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...
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...