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
    sir but when there is a limitation that we can't add too much shear walls, bcz there is parking in the basement,???
  2. abdulqadeer29
    Got ur points.....thnx i have one more concern regarding a thumb rule, ( l/400) my story drifts are okay but when i check from this thumb rule , i am getting an issue of story displacement. my story displacment is 3.6 in for 8 storey bldg but 4rm this rule it should be near to 2.4 inch, so how much importace of this thumb rule as these thumb rules is based on vast experience?? or can i go ahead as my story drifts are okay...........
  3. abdulqadeer29
    i have made two models , one with minimum partition load and wall load on beam (0.9 kips/ft) and the other in which i take 50 psf partition with no wall load as i distribute wall load in partition , and getting a lot of difference in both's results,so kindly need your commnets.????
  4. abdulqadeer29
    Sir, i have few questions regarding load application on structure? when we define static load cases , dead and superdead(finishes, partition) in etab and we apply self load multiplier 1 and 0 repectively. i have a query regarding walls which are permanently there other than partition walls ,what should we do, we include this dead load in DEAD oR SUPERDEAD???? 2.i am desiging a 7 storey building and i distribute load of walls on slab in psf. now is this the correct way or we have to apply wall load on beams/ft?
  5. abdulqadeer29
    sir, what i have observed is , by using modifiers sway increases....
  6. abdulqadeer29
    and sir Etab generate few load combinations which are not in code...so i deleted them during ma analysis....but i am confused that why Etab generate 26 load combo's but in code they are just 14 for this case.... 1.2D + 1.0E (1612.2.1) so from above equation , i conclude that we have to include only positive cases for earth quake but in etab , -ive sign is also there .... but in code +ve and -ve is only for this expression.....0.9D + 1.0E and 0.9D -1.0E need ur comments???
  7. abdulqadeer29
    sir, in section 1613 of ubc 97, it is mentioned that the deflection of any structural member shall not exceed the value set forth in table 16D. which iz l/360.... and sir i am gng to upload ma revised model...kindly gve a look to ths one as well.... G-15 NEW..fi n.zip
  8. abdulqadeer29
    sir rana....i just have to clarify one thng...some tym p delta iteration failed during analysis , but we got reqire rezlts...can we rely on those rezlts or we have to increase iteration number for rezlts????
  9. abdulqadeer29
    sir rana, i chcked my load combo;s and made few changes according to code, just i have deleted few extra combo;s whch z nt ioncluded in ubc 97, but etab automatically generate them...sir but ma issue is,in this case allowable deflection is 2.64 in so now if ma drifts are okay .but ma deflections are slightly higher than allowable, will it be okay to gao ahead wid that....and sir wether we have to aplly 0.25 for slabs , as in code it z just for the case of flat plate and flat slab..
  10. abdulqadeer29
    sir check my model....files attached G-15 NEW.zip
  11. abdulqadeer29
    sir, i have several issues wid result of my model.......it iz giving me a large deflection in x direction, i have few limitations in introducing shear walls , i appled few shear walls bt still rezlts are nt in permissible limits, and secondly i am getting a large %age rft in bottom column , and thn getting ony 1 % after 2nd story,,,,i am confused whether there is sum issue wid model or sth else, i have checked manually base reactions, and it also comes quite higher in center columns...why, i dont knw....kindly help me out ? sir i tried to upload my model bt getting above error.... G-15 NEW.EDB
  12. abdulqadeer29
    thnx sir....
  13. abdulqadeer29
    sir...we are getting a project soon of a medical college and the requirement 4rm the client iz to cast post tension slabs... actulay i am confused whether we have to increase thickness of pt slab and decrease number of beams to make our structure economical.....or we have to go other way...i am stdying few books to get my concept more clear...ur guidance vl be useful to keep me in ryt direction......
  14. abdulqadeer29
    sir whr ths available?
  15. abdulqadeer29
    sir, anyone having experince of desiging pt slabs and heir purpose? hw thy become more economical? is execution easy on site of these slabs?
  16. abdulqadeer29

    Quote

    abdulqadeer29 replied to jammer3425's topic in Shout Box

    sucess is never final, Failure is never fatal, its courage that counts.....
  17. abdulqadeer29
    anyone having experience of designg cat walk in etabs????
  18. abdulqadeer29
    sir , when we are doing p delta analysis in etab , when we select p delta parameters, and select option....iterative based on load combinations....sir in whch code these parameters are defined or tht load combination z difined whch we normally put there??/
  19. abdulqadeer29
    sir one more thng i have to ask... sir , for foundation design , i export file 4rm etab and did analysy in safe for foundation...sir my reinforcement in x and y strip near shear wall is quite different ( kafi zayada aa raha hai steel area) from other locations where there iz no shear wall, so nw if i have to determine actual reinf. in column strip and middle strip at the location of shear wall, wht should i do? either design same model removing shear walls then export tht file...gve me option.? and sir whch kind of meshing u prefer ...manual or auto and whch gve more precise rezlt?
  20. abdulqadeer29
    sir .........what kind of meshing we should prefer...manual or auto????
  21. abdulqadeer29
    sir i was basically asking about eccentricity due to difference in center of mass and center of rigidity?---- and sir whch code and whch chapter of tht code describe load combinations for shear wall?
  22. abdulqadeer29
    Kindly inform me few things about Etabs!. how we can check eccentricity of our bldg after analysis in etab? What is the purpose of base shear's calculation during design of RC struct.? WHat are the parameters we have to check after completing our design in Etabs?
  23. abdulqadeer29
    kindly suggest any creative or relevant topic related to transportation eng. for undergraduate level...based on ur experience or ur exposure....????
  24. abdulqadeer29
    oka sir...and i did manually ............
  25. abdulqadeer29
    any one having software related to retaining wall.....kindly upload tht one.....????
×
×
  • Create New...

Important Information

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

  I accept