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 3.6PFS
To determine
The net area of the given members,
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Compute the net area of each of the given members.
Determine the LRFD design strength and the ASD allowable strength . Neglect block shear.
A36 steel and 7/8-in Ø bolts
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
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 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_forwardCompute the net area of each of the given members.arrow_forwarddraw -for the tread bars - 3-D 10 mm -for teh iser bars- d 10 mm @150 mm o.c. size of wooden handril= 3"x5" narra wood size of newel post = from 4"x 4 narra wood stair railing= metal stair railingsarrow_forward
- 3.5-1 Block Shear The tension member is a PL¾8 X 5¹2 of A242 steel. It is connected to a 38-in. thick gusset plate, also of A242 steel, with ¾-inch diameter bolts as shown in Figure P3.5-1. Determine the nominal block shear strength of the tension member. 1½" ro 2¹2" O 1 1½" I 1½" 3" O O O o FIGURE P3.5-1 O- 14 3" 1½" 3.5-1 the shear areas are Agv = (3/8) (7.5) 2 5. 625 in. ² and, since there are 2.5 hole diameters in each line of bolts, Any (3/8) [7.5-2.5(3/4+1/8)] x 2 = 3.984 in.² The tension area is Ant = (3/8) [2.5-1(7/8)] = 0.6094 in. ²2 Fy= 50 ksi, Fu = 70 ksi Rn 0.6FuAny + Ubs FuAnt = = 0.6(70) (3.984) + 1.0(70) (0.6094) = 210 kips Check upper limit: 0.6FyAgv + UbsFuAnt = 0.6(50)(5.625) + 1.0(70)(0.6094) = 211 kips > 210 kipsarrow_forwardThe small postal scale consists of a counterweight W1, connected to the members having negligible weight. Determine the weight W2 that is on the pan in terms of the angles θ and Φ and the dimensions shown. All members are pin connected.arrow_forwardA C7 steel x 9.8 tension member is connected to a ⅜ inch thick gusset plate as shown. Both the member and the gusset plate are A36 steel. Compute the available block shear strength of the tension member.arrow_forward
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