3. Use A992 steel and select a W shape for the loads and moments shown in the picture. The loads and moments are unfactored and are 25% dead load and 75% live load. The member is part of a braced frame. Use Kx = Ky = 1.0. 236 k P = 80 k 15' 168 ft-k M 133 ft-k 43 ft-k T 16' My Mntx=27 ft-k My=9ft-k Problem 2 Problem 3

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.

The member shown in Figure P6.6-4 is part of a braced frame. The load and moments are computed from service loads, and bending is about the x axis (the end shears are not shown). The frame analysis was performed consistent with the effective length method, so the flexural rigidity. EI, was unreduced. Use Kx=0.9. The load and moments are 30 dead load and 70 live load. Determine whether this member satisfies the appropriate AISC interaction equation. a. Use LRFD. b. Use ASD.

Compute the nominal shear strength of an M107.5 of A572 Grad 65 steel.