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Muhammad Imran Zafar

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Everything posted by Muhammad Imran Zafar

  1. Muhammad Imran Zafar
    Dear waseem As per ACI code 318-14, Horizontal dimension to thickness ratio is less than 3, so it should be treated as column. In my opinion it should be modeled as frame element
  2. Muhammad Imran Zafar
    Well it depends on a lot of factors, however limit prescribed by ACI committee is fine. In order to get a good understanding of crack control I would like to refer Advanced reinforced concrete design by P.C. Verghese. Please go through the page 30 topic shrinkage and thermal cracking where Author has derived the minimum percentage of steel to control shrinkage cracks. He also recommends 0.003 percent. So on both faces it comes to 0.006 which is exactly equal to recommendation of ACI 224 R-01 http://books.google.com.pk/books?id=uXqXP6pEEsUC&pg=PR3&lpg=PR3&dq=advanced+reinforced+concrete+design+by+p.c.+varghese+pdf&source=bl&ots=hqxOR_udqx&sig=Fpn3F0WMD8UVONN1Sax43r5C5vU&hl=en&sa=X&ei=Zc9gVLOeI8yu7AaD0IGgCA&ved=0CB8Q6AEwATgK#v=onepage&q=advanced%20reinforced%20concrete%20design%20by%20p.c.%20varghese%20pdf&f=false
  3. Muhammad Imran Zafar
    We do such projects located in Rawalpindi or near by areas. I would like to refer you to Mustaq and Bilal or Engineering associates. They are karachi based and may be help ful. You may google their contact details.
  4. Muhammad Imran Zafar
    Frame element
  5. Muhammad Imran Zafar
    Umer that is the basic problem which i face while supervising my projects, contractors are always adamant to use it other way, the reason is probably as Ayesha said ,sometimes drawings of very experienced contractor show the bents away from center line of columns. So contractors make it habbit. otherwise on site there is no problem in bending bars towards center line.
  6. Muhammad Imran Zafar
    You may use both ASD or LRFD, there is no restriction law of pakistan. However some organizations while making TOR specify the design code which they like to be used for their project.
  7. Muhammad Imran Zafar
    REFER TO UBC-97 1633.2.7, In seismic zone 3 and 4 you have to provide SMRF, In zone 2 as a minimum you have to provide IMRF
  8. Muhammad Imran Zafar
    I would suggest you to model soil stiffness on sides of your basement wall. You would not find considerable drift in your walls
  9. Muhammad Imran Zafar
    If you are providing hinge support for column then release your moments for column by selecting the column member. However i would suggest you to make a fixed connection, in that case you don't need to release moment moreover it is easy to make on site, in Pakistan
  10. Muhammad Imran Zafar
    It is most appropriate to model your shaft as column and divide it in to equal segments then place your bowl above it for OHWT
  11. Muhammad Imran Zafar
    you have to bend bars inside as per ACI code, if you are performing computerized analysis by considering fixed supports.
  12. Muhammad Imran Zafar
    Dear waqar for your case I would suggest you to add an additional cage of reinforcement around columns and concrete them by shotcreting or conventional way. vertical bars must be chemically grouted in existing footing.Although increasing size of column will increase punching capacity but Punching shear must be checked. I would also suggest to ascertain the insitu strength of concrete and perform analysis on basis of actual strength.
  13. Muhammad Imran Zafar
    Please refer to UBC-97 1633.2.7, The issue is not pertaining to the best among them, designer has limitations to adopt framing as per code. once one meets the minimum code criteria then it is always a good engineering practice to adopt the most efficient design which generally may be achieved by having stability on minimum codal requirements.
  14. Muhammad Imran Zafar
    ok thanks
  15. Muhammad Imran Zafar
    A minor clarification , 9 inches is for RCC footings on soil, as per ACI 2011 15.7, minimum depth of footing above bottom reinforcement for footing on soil should be 6 inches, while for footing on piles should be 12 inches. So by adding dia and cover to reinforcement, minimum depth of RCC footings on soil comes to 9 inches, while for footing on piles it comes to 15 inches. This value is general for normal conditions, if you enhance cover along with dia of bar you may have slightly thicker minimum criteria. Well For plain concrete footings, as per clause 22.7.4, minimum depth should be 8 inches. Further to this as per 22.4.7 if this is casted directly in contact with soil, one will have to take 2 inches reduced thickness in calculations, means one will provide 8 inches thick footing in that condition but calculations shall be based on 6 inches. I hope this would serve the purpose
  16. Muhammad Imran Zafar
    of course you can
  17. Muhammad Imran Zafar
    you are welcome
  18. Muhammad Imran Zafar
    Bowel has also indicated this reference and has discussed in detail for mats. It helps in assessing the behavior of raft. You are right and for experienced persons judgement should be given due weightage
  19. Muhammad Imran Zafar
    Hi johanpg, thanks for consideration. Actually design has been finalized by me, I work in Pakistan and have designed wooden structures in local areae, it is my first project in Alberta and i want to modify my notes in line with local submission pattern. So if someone from canada or specifically alberta is having general note sheet for wooden structure, please share. Thanks
  20. Muhammad Imran Zafar
    In order to assess the rigidity of mat please refer to ACI 336.2 R88 http://civilwares.free.fr/ACI/MCP04/3362r_88.pdf
  21. Muhammad Imran Zafar
    Minimum thickness of footing should be 9 inches
  22. Muhammad Imran Zafar
    I have designed a two storey wooden structure in alberta Canada. I want to have general note sheet of some wooden structure of local area, so that i may submitt my design package in line with local pattern. Please do share. Thanks
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