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Ayesha

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  1. Ayesha
    Your suggestion is good and new categories should be made. I think ranking questions interms of difficulty would be hard because a toddler will rank he questions that are hard for him. Do you have a proposal on how to make it happen (interms of forum split). Good suggestion.
  2. Ayesha
    You can use section designer to model hollow column and can also create ramps for stairs using the extrude command. I think it is better to keep your model simple and exclude ramps whatsoever.
  3. Ayesha
    Yes you can. You can also use Section Designer if the column size is not regular.
  4. Ayesha
    It is the same as designing a column with a stair case inside it. Thanks.
  5. Ayesha
    Check the tutorials at: https://www.csiamerica.com/products/safe/watch-and-learn
  6. Ayesha
    You can let the main beam crack. You know the applied force and you can calculate the stress due to force and subsequent crack width.
  7. Ayesha
    I haven't checked your model but here are a number of things to consider. 1. For 1, you can set torsional modifiers zero where you anticipate compatibility torsion. Check the link below: 2. You might want to check your applied load units as well as load combinations. Either, the error is correct or applied load, load combination or section size is incorrect.
  8. Ayesha
    See the attachments. It answers your question and explains the fundamentals as well. Inelastic_Seismic_Behavior_Notes.pdf
  9. Ayesha
    Generally to keep construction simple, people go with maximum reinfo throughout unless the max reinfo is too big. If that is the case, they use additional bars at critical locations.
  10. Ayesha
    No, I have never seen this before.
  11. Ayesha
    Details: https://www.amazon.ca/Reinforced-Concrete-Design-Tall-Buildings/dp/143980480X
  12. Ayesha
    First analysis tells you how much you structure would displace under gravity load. Second order analysis considers the displacement under gravity and its consequences. In simple words, you are checking a displaced structure under the effect of gravity load.
  13. Ayesha
    Can you share the error code or number?
  14. Ayesha
    Why do you want to do this?
  15. Ayesha
    Can't we apply those forces manually on vertical supporting elements?
  16. Ayesha
    How is that possible?
  17. Ayesha
    You can find time period for seismic analysis done through Equivalent Lateral Force procedure by printing the summary sheet.
  18. Ayesha
    Please post.
  19. Ayesha
    Where are the the research details that show 10% marble powder strength increase?
  20. Ayesha
    ETABS has a built in detailing feature. https://www.csiamerica.com/products/etabs/features Here are a few others. https://www.s-cube.in/ProductRCDC.aspx http://www.farasaeg.ir/etabsmate_en.htm http://zaxises.com/rcbeamdetailer.htm I have personally tried none of these so can't give you any expert advise about specific softwares.
  21. Ayesha
    Valid points but any requirements for shear and moment demand should be met by "increasing the thickness of foundation" rather than relying on a beam to do so. The reason being that foundation (in this case strip foundation) reinforcement and formwork requirements are very simple and less labour intensive. Introducing a beam would make it complicated and more costly and in some cases an overkill. Also beam foundation will have no significant affect on settlement as I believe settlement is a function foundation width and bearing pressure, which in both cases would be similar.
  22. Ayesha
    Differential settlement consideration for tie-beam is a good design practice. Good point.
  23. Ayesha
    I can't see any difference.
  24. Ayesha
    Engr Waqas has replied you well. Beams are beams and columns are columns. Do your structural analysis and design them for forces they will experience. Don't reduce any forces thinking that these beams are tie or plinth. Plus stop tagging people in your posts. That is very unprofessional.
  25. Ayesha
    For the case of frame structure, the key is to have free standing masonry, i.e. provide gaps b/w masonry and frame on sides (between masonry and frame column) and top (between masonry and frame beam) and have it anchored so that it doesn't fall incase of a seismic event (this is very important or the wall will fall down in case of a seismic event). You can also find the attached example useful in understanding how free standing masonry should be anchored to structural system. Masonry Veneer Shelf Angle Design.pdf
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