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ACI code

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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...

It is clear . Thanks Boss

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

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...

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

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...

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

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...

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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...

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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...

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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

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...

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...

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...