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.