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PT Slab - Column Joint Rebar Details
Murali. YUp. You have to design the slab for compatibility even if your assumptions is core is taking lateral. Check capacity for different combo.- andiron
- Post #5
- Forum: Moment Frame & Shear Wall engineering
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Warning Message
amadeus: just getting a hang of etabs 8.2.7..and was trying with various ways of modelling slab/shear wall/wind etc.. if one area is drawn for the whole floor (bldg has columns and c shaped shear walls ) and auto mesh area into structure is cliecked (with say 4'X4' meshing enforecd) and voila...- andiron
- Post #4
- Forum: Computers and Structures: ETABS
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Shear wall forces !
murali/amadeus : on drift etc: L/400 seems like an acceptable drift in wind analysis..earthquake i think explicitly stated in the code by drift ratio..in any case the cladding should be properly checked for the drift.. code also has a "Q" factor to suggest if the gravity columns...- andiron
- Post #8
- Forum: Moment Frame & Shear Wall engineering
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Shear wall forces !
murali: just got the etabs 8.2.6 version but it largely is similar to 7.0 with a few changes..since i had big probs with meshing the diaphragm before, i was using etabs floor only as rigid diaphragm only, obviously, for lateral (no gravity) analysis. the reason is, meshing was almost...- andiron
- Post #5
- Forum: Moment Frame & Shear Wall engineering
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Shear wall forces !
murali: look closely at the diaphragm action if the load distribution is adequate.. how are modelling the diaphragm in etabs though..i have 7.0 version and i know etabs floor meshing has bugs..are u meshing to get the floor slab? let me know please gurlate- andiron
- Post #3
- Forum: Moment Frame & Shear Wall engineering
