Hello fellows.
Hopefully you have some advice on this one.
We are trying to verify the results for SIESMIC shear wall design in ETABS for UBC97
First, what we need to figure out is concrete shear capacity Vc, which can be calculated using equations 11-31 and 11-32 in CHAP 19 Section 1911.10.6 UBC97.
We understand that for seismic shear walls Vc should not be greater than 2*(f'c)^0.5*L*h
It seems that for ETABS this is not always the case, for instance, sometimes ETABS outputs diferent values of Vc for the Top and Bottom forces of the same pier and same load combination
Help needed
Thanks
Hopefully you have some advice on this one.
We are trying to verify the results for SIESMIC shear wall design in ETABS for UBC97
First, what we need to figure out is concrete shear capacity Vc, which can be calculated using equations 11-31 and 11-32 in CHAP 19 Section 1911.10.6 UBC97.
We understand that for seismic shear walls Vc should not be greater than 2*(f'c)^0.5*L*h
It seems that for ETABS this is not always the case, for instance, sometimes ETABS outputs diferent values of Vc for the Top and Bottom forces of the same pier and same load combination
Help needed
Thanks
