Very High Design Moment for Piers Below Plinth Level - ETABS

[prashoon]

Hello Everyone,

I am trying to design a G+10 building with shear walls to be constructed with Mivan Technology. This is the first time I am modelling in ETABS and that too shear wall. After the analysis, piers below plinth level are not passing in design even the actual moment in them is very less in the same load combination.

For reference - For Pier no. 678

Governing Load Case in design as per ETABS - UDWALS21

Pu in design = 2347 kN
Moment Mu2 in design = 7799 kN-m

Pu in analysis = 2347 kN
Moment Mu2 in analysis = 11 kN-m

Such a high moment in design is not due to minimum eccentricity also. I have attached ETABS e2k file as well as screenshots of design and analysis results. Thank you in advance for your help.

 

[Luceid]

If you override the design preferences to exclude minimum eccentricity, does the moment match? Worth trying. Not saying you should keep this for final design, but if you are looking for the source, it's worth checking

 

[prashoon]

I have tried that with no change in results. Even in ETABS manual it is written that pier and spandrel design sections are designed for forced obtained from program's analysis. Then don't know from where ETABS is designing for such a high moment