slickdeals
Structural
I am hoping to get some clarity for the requirements contained in this provision. It appears that the code is enforcing that deformation compatibility should be accounted in flat slabs that are not part of the lateral force resisting system.
According to my understanding of the provision, it appears that no additional checks are needed when shear reinforcing = 3.5 sqrt(fc') bd is provided for a length = 4 * slab thickness from the face of the column.
In case you have edge columns that are already subject to unbalanced moments from gravity loads and these have been designed for gravity loads with shear reinforcing that exceeds the requirements in Section 21.13.6, is the code suggesting that seismic moments from deformation compatibility can be IGNORED because the requirements are met?
On a side note, I have seen that in ACI 421.2R-10, there are procedures for calculating the unbalanced moments using a sub-assemblage model of the joint but that would be tedious to apply on tall buildings with hundreds of columns.
According to my understanding of the provision, it appears that no additional checks are needed when shear reinforcing = 3.5 sqrt(fc') bd is provided for a length = 4 * slab thickness from the face of the column.
In case you have edge columns that are already subject to unbalanced moments from gravity loads and these have been designed for gravity loads with shear reinforcing that exceeds the requirements in Section 21.13.6, is the code suggesting that seismic moments from deformation compatibility can be IGNORED because the requirements are met?
On a side note, I have seen that in ACI 421.2R-10, there are procedures for calculating the unbalanced moments using a sub-assemblage model of the joint but that would be tedious to apply on tall buildings with hundreds of columns.
