Gusset Plate at HSS Column
Gusset Plate at HSS Column
(OP)
I am refreshing a building design that has both SCBF and OCBF braced frames. The original design (using the 2000 IBC) used Square HSS columns, wide flange beams, and Square HSS braces.
The brace gussets are welded onto the wall of the HSS Columns. The AISC seminar "Seismic Braced Frames Design Concepts and Connections" recommends against this type of connection. The forces on the wall of the HSS column can distort the wall. How can I design the wall thickness of the HSS column or detail the connection to make this acceptable? Would there be any differences in the detailing for the OCBF vs. SCBF connection? Is it acceptable in both types of braced frames, or only OCBF?
The brace gussets are welded onto the wall of the HSS Columns. The AISC seminar "Seismic Braced Frames Design Concepts and Connections" recommends against this type of connection. The forces on the wall of the HSS column can distort the wall. How can I design the wall thickness of the HSS column or detail the connection to make this acceptable? Would there be any differences in the detailing for the OCBF vs. SCBF connection? Is it acceptable in both types of braced frames, or only OCBF?






RE: Gusset Plate at HSS Column
Alternatively just weld a plate across the face to spread the loads.
RE: Gusset Plate at HSS Column
RE: Gusset Plate at HSS Column
RE: Gusset Plate at HSS Column
Does anyone have any direct experience with this type of lateral force resisting system?
Thanks
RE: Gusset Plate at HSS Column
RE: Gusset Plate at HSS Column
RE: Gusset Plate at HSS Column
RE: Gusset Plate at HSS Column
If you're in an situation where you have to use SCBF, it's likely the loads are way to large to be carried through even both flange walls.
RE: Gusset Plate at HSS Column
RE: Gusset Plate at HSS Column
I think I've talked the Architect into using wide flange columns on the SCBF portion of the building.
My lesson learned is to not use HSS columns in braced frames.