2. Consider the connection on the following angleL7 x 4 xООО1.5 3" 3+33+++Use preferred material for L. All bolts are 1" A-490-X bolts. Edge distance is 1.5”.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?

Step 1: Given data.Step 2: a) Calculation for the Nominal bolt capacity.b) Calculation for the…

Answered: 2. Consider the connection on the…

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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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.
Please answer all the questions with a complete solution. thank you.
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A 3/4 in (thickness) X 5 in (height) steel plate is connected to another one through two bolts of nominal diameter 1/2 in in a zig-zag arrangement as shown. Determine the tensile strength capacity Pu of the connection. Review the three limit-states: (a) yielding in the gross area, (b) rup- ture in the overall net tensile area, and (c) block shear strength.
Design a single-angle tension member and a bolted connection for the following conditions: 7.7-2 50 kips, live load • Group A bolts, no slip permitted • 3/8-inch-thick gusset plate • Dead load kips, and wind load 45 kips • A36 steel for both the ten 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.
Please help !!
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
Consider the following bolted connection. Slippage is permitted. Member: L6x6x3/4 3/16 “ gusset plate Pu Pu A36 steel 3.5* 1"diameter A325-X bolts 1 1/4" 3 " 3* 1 1/4" Question 3.1: Please, indicate if the combined bolt shear strength is closer to: Question 3.2: Please, indicate if the combined bolt bearing strength is closer to: Question 3.3: Please, indicate if the angle yielding strength is closer to: Question 3.4: Please, indicate if the angle fracture strength is closer to: Question 3.5: Please, indicate if the angle block shear strength is closer to: Question 3.6: Please, indicate if the overall connection strength is closer to:
Q4) Determine the maximum service load than can be applied if the live load to DL ratio is 2. All structural steel is A36and the weld is a % inch fillet weld with E70 electrodes. Section is not double angle. Check if this weld size, length meets the code requirements? 2L5 x 3½ x %6 LLBB 5"
For the splice connection shown in the figure, a. Check all spacing and edge-distance requirements. (For 1-in diameter bolts minimum edge distance is 1.25 in. AISC Table J3.4) b. Compute the design strength based on shear and bearing. (Use LRFD) The plates are PL 1/2" x 7" steel ASTM A36 (Fy = 36 ksi, Fu = 58 ksi) and the bolts are 1-in diameter A325X (Fnv = 60 ksi) in standard holes.
Problem. 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)
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 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.

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