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

J 7.12 A built-up steel member is composed of a W18 X 71 wide- flange section with a 12-in.-by--in. plate welded to its top flange, as shown. Locate the X-X centroidal axis. SE 200 N X- PROBLEM 7.12 Ç 12" Cover plate- 12" × ½" W18 x 71 £ Sym. 19 Y-Y ba -X MBJBORS

The tension member is a PL 9.5 mm x 137.5 mm of A 242 steel. It is connected to a 9.5 mm gusset plate, also of A242 steel (Fy = 345 MPa, Fu = 485 MPa) with 22 mm diameter bolts as shown. What is the net area along the shear surfaces assuming the failure plane connected all the bolts? Calculate the upper limit block shear strength in kN assuming the failure plane connected all the bolts. What is the net area along the tension surface assuming the failure plane connected all the bolts? Calculate the nominal block shear strength in kN

Determine the LRFD design tensile strength of the bolted connection shown. The angles are connected through the longer legs to a % x 11 in plate. Holes are made for % in bolts. Use steel F,-50 ksi F-65 ksi. L5x3x% (4, = 4.92in, x%30.947in, y=1.69in). Consider block shear in your calculations. %3D 3/4" plate 2L5 x 3 % x 5/8 3" Pr 3" 3 @ 3" 12" - 3" P,