Ayesha

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Ayesha last won the day on November 20 2016

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About Ayesha

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    Major

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    Female
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    Islamabad
  • University
    U.E.T. Taxila
  • Interests
    Civil Engg
  1. Can you share the error code or number?
  2. Why do you want to do this?
  3. Can't we apply those forces manually on vertical supporting elements?
  4. How is that possible?
  5. You can find time period for seismic analysis done through Equivalent Lateral Force procedure by printing the summary sheet.
  6. Please post.
  7. Where are the the research details that show 10% marble powder strength increase?
  8. 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.
  9. 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.
  10. Differential settlement consideration for tie-beam is a good design practice. Good point.
  11. I can't see any difference.
  12. 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.
  13. 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
  14. Like Ilyas said, the same way you would design a foundation under a column. No difference.
  15. My first question is that why are you asking this question? What is your actual concern.. (shear, moment, settlement etc?). Also clarify if the beam would be of same width as that of wall. In my opinion, considering beam is of same width as that of wall, there would be no significant difference.