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1. Loads. Find the governing load for the beam (in pounds or kips per linear foot) and column (in pounds or kips) shown below using (a) wood; (b) steel; and (c) reinforced concrete. Consider live load reduction, and assume the following loads: D = 60 psf; L = 100 psf; and S = 40 psf. Use ASD for wood and steel; use strength design (LRFD) for reinforced concrete. Note that the governing load for reinforced concrete is the factored "design" load.

2. Wood beam design. Design a simply-supported, uniformly-loaded wood beam with a 10-foot span to support a total load of 250 #/ft (consisting of live and dead loads only in equal proportions). Assume Douglas Fir-Larch No.2. Design for bending; check for shear and live-load L/360 deflection (assuming that the live load is 1/2 the total load). Do not redesign for shear or deflection. Do not use C_H in shear check.

3. Steel beam design. Design a simply-supported, steel beam with a 30-foot span supporting 2 concentrated loads of 30 k each at the third-points of the span (consisting of live and dead loads only in equal proportions). Assume A-992 steel. Design for bending; check for shear and live-load L/360 deflection (assuming that the live load is 1/2 the total load). Do not redesign for shear or deflection.

Note: Also study steel beam analysis.

4. Reinforced concrete beam/slab design:
a) Find A_s, d, and select bars for a rectangular beam resisting a design moment, M_u = 137 ft-k with f'_c = 4 ksi. Use a steel ratio, ρ = 1/2(ρ_max) and a width b = 12".

b) Find A_s for a positive-moment T-beam with the cross-section shown below and M_u = 300 ft-k, as in the problem above. Assume 10' centerline beam spacing and a 40' span. f'_c = 4 ksi. The total slab "height" or thickness is 4". Check deflection.

c) Find the spacing for the slab shown in the image above (with a height of 4" and d = 3"). Use No. 3 bars if possible and assume L = 100 psf and D = concrete weight only (@ 150 pcf). Design for negative moment only, using ACI moment values. Note that these values are based on clear span, not "centerline" span described above. As before, use f'_c = 4 ksi. Check deflection.

d) Find minimum and maximum spacing for web steel (stirrups) in the T-beam described above, assuming values of design shear shown below. Also find location of start of maximum spacing; and location where no web steel is required. Use No. 3 bars if possible.

5. Wood column analysis. Find the capacity of a 4x6 Douglas Fir-Larch No. 2 column with an effective length of 12'. Assume live and dead loads only.

Note: You will not be required to actually compute the stability factor, C_p, in wood column analysis or design problems.

6. Steel column analysis. Find the capacity of a A-36 W12x53 steel column with one hinge and one fixed constraint. The height (but not the effective length) is 12'.

Note: Also study column design.

7. Reinforced concrete column design. Find the required steel area and select 4 bars (if possible) for a square 10"x10" column supporting 265 k with f'_c = 4 ksi.

8. Reinforced concrete beam-column design. Find the required steel area and select 6 bars (if possible) for a 21"-diameter circular (spiral) column with 3" cover to centerline of bars. Do not interpolate; use closest interaction curve. The column must resist a design load, P_u = 1212 k and a design moment, M_u = 242.4 ft-k.

9. Wood and steel tension analysis. Find the capacity in tension for (a) a Douglas Fir-Larch No.2 2x10 with 1/2"-diameter bolts as shown; and (b) an A-36 steel 1/2" x 6" plate with 1/2"-diameter bolts, also as shown below.