why etabs programm required tha

huangyhg

why etabs programm required that ?
why are the shear walls all times unsafe when we make deign by etabs programm?
etabs programm requiered big width of shear wall?
is that right to use etabs programm in deign shear wall or use anther programm like section builder useing the result of etabs?
thanks for all comments

if you haven't done something like this already, you should try this:
1. create a model with nothing but a shearwall in it.
2. apply only lateral loads to it and see if you can duplicate the results (deflection, design, etc.) using manual calcs.  if this works out ok, go to step 3.
3. apply lateral and axial loads and duplicate those results.  try this with first-order and second-order analyses.
i think you'll discover that it's doing something you don't agree with.
several things might be happening:
1.  check how you define your diaphragm rigidity.
2.  etabs allows you to design shear walls using simple ct sections, uniform reinforced sections, or user defined. often a uniform reinforced section will not work because of the steel required for flexure.
3.  are you getting shear or flexural failures?  chasing flexural failures with increasing widths of shear walls is not very efficient.