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Rana last won the day on October 17

Rana had the most liked content!

About Rana

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    NUST + HW
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    FEA, Tall/long structures, Dynamic analysis, Seismic, Travelling, Writing

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  1. Plz check this , suddenly he gives me a huge axial loads on columns due to thermal loads , i tried to delete it and assign it many times but nothing change


  2. UBC 97, ASCE 7-O5

    Dear Tufail, Please read the forum rules regarding copyrighted material. We at SEFP do not recommend, promote or give away copyrighted material. Thanks.
  3. Shear Wall vs Column

    My point here is different. Walls are also designed as flexural members like columns. Aspect ratio is a guide line. Cols and walls however are reinforced differently but my main point is different regarding modelling. You can do an example in a 3d model try replacing a line element with shell element of same size and check how much latetal force both are resisting (compare their base reactions).
  4. Negative Reinf One Way Slab

    Provide L/3 that would be conservative. There is no moment in longer direction, there is no deflection, for suspended slab, it is not exposed to temperature difference, and nothing is restraining the slab opposite faces (if for example on brick walls), so nothing is required in my opinion. L/3 will be conservative. If the slab is monolithic with beams and beams are much stiffer, then that little degree of restraint (like point restraint) should also be okay by providing L/3.
  5. Plinth Beam

    Can't say. It depends on design, if it is required, it is required. Some times site people are not happy to see such numbers from a design engineer. It is a good observation but you need to consult the design engineer for further guidance.
  6. Flexural Analysis

    and for long term deflection and for increasing inertia and for moment reversal and in short spans.
  7. Structural Engineering Books

    You guys scared the hell out of him. No one can read that many books. Dear Hassan, just pick one book and get the max out of it.
  8. Shear Wall vs Column

    what about 200x600 column? This is just the geometrical constraint as in UBC or other codes. Usually I do it as wall; 1. if it is more than 1500mm + the above geometrical constraint. 2. if analysis is for lateral loads. If you have huge number of such elements, it will make huge difference for lateral loads (just check the % of lateral resisting load). This is because for walls, there are multiple points of support (moment from couple). If you want to model it as wall and want to act like a column then just put one point support, then the only difference between shell and line will be 4% difference of stiffness due to poisson's ratio (negligible).
  9. Difference between Etabs 9.6 vs Etabs2015

    That's not what I meant. Please share with us, the results from both analyses of a specific column at the same location, with design load combinations used for them.
  10. Difference between Etabs 9.6 vs Etabs2015

    share the snap shot of result of a specific column or wall here.
  11. No, my point was to highlight the above statement. He is using the word 'or'. What I understood is; 1) They will use at least 3 inch scraping the surface and using new bars without hilti epoxy (kidding?) 2) Use of epoxy
  12. 1.3ld if there is tension in the column otherwise use compression ld which is equal to 20db.
  13. Opted for 3" without using epoxy resins? Thats not possible. I assume there are no dowel bars exposed from existing column with length equal to 1.3ld. You cant just roughen 3" and put new bars if there are no existing dowel bars there. How could that be possible?
  14. He must be kidding for one inch. In such cases you go with resins e.g. from hilti, and the drilling length is calculated from their manuals/softwares. It will be around 5 inches or more atleast, depending on conc strength, fy, thickness of materials etc.

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