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 3.30PFS
To determine
The LRFD design strength and the ASD allowable strength of the given section.
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A 15" x 3/8" bar of A572 Gr. 50 steel is used as a tension member. It is connected to a gusset plate with 7/8-in diameter bolts as shown in the figure. Use s = 2.0 and g = 3.0.a) Determine the design tensile strength of the section based on yielding of the gross area.b) Determine the critical net area of the connection shown.
A PL40 mm X 250 mm (smaller member) is connected to a gusset plate (bigger member) as shown.
The diameter of the holes are 25 mm. The pitch and gage of the holes are 50 mm and 75 mm,
respectively. The yield strength of the steel is 260 MPa while the ultimate tensile strength of the
steel is 400 MPa. Determine the design (LRFD) tensile strength of the tension member in kN.
Neglect block shear.
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A PL40 mm X 250 mm (smaller member) is connected to a gusset
plate (bigger member) as shown. The diameter of the holes are 25
mm. The pitch and gage of the holes are 50 mm and 75 mm,
respectively. The yield strength of the steel is 260 MPa while the
ultimate tensile strength of the steel is 400 MPa. Determine the
design (LRFD) tensile strength of the tension member in kN.
Neglect block shear.
H
G
P
P
D
B
F
C
A
E
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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- Material Strengths: Fy = 248 MPa, F = 400 MPa For the two lines of bolt holes, the pitch is the value that will give a net area DEFG equal to the one along ABC. The diameter of the holes is 22 mm. The thickness of the plate is 12 mm. Determine the LRFD design tensile strength based on yielding on gross area. D A to 50 1 ÓB 50 50 ic O 410 kN O 464 kN O 446 kN O 401 KN F IG Pitch Pitch KISS|Yarrow_forwardThe 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 A= 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)arrow_forwardThe 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)arrow_forward
- The welded girder shown in the accompanying illustration has an external shear V₁ = 300 k and V₁ = 350 kat a particular - section. Determine the fillet weld size required to fasten the plates to the web if the SMAW process is used. E70. Use LRFD and ASD. PL1 x 16 I Web x 48 PL1 x 16arrow_forward... 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_forwardA 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 LLBBarrow_forward
- A 10mm x 150 mm plate of A36 steel (Fy = 248 MPa & Fu = 400 MPa) is used as a tension member. It is connected using 20 mm Ø bolts. U=1.0 a. Determine the tensile capacity based on yielding (ASD & LRFD) b. Determine the tensile capacity based on rupture (ASD & LRFD) c. Determine the tensile capacity based on block shear strength (ASD & LRFD) 75mm 37.5 75 75 75 87.5arrow_forwardThe A36 tension member is connected with 6- 16 mm diameter bolt. The member is made of Plate PL 4"x8" or PL 12mmx200mm. Net reduction factor = 0.85, Fy 248MPA, Fu = 400 MPa. Calculate the following using ASD and LRFD method. 1. Tensile yield strength of the section. 2. Minimum tensile strength PL ½x 8 O o oarrow_forwardConsidering the following steel connection. The plates in Pink are 9mm steel plates. The middle plate (Yellow) is 18mm thick. The width of the plate is 100mm. The maximum allowable tension stresses on any of the plates is 100Mpa in Gross Area Yielding and 150 Mpa for Net Area or Tension Rupture. The bolts used are 8mm in diameter, the holes are 10mm in diameter, no need to add 1.6mm. The bolts allow a maximum of 280 Mpa of shear. Determine the maximum allowable "P" of the connection in kN.arrow_forward
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