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  1. drasticxxxx

    Column and Middle strip design for flat slab

    ACI code
  2. drasticxxxx

    Column and Middle strip design for flat slab

    http://files.engineering.com/getfile.aspx?folder=4915e8f0-e136-4af5-aa24-062b02eeae4f&file=11111.PNG
  3. drasticxxxx

    Column and Middle strip design for flat slab

    I found some comments for you and references regarding the above subjects,but the links not working now So I need your help What I have is the following: Flat slab with beams here and there(but not fully beams) I need to understand the best way to design column and middle strip for such slab...
  4. drasticxxxx

    ASCE 2010 Wind load displacement

    It is clear . Thanks Boss
  5. drasticxxxx

    ASCE 2010 Wind load displacement

    Hello, I need to know for wind load displacement ,we take cracked or uncracked section +H/500 limit for displaemnt(where is the reference for this limit)? thanks in advance
  6. drasticxxxx

    Flat slab as part of moment resisting system

    Hello, If i have flat slab ,that is part of frame moment resisting system,no beams.And I would like to design the flat slab with columns as part of lateral force resisting system. the procedure is like the following 1:I define all load combination in the software 2:I design the column strip and...
  7. drasticxxxx

    Lateral Force Resisting System

    up
  8. drasticxxxx

    Etabs Problem

    I use ubc 97 to create all wind load sets, But etabs only create once set? why this problem appear?
  9. drasticxxxx

    Lateral Force Resisting System

    Dear All I have small villa that has mainly columns with dimensions 20x50,25x50,20,60 Two Floors the slab is flat slab ,with some beams here and there (say like 50% of beams exist between columns(I am comparing with case of full beams system)) So the system is not moment frame system,however...
  10. drasticxxxx

    Tie Beams Purpose

    Ktook Could you refer to section in ACI318 2014 please? Thank you all the discussion was really useful
  11. drasticxxxx

    Tie Beams Purpose

    Thanks Kootk Any reference for the following in ACI 1)When used as seismic ties, your code probably specifies the required axial capacity as a portion of the restrained column axial load. Something to the tune of 0.25 x Pu x Peak ground acceleration. and 2)b) An old rule of thumb is to...
  12. drasticxxxx

    Column vs shear wall

    Thanks
  13. drasticxxxx

    Column vs shear wall

    Hi Guys We choose between columns and shear walls based on the design of resisting lateral load system,but is there any dimension that distinguish between the two of them)according to aci318), I heard from my friend in work that when the length over width is more than 4 (then you can take it as...
  14. drasticxxxx

    Tie Beams Purpose

    upppppppp
  15. drasticxxxx

    Tie Beams Purpose

    Tie Beams are two types 1.With foundation level 2.above foundation level What is the difference between of them? Actually If I said Tie beam ,I will say the following reasons for using it: 1. Hold Footings together under seismic load 2.Prevent differential settlement 3.Carry the block above...
  16. drasticxxxx

    How to model Beams in Finite element software

    thanks
  17. drasticxxxx

    How to model Beams in Finite element software

    I meant by tie beam above foundation as the following picture tellhttp://files.engineering.com/getfile.aspx?folder=9e921588-40d8-4bf2-9f92-1bde730f3766&file=Capture.PNG
  18. drasticxxxx

    How to model Beams in Finite element software

    Thank you all . Mike you hit exactly what I was thinking ,what I did I made very stiff element there to overcome the eccentricity ,hence I use this to transfer the load properly as the actual situation, but I don't read moment on it(not actual, since it is part of the column). andriver you...
  19. drasticxxxx

    How to model Beams in Finite element software

    Hey guys I think I have one question ,that I suppose many people counter it before ,and I would like to see the best way to overcome it: 1.If we have columns in which their centers in Y direction are not on the same line,how I will be able to model the beam connecting them for example on...
  20. drasticxxxx

    Punishing shear questions

    Thank you all. Let me summarize what I understood 1.Safe isn't calculating flexural reinforcement 2.It is better to use Safe to check Punching not for design stirrups 3 Regarding 2d, it is really confusing Code is saying precisely :ACI318-11 The distance between the column face and the...

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