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UmarMakhzumi

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Everything posted by UmarMakhzumi

  1. UmarMakhzumi
    Happy new year Shahid.
  2. UmarMakhzumi
    Hello Waqar, Do you have the baseplate size from vendor. If yes, what is the bolt pattern (Bolt holes and distance). Also, did the vendor give you design loads for anchor bolts? If yes, great. If you don't have anchor bolt loads, you need to manually calculate wind on the floodlights and pole and the reaction at the base and design anchor bolts and foundation accordingly. If you have the bolt pattern, I can show you how to resolve the forces to anchor bolts and other things that you should keep in mind. For foundation, a square foundation with a concrete pedestal would do the job. Thanks.
  3. UmarMakhzumi
    Code enforces minimum stiffness requirement through drift control and stability requirements by ensuring second order effects are not significant. I would personally be comfortable using Ta if "drift and second order effect are within limits". Thanks.
  4. UmarMakhzumi
    Nice suggestion. I think it will add more value if the practice of Iron Ring is taken up by PEC. There is a lot of record management and stuff for Iron Ring. For Canada there are more than 18 Camps and each one administers Iron Ring Ceremonies in their alloted area so for SEFP, it might be a bit long shot but for PEC that would be something really worth doing. Do you know any one in PEC that we can talk to? Thanks.
  5. UmarMakhzumi
    FYI- Video is more related to confined mansonry but shows the out of plane behaviour of wall. Might be of interest to few. Thanks.
  6. UmarMakhzumi
    Dear All, While browsing the internet, I came across the following confined masonry guidelines available free to public. They are very informative and would add value to you design practise. Source: http://www.confinedmasonry.org Enjoy. Confined Masonry Earthquake Resistant Guideline .pdf Construction-Guide-for-Low-Rise-Confined-Masonry-Buildings.pdf Pakistan_CM-manualv3.0.3TomSchacher.pdf Pakistan_confined-masonry-english.pdf Pakistan_ERRA_Guideline_CM.pdf
  7. UmarMakhzumi
    Great share.
  8. UmarMakhzumi
    Hi Waqar, Whats in the article is correct. I did get mine too. Almost all engineers wear it. Thanks.
  9. UmarMakhzumi
    I think its a great suggestions. Lets do it. Others can pound in their opinion. Thanks.
  10. UmarMakhzumi
    FYI, Thanks.
  11. UmarMakhzumi
    @EngrUzair, you have nailed it. Thanks.
  12. UmarMakhzumi
    Hello Everyone, I would like to draw your attention to questions being asked in message boxes instead of being posted on forum. The reason I am raising this is that recently I have seen a spike of inbox messages addressed to me asking for solutions rather than the question being posted on the forum. I assume others are getting similar messages. FYI, I don't have access to inboxes and all your conversations are 100% private. I would like to request everyone to please ask questions on the forum and discuss it on the forum instead of inboxes. The reason being that the discussion can be beneficial for the rest of the community and also other members can then critique or appreciate an opinion. Let me know should you have any questions. Thanks.
  13. UmarMakhzumi
    Correct like you said above. Thanks.
  14. UmarMakhzumi
    The interaction of frame and shear wall would be considered in the first model with full V. Second model is to check frame only. Thanks.
  15. UmarMakhzumi
    For the exact quote, Google SK Gosh Associates and start of this quote. The statement reiterates the basis of strength design earthquake design being followed. Read the codes that you are using. They all refer to strength level earthquake forces. Thanks.
  16. UmarMakhzumi
    Ilyas, You can check the license price for LPILE here http://www.ensoftinc.com. As far as the crack version goes, it is against the forum rules to share cracked software or share links that lead to cracked software. Sorry I can't help you with that Thanks.
  17. UmarMakhzumi
    "Ever since strength-level (as opposed to service-level) design earthquake forces were introduced in the 1997 Uniform Building Code (UBC), as indicated by a load factor of 1.0 on E in strength design load combinations, it has been required that drift computations be done directly under those strength-level forces. The drift limits were adjusted accordingly. You never reduce the strength-level design earthquake forces to service-level forces for the purposes of drift computation. This is true of the 1997 UBC, all editions of the IBC, and all editions of ASCE 7 since 1993." My original post is referring to use strength level load combos in the light of justification provided. In addition to that, using dead and live loads with earthquake is a good idea as they cover any lateral deflection due to gravity load (mostly observed in non-symmetric frames) which wouldn't be accounted if only earthquake load case is used. Thanks.
  18. UmarMakhzumi
    These two articles might help as well: https://www.researchgate.net/publication/282070078_Concrete_Shear-Friction_Material_Properties_Derivation_from_Actively_Confined_Compression_Cylinder_Tests https://www.researchgate.net/publication/282222006_Concrete_Shear-Friction_Material_Properties_Application_to_Shear_Capacity_of_RC_Beams_of_all_Sizes Thanks.
  19. UmarMakhzumi
    Ilyas, By designing do you mean the limit state design of piles? If yes,then best way to do it is using a software called LPile (http://www.ensoftinc.com). LPile would do the analysis of a pile embedded in soil which adjacent soils acting as springs. Soil horizontal subgrade values can be obtained from geotechnical engineer and used in LPile. The software will provide you with pile deflections, moments and shears. Once you get that, you need to plug it in a column design software to design your concrete pile. If it is a steel pile, you can do a beam-column moment check using the output from LPile. If you would still like to do it in Etabs, then all you need to do is to model the pile (structural element) with horizontal springs along the length of pile. I have never designed a pile through Etabs as I use LPile. Pile is a column in which you need to consider stability from surrounding soil. Hope it helps. Let me know of your follow up questions. Thanks.
  20. UmarMakhzumi
    Thanks for your informative reply @Yasir Saleem. You are more than welcome to contribute to topics irrespective of their posted dates.
  21. UmarMakhzumi
    The gathering would be at F7 Markaz, Saturday Dec 10, 2016. Time: 6:30 pm. Everyone who is reading this is cordially invited. Thanks.
  22. UmarMakhzumi
    Let's do it then. I would suggest Saturday (Dec 10) evening at 6:00 pm. What would be a good location? Thanks.
  23. UmarMakhzumi
    Would do.
  24. UmarMakhzumi
    W.salaam Uzair, The interest shown isn't significant. Only 5 excluding myself and two are from Lahore. I was thinking of a bigger crowd. Anyway, I will message you my number. I am in Pakistan. We can sit for together if I visit Islamabad. Thanks.
  25. UmarMakhzumi
    What does the commentary say? Thanks.
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