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Engr. Muhammad Salman

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Everything posted by Engr. Muhammad Salman

  1. Engr. Muhammad Salman
    Junaid, I checked it, issue remains.
  2. Engr. Muhammad Salman
    I faced an issue in my ETABS software, The shortcuts are not working at all. When I open the drop-down menu, There shortcuts are not shown. Like Replicate Ctrl+R etc. I have attached the screen short of ETABS EDIT drop-down menu, it is clearly shown that shortcut keys are absent.
  3. Engr. Muhammad Salman
    Obviously, the latest version is best, but before start working on the new version, study its manual first. It is very important to know.
  4. Engr. Muhammad Salman
    Thanks Major
  5. Engr. Muhammad Salman
    Respected Engineers! I have designed a building in ETABS and passed all the checks. The depth of beams are 21 in and 24 in and slab thickness is 6 in. So What will be the depth of beam below the slab? it will remain 24 in or 24-6 (18 in) and 21-6 (15 in). Please let me know. It is very urgent.
  6. Engr. Muhammad Salman
    Respected Seniors! Why do Designers prefer to use the older versions of ETABS 9.5, 9.6 9.7 for designing instead of using the latest version 2015, 2017?
  7. Engr. Muhammad Salman
    and I have also shared my model (EDB file), If you check that and find out the issue, I will really thankful for this huge act of favor.
  8. Engr. Muhammad Salman
    Hafsa Azmat! I checked but didn't find "not to run cases" you are talking about. I have attached the picture, Please check it if you find out the issue.
  9. Engr. Muhammad Salman
    You have to model it first in ETABS, then you can analyze it easily. You can also use other computer software like STAAD Pro, BIM etc.
  10. Engr. Muhammad Salman
    @Junaid Farooq Janjua Load pattern is Ok. This may be another issue. I also check this model on other computers but the same result and thanks for your structure drawings, those were very helpful for me.
  11. Engr. Muhammad Salman
    Ok I am gonna share my ETABS model. Commercial Complex 1 Mate Low Torsion (0.1 Final).EDB
  12. Engr. Muhammad Salman
    No, I checked but found nothing regarding initial condition.
  13. Engr. Muhammad Salman
    Please explain it. It had no such issue before. I faced this problem today
  14. Engr. Muhammad Salman
    Thanks, Major,
  15. Engr. Muhammad Salman
    My ETABS model does not show deformed shape on dead loads and any combo having a dead load. I model it about a month ago and it was showing deformed shape but I don't know whether I change the setting somewhere in ETABs or another issue. It shows deformed shape on live loads Please, I need help.
  16. Engr. Muhammad Salman
    Dear Seniors! What is the main difference between Load Cases, Load Combination and Load patterns in ETABS? Please explain in detail.
  17. Engr. Muhammad Salman
    Great Bro! I faced the same problem.
  18. Engr. Muhammad Salman
    Thanks, Colonel.
  19. Engr. Muhammad Salman
    Thanks, Senior
  20. Engr. Muhammad Salman
    Dear Seniors! I designed a shallow raft foundation but it seems to be unstable due to low SBC. Therefore, I decided to design a deep foundation (Piles beneath the Raft). Can somebody tell me how to design a deep foundation that is Piles+Raft in ETABS. I need urgent help, please.
  21. Engr. Muhammad Salman
    Dear All, I have recently designed Raft foundation for 6 story building in SAFE. I have 4 feet offset area on site and have already spread the raft upto 4 feet offset edges. The SBC is 17000 lb per sq.ft. I created uplift load cases according ACI-318-08 as shown in the attached picture. After analysis I observe that the uplift pressure is negative but the magnitude exceeds SBC. I watch many tutorials where negative results are considerd safe but I am still confuse whether is it Ok or I should reduce the result. Please match the SAFE results with the mentioned SBC and answer this topic. Thanks in advance.
  22. Engr. Muhammad Salman
    Thanks Areeb and Umar.
  23. Engr. Muhammad Salman
    Dear Friends! I have recently modeled six stories building in ETABS for Zone 3 and soil type SD. After design, I saw that several beams failed in Shear force and torsion "Shear stress due to shear force and torsion together exceeds the maximum allowed" But when I reduced the torsion value up to 0.1, all beams passed. Is it suitable for Special moment resisting beam? or I should increase the beam dimensions? Please help
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