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UmarMakhzumi

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Everything posted by UmarMakhzumi

  1. UmarMakhzumi
    Deflections fall under serviceability limit states failures. For load combinations, you should use 1.0 * Basic Load Case. Here is what I use- See attached. Thanks.
  2. UmarMakhzumi
    Waqas, I will just add that for beam/ coulmns sizing its always a good idea to do a quick model and check all B/C Ratios in the beginning of the project. Also, construction guys are more used to beam size multiples of 3-probably because of formwork. So you may want to provide a beam width/ depth accordingly. Thanks.
  3. UmarMakhzumi
    Please see http://www.sepakistan.com/topic/1343-seismic-assessment-and-retrofit-design/ and go throught the attachments. Thanks,
  4. UmarMakhzumi
    Mahnoor, Here are my two cents: Final Year Project is an important milestone in your educational career. A lot of students treat them as a degree requirement but you can get a lot more out of a final year project . All it would take is a little research before you dip in a topic. If you plan to do graduate studies, then, make a list of engineering universities than you plan to apply. Visit their Civil/ Structural Department page. You will find links to webpages about faculty. Go there, and look at what area of research different professors are actively into. Each professor works on something different. Review a few universities and a few profs. Get their research interest and do something similar in undergrad that once completed can help you get a funding to that university based on your undergrad project or research. If you don't to pursue graduate studies then frankly it doesn't matter. You can pick seismic because that has been the hot topic ever since the 2005 earthquake. No one apparently cares about floods. This answers your first question. Regarding second question, retrofitting is superior to seismic design and would add value to your resume. Thanks.
  5. UmarMakhzumi
    I think this is not a great idea. Do it only if you are motivated and you seek a graduate education specializing in Masonry. In that case, this project can be a huge milestone in your career. Also, everything that you need to know about seismic retrofitting of masonry can be found at : http://www.world-housing.net/ You may also want to read a similar discussion here Thanks.
  6. UmarMakhzumi
    That could be done if required- I can see such application in retrofitting jobs but for new designs just design and size the beams for the loads without plates. Thanks.
  7. UmarMakhzumi
    Excellent reply Uzair.
  8. UmarMakhzumi
    I agree to most of what Uzair has said, but plinth and ties should be design for whatever load they have. In addition to this, If your beams are supported on grade, you need to design them for frost loading which is >> than wall load. Thanks.
  9. UmarMakhzumi
    Uzair is right that your pipe section is lean.. I would say extremely lean. Do check your KL/R using a K of 2. Its likely that it will fail the check. You will probably need a built up column or very big pipe section- 450mm to 610mm dia section..40m is a lot of length. Now lets talk about wind. Here is what I do in Canada. The wind speed for which the structures are designed is based on max wind speed with a probability of 1 in 50 years but for serviceability, the maximum wind speed is based on probability of 1 in 10 years. That reduces wind load a lot. So do check the code you are working on and it is likely that you are expected to use a lower design speed. Some codes also allow using lower importance factor like 0.75 for serviceability limit states. Thanks.
  10. UmarMakhzumi
    I don't think its a good idea. Define your strips they way they should be- Column and Middle
  11. UmarMakhzumi
    Check modal/ dynamic analysis settings(I am not sure about ETABS but that would be where you will find them) if you can see Eigen vectors, change that to Ritz. Thats my guess. Thanks.
  12. UmarMakhzumi
    SAFE does provides you with reinforcement design out put for slab that you can use. You can also look at the moment contours and design for the maximum moment in the slab. If the moment gradient is significant, you can divide your slab in zones and provide reinforcement in each zone accordingly. Thanks.
  13. UmarMakhzumi
    The color scheme has been fixed. The problem lies with this new skin. We are working to fix it. Thanks.
  14. UmarMakhzumi
    I think he wants you to use Ritz Vectors with RSA. Are you using SAP2000 or ETABS. Thanks.
  15. UmarMakhzumi
    Steel is a homogeneous material and therefore it makes sense to check the stresses. Reinforced concrete is a composite materiel and it makes more sense to check individual limit states like max moment, max shear etc. Thanks.
  16. UmarMakhzumi
    You need to answer Uzair's question before anyone can tell you what your analysis model shall be- Do you have a mechanism to transfer load from a reinforced concrete beam to a masonry wall in place? What kind of connection does your beam and wall has? Thanks.
  17. UmarMakhzumi
    W.Salaam, Shouldn't your questions be comparison of Eigen vs Ritz Vectors? RSA can't be compared to Ritz. Thanks.
  18. UmarMakhzumi
    You can google their address. Thanks.
  19. UmarMakhzumi
    You should see forum posting rules. Sharing information about cracked softwares is not allowed. Thanks.
  20. UmarMakhzumi
    For concrete piles, its easy. You need to embed pile reinforcement into the raft and make sure you provide the proper embedment length for the pile reinforcement. For steel piles, normally you weld a cap plate to the pile. Nelson Studs are welded to the cap plat. The weld to cap plat-nelson stud is a plug weld. In this case, the connection is checked for capacity against interaction of maximum shear and tension. Thanks.
  21. UmarMakhzumi
    Its completely fine to have massive raft on piles. Make sure that you have checked your raft for beam shear and punching. The piles can be connected to raft in a number of ways. What kind of piles do you have? Reinforced concrete or steel? Thanks.
  22. UmarMakhzumi
    Shrinkage could be an issue within raft but most importantly, you should be having your structure on piles. I am worried about being it on raft foundation. Does your building has another buildings around it or not? If not then after some time there is a possibility that someone makes another -8+G+7 right next to your building. That would just make things bad-real bad. The grade below raft would be subjected to excessive pressure due to your building plus pressure due to adjoining building that was never accounted. Thanks.
  23. UmarMakhzumi
    How about you model it as a spandrel - assign spandrel label and design crazy cross diagonals if required. Thanks.
  24. UmarMakhzumi
    Depends if you have a temperature control plan and you are using thermocouples to monitor temperature within concrete and sticking to limits. I have done that in one of the recent projects. You should keep in mind that the mass concrete literature out there is for massive concrete(like dams and stuff) and not for a 6 feet deep raft pour. Just because its a raft pour doesn't make it mass concrete. Thanks.
  25. UmarMakhzumi
    Thanks for posting the reference. You can call me Umar. Cheers!
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