Edge Angle Drag Members
Edge Angle Drag Members
(OP)
If you are trying to squeeze out all of the capacity of an edge angle drag member that is spanning perpendicular to steel joists, do any of you think it is defensible to use a K=0.5 when calculating compression buckling capacity of the edge angle? Thanks






RE: Edge Angle Drag Members
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Edge Angle Drag Members
RE: Edge Angle Drag Members
RE: Edge Angle Drag Members
Back to using the joist seat to transfer load to the beam, I have constantly been told that Vulcraft does not allow it, but they have published examples in their Design Guide. Does anybody know the reason for this? Is it a true statement that joist seats CANNOT be used?
RE: Edge Angle Drag Members
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Edge Angle Drag Members