The tension member shown in Figure 3.4-2 is a PL 5/8 x 10, and the steel is A36. The bolts are 7/8-inch in diameter. a. Determine the design strength for LRFD. b. Determine the allowable strength for ASD. 이하 10304030의 O O +|2|in|me|| 00 O O O
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- The tension member is a PL 12 x 6. It is connected to a 38-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 3" PL ... PL ½x 6 12" 24" 24" 12" a. What is the minimum spacing as per AISC code provisions Round your answer to 3 decimal places.The 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 provisionsThe details of an end bearing stiffener are shown in Figure . The stiffener plates are 9⁄16-inch thick, and the web is 3⁄16-inch thick. The stiffeners are clipped 1⁄2 inch to provide clearance for the flange-to-web welds. All steel is A572 Grade 50. a. Use LRFD and determine the maximum factored concentrated load that can be supported. b. Use ASD and determine the maximum service concentrated load that can be supported.
- A C8 × 11.5 is connected to a gusset plate with 7⁄8-inch-diameter bolts as shown in the Figure . The steel is A572 Grade 50. If the member is subjected to dead load and live load only, what is the total service load capacity if the live-to-dead load ratio is 3? Assume that Ae = 0.85An.a. Use LRFD.b. Use ASD.The tension member shown is a PL 5/8 x 10, and the steel is A36. The bolts are 7/8-inch in diameter. a. Determine the design strength for LRFD. b. Determine the allowable strength for ASD. 2" 2" -|-|- |-|-|- -| 3 die einheitliche O O O OO OA C8 × 11.5 is connected to a gusset plale with 22 mm diameter bolts as shown. The steel is A572 Grade 50. If the member is subjected to dead load and live load only, what is the total scrvice load capacity if the live-to-dead load ratio is 3? Assume that Ae = 0.85Ap. a. Use LRFD. b. Use ASD. Properties of A572 Grade 50: Fy = 345 MPa C8 × 11.5 Fu = 448 MPa Properties of C8 x 11.5: Ag = 2,181 mm? br = 57.4 mm d= 203.2 mm Lw = 5.6 mm lf = 9.9 mm
- Plate A, PL 16mm x 375mm, is connected to another plate B with 10- 22 mm o bolts as shown. The steel is A36 steel with Fy= 250 MPa and F,= 400 MPa. Assume that plate B has adequate strength. Use ASD. Plate B 375a 75 m 2 75mm Plate A 75 mm 75mm 150 50150 Compute the nominal strength based on yielding in KN.O Determine the allowable tensile strength of Plate A in KN.O Compute the allowable tensile strength at section a-1-2-2-4-c in KN.0A double-angle shape is shown in the figure. The steel is A36, and the holes are for 2-inch-diameter bolts. Assume that A₂ = 0.75An. Ae 1 2 Determine the design tensile strength for LRFD. Determine the allowable strength for ASD. CIVIL ENGINEERING - STEEL DESIGN AL Section 2L5 x 3 x 516 LLBBThe tension member shown in figure below is a PL ½ x 8 of A36 steel. The member is connected to a gusset plane with 1 ⅛ inch-diameter bolts. It is subjected to the dead and live loads shown. Does this member have enought strength? Assume that Ae=An. a. Use LRFD b. Use ASD
- Determine the design tensile strength of the 12 in. x 1/2 in. steel plate shown in the figure. The bolts are 3/4 in. diameter. The steel is A572 Gr. 50. Check yielding and fracture. Check Block Shear. T 3in. 73im 13in 1 3in tDesign the size and length of Fillet weld for the lap joint shown below, Use SMAW E70XX process, plates are A-36 steel? 90k LL 40k DL R-X7 5" Gusset P 8 90k LL 40k DLThe 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)