Thank you all for your input, and I should have mentioned earlier that this is not a matter of twist in the WF column but a matter of it being installed off of the orthogonal axes that it was designed to be oriented with.
The connection was intended to just be a shear tab normal to the column, so I'm sure that there would be a connection that would work just fine even if the originally designed connection would no longer work due to the column orientation.
I didn't know if there was some limit we could point to...
I know AISC 303-10 in the steel manual sets certain tolerances for plumbness of columns, but I was curious, is there anywhere in the AISC code or other guidelines that give requirements for the rotation of a column off of the orthogonal direction that it was designed for?
