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  1. yasir1989

    slab and beam modeling

    Thanks all for important notes as i conclude form notes i use beam (0.4m x0.3m) and top insertion point to get good modeling of beam and slab
  2. yasir1989

    slab and beam modeling

    Thank you for your interest but can you tell me the dimension of beam should i insert in program if have beam (0.4 m depth x o.3 width) and slab depth (0.15 m) ? so the dimension of beam in program (0.55 x 0.3) or still the same (0.4 x0.3) .i have some confused which is the best method for...
  3. yasir1989

    slab and beam modeling

    I'm trying to model a two-way concrete slab and beam system in etabs. I have the slab elements( h=150 mm) and rectangular beams (400 mm depth x 300 mm width) , but when I view in 3-d, it appears that everything is being modeled from the centerline of the elements. How can I change my model so...
  4. yasir1989

    (I.M.R) individual model response

    Indian seismic code (IS 1893)
  5. yasir1989

    accidental eccentricity

    Dear ayelamayem77 i know this a good way to solve problem and thank u for helping me but there is small problem with this solution we use SRSS to combine all mode and this method is used only for regular building and 2d ,but for irregular building we should only use CQC .this solution dont have...
  6. yasir1989

    (I.M.R) individual model response

    hi everyone in Staad pro there is feature (I.M.R)individual model response please anyone know this feature how to do it in ETABS this feature make response spectrum effective by giving each results its own sign (negative or positive) Thank you
  7. yasir1989

    accidental eccentricity

    dear ayelamayem77 if find this method in link https://wiki.csiamerica.com/display/etabs/Torsional+amplification is very good to solve the problem but i cant judge this real value thanks
  8. yasir1989

    accidental eccentricity

    thank you ayelamayem77 for your interest please the attachment did not work (no EDB file ) best regard
  9. yasir1989

    base shear

    Hi every one In a response spectrum analysis, the base shear does not match the summation of shears I get at the base of the columns. Which one should I use as base shear ? how to solve this problem?
  10. yasir1989

    etabs problem

    hello inggelu my problem i have rectangular building(40x20) and the the natural frequency (building periods) in the orthogonal directions dont have a big different( i use sap2000) thank u http://files.engineering.com/getfile.aspx?folder=0bfe1dd3-a4b4-450b-981f-cda89d5ebf65&file=Desktop.rar
  11. yasir1989

    accidental eccentricity

    Dear ayelamayem77 HERE MY RESPONSE SPECTRUM thank you http://files.engineering.com/getfile.aspx?folder=821c639a-5b29-42a1-9a50-c3150ba1aea7&file=yasir4.rar
  12. yasir1989

    accidental eccentricity

    and this is my modelhttp://files.engineering.com/getfile.aspx?folder=ea0ef97d-bc45-4867-b83d-176a4c0be788&file=Desktop.rar
  13. yasir1989

    accidental eccentricity

    Thank you very much Mr ayelamayem77 for helping me wish you all the best in your life please if you can you give me note about response spectrum method in 3d model like how to calculate dynamic eccentricity and torque Sorry for the inconvenience thank you
  14. yasir1989

    accidental eccentricity

    please see case of (spec1 ) this case of response spectrum and accidental eccentricity 0.05 and here my problem thank very much
  15. yasir1989

    accidental eccentricity

    this is my model thank youhttp://files.engineering.com/getfile.aspx?folder=56835da5-f21d-4070-82fa-19b5d1cce49b&file=3d(b).EDB
  16. yasir1989

    accidental eccentricity

    Thank very much ayelamayem77 your idea is very when calculated base shear for over all structure but i have building 10 *10 bay i want to calculate base shear @ each frame and the summation of these base shear @each frame will equal to overall base shear but in my building(shown in...
  17. yasir1989

    accidental eccentricity

    i use response spectrum method
  18. yasir1989

    accidental eccentricity

    hi everyone i have 10 story building when calculate base shear from reaction and story force they have same value but when use accidental eccentricity(5%) the base shear calculated by summation of the reactions is larger than when calculated by story shear so i cant understand why this...
  19. yasir1989

    etabs problem

    Hi to every one,is there anyone reading this...........I m waiting for a good reply to my question????
  20. yasir1989

    Amplification of accidental torsion when using dynamic analysis as per ASCE-7-05

    the horizontal shear distribution shall be in accordance with requirement of section 12.8.4 expect that amplification of torsion per section 12.8.4.3 is not required where accendital torsional effects are included in dynamic analysis model

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