Jump to content
Structural Engineering Forum Of Pakistan

abdulqadeer29

Member
 View Profile  See their activity

  • Posts

    101

  • Joined

  • Last visited

  • Days Won

    10

 Content Type 

Everything posted by abdulqadeer29

  1. abdulqadeer29
    i Got a more reasonable results after doing meshing of walls ....now i want to modify my model by placing minimum number of shear walls , to control deflection of building.... now my question is should we observe a couple behavior( equal number of shear walls on both sides, but i have a limitation that at one side it would be impossible for me to palce a shear wall of length geater than 10 feet due to dive way at basement) when we are placing shearwalls???
  2. abdulqadeer29
    here is my framing plan... frame Layout1 (1).pdf
  3. abdulqadeer29
    i am anxiously waiting for someone to comment on above questions,
  4. abdulqadeer29
    absolutely..but my point of view is different....By using "Sir" it seems a more respectable approach of a learner...
  5. abdulqadeer29
    problem in ur meshing.....Go for auto mesh option... Secondly ur framing is look quite odd to me....Do u have some restrictions regarding architecturally??
  6. abdulqadeer29
    What do you mean by Spanderal, ??? What i understand is this (shown in figure) , make me correct i am going the other way.........
  7. abdulqadeer29
    yoy are right , i didn't mesh walls.....that myt be the reason of getting high reactions under shear walls.....okay i will do this and then vl share my results ...
  8. abdulqadeer29
    i usually prefer line load on beams instead of partition load on slabs. i have applied these loading in current model.... live load for residential 40 psf live load for corridors and stair area 100 psf or 80 psf live load for parking area 100 psf Sdead 56 psf Line load on beams 600 lb per linear foot now someone suggest me that i should go for partition load on slab not line load on beam so i need anyone's comment on this one??????
  9. abdulqadeer29
    one more effort ....myt be helpful..... try 3.$ET Etab model.zip
  10. abdulqadeer29
    check these otherwise i will try sthng else..... try 3.$ET try 3.zip
  11. abdulqadeer29
    i have a question...should we deisgn a strcture for both seismic and wind...when that strcture is more likely to be critical with respect to seismic not wind....
  12. abdulqadeer29
    i am attaching again... try 3.zip
  13. abdulqadeer29
    i have an issue to discuss, regarding my etab and safe model... My etab model is good upto my knwledge AS I HAVE CHECK LOAD COMBINATIONS AND OTHER RESPECTIVE THINGS NEEDED TO BE CHECK, when i come to safe , due to few load combos having earthquake factor i got lot of moments specially in areas having shear walls so kindly tell me when we design foundation, do we have to consider all these load combos and how to avoid large reinforcement which is coming in areas of shear wall bcoz i thnk so practically so much reinforcement is not possible...\ I HAVE MODELED MY SHEAR WALLS AS PIN BUT NOT YET SATISFIED WITH MY RESULTS... building sizie is 90x180 so almost double in other direction and total no of storeys is 15...i used col size 15x36 , so need ur suggestions?????????? try 3.zip
  14. abdulqadeer29
    I have one question.. Acc to UBC 97 , and Aci they recomend different values for cracked section properties,other than you have have mentioned above like in Beams 0.35. for walls 0.7..so kindly clear my doubt????
  15. abdulqadeer29
    i disagree with 2nd point......rest okay for me....
  16. abdulqadeer29
    columns are for gravity loads , whereas shear walls are basically to make structure resistant towards lateral forces....you will see that when you are working in low seismic zone there will be mostly no need of shear walls ... sir zeeshan make me correct if i am wrong...
  17. abdulqadeer29
    i usually design my footings on the basis of service load combinations by using unfactored soil subgrade reaction, now as per code we have to design our footing on ultimate load combos so for that do we have to factor our subgrade reaction as well?????
  18. abdulqadeer29
    yup i will.. by the way do you have any idea how to check structure safe against over turning moment???
  19. abdulqadeer29
    not yet...i am wating for soil report so yet not started on this project...and still i am also finding out time to cover material which sir umer recommend me.....if you have any sugssion please provide me that as well....
  20. abdulqadeer29
    yara it is just lyk water tank .....but purpose is different... sir umer , any software whch vl be helpful or i have to do it manually for both earthquake forces and water pressure???
  21. abdulqadeer29
    i have to design a water testing structure ....height of this structure is about 50 feet...this structure will be surrounded by RCC walls ...now internally these RCC walls have to resist water pressure and also resist earthquake as well...now i am confused that how to tackle it...i can design walls manually to resist water pressure but i require your suggestion that which software is available in which i can apply water pressure to walls ??? etab is not good in handling water body structure as far my knowledge is concern, so need your guidance???
  22. abdulqadeer29
    one of the limitation in etab is it works only node to node ..... not proper for masonry structures?
  23. abdulqadeer29
    software are the tools that provide assistance to make things more accurate . i am using these softwares bt i am intrested to know what are the limitations of these?
  24. abdulqadeer29
    SIR, surely this will give a very much clear picture of things and make concept very much clear....the problems which i faced today surely everone face those at their initial stages, but sometime we are lucky to get a good senior in our office to guide us in the right way , but you are not lucky evertym , sometym you just have to follow the usual practice that is going on in your office without getting proper concept behind those things, and if there is something new we got and stuck in that, our seniors just simply say " you are doing wrong" without explaining the main reason behind.... sir i appreciate your Idea and i wish more experience people join you in this cause ..............
  25. abdulqadeer29
    After discussing from few others, i conclude that in etab ,elements which we define like slab , column beams for these elements etab take multiplier 1 (taking these as DEAD LOAD WITH MULTIPLIER 1) , due to self generation of these elements but when we define wall load (SUPER DEAD WITH MULTIPLIER 0 ) then there is no need to assign this wall load a multiplier of 1 because now we have define actual load not element.... Am i right what i conclude???
×
×
  • Create New...

Important Information

By using this site, you agree to our Terms of Use and Guidelines.

  I accept