Is it possible to design slab(top bars) with just column(and wall) moment reaction?

[snipit]

Assuming I have all the reactions at the supports, is it possible to design the reinforcement for the column? As far as I know, we need reinforcement for column strips and middle strips. I don't have the load information.

 

[KootK]

In general, I would say no. Among other things, the bending moment in the slabs adjacent to the columns will not be the same as the bending moment delivered to the columns as support reactions. As an example, if the loads and geometry are symmetric, there may be no moment being delivered to the column at all.

 

[milkshakelake]

You might be able to get the floor loading by taking the total differential axial load and divide it by the total tributary area of all columns/shear walls of that floor. Dead load is thickness of the slab, everything else is SDL + LL. You'd need a bit more info about how the floor is being used to see how the SDL + LL is divided. I really don't recommend this approach as the floor loading can vary (rec rooms, hallways, hotel rooms, etc). But it sounds like you have to go off very little information, and it's a far better approach than using column moments.

 

[Just Some Nerd]

Piggybacking off of milk's method, is the vertical reaction provided as just a total reaction, or split into dead and live load? If so you could estimate SDL and LL a bit more accurately, thought I'd certainly be upping the numbers a bit due to uncertainty in distribution as has been pointed out

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Why yes, I do in fact have no idea what I'm talking about