A 20 ft column pin-supported at the top and the bottom with an ultimate axial load Pu= 200 kips. The lightest W8 section (Fy-50 ksi) that can resist this load is: A) W8 x 58 B) W8 x 40 C) W8 x 35 D) W8x 48 An L7 x 4 x 3/8 angle has two lines of bolts in the long leg as shown. The net area An along line ABC s equal to: A) 3.535 in2 B) 3.375 in² C) 3.250 in² D) 3.750 in²

A plate girder must be designed for the conditions shown in Figure P10.7-4. The given loads are factored, and the uniformly distributed load includes a conservative estimate of the girder weight. Lateral support is provided at the ands and at the load points. Use LRFD for that following: a. Select the, flange and web dimensions so that intermediate stiffeners will he required. Use Fy=50 ksi and a total depth of 50 inches. Bearing stiffeners will be used at the ends and at the load points, but do not proportion them. b. Determine the locations of the intermediate stiffeners, but do not proportion them.

Use load and resistance factor design and select a W shape with a nominal depth of 10 inches (a W 10) to resist a dead load of 175 kips and a live load of 175 kips. The connection will be through the flanges with two lines of 11 4 -inch-diameter bolts in each flange, as shown in Figure P3.6-6. Each line contains more than two bolts. The length of the member is 30 feet. Use A588 steal.