The beam shown if Figure 3 has lateral support only at the ends. For a specific reason, the live load deflection must be less than L/180. Use A992 steel and select a W-18 shape. (Hint: Ignore the self-weight of the beam when calculating C, but consider it when designing the beam). 50k (Live load) 15'- + 30 2.5 k/ft (Dead load excluding the self-weight) 15'

Check the adequacy of column AB for applied live load. Fy= 350Mpa W360x51: A= 6450mm2 rx= 148mm ry= 38.8mm d=355mm b=171mm == 11.6mm =7.2mm 2m B F W360x51 A 3m GookN/m (Live load) D c 3m Md Sof EX

A concrete rectangular column with dimensions A= 343 mm and B= 575 mm (See figure below) is braced against side sway. The column is to be fixed on both ends for bending about the Y-axis and to be pinned on both ends for bending about the X-axis. The unsupported length is 7.99 meters. Use f'c-33.76 MPa. Reinforcements are along "B" only. B L The column is subjected to the following service loads: A O

a. Design the beam shown below. The unfactored dead and live loads are shown in the diagram. Select your section based on the attached excerpt from AISC Manual. b. Calculate the max deflection; and compare with the allowable deflection. Hint: Consider point load and uniformly distributed load separately. 25 kips (live load) ➜ 15 ft. # 30 ft. 0.85 k/ft. (dead load) 0.95 k/ft. (live load)