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Use ACI 530-11 for the reference. You do not need a software for these structures, unless you want to know the design shear on individual wall panels. For most masonry buildings (rectangular shape with no vertical irregularities, normal size rooms, and only the normal size window and door openings) you do not even need to consult any code or use software. You should be able to design these kind of structures in 30 minutes.

On checking the first option only that is for 2D plate, my long term deflection comes out to be 0.82 inches But when i check only the last option of ignoring the vertical offsets (set as default in Safe 2016) the deflection comes out to b 4.2 inches What could be the reason? Here, 2 way slab is modeled running in between the columns. Wall load of 9in thickess is applied on the light grey lines as shown on the image.

You should bend them and the length should be equal to development length of a hook. Below is the concept: Normally, the width of wall should be kept enough wide that you are able to achieve the ldh length and from the face of the wall you need to extend the rebar a distance of ld. You can find the values of Ldh also called development length of hooked bar and ld - development length of straight bar in your Russian code. For US Code, you can use this link: https://structuralcalc.com/rebar-development-length-calculator-to-aci-318/ If you extend your wall bars a distance of Ld from the face of the wall, you need to just place the slab/ beam bars to the end as your wall reinforcement which is bent will take of of flexural moment at end of slab. No need to connect or anything.. Just extend your slab bar to the end of wall horizontally using a straight bar. This can also be correct because in houses the loads are small and if you aren't in seismic zone, and the design is over-reinforced the development lengths can be reduced. Also, not bending the wall reinforcement into slab means that your slab will have more positive moment. Nothing is wrong with this approach.