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Determine the maximum bending moment in the following beam. Assume normal temperatures, bending about the strong axis, and no incising. Ignore the weight of the beam.Load:wD = 200 lb/ftwLr = 390 lb/ftLoad combination:D + LrSpan:L = 6 ftMember size:4 x 14Stress grade and species:Select Structural Douglas Fir-LarchUnbraced length:lu = 0Moisture content:MC < 19 percentLive load deflection limit:Allow. Δ ≤ L/360

Determine the maximum bending moment in the following beam. Assume normal temperatures, bending about the strong axis, and no incising. Ignore the weight of the beam.Load:wD = 260 lb/ftwLr = 180 lb/ftLoad combination:D + LrSpan:L = 6 ftMember size:4 x 10Stress grade and species:No. 2 Douglas Fir-LarchUnbraced length:lu = 0Moisture content:MC < 19 percentLive load deflection limit:Allow. Δ ≤ L/360

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 = 5,000 lbPL = 0 lbPLr = 0 lbPS = 0 lbPR = 0 lbPW = 8,500 lbPE = 5,000 lbQD = 2,000 lbQL = 5,000 lbQLr = 3,000 lbQS = 4,500 lbQR = 5,000 lbQW = 0 lbQE = 0 lbSpan:L = 12 ft Member size:4 x 14 Stress grade and species:No. 1 & Better Douglas Fir-Larch Unbraced length:lu = L/2 = 6 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 = 2,500 lbPLr = 3,500 lbPS = 2,000 lbPR = 5,000 lbPW = 2,000 lbPE = 0 lbLength:L = 14 ftMember size:4 x 12Stress grade and species:No. 2 Douglas Fir-LarchUnbraced length:lu = L = 14 ftMoisture content:MC < 19 percent

For glulams, the wet service factor would be used to determine which of the following adjusted design values? Select all that apply.

Determine the maximum actual deflection of the following beam. Assume normal temperatures, bending about the strong axis, and no incising. Ignore the weight of the beam.Load:wD = 280 lb/ftwLr = 150 lb/ftLoad combination:D + LrSpan:L = 12 ftMember size:4 x 12Stress grade and species:Select Structural Douglas Fir-LarchUnbraced length:lu = 0Moisture content:MC > 19 percentLive load deflection limit:Allow. Δ ≤ L/360

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 = 3,000 lbPL = 3,000 lbPLr = 4,500 lbPS = 4,000 lbPR = 2,000 lbPW = 500 lbPE = 0 lbLength:L = 8 ftMember size:4 x 6Stress grade and species:No. 2 Douglas Fir-LarchUnbraced length:lu = L = 8 ftMoisture content:MC < 19 percent

Determine the maximum bending moment in the following beam. Assume normal temperatures, bending about the strong axis, and no incising. Ignore the weight of the beam.Load:PD = 600 lbPLr = 2,240 lbLoad combination:D + LrSpan:L = 14 ftMember size:4 x 12Stress grade and species:No. 1 Douglas Fir-LarchUnbraced length:lu = 0Moisture content:MC > 19 percentLive load deflection limit:Allow. Δ ≤ L/360

For deflection calculations, the adjusted modulus of elasticity Ex’ for a hardwood glulam beam 14F-V1 with ASD load combination (D + 0.6W), under 16% moisture content, and a constant temperature of 135°F is _______.

Determine the ASD adjusted design bending strength, Fb’, for the following beam. Assume normal temperatures, bending about the strong axis, and no incising. Ignore the weight of the beam.Load:wD = 240 lb/ftwLr = 150 lb/ftLoad combination:D + LrSpan:L = 8 ftMember size:4 x 6Stress grade and species:No. 2 Douglas Fir-LarchUnbraced length:lu = 0Moisture content:MC > 19 percentLive load deflection limit:Allow. Δ ≤ L/360