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Column Tolerances

Column Tolerances

Column Tolerances

(OP)
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?

RE: Column Tolerances

I would think the connections would dictate that?

RE: Column Tolerances

(OP)
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 that was some kind of industry standard for steel erectors.

RE: Column Tolerances

Are the anchor rods in the correct location? Or is the column actually twisted? I don't believe AISC 303-10 provides an erection tolerance on twist/rotation. ASTM A6 may provide a fabrication tolerance for twist/tolerance.

RE: Column Tolerances

Is this a WF or HSS column?

RE: Column Tolerances

(OP)
This is a WF column.

RE: Column Tolerances

I found some references for allowable twist of HSS members but not WF.

RE: Column Tolerances

There are mill tolerances for WF columns being "out of square" (flanges not being perpendicular to the web). Though I don't think that's quite what you're asking.

The solutions center had an article about it a long time ago (found it here: https://www.aisc.org/bookstore/itemRedirector.aspx...)

RE: Column Tolerances

I've always heard this is termed "manipulation" and is usually taken care of by the ironworkers. Doesn't work for HSS so they had to write code for that.

RE: Column Tolerances

(OP)
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.

RE: Column Tolerances

As Hokie alluded, I'd have to think that the tolerance on the anchor bolt placements would be one "limit".

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

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