For the connection shown in the figure. A 1/2 in thick tension plate is connected to two 3/8 in gusset plates. All bolts are 7/8 in diameter, bearing type connection, A490 with threads excluded from the shear plane. Fy-50ksi and Fu-65ksi. Standard holes are used. 1- Determine the strength of the connection taking into account shear strength of the bolts only. 2- Determine the strength of the connection taking into account the tensile strength of the tension plate at gross and net area only. U-1.0. 1.5" 3.0" 1.5" Gusset Plate -1.5-2.5-2.5-1.5 0 0 0 00 O Tension Plate 6.0"

For the connection shown in the figure. A 1/2 in thick tension plate is connected to two 3/8 in gusset plates. All bolts are 7/8 in diameter, bearing type connection, A490 with threads excluded from the shear plane. Fy-50ksi and Fu-65ksi. Standard holes are used. 1- Determine the strength of the connection taking into account shear strength of the bolts only. 2- Determine the strength of the connection taking into account the tensile strength of the tension plate at gross and net area only. U-1.0. 1.5" 3.0" 1.5" Gusset Plate -1.5-2.5-2.5-1.5 0 0 0 00 O Tension Plate 6.0"

Steel Design (Activate Learning with these NEW titles from Engineering!)

6th Edition

ISBN:9781337094740

Author:Segui, William T.

Publisher:Segui, William T.

Chapter7: Simple Connections

Section: Chapter Questions

Problem 7.9.3P

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A992 steel is used for the tension member shown. The bolts are ¾ inch in diameter. The connection is to a ⅜ inch thick gusset plate. A. Determine the nominal strength based on the gross area. B. Determine the nominal strength based on the effective net area.
4. Determine the design strength of the connection shown in the Figure below. Thebolts are 25 mm diameter A490 bolts with the threads not in the plane of shear.A36 steel is used (Fy = 250 MPa, Fu = 400 MPa).a. Compute the shear strength for all bolts.b. Compute the bearing strength for the tension member on all bolts.c. Compute the bearing strength for the gusset plate on all bolts.d. Compute the tensile strength of the tension member.e. Compute the design strength of the connection.
3.5-3 In the connection shown in Figure P3.5-3, the bolts are 4-inch in diameter, and A36 steel is used for all components. Consider both the tension mem- ber and the gusset plate and compute the following: a. the design block shear strength of the comnection b. the allowable block shear strength of the connection http://www.jamarana.com 12" -34 1/2" www.jan 3/2" t = 3/8 2/2" t = 7/16 FIGURE P3.5-3
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. 2" 3" 2" 1/2" thick Gusset Plate O 2" 3" 3" 2" 3/8" thick P
Considering the following steel connection. The plates in Pink are 9mm steel plates. The middle plate (Yellow) is 18mm thick. The width of the plate is 100mm. The maximum allowable tension stresses on any of the plates is 100Mpa in Gross Area Yielding and 150 Mpa for Net Area or Tension Rupture. The bolts used are 8mm in diameter, the holes are 10mm in diameter, no need to add 1.6mm. The bolts allow a maximum of 280 Mpa of shear. Determine the maximum allowable "P" of the connection in kN.
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.
Design a connection for the following conditions: 2L 8x6xtension member • Dead load = 50 kips, live load = 100 kips, and wind load = 45 kips • Group A bolts, no slip permitted • 3/8-inch-thick gusset plate • A36 steel for both the tension member and the gusset plate • Length = 20 feet Provide a complete sketch showing all information needed for the fabri- cation of the connection. a. Use LRFD. b. Use ASD.
(2) The connection shown below is bolted with 3/4 inch diameter, Group A slip-critical bolts in single shear. Assume that the bearing strength is adequate and use an elastic analysis to determine the maximum factored load that can be applied. 5.5" Column Flange o o O o o Gusset Plate 4sp. @3" O O 4" 30⁰ P₁ = ?
5. Find the allowable strength of the welded connection with a minimum throat size shown below. Base metal: S275 Fy = 275N/mm² Fu = 430N/mm² Weld metal tensile strength: Fe = 480N/mm² [all dimensions are in mm] -10mm thick gusset plate 150 125 125 -10mm thick gusset plate 125 VIEW A-A a 125 -PL 150x12 PL 150x12 -PL 150x12 A
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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.
Answer asap for an upvote. Thank you. in the connection shown in the figure,the bolts are 3/4 inch in diameter and A50 steel is used for all components. compute for the nominal block shear strength (kips) of front plate