Structural Steel Design (6th Edition)
6th Edition
ISBN: 9780134589657
Author: Jack C. McCormac, Stephen F. Csernak
Publisher: PEARSON
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Chapter 3, Problem 3.30PFS
To determine
The LRFD design strength and the ASD allowable strength of the given section.
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Compute the effective net area of the built-up section shown in Fig. P3-19 if the holes are punched for 3/4-in Ø bolts. Assume U = 0.90.
Determine the LRFD design strength and the ASD allowable strength . Neglect block shear.
A W8 x 40 of A992 steel having two lines of 3/4-in Ø bolts in each flange.There are 3 bolts in each line, 4 in on center.
Use the tension design tables in Part 5 (pages 5-5 to 5-13) of the steel manual toselect the preliminary size of a W section subjected to a dead load equal to 100 k and a live load equal to 200 kips. Use the LRFD method toselect the lightest possible sectionsuch that the section depth d < 12 in
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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- Determine the LRFD design strength and the ASD allowable strength . Neglect block shear. A W18 x 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.arrow_forwardDetermine the LRFD design strength and the ASD allowable strength . Neglect block shear. A WT5 x 15 consisting of A992 steel with a transverse weld to its flange only as shown in Fig. P3-32.arrow_forwardA=7B=7D=2C=5E=8F=4 Determine the total area (mm2) of the given section. ( Locate the centroid (mm) of the section from the toparrow_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_forwardDetermine the LRFD design strength and the ASD allowable strength of the sections given, including block shear. A WT6 x 26.5, A992 steel, attached through the flange with six – 1-in Ø bolts as shown in Fig. P3-35.arrow_forwardcheck the adequacy of W10 x 60 section to resist a service tensile load that induce the following forces: PD = 180k, E = 147.1 k and PL = 205k. The member length is 30ft and assumed to have two lines of holes in the web with 3" gauge. Assume there are four bolts in each line at 3 in c/c. All holes for 7/8 - in diameter bolts. The section must satisfy the slenderness effect.arrow_forward
- Determine 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_forwardAn L6 × 6 × 1/2 is used as a tension member, with one gage line of 3/4-in Ø bolts in each leg at the usual gage location (see Table 3.1). What is the minimum amount of stagger, s, necessary so that only one bolt need be subtracted from the gross area of the angle? Compute the net area of this member if the lines of holes are staggered at 3 in. (Ans. s=4.77 in, An = 5.05 in^2)arrow_forward0.1: An MC9x23.9 is connected with 3 /4-inch diameter bolts as shown below. A572 Grade 50 steel is used. Determine the design strength for the section.arrow_forward
- Determine the effective net area of the W16 x 40 shown in Fig. P3-23. Assume the holes are for 3/4-in Ø bolts.arrow_forwardA constructed beam ACB has a cross section of 1.5in X 1.5 in supported by a column CE having a cross section of 1in X 1in. Assuming that the allowable stresses for the connecting bolt for point C is 24 ksi for shearing and 30 ksi for bearing, determine the minimum diameter of the bolt required in Inches.arrow_forwardThe W24x76 beam has holes for 11/2in diameter bolts in the top and bottom flanges as shown. Determine the net area (An)at section A-A.arrow_forward
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