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Hussain Abid

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  1. Hussain Abid
    Dear experienced fellows, a comprehensive material on load combos is required,entailing a complete philosophy of load combos DCON1,2,3,4 etc n UDCON 1,2,3 Etc.wat is difference between these n wat is correct procedure of using combos in Etabs ver 9?is it adding all default combos or are there separate combos for STATIC and DYNAMIC ANALYSIS? Wat is enveloping of combos n how it it done.wat is difference between service n ultimate design combos?does this mean strength design or allowable stress design combos? In books i hv read only basic load combos i.e LRFD(Strength design) and ASD thn how to make derived combos from that basic combo.In a nutshell wat steps shud we follow if we r designing a model using STATIC Analysis.thnx n regards
  2. Hussain Abid
    Aoa restored S.Es. in an eight Story building, in lower stories columns, area of steel ranges from 2-7%,c column size 12x30 beams9x24.As in columns is too high.shud I increse width of lower columns or provide shear walls? Secondly if Shear walls r to b used then these shud b provided along periphery of basement or provide all along the overall height of the building? Which option is economical I.e columns area or shear walls? THNX n regards
  3. Hussain Abid
    In an eight story building basement+ ground+7,Sd,2A. Columns reinforcement in base,ground and 1st is as high as UpTo 7℅.columns size is 12x30 n beams 9x24. I hv two options either to increase columns width in lower stories or to hv Shear walls.Are shear walls to be provided in basement only or to increase UpTo the overall height of the building? Which of the two options will be economical? Thanks n Regards
  4. Hussain Abid
    THNX Umar. Always looking for ur fairly informative attachments in future too.
  5. Hussain Abid
    AoA everyone.after designing a complete model,wat are the building checks to be applied in UBC97 other than Maximum inelastic displacement I.e Delta m n torsional irregularities check. can we apply diaphragms displacement check,sway check also in UBC? THNX n regards
  6. Hussain Abid
    Yes u may b right that model isn't OK coz this situation occurred after I had modelled stairs into the structure. I had already analysed the model before modelling of stairs but there weren't any errors and design was also OK.shud I delete stairs n do modelling in SAFE? Secondly by "capacity" ayesha meant moment capacity of sections? If yes then it isn't big deal to calculate and assign loadings.i will present to u all details just buy little bit
  7. Hussain Abid
    Dear all Wat is the reason of failure of columns and beams in Shear in etabs? When I was using default design combos everything was okay but when I used Strength design combos for gravity and seismic only I.e 1.4D+1.7L and 0.9D+1.0E and then enveloped them then above mentioned condition is faced.i changed the sections of many columns these then became OK by some were fail in Shear still.wat might b reason?
  8. Hussain Abid
    Can u plz quote the above w.r.t UBC 97 as we hv to deal with it here in pak
  9. Hussain Abid
    Sir I m unable to understand how can we assign two separate diaphragms coz when select then all area objects will be selected for diaphragm the only one diaphragm can be assigned.alternatively we all HV to select individual shell area n the assign separate diaphragms, which is cumbersome if we hv meshed slab finitely. Thanks
  10. Hussain Abid
    AoA dear fellows I'm designing a bas+G+7 building in zone 2a,soil Sd, for gravity and seismic loading only. During check analysis an error message occurred ''Horizontal rigid diaphragm connection found between joints at different elevations.plz check" wat is this due to? But after that it reported that there aren't any warning messages.
  11. Hussain Abid
    So dear experienced fellows I need some material on the above mentioned topics.i wanted to know whether stairs slab will be modelled like floor slab or is there any other criteria for that secondly I need to know a comprehensive video tutorial on shear walls. Best of regards
  12. Hussain Abid
    Dear experienced fellows, i'm still unable to find the reply to the the above mentioned query that in R.S.A what is the LOAD TYPE that we assign to RSA in ETABS when we include it from DEFINE MENU for inserting THE SPECTRAL LOAD.
  13. Hussain Abid
    Dear BAZ i have gone through the book but in that there isnt any example based on R.S.A w.r.t UBC 97.plz suggest a book its download link too that contains RSA based on UBC 97. regards
  14. Hussain Abid
    Ok but in the related tutorial specx n specy are shown in load case for scalling purpose rathr than. Inm opinion RSA will also be defi ed in static load case dropbox also and unless it is done spectral acclertion will not b displayed in tables. For defining RSA LOAD wat will be its type of load in the dropbox this is wat i want to make clear sir.
  15. Hussain Abid
    Thnx for reply. Btwhen i look for story shears fom TABLES and then select earthquake and sectral loads thn only EQX and EQY are shown whereas SPEX and SEPCY are not shown. Hope u understand
  16. Hussain Abid
    Sir a lot of thnx for ur elaborative reply to my 2nd querry. My 1st question was that when we add RSA from define menu then in static load case data what LOAD TYPE should we assign to RSA as i m using version 9. 7. 0. I hv seen video tutorials abt RSA analysis bt those tutorials are abt 15th version and inthat RSA is assigned RESPONSE SPECTRUM as load type whereas in 9. 7. 0 this load type is not included. Hope u understand my querry
  17. Hussain Abid
    Dear umar i chekd ur attachment.it is fairly infoyrmaftive. But there is one difficurlty that when chekig foyr story shears n selecting loads the RSA LOAD is not showing. How everr in the analysis log RSA is shown kindly elaborate the problem. Secondly elaborate the difference between RITZ EIGEN VECTORSand under wat conditions are these used. Plz also. Reference from codes be mentione Best of regards
  18. Hussain Abid
    Can some1 plz refer some material on solved examples on RSA based on UBC CODE.
  19. Hussain Abid
    Sir I don't know abt shear wall connections BT I HV heard from an experienced person that there r shear wall connections in modeling. Thnx n regards.
  20. Hussain Abid
    Dear @Rana after running analysis in etabs in p delta analysis chekbox the log shows that iteration converged bt that convergence takes place in 2nd iteration as i use three times. Wats is this due to? n is this ok?
  21. Hussain Abid
    Dear all. Most of us must be knowing that etabs works on the structural analysis method of FINITE ELEMENT METHOD. This method is taught at Masters level under a separate subject under above mentioned name bt wat abt those engineers who r practising after bachelors n even better exerienced at design. But they definitely hvnt complete idea as to how etabs performs the analytical process. Can some1 refer any precise n brief material to understnd the FEM? THNX
  22. Hussain Abid
    Are there any connections to be applied btween shear walls n MRFs? If yes kindly do refer the related source/material as i hv learnt frm somewhere that there r also the connections.
  23. Hussain Abid
    Aoa dear experienced fellows. Im working on an 8 story building inzone 2B soil type sd in UBC97. Using static procedure i get the building design ok bt to me the problem is that basement n ground column gv more than 5 to 7% of As. Is this much As ok? Or shud i provide perimeter shear walls or only basement walls? Though the building is safe wrt max drift n story shears etc. Kindly suggest wats to b done in this regards.will there b any difference by modelling stairs n elevators in the building as still i hv not done so i hv just designed frame so far. Best regards
  24. Hussain Abid
    Well i was also condemning that y v still use UBC97 whereas IBC has been formed over the debris of UBC 97??!.!
  25. Hussain Abid
    Still no one posted any comments!!
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