Column sitting on girder cap plate connection.

[smvk3]

I am checking connection steel shop drawings for a job. I have an HSS steel column sitting on top of a girder cap plate connection (see attached sketch) with fairly high loads (260 kips from the column above, 100 kips from the girder). All the loads are gravity only with no moment transfer. I have checked the following:

1. Web local yielding, web crippling, and web compression buckling in the beam.
2. All the required stiffener checks (I assumed the loads distribute equally to each stiffener).
3. I have made the base plate in the column above and the cap plate in the column below thick enough so that the load is uniformly distributed to the HSS member per specification K1.6 (so that there isn't any shear lag in the load transfer).

Are there any other required checks? Does the base plate and cap plate see any bending?

 

[malikasal]

I have done this connection in a previous project and did exactly what you did.





ôIf you don't build your dream someone will hire you to help build theirs.ö

Tony A. Gaskins Jr.

 

[RPMG]

We use this detail too.

The connection is a moment connection, so gravity can make the load non-uniform. The bearing plate is a moment check anyway. Just increase the axial force for the bearing plate design.

 

[smvk3]

so do you design the base plate for the column above like it is sitting on concrete? this is a post and beam set up so I am not transferring any moment.