Design Moments / DEsign Shears 1

[FiniteElemet]

Am i correct to assume that max / min moments values for a meshed slab (mesh comprise of different sized plates) in Plate Forces Spreadsheet will be used for reinforcement design. Since these forces are in per-ft and I am assuming my design strip to be 1 ft anyways, I dont see a reason to multiply the max value by corresponding fice dimension. Just trying to get my head around Help files within the program. Input much appreciated.

 

[JoshPlumSE]

If your design strip width is 1 ft then you are basically correct. Though with two caveats:
1) Folks will normally use a wider design strip width. Which then requires them to average out the plate forces over the width of a few plates.
2) Don't forget to also look at the Mxy moments. These moments also produce flexural stresses and should be accounted for. The normal / simple method of accounting for it is making your design moment equal to Mx +/- (Mxy) and My +/-(Mxy)....

On another note, the help files probably point you towards an alternate design procedure which uses either the Internal Force Summation tool or the Plate corner forces for doing design. This is a method which I prefer, however, it should yield essentially the same results as using the plate forces. You just don't have to deal with local axis issues the way you do for the reported plate forces.