Connection details

[PTT]

Hi there,
I'm curious about the connection detail. If I turned the minor axis of wide flange beam in vertical direction and conect this beam to the web of a same size column,is it normally do?. It means I have to cope both flanges of beam out, right? So I have only thin web to transmit the vertical load from beam to column and if I use the end plate detail for the end connection,shall I provide the stiffener in vertical direction for this connection (to make the web more stiff )or just checking only the shear capacity of this web of beam. I forgot to tell that I modeled this joint as pinned and the analysis result has shear and small axial force. Any suggestion be appreciate
cccp

 

[flamby]

PTT,

It is not a common detail. You are trying to transfer the shear load of beam through web, flanges removed, so you will have to strengthen the web by providing extra plates welded to the web to account for loss of material. Add a few cover plates (cross sectional area eqauling area of flanges removed) on top of web and a cleat (angle) for the connection. this angle can be welded or bolted to the column web.

Web stiffeners at column web (from back side, vertical) are also highly recommendable.

However much will depend upon the magnitude of the forces that you are getting. If the web alone seems capable of taking that, there should not be any difficulty in getting the connection work even without adding any plate to the web. But I feel, the section provided may not be over-designed so much in the first place to give you that much freedom.

flame

 

[PTT]

Thanks a lot flame

 

[jrmack]

If I understand the geometry of your problem, you have a wide flange supporting load on its weak axis framing into a column of the same depth.
I would recommend either connecting the beam by its flanges to the column (could be bolted plates to both the beam flanges and the column flanges); or welding a WT shape horizontally into the column (web and flanges) so that the WT flange is flush or slightly proud of the tips of the column flanges, and the beam would have an end plate extending to the flanges of the beam (for a bolted connection). If there were no axial load on the beam, the WT could be replaced with a horizontal flat bar across the tips of the column flanges.