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UmarMakhzumi

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Everything posted by UmarMakhzumi

  1. UmarMakhzumi
    The 2% and 2.5% limits are from UBC Section 1630.10.2. Excerpt from UBC is also posted in the OP. Thanks
  2. UmarMakhzumi
    Thanks Rana. Lets also hear what others have to say and then finalize.
  3. UmarMakhzumi
    Its a great suggestion and we can definitely create new categories or perhaps new forms sections as well. Any suggestions ??
  4. UmarMakhzumi
    I thought this questions was resolved earlier: Thanks.
  5. UmarMakhzumi
    The following two links might help: 1) https://www.csiamerica.com/products/etabs/watch-and-learn Check Tutorial 15 2) https://wiki.csiamerica.com/display/etabs/Time-history+analysis Thanks.
  6. UmarMakhzumi
    That shouldn't cause any problem. Try uninstalling and reinstalling ETABS. Thanks.
  7. UmarMakhzumi
    Hello shanimalik,. Congrats on completing your bachelors degree. Here are websites for a few respectable Canadian Universities. You can visit their webpage and check out the Graduate Students section. It would provide you information with how to create an account and apply for masters program. 1) http://www.civil.engineering.ualberta.ca 2) https://schulich.ucalgary.ca/departments/civil-engineering 3) http://www.civil.ubc.ca 4) http://civil.engineering.utoronto.ca Hope that helps. Thanks.
  8. UmarMakhzumi
    ACI provides minimum design recommendations. You can go ahead and comply with them. As Engineer of Record, you are bound to stick with Building Code (ACI is not a building Code) and you can also exercise your engineering judgement in cases where you deem it necessary. Like I said, nothing wrong with it. If you want to reduce compatibility based on above quoted equation, please do so, but others that don't want to follow that approach can also do that. I don't know the context, but based on what has been posted, the author for the book recommends all building in SDC D to be checked for 100% one direction + 30% perpendicular direction. As far as design practice goes, I haven't designed anything classified as a building in last 7 years so don't know what the current codes state about the requirement. Thanks.
  9. UmarMakhzumi
    Hi Waqas, Please see the following post: The use of null modifiers for compatibility torsion like 0.001 arises out of convenience only. It is justified for situations such as compatibility torsion as we as design engineers can force alternate load paths at our discretion (nothing wrong with that). Thanks.
  10. UmarMakhzumi
    That's great if it's resolved. Thanks.
  11. UmarMakhzumi
    Hi Ses United, Try using auto line constraints. In addition to that you can also resolve load manually and apply at beams. Thanks.
  12. UmarMakhzumi
    Hi Suveksa, You can model the connecting ends of column and beam as pinned. Thanks.
  13. UmarMakhzumi
    Hi Waqas, Here are a few discussions that might help: Thanks.
  14. UmarMakhzumi
    Information about expansion joint is mostly empirical. I have seen some handbook that allow joints till 250-300 feet. You can always apply temp loads in software and see if provided configuration and design works or not against temp loads.
  15. UmarMakhzumi
    I don't have pictures but there are 2-3 topics on this forum on LTB. You can search them. Connection of bracing is generally done at top flange and then stiffener is used to engage the full section. No. No. I would suggest using a steel textbook and see example of built up section. That would help you understand the use of stiffeners. Also, you could look up LTB in the book. Beware of use of intermediate beams to reduce unbraced lengths as they don't reduce unbraced length for LTB. Its tricky. Thanks.
  16. UmarMakhzumi
    Welcome aboard Fatma. Bienvenue à bord!
  17. UmarMakhzumi
    Welcome aboard!
  18. UmarMakhzumi
    Tie beams help with differential settlements. You have to worry less about your superstructure for a differential settlement situation if you have tie beams provided . May be that is why the Client Engineer is insisting that you provide the tie beams. Thanks.
  19. UmarMakhzumi
    Hooks bent inwards provide confinement and increase ductility. Thanks.
  20. UmarMakhzumi
    As far as your calculation goes, you can reference this manual in your calculations and that should be okay. I am not sure what do you mean when you say "Please suggest me some solution for this. " Haven't you already done calculation? Do you want me to check it and confirm if that is okay? If that's the case, I won't be able to check the calc because of my own workload. But as long as you are using literature references, it good. Double check your numbers and nothing to worry about. What I want to understand is that why are you worried about settlement? Does your structure contain any equipment for which you need to keep settlement below certain value so connections to equipment don't break? Also, I am not sure where this structure will be built - is there any frost heave expected where this structure is being built? If yes, have you designed for that? Thanks.
  21. UmarMakhzumi
    That is a very good approach.
  22. UmarMakhzumi
    Hi, I am not familiar with the formulas that you have used (That doesn't mean they are incorrect). I believe that you are calculating the settlement based on applied load (or bearing pressure). If you have a reference for the formulas you are using, it should be all good. Generally, I would ask the geotechnical engineer to provide some literature that I can use to calculate settlement. Thanks.
  23. UmarMakhzumi
    Dear Uzair, I have replied here: Thanks.
  24. UmarMakhzumi
    I don't have a reference from Canadian Building Code, but I have seen a design life of 50 years in client specifications. Also, to me this is what is the basis is in design clauses (like Maximum Considered Earthquake is based on 2% probability of being exceeded in 50 years, or wind/ snow design loads are based on 50 year cycle). For Pakistan, it should be same as international code. In Canada, even though design life is specified in the documents, I have seen engineers continue to retrofit or modify existing structures which have passed the 50 years mark as long as field tests done to see the condition of concrete/ steel come acceptable. We have got a bridge in Edmonton that was built in 1915. It has been retrofitted and continues to serve the community. Thanks.
  25. UmarMakhzumi
    Yes, you do need to design the tie beams. Depends upon framing. I can comment if you share something. Thanks.
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