ahmad

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About ahmad

  • Rank
    Member
  • Birthday 06/20/60

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  • Gender
    Male
  • Location
    iran isfahan
  • Occupation
    Structural Engineer
  • Expert in
    Seismic Design
  • CV
    WORKING IN IRAN FROM 1990 TILL NOW.
  1. Hi all Does EUROCODE -8 any topics related to seismic design for the collector of floor diaphragm?
  2. Pseudodynamic Earthquake Tests on a Full-Scale RC Flat-Slab Building Structure R. Zaharia, F. Taucer, A. Pinto, J. Molina, V. Vidal, E. Coelho, P. Candeias
  3. Dear  coworkers 
    Happy new year
    please guide me:
    ASCE-7-2010                                                                                         12.7.3 Structural Modeling 
    This section says that we should make a model included all ELEMENTS  that have significant effect on the stiffness of the building 
    (say  on our building model). my specific question is this :
    Are  we allowed  to use different element such as non-ductile (slabs)  ,  and ductile ones (beams) together in a model to determine the drift ,while we use the  shear seismic force which is determined with a response factor due to the ductile behavior elements?

  4. Hi LMW We see it, except where width of strip is less than C+2*d C=column width d= depth of foundation
  5. VOIDED SLAB WITH HIDDEN BEAMS Can we use of voided slabs which contain hidden beams (beam depth=slab depth) as primary seismic elements ?? for example columns 850 cm c/c , and voided slab h=32 cm , and between columns we apply beams with h=32 and b=50cm will this trick solve the weakness of ductility of column-flat slab ?? in such condition can voided slabs participate to carry seismic loads ??
  6. VOIDED SLAB WITH HIDDEN BEAMS Can we use of voided slabs which contain hidden beams (beam depth=slab depth) as primary seismic elements ?? for example columns 850 cm c/c , and voided slab h=32 cm , and between columns we apply beams with h=32 and b=50cm will this trick solve the weakness of ductility of column-flat slab ?? in such condition can voided slabs participate to carry seismic loads ??
  7. Thanks But what I want to know is that : Should we we use amplified (by omega) actions MOMENT,SHEAR, AXIAL for this design, simultaneously ??
  8. For special steel moment frame, do I need to use the amplified seismic load to design the connection between column and base plate,to concrete footings (anchor bolts)?? Should we use amplified MOMENT,SHEAR, AXIAL for this design, simultaneously ??
  9. For special steel moment frame, do I need to use the amplified seismic load to design the connection between column and base plate,to concrete footings (anchor bolts)?? Should we use amplified MOMENT,SHEAR, AXIAL for design simultaneously ??
  10. Can this trick allow the U-BOOT & COBIAX to be evaluate as an acceptable lateral resisting moment frame system , to be used in moderate and high zone seismic regions: The trick is: Use hidden beams between columns with sufficient stirrups. Like this
  11. Can this trick allow the U-BOOT & COBIAX to be evaluate as an acceptable lateral resisting moment frame system , to be used in moderate and high zone seismic regions: The trick is: Use hidden beams between columns with sufficient stirrups.
  12. Can this trick allow the UBOOT & COBIAX to be evaluate as an acceptable lateral resisting moment frame system , to be used in moderate and high zone seismic regions: The trick is: Use hidden beams between columns with sufficient stirrups.