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!
- 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
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
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
Dik