How to specify HSS Moment Conns on Design Docs

[structuralengr89]

How does your firm specify HSS Moment Connections on your design documents?

Our firm typically designs all connections and does not leave it up to the fabricator. I typically use extended end plates for W sections, but I've got a project where the arch wants to use HSS columns (6" tubes)with W-section beams for the main frame. Do you list the moment envelope on your plan sheet? I was planning on having moment connections both ways at each column. I've designed some conns with the HSS Connection Manual. There are quite a few different methods of connection and from talking to local shops some are quite costly.

Thanks in advance.

 

[strguy11]

We design the moment connections, however, I have seen other engineers show the moment envelope on the plans. However, I think that if you do this, the Code of Standard Practice requires you to schematically show the type of moment connection that you are allowing.

We have used welded flange plates to the column in the past.

What is the size of the moment you are dealing with?

 

[csd72]

Try an end plate connection, one welded to the column and one to the end of the beam.

Critical item on this is the capacity of the column webs under concentrated load, but the thickness of the plate does help spread this.