Tek-Tips is the largest IT community on the Internet today!

Members share and learn making Tek-Tips Forums the best source of peer-reviewed technical information on the Internet!

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

Recent content by andiron

  1. andiron

    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.
  2. andiron

    Warning Message

    amadeus is WRONG!!!
  3. andiron

    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...
  4. andiron

    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...
  5. andiron

    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...
  6. andiron

    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
See more

Part and Inventory Search

Back
Top