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

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 = 1,500 lbPL = 0 lbPLr = 0 lbPS = 0 lbPR = 0 lbPW = 7,000 lbPE = 7,500 lbQD = 500 lbQL = 3,500 lbQLr = 4,500 lbQS = 1,000 lbQR = 3,500 lbQW = 0 lbQE = 0 lbSpan:L = 14 ft Member size:4 x 10 Stress grade and species:No. 2 Douglas Fir-Larch Unbraced length:lu = L/2 = 7 ft Moisture content:MC > 19 percent 

A single-story wood-frame building is exposed to a wind load of wU = 205 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 = 32 ft, b = 20 ft, and the height of the walls be 10 ft. What is the unit shear in the shear walls?

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 = 5,000 lbPL = 0 lbPLr = 0 lbPS = 0 lbPR = 0 lbPW = 8,000 lbPE = 5,500 lbQD = 4,000 lbQL = 1,500 lbQLr = 500 lbQS = 4,500 lbQR = 0 lbQW = 0 lbQE = 0 lbSpan:L = 9 ft Member size:4 x 6 Stress grade and species:No. 1 Douglas Fir-Larch Unbraced length:lu = L/2 = 4.5 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 = 3,000 lbPL = 0 lbPLr = 0 lbPS = 0 lbPR = 0 lbPW = 6,500 lbPE = 8,500 lbQD = 2,500 lbQL = 2,500 lbQLr = 500 lbQS = 5,000 lbQR = 4,500 lbQW = 0 lbQE = 0 lbSpan:L = 8 ft Member size:4 x 8 Stress grade and species:No. 1 & Better Douglas Fir-Larch Unbraced length:lu = L/2 = 4 ft Moisture content:MC < 19 percent 

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 = 14 psf. Floor live load = 76 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 D510 Panel Design Specification to answer the following question. What is the predominant performance category that corresponds to APA Rated Sheathing with a span rating of 24/16?

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 = 2,000 lbPL = 5,000 lbPLr = 0 lbPS = 1,500 lbPR = 2,000 lbPW = 2,000 lbPE = 0 lbLength:L = 12 ftMember size:4 x 10Stress grade and species:Select Structural Douglas Fir-LarchUnbraced length:lu = L = 12 ftMoisture content:MC < 19 percent

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 12-in. o.c. Roof dead load = 10 psf. Snow load = 73 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 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?