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Relationship between punching shaer and flexural steel

Relationship between punching shaer and flexural steel

Relationship between punching shaer and flexural steel

(OP)
Does anyone know of an expression relating two-way punching shear strength at a supporting column, to the amount of top bar flexural steel in the slab at the column? A23.3 and ACI 318 don't give any relationship, but in checking the effect on punching shear strength due to loss of bars from corrosion, it would be helpful to have a feel for how that affects the punching shear strength. For example if there is a 30% loss of top bar metal due to corrosion, about what percentage loss of shear strength is there? I think it is useful to know this when assessing an existing structure because punching shear failure can be sudden without warning, whereas flexural failure can give warning.

I have read research papers proposing expressions for punching shear strength that include a term for the flexural steel area, but I cannot put my finger on where those are just now(somewhere in the ACI publications that I regularly read). Maybe someone on the forum knows, or knows of a building Code that has that. I wonder if Hokie66 in Australia might know.

RE: Relationship between punching shaer and flexural steel

I think that I already shared this with you but, just in case I haven't: Link The article is great for understanding but doesn't provide a method for evaluating situations with deficient flexural reinforcing.

This article provides a possible method for evaluation: Link.

I've actually been exploring similar issues myself. What concerns me, and should be relevant to some of your recent posts, is where the top steel is as opposed to how much top steel there is. More on that here: Link

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.

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