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Re: Twisted column

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Um.

1. Scrap.

2. Remake.

William L. Polhemus, Jr. P.E.

5

On May 15, 2013, at 10:04 PM, Drew Morris <dmorris(--nospam--at)bbfm.com> wrote:

> I was called to a repair shop where a steel column had been hit.  It is 
> an interior built-up column for a pre-manufactured building, about 9" 
> depth and 9" wide flanges made from 3/8 plate.  Looking at the field 
> measurements, I don't think the flanges arrived at the job site parallel. 
> The column has apparently been hit a few times.  The column is about 18 
> feet high and at mid-height there is a frame welded to one flange that 
> supports a lubricating hose reel and at about 3 feet above the floor, 
> there is a steel table of 1 inch plate steel that has been fitted around 
> the column on all sides and welded to the flanges.  It hangs out about 2 
> feet from the flange.  At the hose reel level, one can see the distance 
> between the flanges increase from 9" to 9 5/8" and corresponding decrease 
> on the other side.  The variation exceeds the tolerances in AISC Table 
> 1-22.  There are no sharp kinks in the flanges, just a slow change in 
> depth.  Looking at the base, the column has been rotated a few degrees. 
> It appears that I have a column that has been slightly twisted and has 
> suffered local bending around the web to make the flanges non-parallel. 
> Any suggestions or ideas on what if anything should be done and how to 
> calculate the column capacity in its current state? -- *Drew Morris, PE*| 
> /Project Engineer/ BBFM Engineers, Inc. <http://www.bbfm.com/> 510 L 
> Street, Suite 200 | Anchorage, Alaska 99501 Ph: (907)274-2236 | Fax: 

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