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Thank you guys again. Very helpful resources.

Can anyone explain how this formula was developed? I would expect it to be something like tension strength of concrete times the area of potential failure plane, which is factored hef^2. I know it is based on numerous tests but what is the theory behind this formula? How do you understand this...

Thank you guys. I was looking at the old ACI 318 where no si-metric units appendix was included.

I have this formula from ACI 318-02 for the basic concrete breakout strength Nb = k*(fc^0.5)*(hef^1.5). I am thinking how this formula will led to a result in unit of force (kip)? This question arises when I tried to use this formula as a reference to double check the concrete breakout strength...

Although ETABS 16 has slab design feature, I don't think you can design slab in Etabs because it doesn't design for long term deflection (crack/shrinkage) unless deflection is not an issue for your project. Without a model in particular it is hard to tell why there is difference in force output...

@KootK, Thanks for your help. So if I choose the uppermost beam to be continuous over red column, what effective length will it be for the red column in X direction then? ( I can't make the beams to be continuous on 1st and 2nd floor because otherwise it will be option 2). For a simplified...

This might be a discussed question in this forum but I really have problem understanding the effective length so please forgive me for asking :) I am confused by how to define translation restraint for columns. Does this restraint need to be directly on column ends or can I rely beams that...