Eng-Tips is the largest forum for Engineering Professionals on the Internet.

Members share and learn making Eng-Tips Forums the best source of engineering information on the Internet!

Register Log in
  • Congratulations dmapguru on being selected by the Eng-Tips community for having the most helpful posts in the forums last week. Way to Go!

Very High Design Moment for Piers Below Plinth Level - ETABS

P

prashoon

Structural
Joined
Aug 6, 2025
Messages
2
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.
 

Attachments

  • Analysis Result - Pier 68.png
    Analysis Result - Pier 68.png
    379.3 KB · Views: 5
  • Design Result - Pier 68.png
    Design Result - Pier 68.png
    430.1 KB · Views: 7
Sort by date Sort by votes
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
 
Upvote 0 Downvote
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
 
Upvote 0 Downvote
Can you plot the pier moment in the 3d view to try to see what they should be - for the individual load cases, and test the load combination by hand?
 
Upvote 0 Downvote
Is it possible that ETABS is designing for a minimum cracking moment, treating the wall to behave like a cantilevered beam which it essentially is? Not sure what specific code you're using but in AS3600 2018 there is a minimum cracking moment that comes into play for beams/slabs.
 
Upvote 0 Downvote
You must log in or register to reply here.

Similar threads

hdp321
  • Question Question
Moment Connection Reinforcement
Replies
7
Views
6K
KootK
KootK
Statiker95
  • Locked
  • Question Question
spandrell and frame beam produce different results etabs
Replies
1
Views
2K
CSIESPL INDIA
CSIESPL INDIA
E
  • Question Question
shear wall design eurocode 8
Replies
0
Views
3K
engTByazid
E
Awesomer
  • Locked
  • Question Question
First time going for structural design and coordination interview
Replies
0
Views
889
Awesomer
Awesomer
Olivaw
  • Locked
  • Question Question
Preliminary Design for Shear Wall Buildings
Replies
5
Views
2K
lexpatrie
lexpatrie

Part and Inventory Search

Sponsor

Back
Top