Equivalent Column 1

[struggle66]

Hi Everyone,

One of the Accredited Checker for authorities told me that if I am using 2D equivalent column, I need to design for the torsion of the attached torsional member and provide torsion links if required. Is it true?

Thanks

 

[KootK]

I've never known anyone to interpret things that way. The torsion is usually resolved as bending in the surrounding slab.

If you think about it, there's really some degree of torsion everywhere in a two way slab. We use flexural reinforcing to deal with that via the Wood-Armer approach etc.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

 

[struggle66]

KootK,

Thanks For always helping me out.

That's what I know also. I was just confused when someone with high education background commented me that way.

 

[KootK]

You're most welcome struggle66.

My answer might be somewhat regionally specific. A while back, in another thread here, I found out that some Australians use U-shaped slab edge bars to help address torsion near columns at the slab edges.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.