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    • UmarMakhzumi

      Eid-ul-Fitr Mubarak   06/25/2017

      Happy Eid-ul-Fitr everyone. May Almighty shower HIS blessings upon you and your family members.

waqar saleem

Moderator
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waqar saleem last won the day on May 23

waqar saleem had the most liked content!

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About waqar saleem

  • Rank
    Lieutenant Colonel

Contact Methods

  • Skype
    abdullah.wiki

Profile Information

  • Gender
    Male
  • Location
    Rawalpindi
  • University
    SCET,wah cant(affliated with UET taxila),NUST
  • Employer
    URBAN PLANNING AND DESIGN (Pvt.) Ltd, Islamabad
  • Interests
    cycling,trekking,exploring beautiful places and sceneries in Pakistan

Recent Profile Visitors

1,211 profile views
  1. Salam i would like to ask how much minimum investment is required and what is the return rate? or what should be minimum amount to start investing in PSA for a reasonable return?
  2. MONTHLY MEETING

    Salam Request to the admin and open to comments/suggestions from other senior members. I suggest there should be an open monthly/bi-monthly/tri-monthly meeting of forum, city based, with the members available in different areas of the country. This is necessary to improve the activity on the forum as well as concrete output from the discussions on the forum. At first Rawalpindi/Islamabad City circle may arrange a meeting after eid , i propose the date 8th,9th july, second weekend after eid. Out-city members are also invited to attend the meeting.
  3. i volunteer myself for any kind of job for the SEFP !!! i can convince some members also to whom i have personal interaction.
  4. Thats great!!! SEFP VIP i liked most.
  5. Thickness of Base Slab - Retaining Wall

    footing is of 6ft thickness for which i proposed more than 2 layers of temp/shrinkage reinf.
  6. Thickness of Base Slab - Retaining Wall

    this provision is not applicable to minimum shrinkage temperature requirements case. temperature/shrinkage reinforcement should be placed in 2 or 3 layers from top to bottom, because just two layers at top and bottom will not serve the purpose and shrinkage cracks will definitely propagate.
  7. LAND SLIDING

    A catastrophic event of landslide, slope cutting without protection is very dangerous, one should avoid or keep proper considerations. VID-20170511-WA0009[1].mp4
  8. Difference of moments in Etabs and Safe

    apply same modifiers in safe as in etabs then check
  9. Modelling Issues/consideration in ETABS

    Thought provoking article, however there are a few queries which need further consideration: (1) The reinforcement is always being provided in slabs for negative moment both along the beam and perpendicular to beam. Due to availability of sophisticated software’s such as ETABs and SAFE, this reinforcement is provided based on compatible behavior of slab and beams. Moreover, concrete shall crack in tension (may be at service level gravity loads) and reaches/crosses the rebar yield strength (at ultimate strength considering DBE earthquake level) both in beam and slabs simultaneously as slab load is going to beam/columns. Therefore, it is realistic to assume same stiffness modifier of 0.35 for both slab and beams in case of two-way beam slab flooring system. Thus, underestimation of demands in beams is not understandable. (2) Crack control width may be checked at ultimate load, if it is OK at strength level, it will be automatically OK at service level. However, if you provide the cover and reinforcement spacing/diameter as per serviceability limit of code, then crack control width may not be an issue at the service level and ultimate level loads for given size of cross section and spans. (3) The concrete shall crack when its tensile strength exhausted and this will happen in most of the cases even well below the service level gravity loads, therefore it is hard to justify the modification factor of 1 especially for flexural members such as beams. (4) This is not clear how structural performance will improve if we design with modification factors of 1.0. The earthquake resistant design philosophy relies on ductility i.e.: plastic hinges are allowed at the base of the wall and columns and at the end of beams. The plastic hinges are not allowed in the columns. The modification factor of 1.0 will increase flexural strength of beams much more than the seismic flexural demand. This will not allow the beam to yield/development of plastic hinges in case of design level earthquake and there is pretty much chance of shifting the plastic hinge mechanism to the columns ends in several stories converting them to soft stories, drift concentration and failure.So, designing beams for modification factors of 1.0 in all members contradicts the earthquake resistant design philosophy and one need to reconsider the “R” factor for these cases to (a) avoid development of plastic hinges in columns (b) forces foundation. (Article is written with a fruitful discussion with my Senior Colleague Dr.Munir Ahmed,)
  10. Shop Drawings

    it depend on the project type(steel, concrete, building, bridge etc) and quantity of work. steel fabrication drawings are more time consuming and higher rates (fabrication draftsmen are less) while rcc structure shop drawings are comparatively less time consuming and have less charges. it can not be said the just drawings will cost 0.5-1% of project cost, it is possible for some projects, it is too much for just drafting of big projects.
  11. Ads for Guests

    it is good idea, even if limited ads for members is required to compensate the self supported forum site .
  12. ECCENTRIC LOAD IN ETABS

    i confirmed this by making a model in SAP and load transferred, there was not any error. @Rana Rana sab please shed some light.
  13. ECCENTRIC LOAD IN ETABS

    Dear Ilyas column will take load and without any issue, in SAP or ETABS we draw center-lines, so why column will not take load? Regards
  14. Assign pick up column in Etabs

    yes you can assign load of pick up to beam.
  15. Design of RCC basement walls

    Dear @muneeb1213 you have to consider loads on top of wall coming from the basement slab or any other wall directly on the wall. wall has basement slab attached on top so it will be like propped cantilever. there is an example 14.3 for basement wall(propped cantilever) in book "structural concrete by Nadim Hassoun" . you can design basement slab just like slab panel also if columns are closer and providing a beam at the top & bottom of wall and columns will act and must be designed as beams also but do check wall for shear against soil pressure at bottom half. Regards
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