I have a simple question over an ongoing office debate. Picture a column with 5" x 0.25" flanges and a 10" web. If the tension flange was removed and 2 2.5" x 0.25" plates welded to both sides of the web approximately 1" from the web end with 3/16" fillet welds, on the surface you would have similar section properties to the original column. I believe that in reality you would only have a stiffened T-section and the column would be subject to failure when loaded in bending. Please help with this office debate and if you have any good examples or references to prove your opinion, please let me know.
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