Structural Steel Design (6th Edition)
6th Edition
ISBN: 9780134589657
Author: Jack C. McCormac, Stephen F. Csernak
Publisher: PEARSON
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Question
Chapter 3, Problem 3.36PFS
To determine
The LRFD design strength and the ASD allowable strength of the given section,
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Determine the LRFD design strength and the ASD allowable strength. Neglect block shear.
A36 steel and 7/8-in Ø bolts
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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,
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A) The 3/4 in x 15 in plate has 4 rows (or horizontal lines) of bolts. Each row has 3 bolts.
The bolt diameter is 7/8 in. Determine the gross area (Ag) and the net area (An)
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Chapter 3 Solutions
Structural Steel Design (6th Edition)
Ch. 3 - Prob. 3.1PFSCh. 3 - Prob. 3.2PFSCh. 3 - Prob. 3.3PFSCh. 3 - Prob. 3.4PFSCh. 3 - Prob. 3.5PFSCh. 3 - Prob. 3.6PFSCh. 3 - Prob. 3.7PFSCh. 3 - Prob. 3.8PFSCh. 3 - Prob. 3.9PFSCh. 3 - Prob. 3.10PFS
Ch. 3 - Prob. 3.11PFSCh. 3 - Prob. 3.12PFSCh. 3 - Prob. 3.13PFSCh. 3 - Prob. 3.14PFSCh. 3 - Prob. 3.15PFSCh. 3 - Prob. 3.16PFSCh. 3 - Prob. 3.17PFSCh. 3 - Prob. 3.18PFSCh. 3 - Prob. 3.19PFSCh. 3 - Prob. 3.20PFSCh. 3 - Prob. 3.21PFSCh. 3 - Prob. 3.22PFSCh. 3 - Prob. 3.23PFSCh. 3 - Prob. 3.24PFSCh. 3 - Prob. 3.25PFSCh. 3 - Prob. 3.26PFSCh. 3 - Prob. 3.27PFSCh. 3 - Prob. 3.28PFSCh. 3 - Prob. 3.29PFSCh. 3 - Prob. 3.30PFSCh. 3 - Prob. 3.31PFSCh. 3 - Prob. 3.32PFSCh. 3 - Prob. 3.33PFSCh. 3 - Prob. 3.34PFSCh. 3 - Determine the LRFD design strength and the ASD...Ch. 3 - Prob. 3.36PFSCh. 3 - Prob. 3.37PFS
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- 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. Tühitinin 2" 2" + 32 | 3² | O O O O OO Oarrow_forward3-25. A36 steel and 3/4-in Ø bolts (Ans. LRFD 170.42 k, ASD 113.39 k) - L7 x 4 x} 1 in 3 in 2 in 3 in + 2 in FIGURE P3-25arrow_forward1. An L 178 x 102 x 19 with one line of 20mm diameter bolts in each leg in usual gage as shown. Assume the connection length is 450mm. The pitch distance for the subsequent standard size holes is 75mm. Use ASTM A572M Grade 345 steel materials and : a. Determine the design strength of the member. b. Specify the maximum permitted length of the member as per AISC specifications.) 102mm g g 19mm 178mm L 178 x 102 x 19 Gusset Platearrow_forward
- Determine the load-carrying capacity of the 2 PL 5/16 x 3 tension member shown based on the limit states of weld/base metal (tension member only) capacity. The weld is 3/16 inch E70 and the plate is grade A36. PL ½x 6 2 PL 16 x 3 3"> The capacity of the two plates (2 PL 5/16 x 3) tension member is closet to: DELLarrow_forwarda] Compute LRFD 6.) Compute ASD CIVIL STEEL DESIGN ENGINEERING- BOLTED CONNECTION Sample Problem 5: The 175 x 100 x 16 mm angle shown connected to a gusset plate with three 25 mm bolts (A490) when threads are excluded from shear planes. The angle consists of A36 steel. Properties of 4 175 x 100 x 16 A36 Steel Properties of A490 bolts A = 4181 mm² t = 16 mm Fy = 248 MPa F₁ = 400 MPa Fy = 276 MPa Nominal hole dia. = 27 mm 75 T+ 100 Gusset Plate 100 F 100arrow_forwardA PL ½ x 8 tension member is connected with six 1-inch-diameter bolts, as shown in Figure P3.2-2. The steel is ASTM A242. Assume that A, = A, and compute the following. a. The design strength for LRFD. b. The allowable strength for ASD. PL ½ x 8 o o oarrow_forward
- Determine the LRFD design strength and the ASD allowable strength . Neglect block shear. A WT8 x 50 of A992 steel having two lines of 7/8-in Ø bolts as shown in Fig. P3-28. There are 4 bolts in each line, 3 in on center.arrow_forwardA C9 x 20 with 2 lines of 7/8-in diameter bolts in the web as shown in the figure. Fy = 36 ksi and Fu = 58ksi. Determine the LRFD design strength and the ASD allowable strength. Use C9 x20 (A = 5.87 in², d = 9in, t = 0.448in, br=2.65in, t=0.413in, * = 0.583 in) 2 in 4 in 2/ in +0 2 in 3 in 3 inarrow_forwardProblem # 8.0 The tension member shown is a C12 x 20.7 of A572 Grade 50 steel. Will it safely support a service dead load of 60 kips and a service live load of 125 kips? Use Equation 3.1 for U. by O O 2½" 22" | 2½" 7/8-in.-diameter bolts. оооо оооо m 000 U=0.90 Single and double angles m W10x 19 = 0.394 (for parent shape) 0000 by Single and double angles … W8 x 24 -=0.820 > U=0.90 O O O 00 U=0.80 W shape U=0.70arrow_forward
- 3.5-1 Block Shear The tension member is a PL¾8 X 5¹2 of A242 steel. It is connected to a 38-in. thick gusset plate, also of A242 steel, with ¾-inch diameter bolts as shown in Figure P3.5-1. Determine the nominal block shear strength of the tension member. 1½" ro 2¹2" O 1 1½" I 1½" 3" O O O o FIGURE P3.5-1 O- 14 3" 1½" 3.5-1 the shear areas are Agv = (3/8) (7.5) 2 5. 625 in. ² and, since there are 2.5 hole diameters in each line of bolts, Any (3/8) [7.5-2.5(3/4+1/8)] x 2 = 3.984 in.² The tension area is Ant = (3/8) [2.5-1(7/8)] = 0.6094 in. ²2 Fy= 50 ksi, Fu = 70 ksi Rn 0.6FuAny + Ubs FuAnt = = 0.6(70) (3.984) + 1.0(70) (0.6094) = 210 kips Check upper limit: 0.6FyAgv + UbsFuAnt = 0.6(50)(5.625) + 1.0(70)(0.6094) = 211 kips > 210 kipsarrow_forwardDetermine the maximum safe load T that the splice connection can resist using LRFD. The bolts are 16mm diameter with oversized holes. The two plates at the left are both PL300X10 and the plate at the right is PL300X16. Use A-50 steel. 40 40 60 90 90 60arrow_forwardA W16 x 45 of A992 steel is connected to a plate at each flange as shown. Determine the nominal strength based on the net section using alternative value of shear lag factor. * -2¼" 8-in.-diameter bolts W16 x 45arrow_forward
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