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asadishaq

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Everything posted by asadishaq

  1. asadishaq
    also on some columns SAFE is not calculating punching shear...check if u can..
  2. asadishaq
    SAFE Model For Checking.zip problem is on grid 6 D'...
  3. asadishaq
    " check the load size for perimeter calculation " i didnt get ur this point kindly clear it....
  4. asadishaq
    i removed all the earthquake combos and with only two combos i checked the results and thier is a variation in values also...i am unable to upload the sheets otherwise i can show u the maual as well as SAFE results..
  5. asadishaq
    i am having problems in attaching files... kindly tell me how to attach a file in a post???
  6. asadishaq
    i am also having problem in punching shear ratio, SAFE gives very large values as compared to manual calculations..e.g i have column load of 6189 kips SAFE is giving value of 1.28 but manually it is 0.94...
  7. asadishaq
    slenderness ratio
  8. asadishaq
    slenderness effect
  9. asadishaq
    compressive strength depends on length to width ration more the ratio lesser will be the strength....
  10. asadishaq
    Didnt got ur point sir RANA??
  11. asadishaq
    I am having trouble in drawing of design strips in safe 12 as i am a new user of safe 12...
  12. asadishaq
    and what about to draw the design strips in safe 12 is it similar to safe 8...which version of safe 12 you are using sir RANA???
  13. asadishaq
    SAFE perform iterative uplift analysis,any one having experience how to check the results of this analysis???what is the purpose and scope of this analysis???
  14. asadishaq
    Rana bhai where is the trick??
  15. asadishaq
    i am talking about ETABS modelling
  16. asadishaq
    is there any difference in drawing a beam from left to right or from right to left in global coordinate system..
  17. asadishaq
    kindly share the link from where i can download this...
  18. asadishaq
    what is cracked and uncracked section analysis?????
  19. asadishaq
    i know the reason that increasing the R value increase the ductility of frame system..but we cant ignore the high value of base shear in zone 3 and 4..
  20. asadishaq
    we sue R=5.5 for IMRF and R=8.5 for smrf,why we reudce the value of base shear as R is inversely proportional to the base shear as per base shear equation.
  21. asadishaq
    thank you sir....i have one more question regarding ETABS.in our design office we mainly use ETABS and we always change the modifiers of beams columns and slabs and no body can explain the reason of doing it kindly tell me if u know about it...we usually change the modifiers as follows. BEAMS a)moment of inertia about 2 axis=0.35 b)moment of inertia about 3 axis=0.35 c)torosional constan=0.00001 COLOUMNS a)moment of inertia about 2 axis=0.7 b)moment of inertia about 3 axis=0.7 c)torosional constan=0.7
  22. asadishaq
    give me any suggestion about how to design a economical 45ft cantilever slab.. beams can be provided at edges only.
  23. asadishaq
    and we are using 4 in th lean under footing in SAFE,also we assign soil support to both lean and slab is it a good practise??
  24. asadishaq
    why we use modifiers in ETABS like for beams we use 0.35 in bending and moment of inertia???what is the logic behind this?/
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