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 3.27PFS
To determine
The LRFD design strength and the ASD allowable strength of the given section,
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The built-up girder below is comprised of four A572 Grade 50 plates welded together. Compute the section
modulus (S), plastic modulus (Z₁), and shape factor (Z₁/S). Using Table B41.b of the Specification,
determine whether the flanges and web are compact, noncompact, or slender.
-PL 1" x 40"
10" CLEAR SPACING
PL 1.5" x 20" TYP
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.
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Problem 1:
The tension member is a PL 12 × 6. It is connected to a 38-inch-thick gusset plate
with78-inch-diameter bolts. Both components are of A36 steel.
a. Check all spacing and edge-distance requirements.
b. Compute the nominal strength in bearing
W' PL
PL ½x 6
24" 24"
1"
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 C8 x 18.75 is to be used as a tension member. The channel is bolted to a 3⁄8-inch gusset plate with 7⁄8-inch-diameter, A307 bolts. The tension member is A572 Grade 50 steel and the gusset plate is A36. a. Check all spacing and edge-distance requirements. b. Compute the design strength based on shear and bearing. c. Compute the allowable strength based on shear and bearing.arrow_forward1. A double-angle tension member, 2L 3 × 2 × 3/16 LLBB, of A36 steel is subjected to a dead load of 12 kips and a live load of 36 kips. It is connected to a gusset plate with 3/4- inch-diameter bolts through the long legs. Does this member have enough strength? Assume that Ae = 0.85An. a. ASD b. LRFD Section 1 (T COIC.:)arrow_forwardDetermine the LRFD design strength and the ASD allowable strength of sections given. Neglect block shear. A W18 × 40 consisting of A992 steel and having two lines of 1-in Ø bolts in each flange. There are 4 bolts in each line, 3 in on center. (Ans. LRFD 391.1 k, ASD 260.7 k)arrow_forward
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- ... A36 (Fy=36ksi; Fu=58ksi) steel is used for the tension member shown. a. Determine the design strength based on the gross area. b. Determine the design strength based on the net area. - PL % x12 2" 5/8" 2" 4" 12" 4" 2" 4-in.-diameter bolts Cross Sectional area of PL3/8x6 a) Blank 1 b) Blank 2 Blank 1 Add your answer Blank 2 Add your answerarrow_forward3. 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 P3.5-1arrow_forwardDetermine the LRFD design strength and the ASD allowable strength of sections given. Neglect block shear. A36 steel and 7/8-in Ø bolts 2, in 3글 in 2 in All 2 in 2-МC 12 х 40 FIGURE P3-26 /21/2 3.arrow_forward
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