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Ayesha

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Everything posted by Ayesha

  1. Ayesha
    Here is a good starting point. http://www.csiberkeley.com/etabs/watch-and-learn#page=page-1 I would suggest, if anyone has something related to ETABS Training, kindly post it in the forum, rather than emailing so that everyone can benefit.
  2. Ayesha
    Rightly said, this community can be a source of great information and as mentioned before somewhere in the forum, in "Uplifting" Structural Design Practise in Pakistan. It is the only way. Lets spread the word.
  3. Ayesha
    You can try HEC funding too if you dont want to spend your money!
  4. Ayesha
    This might be helpful. As you have asked how to check the result of the analysis. SAFE - 10 Foundation Uplift http://www.csiberkel...arn#page=page-1 Check the attached Seminar notes that I attended. Might help you. Excerpt from the attached file. (Read 2 following paragraphs) Iterative for Uplift. When the Analysis Type is Iterative for Uplift, accept the default values for the maximum number of iterations and the convergence tolerance or enter new values by typing them directly in the edit boxes. This option is specifically needed to remove any tension when analyzing mat foundations. Accept the default Maximum Mesh Dimension or enter a new value by typing in the edit box. The Maximum Mesh Dimension is described below. etabs-concrete-design.pdf
  5. Ayesha
    This was also reported on bbc. I have seen this. Good Luck to them. I am doubtful.
  6. Ayesha
    its good that you said that you want to study it first, rather following it blindly.
  7. Ayesha
    @Hasan, The document I posted says explicitly that product of Omega*Horizontal Force should be used: same as what baz is saying.
  8. Ayesha
    No clue about ASD. Your last resort would be UBC 97 Commentary.
  9. Ayesha
    Can be very expensive if you want to grow grass. you have to use gravel, embedded in geotextile with perforated pipes under the lawn you will be growing to provide drainage. Plus, no one knows, what loading is your terrace capable of unless got it designed when it was being built.
  10. Ayesha
    here is a very good discussion. OmegaFactorDiscussion.pdf
  11. Ayesha
    once you are in design office you never get that much time. I dont think its practical.
  12. Ayesha
    Something to keep in mind when using cracked section properties. Euler Buckling Load (Pe) = pi^2 *EI / (KL)^2 In your case EI = 0.35 * Igross This is because you are using modified stiffness parameters. This would result in a more "critical" buckling load. **Note: ACI doesn't usually let you get above 75% of the theoretical value .** That's pretty typical. I don't usually see this method as being capable of predict P-Delta amplification above about 70% of the theoretical elastic buckling value.
  13. Ayesha
    dont model lean as part of foundation. just model your slab and assign it supports.
  14. Ayesha
    only do FE project if you have a good adviser, or else you would be lost.
  15. Ayesha
    For undergrad level I would say Cylinderness Effect. Its actually due to a thing called size effect. Test two cubes with different dimensions, you will have different results.
  16. Ayesha
    Its very big and honestly, junk hota hai. You will sleep if you try to read it.
  17. Ayesha
    Default have a lot of issues unless you know what you are doing. Make sure you configure them properly with dead load multipliers for seismic. How many load cased do you define for your seismic case?
  18. Ayesha
    I m confused why not to use?
  19. Ayesha
    If a column with a single rebar is subjected to compressive or tensile force only, in that case rebar would be effective at center or NA. Consider it same as providing reinforcement at Beam Neutral Axis. its a waste. Universities should teach beam column in undergrad so that such concepts be more clear.
  20. Ayesha
    I thought KPT tower is the biggest,
  21. Ayesha
    I have added the option.
  22. Ayesha
    Which Civil Discipline Would You Pursue After Bachelors
  23. Ayesha
    Placing beam steel at top of slab steel would be better as we have more flexibilty to meet cover requirment. 1 to 1.5inch. For an upstand beam t-beam action would be at slab-beam junction so slab would act prettey much as part of beam and a reduced effective depth for beam can be compensated by slab steel.
  24. Ayesha

    New Techs

    Ayesha replied to Hasnain's topic in Students Zone

    Post Tensioned Slabs, use of carbon fiber polymers, dampers and base isolaters for seismic, some advanced non-destructive testing
  25. Ayesha
    nice
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