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rummaan17

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rummaan17 last won the day on February 18 2016

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About rummaan17

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    Lieutenant

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  • Gender
    Male
  • Location
    Kuwait
  • University
    NED University of Engg & Tech
  • Employer
    Gulf Consult

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  1. Dear SEPakistan Member, I would like to know if there is any limit on Maximum Volume of concrete that can be cast in Raft Foundation in one go?Upto my knowledge, we cannot provide control/contraction joints in Raft. So how do we limit Heat of Hydration ? Reference would be much appreciated. Thanks.
  2. Eccentricity Values In Etabs

    Dear Mr.Rana, Thanks for your response. I just want to know in which case need to check the torsional irregularity ratio ?. I mean to check it in EQX and EQY only and then amplify the eccentricity in (X+Eccen Y, X-Eccen Y, Y+Eccen X, Y-Eccen X) . Am i right ??
  3. Eccentricity Values In Etabs

    Dear Umar, We should check the buidling drift ratio only in EQX and EQY right ? Not the one with eccentricity ?
  4. Bridge Expansion Joint/ Slotted Hole

    Thanks Mr.Umar. Indeed a great help. Much appreciated.
  5. Bridge Expansion Joint/ Slotted Hole

    Thanks Mr.Umar. Its a ped way. Also, I am concerned about the movement of this pedway when buidling movies parallel to each other as this slotted hole doesn't account for it. Any idea ?
  6. Bridge Expansion Joint/ Slotted Hole

    Find attached the sections.
  7. Bridge Expansion Joint/ Slotted Hole

    Dear Mr.Umar Makhzumi. See attached image for detail.
  8. Dear All, I have designed the bridge between two building. Fixed at one end and roller at the other. The bridge at the roller end, rests on a concrete ledge. I have provided the expansion joint based on the formulation of ASCE for building separation. I have certain queries on it : 1- Is building separation formulation is appropriate to provide expansion/moment joint in my case? 2- I am trying to allow the movement through slotted holes in base plate. If my bridge required expansion is 300mm through formulation indicated in Point-1 above, should the slotted hole be twice of it i.e. 2x300mm = 600mm I am still unsure as to what size the slotted hole should be ? and what governs the expansion joint of bridge over the ledge end. I am relatively new to bridges. any help would be highly appreciated. Thanks in advance.
  9. ShearWall - Temperature Design in ETABS

    Thanks alot Mr.Rana for taking time to explain it in such detail. i will act accordingly and let you know. My last concern if you could answer, this 0.25 value is coming from code ?
  10. ShearWall - Temperature Design in ETABS

    Dear Mr.Umar, Yes we have created some document for their timely response to our design but I guess we dont have any offical document from start that could justify this load application technique. Also Mr.Umar, certainly my review team never cease to surprise me as they argue over things that even doesn't make sense to me, who is a newbie in this field. Since, they are approving authority and we are tough on schedule we try to sort it out as they want. Secondly, i have some similar concerns. This 0.25 modifier track back to reference from code ? if any please guide me. I started using 0.25 modifier as I found this value on certain discussion on forums and after applying it I found the reinforcement to be just. but as you quoted, using two modifier at ULS state for two different load case ? how can we back it up. Any addition would be highly appreciated. Thanks in advance.
  11. ShearWall - Temperature Design in ETABS

    Thanks alot Mr.Rana . Indeed very useful. This thing was a pain for me since I have started applying temperature. At my last peer submission I finally realize that we should keep temperature model separate. There is also one more thing I figured out I was using Rigid daiphragm assumption at start which was resulting in very high axial forces in ETABS spandral. (ETABS doesn't design for spandral axial forces and designer has to check manually). I discussed with CSi Support about this and they told to use semi-rigid as temperature has no point with rigid daiphragm. Now, I use separate model with semi-rigid daiphragm for temperature which has decreased my axial load in spandral but has affected walls alot in terms of shear and flexure. Now what I understood. That i will keep a separate model with all WALLS and SLABS modifier =0.25 just for temperature analysis. Hopefully it will solve my problem.
  12. ShearWall - Temperature Design in ETABS

    Dear Mr.Umar, We have to submit our design for peer review which includes one international and one local consultant. I was amazed when they asked to apply load on overall structure. Even in my opinion its only outersurface that is most prone to temperature change, as here in middle east mostly building inside is temperature controlled. Though we also design slab for temperature change for all level, which i don't find just. I was getting high temperature stress even in slab which was then modified when I started using 0.25 modifier. The temperature reinforcement decreased drastically. I still consider SAFE as a better option to design as it consider temperature difference between top and bottom surface. But still shear walls remain a question, as if I decreased stiffness modifier of forces F11=F22 it will transfer all loads to column. Temperature load is applied in conjunction with other load combination as stated by ASCE 7-10 with loads factor not less than 1. Thats all I know about it uptill now.
  13. ShearWall - Temperature Design in ETABS

    Dear Mr.Rana, for negative temperature when we have compression will it have same modifier ?
  14. ShearWall - Temperature Design in ETABS

    There is alot of debate as what stiffness modifier to use F11=F22 for temperature. Previously, slab was getting high temperature reinforcement which was fixed using this value of F11=F22. Walls still have F11=F22=0.7 which is also a reason for high temperature load.
  15. Dear all, I am trying to design shearwalls through ETABS with temperature load applied over shell. At various location, spandral section fails in Shear due to temperature and piers (sometime in shear, mostly in flexure). (See Attached Image) Certainly all the problem in Shearwalls are due to temperature. I don't want to increase cross section of spandral or pier at some location just due to temperature load case as it will appears non-uniform with rest of the wall. I have seen stiffness modifier affect distribution of forces and also rigid/semi rigid daiphragm assumption. Can anybody guide how to properly design the shear wall with temperature load applied in ETABS or share any similar experience. Thanks in Advance.
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