sbaldy
Structural
- Jun 5, 2003
- 1
I have a project designing steel connections. The EOR is specifying reactions for steel beams - as is typically done. There are also several moment connections specified with a triangle symbol without any design moment specified (also typical).
Normally if the moment connection is between a WF beam and a WF column, I would try and develop the full moment capacity of the beam or column, whichever has less capacity. But in this case the WF beams are supported from the side of HSS columns with welded moment plates on the top and bottom flange of the WF beam (no room for collared plates). In this case the HSS column has a much lower moment capacity and the allowable moment is further limited by the compression plate into the face of the HSS column.
Just curious what other engineers would expect for design of these moment connections?
Normally if the moment connection is between a WF beam and a WF column, I would try and develop the full moment capacity of the beam or column, whichever has less capacity. But in this case the WF beams are supported from the side of HSS columns with welded moment plates on the top and bottom flange of the WF beam (no room for collared plates). In this case the HSS column has a much lower moment capacity and the allowable moment is further limited by the compression plate into the face of the HSS column.
Just curious what other engineers would expect for design of these moment connections?