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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

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 = 220 lb/ftwLr = 150 lb/ftLoad combination:D + LrSpan:L = 9 ftMember size:4 x 8Stress grade and species:No. 2 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 = 360 lbPLr = 800 lbLoad 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

Determine the ASD adjusted minimum modulus of elasticity, Emin’, for the following beam. Assume normal temperatures, bending about the strong axis, and no incising. Ignore the weight of the beam.Load:PD = 440 lbPLr = 800 lbLoad combination:D + LrSpan:L = 6 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

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 = 120 lb/ftwLr = 270 lb/ftLoad combination:D + LrSpan:L = 6 ftMember size:4 x 14Stress 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 volume factor, Cv, for a 3.125” x 21” Douglas Fir glulam that is 22 feet long and simply supported.

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 flat roof is 36-in. o.c. Roof dead load = 8 psf. Snow load = 100 psf. Roof sheathing is to be an APA rated plywood sheathing, and panels are to be oriented in the strong direction. The load is governed by deflection limits of L/240 for snow load and L/180 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 pin-connected wood truss is loaded and supported as shown. Determine the axial force produced in member GH if PB = 900 lb, PC = 1,800 lb, PD = 2,600 lb, L = 6 ft, and h = 8 ft. Positive choices indicate tension. Negative choices indicate compression.

A 2 x 10 rafter frames into a 3 x 4 stud wall. The load is a combination of PD = 140 lb and PS = 450 lb. Consider the D + S load combination. Determine the ASD actual bearing stress fc⊥ in the top plate of the wall.

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 = 5,000 lbPE = 7,500 lbQD = 4,500 lbQL = 1,000 lbQLr = 2,000 lbQS = 5,000 lbQR = 1,000 lbQW = 0 lbQE = 0 lbSpan:L = 10 ft Member size:4 x 12 Stress grade and species:No. 1 Douglas Fir-Larch Unbraced length:lu = L/2 = 5 ft Moisture content:MC < 19 percent