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Coping Column Flanges

Coping Column Flanges

Coping Column Flanges

(OP)
I work in an industrial facility and operations would like to cope the flange on a W10x33 column to make an in-service repair to some piping. I ran the numbers for the column and established the following:

- As-Built: DCR is 87%
-Coped Flange: DCR is 154%

My thought process is that if I can bolt back-to-back angles to the web the entire length of the column, I can find a revised section that either meets or exceeds the as-built DCR. Is my thought process correct? What checks would need to be completed?

Thanks!

RE: Coping Column Flanges

Where is the flange being coped (top, middle, botttom of column)? Is the capacity of the column governed by inelastic buckling, elastic buckling, or section capacity? There might be more efficient ways to make the repair ok. Otherwise though, bolting angles to the column is ok. Be sure not use oversize holes.

Checks:
-Bolts able to transfer all axial and bending to the angles outside the cope (need shear flow check for bending)
-New section needs to take additional moment due to eccentricity as based on your description the centroid of the column changes.
-Check that the angles are ok in local flange buckling (just an aspect ratio check)

RE: Coping Column Flanges

Your thought is correct. But you cannot do it. You cannot cope the column. You cannot specify a repair. Hire a structural engineer, get it engineered by someone who understands and respects buildings.

I hate to be a jerk but do not cut up your column to repair some PME. This column is holding up your entire building, it may be resisting lateral loads, it is a critical element that has to remain. Don't cut it up to fix some auxiliary piece of pipe.

RE: Coping Column Flanges

Hire an engineer. If the material removal is at the end of the column then the capacity for local 'crushing' is the remaining area * the yield strength. If you are importing a moment at the end of the column then this approach doesn't work.

Dik

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