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PEMB foundation uplift

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Looking for some opinion here:


I am designing the pads under some columns on a steel PEMB for uplift:


Is it common to use the dead weight for a reasonable length of the tie beams intersecting the pads under the columns of a PEMB?  Is it common to use the weight contribution from a reasonable area of the slab?


If yes, how would you justify that with calcs?  (ie: “FBD cut at the location where you assumed the contribution of dead weight ended and design for the self weight?)


Thank you in advance,


Truitt Vance, P.E.