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

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

Bottom chord of truss is composed of two angle bars each having a dimension of 185 mm x 146 mm x 8.7 mm. Between them is a gusset plate, 9.5mm thick. At each end of joints, four 19mm-dia. bolts are fastened along the gage line, having an edge distance of 44 mm and 59mm pitch. Use A36 steel Fy 248 MPa Fu = 400 MPa %3D spacing of bolt = 68.9 mm %3D 9 5mm thick gunset plate edge dist Compute the capacity of the bottom chord based on block shear strength, in KN. uad

Question 1 Check that the medium-term load of 38 kN applied to the spaced column shown in below complies with the design requirements of BS 5268-2. The column consists of two 38 x 150 C22 timbers 76 mm apart. All joints are glued and intermediate packs are 250 mm long. suitable connection #### x ->89² 6:38. Y T -end blocking AP 100 intermediate blocking L₂ 1₁ x W L W EFH 400 m 38kN medium term load -ICHICHID -200 600 600 600 600 600 600 200 38kN medium term load

Problem 7 A 3-bay truss is simply supported on two masonry walls. The truss is subjected to dead loads, roof live loads, and snow loads. The maximum tensile force Pu in member CE from all LRFD load combinations is equal Pu = 74 k. Member CE is a single angle L6x4x3/8 connected to the gusset plate using one bolt 7/8 in in diameter. The angels are A36 steel (Fy = 36 ksi and Fu = 58 ksi). The edge distance from the center of the bolt to the end of the angle is 4 in as shown. See figure next Determine Pn, the design tensile strength of member CE (the minimum of the design yield strength, design rupture strength, and design block shear strength). page. Is member CE adequate?

A C8X11.5 single channel section is bolted to a gusset plate with M22 bolts. Assume A36 steel, 5.6mm thick web for the channel and an 8mm gusset plate. U = 0.80. The channel has a gross area of 2181mm2. The bolts have a shear stress of 457MPA. 30 65 65 30 60 80 O O O 60 C8X11.5 (AISC Designation) What is the allowable strength due to bearing in bolts (kN)?

r) what is the compressive buckling capacity of flange plate of the flange connection in kips? (2 decimal places) A992: Fy=50ksi, Fu=65ksiA36: Fy=36ksi, Fu=58ksieffective bolt hole diameter = bolt hole + 1/16"beam properties: tw=0.38 in., bf=7.07 in., tf=0.63 in.Fexx=70ksi

300 A W300 x 67 has two nes of 20 mm dia. Bolts in each flange (3 bolts in each line which has spacing as shown A36 steel is used with Fy= 250 MPa. Fu = 400 MPa Properties of W300 x 67 A = 8250 mm2 bf - 201 05 mm = 1440 mm d=300mm tw=84mm a) Compute the effective net area of the section b) Compute the allowable tensile strength of the section 201.05 CIVIL ENGINEERING-STEEL DESIGN 14.40 201.05 50 137.05

Material Strengths: Fy = 248 MPa, F = 400 MPa For the two lines of bolt holes, the pitch is the value that will give a net area DEFG equal to the one along ABC. The diameter of the holes is 22 mm. The thickness of the plate is 12 mm. Determine the LRFD design tensile strength based on yielding on gross area. D A to 50 1 ÓB 50 50 ic O 410 kN O 464 kN O 446 kN O 401 KN F IG Pitch Pitch KISS|Y

4. Determine the service load capacity of 2C10X20 channels as a truss member attached to a 7/8 in gusset plate as shown in Figure e5.20. The steel is A572 Grade 65 and the 7/8 in diameter A325 bolts are in a bearing-type connection (A325- X) with no threads in the shear planes. The load is 25% dead load and 75% live load O 4@3-1-0 O C10 x 20