Girders G1, G2 and G3 in the roof framing plan support loads from purlin P1. Use ASD to determine the maximum bending moment in girder G1. The roof dead load is D = 13 psf.    The reduced roof live load for this girder is Lr = 14 psf.

Determine the ASD adjusted modulus of elasticity, E’, for the following beam. Assume normal temperatures, bending about the strong axis, and no incising. Ignore the weight of the beam.Load:PD = 480 lbPLr = 2,080 lbLoad combination:D + LrSpan:L = 12 ftMember size:4 x 6Stress grade and species:No. 1 & Better 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:PD = 200 lbPLr = 2,240 lbLoad 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

A 2 x 12 rafter frames into a 3 x 6 stud wall. The load is a combination of PD = 120 lb and PS = 480 lb. Consider the D + S load combination. Determine the ASD actual bearing stress fc⊥ in the top plate of the wall.

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:PD = 400 lbPLr = 2,080 lbLoad combination:D + LrSpan:L = 12 ftMember size:4 x 12Stress grade and species:No. 1 & Better Douglas Fir-LarchUnbraced length:lu = 0Moisture content:MC < 19 percentLive load deflection limit:Allow. Δ ≤ L/360

Determine the ASD adjusted design compression strength parallel to grain, Fc’, for the following beam. Assume normal temperatures, bending about the strong axis, and no incising. Ignore the weight of the beam.Load:wD = 120 lb/ftwLr = 390 lb/ftLoad combination:D + LrSpan:L = 6 ftMember size:4 x 8Stress grade and species:Select Structural Douglas Fir-LarchUnbraced length:lu = 0Moisture content:MC < 19 percentLive load deflection limit:Allow. Δ ≤ L/360

A 2 x 12 rafter frames into a 2 x 8 stud wall. The load is a combination of PD = 110 lb and PS = 650 lb. Consider the D + S load combination. Determine the ASD actual bearing stress fc⊥ in the top plate of the wall.

Determine the maximum actual bending stress in 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 = 240 lb/ftLoad combination:D + LrSpan:L = 13 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 = 160 lb/ftwLr = 390 lb/ftLoad combination:D + LrSpan:L = 10 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

Determine the maximum actual bending stress in the following beam. Assume normal temperatures, bending about the strong axis, and no incising. Ignore the weight of the beam.Load:PD = 400 lbPLr = 2,400 lbLoad combination:D + LrSpan:L = 9 ftMember size:4 x 8Stress grade and species:No. 1 & Better Douglas Fir-LarchUnbraced length:lu = 0Moisture content:MC < 19 percentLive load deflection limit:Allow. Δ ≤ L/360