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 3.31PFS
To determine
The LRFD design strength and the ASD allowable strength of the given section,
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3. Segui Text Problem 3.5-1 (Modified)
Compute the nominal block shear strength of the tension member shown in
Figure P3.5-1. ASTM A572 Grade 50 steel is used. The bolts are 1" inch
3.5-1
in diameter.
L4 X 4 X 1/2"
2'4"
--
1½2"
3"
1/2"
FIGURE P3.5-1
Determine the LRFD design strength and the ASD allowable strength . Neglect block shear.
A36 steel and 7/8-in Ø bolts
Determine the LRFD design strength and the ASD allowable strength . Neglect block shear.
A36 steel and 3/4-in Ø bolts
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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- A C7 steel x 9.8 tension member is connected to a ⅜ inch thick gusset plate as shown. Both the member and the gusset plate are A36 steel. Compute the available block shear strength of the tension member.arrow_forwardDetermine the LRFD design strength and the ASD allowable strength of sections given. A C9 x 20 (Fy = 36 ksi, Fu = 58 ksi) with 2 lines of 7/8-in Ø bolts in the web asshownarrow_forwardDetermine 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, x%30.947in, y=1.69in). Consider block shear in your calculations. %3D 3/4" plate 2L5 x 3 % x 5/8 3" Pr 3" 3 @ 3" 12" - 3" P,arrow_forward
- PL 5/8 x 12 3/4-in-diameter boltsarrow_forward2. A double-channel shape, 2C10 x 20 steel, Fy = 50 ksi and Fu = 70 ksi, is used for a built-up tension member as shown in the figure. The holes are for 1/2-inch-diameter bolts. a. Determine the design strength for LRFD. b. Determine the allowable strength for ASD. 2½" 2½" Shape C12x30 X25 x20.7 PNA Web Thickness, t tw 2 in.² in. in. in. C15x50 14.7 15.0 15 0.716 11/16 3/8 x40 11.8 15.0 15 0.520 2 x33.9 10.0 15.0 15 0.400 C10x30 by d Area, Depth, A d 8.81 12.0 7.34 12.0 6.08 12.0 8.81 10.0 x25 7.35 10.0 x20 5.87 10.0 x15.3 4.48 10.0 12 0.510 2 12 0.387 12 0.282 5/16 10 0.673 11/16 10 0.526%2 10 0.379 38 10 0.240 4 4" Table 1-5 C-Shapes Dimensions Width, b; in. Flange 3.72 3% 1/4 3.52 32 3/16 3.40 3% 1/4 3.17 38 3/16 3.05 3 3/16 2.94 3 4" 3/8 3.03 3 1/4 2.89 278 3/16 2.74 234 V8 2.60 258 4" 4" Average Thickness, tr in. Distance Work- k Table 0.650 %8 0.650 8 1/16 0.650 % 17/16 0.501 21% 0.501 2 1½ 0.501 2 1½ 0.436 7/16 1/16 0.436 7/16 1/16 0.436 7/16 1/16 0.436 7/16 1/16 Gage in. in.…arrow_forwardProblem 1 Given the double splice connection shown made up of 6mm x 150mm steel plates with double row of 19mm diameter bolts. O = 552.93 MPa , t= 207MPA and op = 552.93 MPa a. Compute the tensile force of the steel plates ANS b. Compute the number of 19mm diameter bolts from shear ANS c. Compute the number of 19mm diameter bolts from bearing ANS d. Compute the number of 19mm diameter bolts for the connection ANS 150mm 6mmarrow_forward
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- A992 steel is used for the tension member shown. The bolts are ¾ inch in diameter. The connection is to a ⅜ inch thick gusset plate. A. Determine the nominal strength based on the gross area. B. Determine the nominal strength based on the effective net area.arrow_forwardDetermine the LRFD design strength and the ASD allowable strength of sections given. Neglect block shear.arrow_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
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