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  3. Shear Wall vs Column

    See this thread.
  4. Thickness of footing

    Before you decide the thickness, you need to size the foundation based on bearing pressure so that there is minimum eccentricity if possible. We never want to have high sustained tension on combined foundation. After that you can use one way and two way shear checks to see which one governs.
  5. Thickness of footing

    To the point background & design examples prividing step-by-step procedure for the design of combined footings, including determination of thickness, is available at the following link. Design calculations are based on ACI 318-05 requirements. Combined footings Regards.
  6. Yesterday
  7. Shear wall from 3rd storey

    Dear BAZ, What really needs to do additionally in ETAB model
  8. RT @drassagheer: جماعة إرهابية مسيحية تسمى #أنتي_بلاكا فى أفريقيا الوسطى قتلت قبل يومين إماما في مسجده ومعه 25 مصليا دون أى تغطية إعلامية أ…

  9. 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).
  10. Thickness of footing

    Draw the shear force diagram for one way shear. Calculate the design bearing pressure for determining the demand for resistance against punching.
  11. Shear wall from 3rd storey

    The demand on the horizontal and vertical members that will transfer the forces of a wall to the foundation is a major concern. The demand will be calculated by considering the expected ductility and overstrength of the wall.
  12. Thickness of footing

    Thickness can be determined by punching shear and beam shear formula
  13. @FarazRais3 Thanks larkey

  14. Thickness of footing

    Aoa, kindly share the formula for finding thickness of combined footing (if available). Do mention the thumb rule for the footing thickness also. JazakAllah khair.
  15. Shear wall from 3rd storey

    I have building with 20 storey. The lift core started from the Base. I have another lift core which is started from third storey. Can I model this core as a shear wall from third storey. What I need to consider for irregularities
  16. Shear Wall vs Column

    ACI 318-14 (page 43) defines a wall: vertical element designed to resist axial load,lateral load or both,with horizontal length to thickness ratio greater then 3.
  17. Last week
  18. Flexural Analysis

    noted and very thanks all
  19. Recommendations for Literature

    Salam, I'm looking for books with steel structural behavior (especially buckling). If anyone could suggest me some of books according to Euro-code. Many Thanks, A.Malik
  20. Base isolated structures (rubber isolators)

    apologies for late reply. i hope u all are doing well. basically i modelled a symmetric G+3 structure and performed linear dynamic analysis. after that i m trying to model with base isolators and then again will perform response spectrum analysis after considering 30 % damping. basically i have to observe reduction in base shear and change in time period bcz of rubber isolators.
  21. 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.
  22. 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.
  23. Flexural Analysis

    and for long term deflection and for increasing inertia and for moment reversal and in short spans.
  24. Brick Water Absorption!!!

    I didn't performed such kind of tests but brick should be tested for strength and other aspects(efflorescent test, etc) as we do it in our current project (specifications are to use first class brick having water absorption of 15-20% for 24 hours and efflorescence should be Nil).
  25. 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.
  26. 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).
  27. 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.
  28. Measuring The Bar Length!!!

    ACI 318-08 Code 7.1
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