[SEFI] Calculation of Reinforcement from Stresses.

[ravi.se.guj]

Hi All.
I m interested in knowing how to find out area of steel required on availability of Stress.
For example, if we model a column as a FE model and we get stresses.
How to then calculate moments and there after reinforcement required to resist it.

Nirav Patel

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Structural Engineers Forum of India

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[akbar.civil]

Dear Mr. Nirav Patel,

Firstly, I would like to ask you why you are are using FE analysis for columns. Finite element analysis is used for those structures for which exact analysis procedure is not available. For columns and beams there are exact analysis theories available and simple analysis is sufficient.

If you are doing an FE analysis for a columns then the value of stress at any point that you get is given by

stress = {P/A} + {Mx/Iy*Yy} + {My/Ix*Yx}

So it wont be possible with this single equation to seperate out P, Mx & My which stops you from proceeding further.


Regards,

*******************************
M. A. Akbar
M-Tech: Structural Engg.
Calicut, Kerala
India
*******************************

http://www.sefindia.org/forum/viewtopic.php?p=8093#8093

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[ravi.se.guj]

Actually, i carried out solid modelling of weir. After performing the FE analysis i m getting stress contours.
For this particular case i want to calculate reinforcement required.

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Structural Engineers Forum of India

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[akbar.civil]

Dear Mr. Nirav Patel,

Using principal stresses obtained, you can calculate moments for the following faces (total four cases)
1) Water face ( Both longitudinal and vertical direction)
2) Non - Water face (Both longitudinal and vertical direction)

using the formula .............. M = Stress * I / y

Now you can identify 3-4 stress range categories along each directions, where you can decide that all stresses falling in any particular category will be designed using the maximum stress limit in that range (Use of excel sheet is advised).

Now after getting the moments, You can get the area of reinforcement using formulas given in IS456 or charts and tables given in SP16. Then you can play with the diameter of bar and its spacing.

Care should be taken that the percentage of steel along any direction or any face is within permissible limit because otherwise it means that the moment is too high for the depth of section provided and it requires a revision.

Hope this helps.

Regards,

*******************************
M. A. Akbar
M-Tech: Structural Engg.
Calicut, Kerala
India
*******************************


----- Original Message ----
From: ravi.se.guj
To: gen...@sefindia.org

http://www.sefindia.org/forum/viewtopic.php?p=8099#8099

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