3. Compute the resisting moment with respect to the x-x axis for the A36 steel member shown. The cover plates are attached with continuous fillet welds, and the compression flange has full lateral support. (Use Fb= 24 ksi.) For the W18X 50: (section depth) d = 17.99 in. Ix = 800 in.4 10" X " plate W18 X 50 10" X " plate

A W14X120 is used as a tension member in atruss. The flanges of the member are connected to a gusset plate by 3/4 inch boltas shown below. Use A36 steel with Fy-36 ksi and Fu=58 ksi Determine the Yielding Capacity of the section based on LRFD (kips) Determine the Tensile Rupture capacity of the section based on LRFD Determine the Demand to Governing Capacity Ratio (based on yielding and rupture only) if the Demand load carried by the section are DL=200 kips LL=400 kips use LRFD Properties and Dimension Ag=35.30 in^2 x = 6.24 in ry= 3.74 in d=14.5 in tf=0.94 in bf=14.7 in tw=0.59 in k=1.54 d=14.5 Y k1=1.5 bf=14.7 tf-0.94 X -tw=0.59 H

The welded frame beam connection consists of the framing angle 100 x 75 x12.5mm and the column W12 x 72. The welds are 9mm fillet welds made with E70 electrodes. All members are A36 steel. 12.5 mm a.) Determine Pu base on the capacity of the welds. Use LRFD design Factors. W 12x72 Angular Section 75 m 18.75 18.75 Angular section Angular section 800

Select the lightest C6 channel shape to be used as a 12 ft long tension member to resist the following service loads, PD = 20 k and P₁ = 32 k. The member will be con- nected by a transverse weld at the end of the channel only. Use A36 Grade 36 steel with F = 58 ksi. (Ans. C6 × 10.5 LRFD and ASD)