design of cantilevered r.c. terrace slab beams

huangyhg

design of cantilevered r.c. terrace slab beams
i have to design the following:
a corner bay of six story r.c. frame residential building. this bay is a terrace of 3mx3m square in size and is located on alternate floors i.e. @6m above each other vertically. due to some peculiar site conditions it is not possible to construct corner column, there are columns at other three ends. there are three bays in each direction behind this terrace in plan. what can be the most suitable solution of the following? with moderate eathquake zone?(iii)
1. design two outermost beams as cantilevers supporting the respective loads plus 50% of corner concentrated load as per code shared equally.
2. design one of the beams as cantilever with other beam supported over it.
3. have additional two diagonal beams with a beam from free end to other cross beam as cantilever supported on cross beam and anchored back upto column beyond it and all other beams supported on this cantilever. purpose of this is to reduce cantilever length(span)
4. any other solution
sorry for a long question and thank you for your patiance to read and if possible answer it.
mvk
in my opinion if you have no depth restriction and you can simply solve with the all symmetrical solution it may be constructively the best. for economy you could as well use the rectangular setup, with members of the required capacity, but this i only would do if the apporving party wouldn't take my all-symmetrical solution.
another hint is that you may hang partly the tip from the columns...this would be more factible if no windows, in any case you can do it for the height of the parapet (then anchor again to next column root?)
also the parapets can hide very tall thin beams, these can follow the perimeter to other fix point.
for a dynamical vertical movement the hangers won't be ideal since unsymmetical in the shakeout. positively join at corner roof and floor if the window arrangement permits to get more solidary behaviour under such vibration. from my viewpoint this is better than the contrary.