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 3.25PFS
To determine
The LRFD design strength and the ASD allowable strength of the given section
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3. Segui Text Problem 3.5-1 (Modified)
Compute the nominal block shear strength of the tension member shown in
Figure P3.5-1. ASTM A572 Grade 50 steel is used. The bolts are 1" inch
3.5-1
in diameter.
L4 X 4 X 1/2"
2'4"
--
1½2"
3"
1/2"
FIGURE P3.5-1
Determine the LRFD design strength and the ASD allowable strength. Neglect block shear.
A36 steel and 7/8-in Ø bolts
N
VA
N
SZ
2-MC 12 x 40
00
K
All 2 in
2 in
3-in
3/in
2/in
Determine the LRFD design strength and the ASD allowable strength of sections
given. Neglect block shear.
A36 steel and 3/4-in Ø bolts
1.4 in
2 in
A
BQ
3 in
0.650 in
0.400 in
0.400 in-
+ 9 in
C15 х 33.9
3 in
QE
3 in
1.4 in
2 in
0.650 in
(a)
(b)
(c)
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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- 1. An L 178 x 102 x 19 with one line of 20mm diameter bolts in each leg in usual gage as shown. Assume the connection length is 450mm. The pitch distance for the subsequent standard size holes is 75mm. Use ASTM A572M Grade 345 steel materials and : a. Determine the design strength of the member. b. Specify the maximum permitted length of the member as per AISC specifications.) 102mm g g 19mm 178mm L 178 x 102 x 19 Gusset Platearrow_forwardTwo steel plate tension members have been connected using 0.72” diameter bolts arranged in an equally-spaced four by four square formation.Total plate self-weight is specified as 912 pounds.Design of the elements adhered to the set of values that are twice as much as the minimum requirements. Both plates have a thickness equal to 1/3 in. Take shear fracture stress as 54ksi and the min required edge distance as 0.125ft. Find the maximum allowable service dead load(excluding the self-weight)and live load assuming live load is half as much as dead load including the self-weight of the plates.arrow_forwardDetermine the LRFD design tensile strength of the bolted connection shown. The angles are connected through the longer legs to a % x 11 in plate. Holes are made for % in bolts. Use steel F,-50 ksi F-65 ksi. L5x3x% (4, = 4.92in, x%30.947in, y=1.69in). Consider block shear in your calculations. %3D 3/4" plate 2L5 x 3 % x 5/8 3" Pr 3" 3 @ 3" 12" - 3" P,arrow_forward
- Determine the LRFD design strength and the ASD allowable strength sections given. Neglect block shear. L7 x 4 x 1 in Use A36 steel and 3/4-in Ø bolts 3 in 2 in 1 3 in 2 inarrow_forwardThe tension member shown is a PL 5/8 x 10, and the steel is A36. The bolts are 7/8-inch in diameter. a. Determine the design strength for LRFD. b. Determine the allowable strength for ASD. Tühitinin 2" 2" + 32 | 3² | O O O O OO Oarrow_forwardDetermine the LRFD design strength and the ASD allowable strength of sections given. Neglect block shear. A36 steel and 7/8-in Ø bolts 2, in 3글 in 2 in All 2 in 2-МC 12 х 40 FIGURE P3-26 /21/2 3.arrow_forward
- The 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_forwardDetermine 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.arrow_forwardDetermine 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_forward
- a] Compute LRFD 6.) Compute ASD CIVIL STEEL DESIGN ENGINEERING- BOLTED CONNECTION Sample Problem 5: The 175 x 100 x 16 mm angle shown connected to a gusset plate with three 25 mm bolts (A490) when threads are excluded from shear planes. The angle consists of A36 steel. Properties of 4 175 x 100 x 16 A36 Steel Properties of A490 bolts A = 4181 mm² t = 16 mm Fy = 248 MPa F₁ = 400 MPa Fy = 276 MPa Nominal hole dia. = 27 mm 75 T+ 100 Gusset Plate 100 F 100arrow_forward3.5-1 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_forwardDetermine the LRFD design strength and the ASD allowable strength of sections given. A C9 x 20 (Fy = 36 ksi, Fu = 58 ksi) with 2 lines of 7/8-in Ø bolts in the web asshownarrow_forward
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