Thin Plates for Moment and Torsion connection
Thin Plates for Moment and Torsion connection
(OP)
Hi guys,
I have a bit of an unusual situation. So, in reality I'm designing some stairs in which the flights/landings cantilever off of columns in the central well of the structure.
All sections of the structural members will be hollow section (beams and columns) and the senior engineer doesn't want to use hollo-bolts or anything similar.
His suggestion for the connection is illustrated in the picture below:

My concern is, this thin plate connection would need to resist bending plus torsion, would it be any effective in doing so? Or am I overthinking it?
If you have any suggestions on how to design the connection and make sure it works as intended that would also be great!
Thanks.
I have a bit of an unusual situation. So, in reality I'm designing some stairs in which the flights/landings cantilever off of columns in the central well of the structure.
All sections of the structural members will be hollow section (beams and columns) and the senior engineer doesn't want to use hollo-bolts or anything similar.
His suggestion for the connection is illustrated in the picture below:

My concern is, this thin plate connection would need to resist bending plus torsion, would it be any effective in doing so? Or am I overthinking it?
If you have any suggestions on how to design the connection and make sure it works as intended that would also be great!
Thanks.






RE: Thin Plates for Moment and Torsion connection
Brian C Potter, PE
Simple Supports - Back at it again with the engineering blog.
RE: Thin Plates for Moment and Torsion connection
I'd be more worried about the welds in bending (due to off-set loads).
another day in paradise, or is paradise one day closer ?
RE: Thin Plates for Moment and Torsion connection
Any ideas why this connections are usually considered pinned and not recommended for moment connections?
RE: Thin Plates for Moment and Torsion connection
Brian C Potter, PE
Simple Supports - Back at it again with the engineering blog.
RE: Thin Plates for Moment and Torsion connection
I would prefer an HSS bracket shop welded to the column and extending to the outer beam. The inner and outer beams could bear on the bracket, preferably but not necessarily, on top of it.
BA
RE: Thin Plates for Moment and Torsion connection
Sorry BAretired, what do you mean by HSS bracket shop?
RE: Thin Plates for Moment and Torsion connection
RE: Thin Plates for Moment and Torsion connection
another day in paradise, or is paradise one day closer ?
RE: Thin Plates for Moment and Torsion connection
BA
RE: Thin Plates for Moment and Torsion connection
another day in paradise, or is paradise one day closer ?
RE: Thin Plates for Moment and Torsion connection
Structural, Alberta
RE: Thin Plates for Moment and Torsion connection
RE: Thin Plates for Moment and Torsion connection
It would not have enough stiffness to attract significant moment in a frame system. As a cantilever as you have it, I would be worried about slope of landing as others have mentioned. As BA mentioned could an outrigger be used? Even take it full width of landing.