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abdulqadeer29

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Everything posted by abdulqadeer29

  1. abdulqadeer29
    I think there is a conversion mistake . 87.5mm x0.1= 8.75 cm.This should be the maximum limit of inter-story drift.
  2. abdulqadeer29

    @TheRealPCB # Disappointment

  3. abdulqadeer29
    Thanks...I hope it will work . I will get back to this forum if i need further help.This idea will make our work easy.
  4. abdulqadeer29
    This demand of increasing the strength is not based on design requirement or compressive strength requirement. it is purely based on getting long term durability against abrasion effect of flowing water with heavy sediment loading.This demand is not from designer 's end , but it is from the lenders technical advisers therefore our own firm is reluctant to increase the strength to 50 MPA.
  5. abdulqadeer29
    ACI 224R writes: " For interior concrete , the lowest practical strength should be specified to reduce the cement content.This will reduce the heat of hydration and the consequent thermal gradient , decreasing the likelihood of cracking.More than the necessary amount of cement is detrimental rather than advantageous."
  6. abdulqadeer29
    High strength concrete strength is 50 MPA. Before this, original design was based on 35 MPA that we considered as normal strength concrete. your second suggestion is already incorporated. The current design have only one layer with 50 MPA strength. 373 WEIR CROSS SECTION (12OF38).pdf 400 WEIR PIER REINFORCEMENT ARRANGEMNET (1OF13).pdf
  7. abdulqadeer29
    What could be the damaging impact OF HIGH STRENGTH CONCRETE especially in water retaining structures like dams and spillways.It has been observed that designers mostly propose external 1 meter layer of such structures of high strength concrete as compared to inner one. One of the obvious reason is to ensure economical design and to avoid thermal cracking .High strength concrete provides long term durability ad effective resistant to abrasion. But the worrying point is such kind of difficult arrangement in a reinforced pier cause delay in the progress as well as require special form work. I am searching for some relevant references that describes the negative impact of using high strength concrete.
  8. abdulqadeer29
    Thanks a lot Sir, for providing these valuable information.......
  9. abdulqadeer29
    Thanks for your valuable guidance.Can you provide a reference which allows us to pour successive slab within 24 hours in case of concrete tunnel linings.? As our project specifications don't provide any guideline related to concrete tunnel linings but still our consultant restrict us for 72 hours until next pour, applying the limit of mass concrete as carried out in weir structures.
  10. abdulqadeer29
    THIS paper is good for joints but there is no mention of time duration between pouring of successive concrete especially in massive concrete.
  11. abdulqadeer29
    According to a report:- "6-7 hours before the failure, when concreting was half way, the bolts in cross girder of the steel girders placed on cantilever pier cap sheared off. This apparently happened because of excessive deflection of the pier cap, over which these longitudinal girders were placed. Apparently, instead of trying to find out the reasons behind this bolt failure, instruction was given by the site in-charge to weld the bracing again and go ahead with concreting." but giving a look to the images of collapse bridge, it was quite a risk to go for such a design when we are aware of construction practices in south Asia ...there should be some alternative path for such cases for load. Kolkata_Flyover_Collapse.pdf
  12. abdulqadeer29
    This truss bridge will be rested on side abutments..... However, the bride is no more cantilever as they abandoed this idea. Still I'm very much thakful for above replies to this topic and want to know answer of my basic question.
  13. abdulqadeer29

    MNP

  14. abdulqadeer29
    I have been given an assignment to design a cantilever steel truss bridge of 35 meter span. I have analyzed the model in SAP 2000. I am bit confused and want to know the basic transferring mechanism of forces in such structure.Point that is pinching in my head is that: " TRUSS members only transfer axial forces at joints,no moment." then how a cantilever truss bridge will transfer bending forces to its foundation ?? how fixed support will act in such case? How members of truss will transfer their deflection and bending phenomena to supports?
  15. abdulqadeer29
    Arif Consulting Engineers is a renowned structure design firm located in Islamabad. The firm is involved in number of mega Projects like GRAND HYATT , FORTUNE EMPIRE (20 Storey Building) and a long list of such projects. They are looking for a Structure design engineer having experience of 4-7 years. Attractive package will be offered to the selected candidate. http://www.aceconsults.com you can also contact with me , if anyone interested. Abdul Qadeer +92-313-5406772
  16. abdulqadeer29
    i am attached with a design firm but i can provide you a link. http://www.samragroups.net/
  17. abdulqadeer29
    when we model stair and ramp in Etabs, this increases the stiffness of the structure and also play a critical role in resisting torsion of the building.Should we proceed in this way?? or we take a slab instead of stair and control torsion of the building by adding shear walls??
  18. abdulqadeer29
    While purpose of assigning diaphragm is to transfer inertial forces during earthquake to vertical members . There is general practice which I am following for quite a long time, that we most of the time don't consider inclined members like stair and ramp. i model them as horizontal slab. I have recently observed that there is a difference in the result while considering them as inclined members. My question is do we have to assign diaphragm to these inclined members (ramp or stair case)?
  19. abdulqadeer29
    Anyone having any kind of material related to SEISMIC EVALUATION OF EXISTING BUILDINGS along with retrofitting techniques, do share on ths forum.....
  20. abdulqadeer29
    sir , you were very much right . I got a normal pattern of my results. As it is confirmed from CSI ETAB (When nonzero Pllf is assigned to a frame object, positive design moments are calculated assuming a simply supported condition under live-load application. While this does affect design moments, analysis moments are not affected) https://wiki.csiamerica.com/display/kb/Pattern+live-load+factor
  21. abdulqadeer29
    It is something due to excess loading. i have reduced live load to 50 psf and i got a normal pattern of reinforcement. the only option i have is to use the analysis results and calculate reinforcement manually.
  22. abdulqadeer29
    The governing load combo in this case is STRCOMBO2 . I am using UBC -97 for seismic analysis of the building with Overstrenght factor R 5.5 ie Zone 2 B.
  23. abdulqadeer29
    I am working on a building with quite high loading. live load :300 psf Super Dead :90 Psf The problem in my etabs result are quite unusual for me.I got more reinforcement in bottom as compared to negative in continuous beams. In the analysis, moment diagram is not showing such irregularity. need help form seniors.
  24. abdulqadeer29
    Sir, when you say "Play with reinforcement", what will be the ultimate effect on our structure, specifically on that particular member? if we just develop less reinforcement of beam in our joint , to fulfill the requirement of "BEAM / Column capacity ratio" , are we justifying the case or we are drifting away from the definition of Moment resisting Frame structures?
  25. abdulqadeer29
    When beam/column capacity exceeded from limit , and we can not increase the column size in that specific direction. now my question is can we change the behavior of a continuous beam to simply supported, by allowing our beam to take all the moments? (as RCC structures have the capacity to redistribute moments ) need confirmation???
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