The three-plate moment connection shown below are all shop-welded to the column and then field bolted to the girder. The beam is a W18 55 that has a factored moment of Mu = 382 kip ft and a factored shear of Vu = 65 kip. All plates are A36 steel (Fy = 36 ksi, Fu = 58 ksi). Plate 2 is connected to the girder using four bolts as shown. All bolts for the connection are 7/8" diameter A325-X. • Design Plate 1, including the required number of bolts and dimensions of the plate. Assume an E70XX weld to the

The three-plate moment connection shown below are all shop-welded to the column and then field bolted to the girder. The beam is a W18 55 that has a factored moment of Mu = 382 kip ft and a factored shear of Vu = 65 kip. All plates are A36 steel (Fy = 36 ksi, Fu = 58 ksi). Plate 2 is connected to the girder using four bolts as shown. All bolts for the connection are 7/8" diameter A325-X. • Design Plate 1, including the required number of bolts and dimensions of the plate. Assume an E70XX weld to 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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Problem 17. The welded connection shown in the figure uses electrodes E70XX. The nominal weld strength of the connection is: a 184.40 kN b 245.87 kN c 430.27 kN d 485.59 kN 18. For the connection shown in problem 17, the LRFD design strength is: a 322.70 kN b 364.19 kN c 387.24 kN d 437.03 kN 19. For the connection shown in problem 17, the ASD al strength is: a 215.14 kN b 242.80 kN c 322.70 kN d 387.24 kN
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The three-plate moment connection shown below are all shop- welded to the column and then field bolted to the girder. The beam is a W18 55 that has a factored moment of Mr = 382 kip ft and a factored shear of V₁ = 65 kip. All plates are A36 steel (Ex = 36 ksi. Fu = 58 ksi). Plate 2 is connected to the girder using four bolts as shown. All bolts for the connection are 7/8" diameter A325-X. Plate2 Plate 1 2.00" 2.75" 2.75" 2.75" 2.00" Plate3 W18 55 3.00" 2.50" (a) Design Plate 1, including the required number of bolts and dimensions of the plate. Assume an E70XX weld to the column. Consider limit states only for the plate itself. That is, you do not need to consider limit states for the beam or column. (b) For which plate(s) will you need to check the buckling capacity, Plate 1, 2, and/or 3? Explain.
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