HSS Local Bending Check
HSS Local Bending Check
(OP)
I have a situation where a HSS6x2x1/4 horizontal outrigger is welded between a HSS12x2x1/4 stair stringer and a HSS6x6x3/8 building column. The HSS6x2x1/4 is welded all around at each end. I am very concerned about the connection of the HSS6x2x1/4 to the building column becuase of local distortion that could take place. What would be the correct way to analyze such a situation. I have looked thru the HSS Connections Manual, but does not address this situation exactly. The reaction from the stringer to the HSS6x2 is 6 kips and the HSS6x2 is approximately 9 in; Therefore, you would have a 54 k-in moment at the face of the building column.
Thank you,
Val
Thank you,
Val






RE: HSS Local Bending Check
If a 6x6 outrigger is used, would this prevent the distortion by taking the moment directly into the sidewalls of the column?
RE: HSS Local Bending Check
RE: HSS Local Bending Check
RE: HSS Local Bending Check
RE: HSS Local Bending Check
Then just check the resultant bearing stresses on the walls with the standard code formulii.
RE: HSS Local Bending Check
Accodring to "HOLLOW STRUCTURAL SECTION- CONNECTIONS AND TRUSSES" by: J.A. PACKER AND J.E. HENDERSON,
This connection can resist up to 190 kip.in before the failure occurs by yieldig the face of the HSS column.
RE: HSS Local Bending Check
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