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 3.16PFS
To determine
The minimum stagger and the net area of the given tension member.
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Given:
Compute A,, and A, for a 14-in.-wide and ½-in.-thick plate subject to tensile loading with staggered holes as shown
in Figure
½" thick-
P
2.00"
3.00 4.00 3.00
2.00
A
B
EF
O
s=2.50"
D
G
34" bolts in
13/16" holes
P
Problem 3.0
Given:
Weld
フリュー
PL ½ x 6
A36 steel
1= 1/2"
Required: block shear strength of the gusset plate.
1. The tension member shown in Figure 3.4-2 is a PL 58 x 10, and the steel is A36. The bolts are
3/4-inch in diameter.
a. Draw the different potential failure lines.
b. Compute the effective net area.
22"
2½"
2"
4
3"
*₁
3"
✓
2"
2. 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 12-inch-diameter bolts.
PNA
a. Determine the design strength for LRFD.
b. Determine the allowable strength for ASD.
YD
Shape A
2" 2"
-X
Area, Depth,
d
| 3²²-|-1 3²² |
00
"There is no elevator to success, you have to take the stairs." - Zig Ziglar
God bless. Ⓒ
O O
O
Web
Thickness,
tw
in.
in.
O
4"
C10-30
x25
x20 5.87 10.0 10 0.379 %
x15.3 4.48 10.0 10 0.240 4
4"
Table 1-5
C-Shapes
Dimensions
Flange
Width,
b₁
2
in.
in.
in.2 in.
C15x50 14.7 15.0 15 0.716 1168 3.72 3% 0.650 %
x40 11.8 15.0 15 0.520
x33.9 10.0 15.0 15 0.400 %
14 3.52 32 0.650 %
%/16 3.40 3% 0.650 %
C12-30 8.81 12.0 12 0.510
4 3.17 3%
x25 7.34 12.0 12…
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) 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) 3/4 15 O O O O O O Q O O 3" 3 27 3 784 Bolts Pet *arrow_forwardHhello, Thanks a lot for your help, please I have the following points: 1-Is it allowed to use Fult=65 ksi? 2-Why we consider Wt section? this procedure as I understand is applied when the connection is to flange. 3-The net area estimated is only for one bolt, i believe An=11.80-(4*7/8*0.305)=10.733 inch^2. 4-x bar which I consider is from case 2 only since case 7 will not work, x bar is only Tw/2 value?. U value=1-(0.1525/6.50)=0.977. Could you please advise? Thanks.arrow_forwardDetermine the smallest net area of the tension member shown in the figure. The holes are for 3/4-in Ø bolts at the usual gage locations. The stagger is 1 1/2 in. (Ans. 2.98 in^2)arrow_forward
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