![]() ![]() And, if the column pad is indeed monolithic with the slab, what affect does this have? I also think summing moments to equal zero is not neccessary as long as the resisting moment is greater than the uplift moment. Issues you have to be concerned about is (of course) corrision and water table elevation relative to the anchor contact zone. Since 1984, I have routinely used utility-grade earth anchors to resist uplift in pre-engineered buildings (the anchors and installation are more economical than concrete). The big question is, how do we qualify the difference? Some input from the geotechnicals would be helpful. I don't believe that a footing monolithic with a slab responds to loading the same as a strip/pad footer would.
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