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Practical limitation of stud rail reinforcement

Practical limitation of stud rail reinforcement

Practical limitation of stud rail reinforcement

(OP)
Does anyone have any information or technical literature discussing practical limitations of stud rail reinforcement for punching shear in flat plate construction?

What I'm after is to find out what are some practical places to draw the line and say stud rail reinforcement is not appropriate for a specific condition and it warrants making the slab thicker or column larger.

For example, 10' long stud rails in a 6" slab seems impractical, even though it works on paper. Spacing is another. I've seen the studs spaced very tight on other projects, but is there any practical limit?

RE: Practical limitation of stud rail reinforcement

British and Eurocodes set a minimum slab depth of 8" for punching shear reinforcement. Personally I think that is still too thin!

RE: Practical limitation of stud rail reinforcement

I don't see how 10' long strips of studrails will "work on paper". Perhaps you were just using that as a general "for example..."

RE: Practical limitation of stud rail reinforcement

Vu,max would be a limitation. 6" does seem too thin, with 1-1/2" cover top and bottom it leaves a stud rail 3.5" long which doesn't feel as though it could hold a shear crack together when propagating.

RE: Practical limitation of stud rail reinforcement

I would think 8" in about as thin as you could get. I have run across situations where you can make the slab meet code but need studrails that are more than 8-ft long in a 12" thick slab. While it 'worked on paper' it felt wrong so we went a different way at those locations.

As for how tight the studs can get, you have to fit steel in both directions and maybe strands in both directions. You can't fit it in if the studs are only 4" apart with that wide head on the stud.

After a recent project where we used studrails, I am thinking the extra cost of a shear cap is the lesser of (2) evils.

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