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
Chapter2: Loads On Structures
Section: Chapter Questions
Problem 1P
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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 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
column. Consider limit states only for the plate itself. That
is, you do not need to consider limit states for the beam or
column.
• For which plate(s) will you need to check the buckling
capacity, Plate 1, 2, and/or 3? Explain.
Plate2
Plate 1
3.00" 2.50"
2.00"
2.75"
2.75"
2.75"
2.00"
Plate3
W18 55
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