OneHotYoda
Structural
I am performing an analysis on a ten span steel girder-floorbeam-stringer bridge. The girders in Spans 4 and 7 have hangers which transmit vertical load, but no moment. The girders are 11 feet deep and I have modeled them as line elements with prismatic section properties. I tried simply releasing the moments and global FX at the ends of the members framing into the joint at the hanger, but got huge deflections. Any thoughts on how to properly model the hangers in STAAD? Thanks!