I'm fairly new to footing design, and I'm designing the column footings for a pre-engineered steel building. I have just finished calculating what would be needed for an interior column, using the procedure outlined in the "SE Structural Engineering Reference Manual" by Alan Williams. It takes an axial load of 83.47 kips, and I have determined it requires a 7.5' by 7' footing. The rebar required is much higher than I expected: I've got 11 #14 bars in the 7.5' direction and 10 #14s in the 7' direction. I've checked and re-checked my numbers, but that's what I'm coming up with. Does that seem reasonable to you folks?
As always, appreciate your time and effort.
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