HSS beam to WF column connection
HSS beam to WF column connection
(OP)
I have a HSS beam (HSS 16x12) with Torsional loading due to facade attachment and this beam frames into web of WF column (W10). As it has to tranfer torsion inaddition to shear, typical shear tab connection does not work. And as column is narrow,--any suggestion on connection type and geometry?






RE: HSS beam to WF column connection
RE: HSS beam to WF column connection
RE: HSS beam to WF column connection
BA
RE: HSS beam to WF column connection
if the columns is so narrow that an endplate will not fit in the web space, you can add a plate across the web as has been stated and also added stiffeners on top
RE: HSS beam to WF column connection
RE: HSS beam to WF column connection
RE: HSS beam to WF column connection
RE: HSS beam to WF column connection
By the way...why do we call them end plates? The beam has to begin somewhere!
Mike McCann
MMC Engineering
Motto: KISS
Motivation: Don't ask
RE: HSS beam to WF column connection
RE: HSS beam to WF column connection
Michael.
Timing has a lot to do with the outcome of a rain dance.
RE: HSS beam to WF column connection
RE: HSS beam to WF column connection
Are most of you agree on welding over bolting on HSS memebers?
Thanks for great replies.
RE: HSS beam to WF column connection