Fully Welded Beam to Column Web Connection
Fully Welded Beam to Column Web Connection
(OP)
I am designing a fully welded beam to column connection where a 0.5 m section of beam is welded to the web of the column in the shop. The width of the beam is considerably less than the depth of the column. On site, the beam section is to be connected to the remainder of the beam using a splice detail. The connection is specified as a moment connection.
The moment at the connection results in a force of approx 500 kN in the flanges of the beam. Does anyone have any suggestions for designing for this? Would it be advisable to attach a plate to the beam flanges such that the plate is in contact with the column flanges?
The moment at the connection results in a force of approx 500 kN in the flanges of the beam. Does anyone have any suggestions for designing for this? Would it be advisable to attach a plate to the beam flanges such that the plate is in contact with the column flanges?






RE: Fully Welded Beam to Column Web Connection
RE: Fully Welded Beam to Column Web Connection
RE: Fully Welded Beam to Column Web Connection
http://www.FerrellEngineering.com
RE: Fully Welded Beam to Column Web Connection
http://www.FerrellEngineering.com
RE: Fully Welded Beam to Column Web Connection
http://www.FerrellEngineering.com
RE: Fully Welded Beam to Column Web Connection
Is this arrangement adequate? How would I check the stresses in the column web? Also, what should I take as the effective length of the weld? Should I just take it as being equal to the column web depth?
RE: Fully Welded Beam to Column Web Connection
http://www.FerrellEngineering.com
RE: Fully Welded Beam to Column Web Connection
http://www.FerrellEngineering.com