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A pin-connected wood truss is loaded and supported as shown. Determine the axial force produced in member GH if PB = 700 lb, PC = 2,100 lb, PD = 3,200 lb, L = 6 ft, and h = 8 ft. Positive choices indicate tension. Negative choices indicate compression.

A building with a non-structural interior wall is exposed to a transverse load of w = 375 lb/ft. Assume this load was determined from the load combinations, i.e. do not apply the load combinations to it. What is the maximum chord force? Let L = 28 ft, a = 20 ft, b = 8 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 joists in a floor system is 24-in. o.c. Floor dead load = 10 psf. Floor live load = 73 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 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 30-in. o.c. Floor dead load = 18 psf. Floor live load = 144 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?

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 24-in. o.c. Floor dead load = 20 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?

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 = 350 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 = 68 ft, b = 22 ft, and the height of the walls be 9 ft. The walls are sheathed with blocked wood structural panels. 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 rafters in a roof is 16-in. o.c. Roof dead load = 15 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?

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 = 32 ft, a = 20 ft, b = 12 ft, be = 20 ft, and bi = 7 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 = 4,000 lbPL = 0 lbPLr = 0 lbPS = 0 lbPR = 0 lbPW = 9,000 lbPE = 5,500 lbQD = 1,500 lbQL = 4,000 lbQLr = 5,000 lbQS = 0 lbQR = 0 lbQW = 0 lbQE = 0 lbSpan:L = 13 ft Member size:4 x 8 Stress grade and species:No. 1 & Better Douglas Fir-Larch Unbraced length:lu = 0 ft Moisture content:MC < 19 percent 

A wood column is pin connected at its top and bottom. Determine the controlling slenderness ratio, le/d, for the column. Assume normal temperatures, no incising, and that all loads are downward. Ignore the weight of the member.Load:PD = 1,000 lbPL = 1,000 lbPLr = 4,000 lbPS = 0 lbPR = 4,500 lbPW = 5,000 lbPE = 0 lbLength:L = 11 ftMember size:4 x 6Stress grade and species:No. 2 Douglas Fir-LarchUnbraced length:lu = L = 11 ftMoisture content:MC < 19 percent