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 3.22PFS
To determine
The effective net area of the given section using the U value.
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Calculate the capacity of the shear connection below. A36 Plate: Fyp= 248MPa, Fup= 400MPa. A992 Beam; Fyb= 345MPa, Fub= 450MPa. Fexx= 480MPa. twb= 10.92mm
tp= 12, X= 45, nr= 3(no. of bolts)
What is the shear yielding capacity of shear plate in kN?
What is the shear rupture capacity of the shear plate in kN?
What is the block shear rupture capacity of shear plate in kN?
What is the weld capacity in kN?
Hhello,
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.
Problem 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
6mm
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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- Read the situation carefully and answer the problem with complete, clear, and correct solution. Provide sketch with dimensions. 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. 2" 3" 3" Y 2" þe 2" 2" |-| || 3² | 3² | ОО O Oarrow_forwardDetermine the critical net width for the staggered bolted connection as shown in the figure below. The diameter of the bolts is 19 mm. Use depth 4y = 200 mm. %3D x = 0.8y A y y E.arrow_forwardThe 200 mm x 150 mm x 12/5 mm angle has one line of 20 mm diameter bolts in each leg. The bolts are 75 mm on center in each line and are staggered 37.5mm with respect to each other. Fy 248 MPa, Fu-400 MPa. Standard nominal hole diameter of 20 mm bolt is 21mm. Area of the angular section= 4355 mm2. Reduction coefficient U-0.75 CIVIL ENGINEERING STEEL DESIGN Compute The following: a) The effective net area b.)The design strength for LRFD. c) The allowable strength for ASD. 200 75 (1125 67.5 150 1125 1125arrow_forward
- Calculate the capacity of the shear connection below. A36 Plate: Fyp= 248MPa, Fup= 400MPa. A992 Beam; Fyb= 345MPa, Fub= 450MPa. Fexx= 480MPa. twb= 10.92mm tp= 12, X= 45, nr= 3(no. of bolts) What is the bolt shear capacity in kN? What is the bearing capacity of the shear plate in kN? What us the bearing capacity of the beam in kN? What is the shear yielding capacity of shear plate in kN? What is the shear rupture capacity of the shear plate in kN? What is the block shear rupture capacity of shear plate in kN? What is the weld capacity in kN?arrow_forwardThe 3/4 in x 15 in plate has staggered holes as shown. The holes are for 7/8 in F bolts. Determine the smallest net area (An)arrow_forward10 – 7/8" Bolts Gusset Plate Plate thickness t = ½" 2" b. 2" Tension Member A36 Steel Plate 2" P 12" 2" g I 2" Calculate Tension Capacity 2" of line 1. abcde (A,„) 2. abfcgde (A„) 3. abfgde (A,), and 4. Yielding over Agross An A 3" 3"arrow_forward
- 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…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_forwardGiven: 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 Parrow_forward
- The 1 × 8 plate is shown in the figure. The holes are for 3/4-in Ø bolts. Compute the net area of each of the given members. (Ans. 6.44 in^2)arrow_forwardThe tension member shown in the figure contains holes for 3/4-in Ø bolts. At what spacing, s, will the net area for the section through one hole be the same as a rupture line passing through two holes? (Ans. 3.24 in)arrow_forwardProblem. A bolted connection shown consists of two plates 300 mm x 12 mm connected by 4 - 22 mm diameter bolts. 12 mm bolts T12 mm te12 mm P 300 75 75 75 Edge distances = 75 mm %3D dnole for tensile and rupture = dp +3 mm %3D dnole for bearing strength for Lec = d + 1.5 mm Fy = 248 MPa Fu = 400 MPa %3D En 330 MPa %3D Use LRFD design method. Determine the design strength due to tensile rupture strength of plates. (kN)arrow_forward
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