Column on beam connection 1

[Bhotar3]

Base plate welded to a W6x25 column bolted to the top flange of a W6x25 beam. I have the loads at the connection. How would you go about sizing the plate? Would it be conservative to simply make it the size of the top flange of the beam? Also, I tried to locate a "base plate" calculation spreadsheet, but everything is columns to pedestals, not column to beam.

 

[JoshPlumSE]

This is just like an extended bolted end plate moment connection. Just rotated 90 degrees. See AISC design guides #4 and 16.

 

[Bhotar3]

Could I treat it as an upside down cap plate??

 

[WARose]

Looks like the axial load is a tension load (with it marked as "(T)"). So you would combine that with your strong & weak axis moments to get your max. tension load for a bolt. After that, it's just a matter of cantilevering the force to the face of the column. You'd also check prying action on the beam you are bolting to. (But I doubt that would require a thicker flange than your plate.)

You'd als check the combined tension & shear in the bolts. (Looks to be minimal.)

 

[CANPRO]

You can treat it as a cap plate if you want...as long as you account for all the loads you can treat it however you want. JoshPlum gave you the answer though, turn your picture 90deg and its a fairly typical beam to column moment connection.

 

[racookpe1978]

Is the lower column (in purple in the 3D image above) also connecting to the same WF horizontal beam at its lower flange?

If so, that will affect the entire problem, since the web gets loads from both flanges then.

 

[MonsieurR]

Why not use continuity plates? thickness should be easy to dimension using tables (e.g., roark) with conservative assumptions