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.
A bolted connection shown consists of two plates 300mm x12mm connected by 4 - 22 mm diameter bolts. Edge distances = 75mm dhole for tensile and rupture = db + 3 mm dhole for bearing strength for Lc = db + 1.5 mm Fy = 248 Mpa Fu = 400 Mpa Fn = 330 Mpa Use LRFD design method. Determine the design strength due to the gross yielding of plates. (kN)
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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.
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"
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(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 = ?
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.
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.
Given W 16x36 section as shown below (Fy = 50ksi, Fu= 65ksi). The holes are 3/4 inch in diameter. The connection is bolted at the web only. Assume x=0.76 inch, determine... 3. The Tensile strength Tn (LRFD) neglecting block shear failure mode.

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