UmarMakhzumi

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About UmarMakhzumi

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    Makhzumi

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    NUST, U of A
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    Structural Engineering, Ancient Engineering, Seismic, Retrofitting, Finite Element Analysis, Civil Engineering, Formula 1, Basketball, VB

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  1. 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.
  2. That shouldn't cause any problem. Try uninstalling and reinstalling ETABS. Thanks.
  3. 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.
  4. 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.
  5. 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.
  6. Hi Ses United, Try using auto line constraints. In addition to that you can also resolve load manually and apply at beams. Thanks.
  7. Hi Suveksa, You can model the connecting ends of column and beam as pinned. Thanks.
  8. Hi Waqas, Here are a few discussions that might help: Thanks.
  9. 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.
  10. 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.
  11. Welcome aboard Fatma. Bienvenue à bord!
  12. Welcome aboard!
  13. 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.
  14. Hooks bent inwards provide confinement and increase ductility. Thanks.