SOURCE
https://www.eng-tips.com/faqs.cfm?fid=338727
The above URL contains the entire discussion. Below is a snippet.
QUESTION
I am fairly new in ETABS and I have now a situation where not all the walls are to be used to resist the lateral seismic forces. Or on other words I have existing walls and I want to introduce to a structure new shear walls that should take the seismic forces up to a certain floor level.
The issue here is which is more correct:
- Give the non-seismic walls a very low stiffness Modifier of lets say 0.001 for f11 and f12 in order to have these walls accept axial loads only.
or… - Shall i replace these walls with columns and have their frame release in shear moment and torsion and keep Axial load.
Your opinion is highly appreciated…
REPLIES
slickdeals
If you can get away with not modeling the wall, that’s a better way than to mess around with the stiffness modifiers on it.
Or model the wall to 6" below the slab, draw a couple (or as many needed) dummy columns to support the slab, and model the column with pinned ends. That way the wall will pick up axial but no moment.