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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 V = 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. Plate 1

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 V = 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. Plate 1

Structural Analysis
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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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.
Transcribed Image Text: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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