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Ayesha

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Everything posted by Ayesha

  1. Ayesha
    What are the updates ? What did you do ?
  2. Ayesha
    Please attach here too. Its more convenient here.
  3. Ayesha
    Not sure but this may help. Rotational Stiffness of soil.pdf
  4. Ayesha
    This is debatable as roofs are normally well insulated for residential building. What kind of a structure are you working on ? I have seen steel structures that are open (like in process industry), where temperature gradient is applied based on environmental data. Normally, for temperature effects, with steel you need to be cautious about not to provide more than one braced bays in any direction or else your members between two braced bays will have a restraining force due to temperature. That is the philosophy. What is your structure and why do you want to evaluate your structure for temperature loading ?
  5. Ayesha
    What is the background and how is it different from a traditional roller ?
  6. Ayesha
    Good Question. Depends on what the situation is. You should follow the above quoted criteria where cracking would be a failure criteria in terms of serviceability or strength. For example, a leaking water tank would not serve its purpose and would be a serviceability limit state. So, in such cases, yes use a 0.6%, but for flexural members (slabs, footings are beams), cracking is expected for balanced and under reinforced sections and hence such a limit is not required.
  7. Ayesha
    Use 45 degree to get your tributary Area. Calculate tributary area, multiply by load and divide by length. Thats it. You don't need to have a forumla.
  8. Ayesha
    Reinforced Concrete Mechanics and Design by James G. MacGregor.
  9. Ayesha
    Civil engineering and most of its disciplines are ever green.
  10. Ayesha
    What are your column and beam sizes ? What other options did you come up with framing ? By how much are your numbers off a stable design ?
  11. Ayesha
    Share your concerns ? Why do you think his framing has a problem ?
  12. Ayesha
    See the attached image.
  13. Ayesha
    I cannot get hold of your attachment too. I noticed that you can also upload ETABS edb and $et files.
  14. Ayesha
    I accidentally came across these useful case studies, which, I would like to share. You can use them if you are working on a commercial or residential building retrofitting project. These case studies provide insight about seismic retrofitting and also on analytical methods, that are used for building assessment. I would also like to give due credit to people who are involved in these studies. All these studies were performed under a US-Pakistani Joint Cooperation Project. The details for the project are. 6-Storey Mixed Use Building in Karachi.pdf 10-Storey Office Building in Karachi.pdf RS-4 Storey Academic Building in Karachi.pdf Five Storey Residential Apartment.docx
  15. Ayesha
    soil sub grade reaction should not be factored because foundations are designed by calculating a reaction resultant force by soil on foundation.
  16. Ayesha
    Draw a free body diagram and that will answer your question.
  17. Ayesha
    Do check your water tank for overturning moment @ base.
  18. Ayesha
    See attached.
  19. Ayesha
    http://www.sepakistan.com/topic/109-building-drifts-in-etabs/ For a refresher, if you have seen it before.
  20. Ayesha
    Is your issue resolved ?
  21. Ayesha
    thats right.
  22. Ayesha
    He never answers to follow ups! Wierd
  23. Ayesha
    Choose the right answer!
  24. Ayesha
    Seismic Design Guide for Masonry Buildings It is a very good reference book and its free. You can download it from, http://www.ccmpa.ca/download/seismic-design-guide-for-masonry-buildings/
  25. Ayesha
    For all 9" walls, if you have modeled them in ETABS as walls, you should assign a DL multiplier of 1.0. What I have seen, is that, in Pakistan; most design firms have a "standard" minimum beam reinforcement. So, your senior engineer will tell you to apply a UDL of 50 or 60psf in addition to plaster weight on slabs instead of considering line weight of beams as that results in a slightly more conservative column design, and he wont care about beams, as he will always tell you to put that "standard" minimum beam reinforcement that is always more than reinforcement required for weight of 9 feet tall - 9 inch wall running on a beam. I hope you got my point. My explanation is kinda wierdo. Sorry about that.
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