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?
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
RE: Practical limitation of stud rail reinforcement
thread507-306324: Concerns about stud rail punching shear reinforcement
RE: Practical limitation of stud rail reinforcement
RE: Practical limitation of stud rail reinforcement
RE: Practical limitation of stud rail reinforcement
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.