hetgen is correct. FEA is a complex animal and each piece of software handles it differently. At a minimum you should do some rough hand calcs to verify the FEA results.
I don't totally agree with DaveAtkins about averaging over the the entire perimeter. I agree that you do not need to design...
You may want to try and redistribute your moments. I wouldn't push much to the wall, but you could move the diagram up 20% at the continuous end (prvided there is enough steel).
Appendix A.1 of PTI "Design of PT SOG" Version 3 shows
h = Total depth of stiffening rib, measured from top surface of slab to bottom of rib, in.
S = Interior stiffening rib spacing, ft.
All others look good to me.