Attached is an image of a "column" taking primarily a lateral point load. The top has to be offset due to existing joists running above the column and we need the column to transfer the load to the diaphragm. I am assuming that an applied load as shown will cause some sort of lateral kick out as shown and needs to be braced. Can anyone recomment what this load would be or if AISC even addresses something like this? I could just use 2% that has been conservatively used for flange brace on beams, but it's not quite the same thing. I could call it a column brace, but it isn't a lateral kick out force due to axial load, so I'm a little confused how to quantify it. Thanks for any suggestions or comments.
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Column/Beam Brace Force
- Thread starter kennyb04
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