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WR1

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Everything posted by WR1

  1. WR1
    Have your really read the paper you are mentioning? This paper talking about distance < 4d is only applicable to "Prestressed slabs".
  2. WR1
    The provision you are talking about is performed in other softwares like ADAPT, but I could not find such definition of edge/corner columns in ACI. Can you please share where it is written in ACI code? I dont think there is such provision in ACI. If you read ACI-318 2008 R11.11.1.2, it says "For edge columns at points where the slab cantilevers beyond the column, the critical perimeter will either be three-sided or four-sided." So draw punching perimeter around column and see if it lies inside the slab, then take it as interior column. (SAFE does this, if you keep the column location Auto). If any edge of punching perimeter lies outside the slab footprint, ignore that edge. In your case of example attached above, the column should be taken as interior column.
  3. WR1
    There is no pic attached...
  4. WR1
    Just click on "More reply options" adjacent to "Post" button and attach the images.
  5. WR1
    Please attach your specific problem as an image. Its very hard to understand engineering problems through words. Show markups where required for easy understanding!
  6. WR1
    Okay! SAFE is doing it perfectly. See PCA Notes Fig 16-5 "Edge column" (see attachment). Include the marked dotted area also in calculating punching perimeter. Hope that clears your confusions?
  7. WR1
    Dont for non-linear analysis in SAFE if you dont know what exactly it is. Most of the times it will keep on running forever. Here is the trick Apply soil springs all over the foundations and run and see where you get uplift. Unlock the model divide foundation such that area with uplift is separated out. Remove springs from that area and run again Keep iterating like this unless you find zero tension n foundations. After this, see what is the maximum compression (of course, it will increase). If its more than allowable pressure, increase your foundation sizes and repeat all of the above steps. And if it happens that you have removed springs from all of your foundations (only a small portion is left with springs) and still tension is not gone, it means the iteration process has failed. Increase the foundations and repeat all steps again.
  8. WR1
    What about this?
  9. WR1
    check story shear at that level and stiffness at that floor
  10. WR1
    SAFE takes all of the above consideration in its calculations. You can simply select appropriate column type if its not taking it automatically. You can assign the column as interior, corner or edge column. If you are specifying corner or edge column there are further four options to select which corner or edge.
  11. WR1
    Its like analysis of any cross section of any material E without reinforcement.
  12. WR1
    Just to ask you guys, how much you are willing to pay if offered online video training courses for the following categories; 1. Basic - General, overview of softwares, basic modelling, analysis and results 2. Advanced - Complex modelling, detailed design of different elements, detailed analysis techniques 3. Pro - Dynamic, lateral, serviceability analysis Also comment on if you would prefer to buy; A. Full courses from above list for a specified amount B. Watch video by video and pay per video for a lesser amount like 2$ or 5$ may be. If yes then how much an avg would spend?
  13. WR1
    I remember that usual limits of minimum reinforcement do not apply to thick foundations. This is mass concrete.
  14. WR1
    You cannot just assume the base fixed to control drift. Make sure actual site conditions are okay for that. Rest is perfect as Junaid said.
  15. WR1
    As far as the modelling is concerned, please stretch your beam 1m beyond the corner of shear wall. Dont just model from edge to edge of shear walls. Extend it into the wall.
  16. WR1
    Just to add that proper ASTM specification for "Anchor" bolts is ASTM F1554. Other specifications are for structural bolts and not for anchors.
  17. WR1
    Membrane is modelling is correct.
  18. WR1
    Calculations are okay. You are calculating punching as corner columns. So you end up with less bo. For edge columns you should select edge columns while calculating punching. Either increase the raft thickness or column size or try reducing moments at edge/corner columns by changing the system or may be all of these three options. At the end you need more bo.d.
  19. WR1
    This is slab on beams, use membrane for modelling and also for beam design. Ignore the out-of-plane stiffness.
  20. WR1
    Take a screenshot of calculations by rightclicking on punching ratio of any failed location. Not this table
  21. WR1
    yes Waqas you got it right..No increase in 0.75load combinations as in ASCE/ACI
  22. WR1
    self weight
  23. WR1
    Its impossible Architect does not about finishes. Ask him. Its him who will give you FFL level. As umar said finishes will be around 40psf. Here generally finishes including 1kpa min partitions are 3.5kpa for floors and 4.25 for roofs.
  24. WR1
    For modelling purpose just make the slab very thin (and apply SW manually). Or you can apply small modifiers (no need to apply SW manually then). There will no stiffness from slab and the walls will act as cantilever.
  25. WR1
    please check this topic http://www.sepakistan.com/topic/61-33-increase-in-bearing-capacity-in-transient-load-condition/#entry808
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