Member Releases 1

[john1525]

I have a continuous WF beam supported with three pipe columns. The bottom flange of the WF is bolted to plates with four (4) bolts and the plates are welded to the pipe columns. Is it correct to model the column member released (release Mx & Mz) at the connection with the plate & bot flange of the beam?

 

[SteveGregory]

Is the cap plate thick enough and the bolts spread out enough to provide a rigid moment connection? STAAD gives the option of a release and a partial release.

What is your design objective? To design the column, the beam or both or are you trying to predict drift from a lateral load?

 

[john1525]

Thank you for your response. There are not that many STAAD users on this forum and with Bentley's customer service it will be none left.

Back toteh problme: All of the above. The bottom flange of the beam is connected with a 3/4" thick plate and (4) 1" ASTM A325 bolts 11" apart. The 8" pipe post is welded to a base plate and anchored to concrete. We are just trying to determine worst case scenario and the question came up. How much of fixitidy there is at teh dconnection? The beam is continuous over the support.

 

[SteveGregory]

You could alternate adding soil springs to the footings and fixing the column bases and at the same time change the releases at the top and bottom of the columns.

You would do this to evaluate and design each of the components (the columns, footings and beams) for the worst case stresses and drifts.