The truss diagonal member consists of a Pair of angles L5x3x1/2 that are loaded in tension. The bolts to be used are 7/8". The member steel is A36. The bolt design shear strength for one angle is 24.3 kips per bolt.
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- Select an American Standard Channel shape for the following tensile loads: dead load = 54 kips, live load = 80 kips, and wind load = 75 kips. The connection will be with longitudinal welds. Use an estimated shear lag factor of U = 0.85. (In a practical design, once the member was selected and the connection designed, the value of U would be computed and the member design could be revised if necessary.) The length is 17.5 ft. Use Fy=50 ksi and Fu=65 ksi. a. Use LRFD. b. Use ASD.PROBLEM 9.9 9.10 in the bolted connection of Figure 9.12, assume that the bolts are in. in diameter and that the allowable shear stress for the bolts is 14,500 psi. Based on bolt shear only, compute the safe allowable load P that may be applied. 9.2 CcThe tension member is a PL 1⁄2 × 6. It is connected to a 3⁄8-inch-thick gusset plate with 7⁄8-inch-diameter bolts. Both components are of A242 steel. Note: A242 Fu = 70ksi dh = db + 1/16’’ Use: Consider deformation at the bolt hole what is the: minimum spacing as per AISC code provisions maximum spacing as per AISC code provisions minimum edge distance as per AISC code provisions maximum edge distance as per AISC code provisions
- A 16 mm thick tension member is connected by two 6.25 mm spliced plates as shown. The tension member carries a service loads of dead load of 110 kN and a live load of 100 kN. 40, 80 , 40 , 40, 80 40 1625 mm 16 mm 1625 mm Fy 248 MPa Fu = 400 MPa Diam. of bolts = 16 mm Fnv = 300 MPa O Determine the nominal strength for one bolt due to shear. O Determine the nominal strength for one bolt due to bearing strength of the connection. ® Determine the number of bolts required for the connection.The bolt is made of a material having an allowable tensile stress of 140.44 MPa and an allowable shearing stress of 55.44 MPa. The bolt will be tightened so that the axial load will be 17 KN. Design the most economical shank diameter and thickness of the nut.10/- find the bearing stress between bolts and plate 80 kN 80 kN 8-bolt DIA. 10 MM 80 kN 80 kN 8-bolt DIA. 10 MM 125 MPa 12.5 MPа О 250 MPа no one O 8 mm 300mm 3. 4) -O--O O 5,
- The bolt is made of a material having an allowable tensile stress of 140.44 MPa and an allowable shearing stress of 55.44 MPa. The bolt will be tightened so that the axial load will be 17 KN. Design the most economical shank diameter and thickness of the nut. Find also the required thickness of the bolt head if the thread is 0.25 mm deepFive M20 8.8/ bolts are used in the connection between a beam and a column. Both sides of the cleat plate are welded to column using fillet weld (Manual metal arc AS4855 B-E43XX) with size of 5 mm. The design force transferred from beam to column is 300 kN. The cleat plate has thickness of 12 mm, fy = 300 MPa, and fü = 360 MPa. Determine the unit stress sustained by the weldA double-channel shape, 2C8 x 18.75 is used as a tension member. The channels are bolted to a ¾-inch gusset plate with % - inch diameter bolts. The tension member is A572 grade 50 steel and the gusset plate is A36. If LRFD is used, how much factored tensile load can be applied? Consider all limit states. →2" popoy |-|-|-|-|-| n оо- 0 0 0 0 x + = ³/8" 288×18.15
- ANGLE IS CONNECTED AT A GUSSET PLATE /3 FILLET WELDS USING E70 ELECTRODES AND A-50 STEEL, DETERMINE THE SHORTEST LENGTH L1 and L2 TO FULLY DEVELOP THE STRENGTH OF THE ANGLE USE SHEAR LAG FACTOR OF U= 0.75 LRFD. 8 61 L2 L1 L5 X5 XThe plate with dimension 18 mm x 400 mm (thickness by width) is to be connected to a gusset plate using 6-Ø24 mm bolts in arrange in 3 row (2 each row) along the x-axis. The plate is to be design for tension. Using A36 steel and assuming Ae= An. Use NSCP 2015. a. Compute the design strength considering yielding and tensile rupture. (LRFD) b. Compute the allowable strength considering yielding and tensile rupture. (ASD)= 410 N/mm? 8.20 A column section ISHB 300 @ 618 N/m (f, mand f, = 250 N/mm") is to be spliced. The factored design loads are: %3D Axial load over the column 450 kN Shear force 100 kN Bending moment (a) Design the splice plates and bolted connections using bolts of grade 4.6. (b) Design HSFG bolts and revise the splice plate size if possible. 30 kNm