 lbQE = 0 lbSpan:L = 11 ft Member size:4 x 8 Stress grade and species:No. 1 & Better Douglas Fir-Larch Unbraced length:lu = L/2 = 5.5 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 = 315 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 = 22 ft, and the height of the walls be 8 ft. The walls are sheathed with conventional diagonal sheathing. Are the shear walls satisfactory in regard to the maximum shear wall aspect ratio?

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 60-in. o.c. Floor dead load = 20 psf. Floor live load = 145 psf. Floor sheathing is to be an APA rated OSB Sturd-I-Floor sheathing, and panels are to be oriented in the strong direction. The load is governed by a deflection limit of L/240, 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 24 oc 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 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 = 28 ft, b = 20 ft, and the height of the walls be 8.5 ft. Ignoring the effects of gravity loads, what is the net maximum uplift force at the base of the shear walls?

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 40-in. o.c. Floor dead load = 16 psf. Floor live load = 97 psf. Floor sheathing is to be an APA rated OSB Sturd-I-Floor sheathing, and panels are to be oriented in the strong direction. The load is governed by a deflection limit of L/240, 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 24 oc be adequate?

Use the AWC Manual for Engineered Wood Construction, 2018 Edition to answer the following question. An APA Rated Sheathing panel with a span rating of 24/0 is used with framing that is spaced at 18 o.c. Does the panel require edge support? Assume the panel is 24 inches or wider.

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.