Leaderboard

and for long term deflection and for increasing inertia and for moment reversal and in short spans.

You guys scared the hell out of him. No one can read that many books. Dear Hassan, just pick one book and get the max out of it.

what about 200x600 column? This is just the geometrical constraint as in UBC or other codes. Usually I do it as wall; 1. if it is more than 1500mm + the above geometrical constraint. 2. if analysis is for lateral loads. If you have huge number of such elements, it will make huge difference for lateral loads (just check the % of lateral resisting load). This is because for walls, there are multiple points of support (moment from couple). If you want to model it as wall and want to act like a column then just put one point support, then the only difference between shell and line will be 4% difference of stiffness due to poisson's ratio (negligible).

ACI 318-08 Code 7.1

You should not use that.because your design become uneconomical.so,you have to use As' if the section is double renforced section, otherwise for single reinforced section provide As' equal to Asmin and also even for double reinforced section As' shall be less than As, because As' is required to avoid exceding of neutral axis from ductility failure limit.

Top bar in slab at middle span is not required except for temp shrinkage only

You can model it both as a wall and column in two separate models and consider the most conservative results. Thanks.