Structural Steel Design (6th Edition)
6th Edition
ISBN: 9780134589657
Author: Jack C. McCormac, Stephen F. Csernak
Publisher: PEARSON
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Question
Chapter 12, Problem 12.12PFS
To determine
The number of bolts required for LRFD and ASD for the bearing type connection.
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For the splice connection shown in the figure,
Compute the design strength based on shear and bearing. (Use LRFD)
The plates are PL 12" x 7" steel ASTM A36 (Fy = 36 ksi, Fu = 58 ksi) and the bolts are 7/8-in.
diameter A325 (Fnu = 68 ksi) in standard holes.
P₁4
in
3 in 3 in
3 in 3 in 3 in
-in bolts
3 in
6 in
+
Pu
P 12 in
The connection shown below uses 1-inch-diameter Group A bolts with the threads not in the shear plane. No slip is permitted. Both the tension member and the gusset plate are
A36 steel. These bolts have not been added to distribute loads in the filler and two fillers are used. Use LRFD for solution. What is the design strength for block shear in kip?
Express your answer in two decimal places.
1/2" thick Gusset Plate
3/8" thick
2"
3"
2"
2"
3"
3"
2"
A double lap splice connection shown in figure B is made up of 6mm x 150mm and 9mm x 150mm. Use NSCP specifications and assume a double row of bolts with standardsize holes for a bearing type connection with threads excluded from the shear planes.Minimum tensile strength Fu = 552.93MPa. Assume diameter hole is 3mm bigger than thediameter of bolts. Allowable shear stress is Fv = 207MPa. Allowable bearing stress fb = 1.2Fu.Diameter of bolts is 19mm. Fy = 449.25MPa.(a) Compute the tensile capacity of the steel plates. (Max. Net Area = 0.85 of Gross Area)(b) Compute the number of 19mm diameter bolts to develop the full strength of the plates.
Note: SHOW DRAWINGS AND SOLUTIONS.
Chapter 12 Solutions
Structural Steel Design (6th Edition)
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Similar questions
- (2) Determine the LRFD design tensile strength and the ASD allowable tensile strength for the bearing-type connection as shown below. The steel is Fy = 36 ksi and Fu = 58 ksi, the bolts are ¾ -inch diameter A325, the holes are standard sizes and threads are not excluded from shear plane. Assume deformation at bolt holes are a design consideration, ignore the block shear mode and bolts are snug-tight. P/2- PL 1 x 12 P/2E PL 1 x 12 2 in 3 in O O O 3 in 2 in 13 in [3 in 13 in 13 in PL 1 X 12 Parrow_forwardAngle Bolted Connection. The L6 x 31/2 × 5/16. -in angles, shown in Figure, The bolts are 3/4 inch in diameter. If A36 steel is used. All components are grade 36 steel. Find design tension strength? 1.5" 1.5" 24" 2"arrow_forward2-PL10x1/2 A-36 Bolts are 7/8 in A-325, threads are not excluded. All edge spacings are minimum | 3" | 3" | о PL 10x3/4 A-572Gr50 a) Determine the nominal bolt capacity. b) Determine the nominal bearing capacity for each plate. c) Determine the nominal rupture capacity of each plate. d) What is the nominal capacity of the connection? e) Using LRFD, is this connection capable of supporting a dead load of 150 kip and a live load of 100 kip?arrow_forward
- Problem 3. Lap connection is made of A325 % inch diameter bearing type bolts that threads are not in the plane of shear. The plates 3/8 x 7 and 5/16 x 7 are made of A36 (F,=58 ksi) steel. If live load to dead load ratio is 4, find the maximum service load that the connection can carry. A325X % in diameter bolts PL 3/8 x 7 PL 5/16 x 7 1.5 in 2 in 2 in 1.5 in 1.5 in 2 in 2 in 1.5 inarrow_forwardThe connection shown below uses 1-inch-diameter Group A bolts with the threads not in the shear plane. No slip is permitted. Both the tension member and the gusset plate are A36 steel. These bolts have not been added to distribute loads in the filler and two fillers are used. Use LRFD for solution. What is the design strength for tension on gross area in kip? Express your answer in two decimal places. 1/2" thick Gusset Plate 3/8" thick 2" 3" 2" 2" 3" 3" 2" P.arrow_forwardIn the connection shown in Figure 5, ASTM A572 Grade 50 steel is used for tension member (C10x20), A36 steel is used for the gusset plate (t = ½ in.). The holes are for 1-inch bolts. What is the maximum factored block shear strength in LRFD for this connection? Note: You must check both, the tension member and the gusset plate, for block shear. 1¹/2" + O O Figure 5 C10x20 X t=½ in.arrow_forward
- Determine the maximum safe load T that the splice connection can resist using LRFD. The bolts are 16mm diameter with oversized holes. The two plates at the left are both PL300X10 and the plate at the right is PL300X16. Use A-50 steel. 40 40 60 90 90 60arrow_forwardThe connection shown below uses 1-inch-diameter Group A bolts with the threads not in the shear plane. No slip is permitted. Both the tension member and the gusset plate are A36 steel. These bolts have not been added to distribute loads in the filler and two fillers are used. Use LRFD for solution. What is the design strength for block shear in kip? Express your answer in two decimal places. 2" 3" 2" 1/2" thick Gusset Plate O 2" 3" 3" 2" 3/8" thick Parrow_forwardThe bolted connection shown is a bearing type connection. Which of the following best gives the shearing capacity, ØRn. of the bolts? Consider threads excluded from shear plane and deformation at bolt hole is a design consideration. Standard size holes. PL350x12mm = 250 MPa C250x22.8 70 114 M20 A490 70 40' 60' 60 '40 SECT. A d tw bf tf Mm 15.8 mm^2 mm mm mm mm C250x22.8 2880 254 6.1 65 11.1 Ix(10^6) Sx(10^3) ly(10^6) Sy(10^3) Zx(10^3) Zy(10^3) rx ry mm^4 mm^3 mm mm^4 mm^3 mm mm^3 mm^3 27.7 218 98.1 0.912 18.5 18.5 257 40.3 O 424.8 KN O 1,102.7 KN O 3,770.7 KN O 1,637.1 KNarrow_forward
- 5) Calculate P the allowable tensile load for the butt joint shown. Each A325-N high-strength bolt has a diameter of 0.9 inches. The plates are made of ASTM A36 steel. If the applied load is 200 kips, is this connection adequate? If not, what needs to be changed so that this connection can handle an applied load of 200 kips? P- ФФ P ! 12"x " P. P.arrow_forwardTwo plates each with thickness t = 10 mm are bolted together with 6 - 16 mm diameter bolts forming a lap connection. Plate (A36): Fy = 248 Mpa FU = 400 MPa bolts are A325 in standard holes with threads excluded from shear planes. Considering Tension Yielding, compute the the design strength for LFRD. Use NSCP 2015 Round your answer to 2 decimal places.arrow_forwardA) 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_forward
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