tonycampos88
Structural
Hello,
I have a one-story high flat plate. I am analyzing this using the equivalent frame method. Since I am in SDC D, I have to detail this as a Special Moment Frame. My question is:
1) When checking the slab against axial force, there is a limitation in the ACI code that is Ag*f'c/10 to consider it flexural member only. Since my slab width considered in the EFM is too large, this limitation would never control as Ag is too high, is this approach correct?
2) How can I know my slab is not going to buckle out of plane?
3) Is it possible to detail my slab reinforcement to produce a hinge at the ends of the slab in each direction? Any suggestions?
Thanks!
I have a one-story high flat plate. I am analyzing this using the equivalent frame method. Since I am in SDC D, I have to detail this as a Special Moment Frame. My question is:
1) When checking the slab against axial force, there is a limitation in the ACI code that is Ag*f'c/10 to consider it flexural member only. Since my slab width considered in the EFM is too large, this limitation would never control as Ag is too high, is this approach correct?
2) How can I know my slab is not going to buckle out of plane?
3) Is it possible to detail my slab reinforcement to produce a hinge at the ends of the slab in each direction? Any suggestions?
Thanks!
