Design of shear walls for flexure and axial loads

[Soco]

In the UBC 97, it is written that walls and portion and walls wit Pu > 0.35 P0 shall not be considered for the calculation for earthquake resisting forces.

I can not see such a criteria in both IBC and ACI, can somebody explain me the reason for such a drastic criteria.
I am very embarassed to apply this and do not know how to implement this criteria on my 3 D ETABS model.

Please thanks for your help.

 

[Murali27]

Hi Soco

Please be specific about the class you are referring to.

If the shearwall is carrying Pu> 0.35 P0, the shearwall is acting as well bearing wall. We may end up in providing uniform steel for the section, no need of special reinforcing like boundary elements (Not required).

This is what my understanding

Any other thoughts

Murali