Concrete Slab Fold Depression
Concrete Slab Fold Depression
(OP)
Hello,
I have seen some discussion in the past on this and it is really something I want to settle. In my experience, slab depressions frequently occur anywhere in a slab and cannot often be supported in a beam like fashion. I like to think that as long as the area of the fold concrete is confined and rebars are developed, the slab fold can be ignored, although it may add some flexibility. The fold won't necessarily act as a stiff rib type element Thus when modeling, ignore the fold unless a deep enough fold justifies treating the slabs as simply supported. Trying to model the fold will result in greater complexity that may not be necessary.
Often, I have seen the "length of fold" quite large. Sometimes detailed as a function of slab depth, sometimes depression depth. It seems to be in the order of more than twice slab depth to the nearest foot or 1.5'. Can someone shed light on this? Is it to facilitate strut tie? is it simply to limit slope of effective slab thru the fold?
My other concern is that I have a situation where I have a fold very close to a column and slab strip rebar will have to run thru it. As long as bars are developed thru the fold is it enough? in my case the column would be supporting the low portion of slab.
Please see my attached sketch
I have seen some discussion in the past on this and it is really something I want to settle. In my experience, slab depressions frequently occur anywhere in a slab and cannot often be supported in a beam like fashion. I like to think that as long as the area of the fold concrete is confined and rebars are developed, the slab fold can be ignored, although it may add some flexibility. The fold won't necessarily act as a stiff rib type element Thus when modeling, ignore the fold unless a deep enough fold justifies treating the slabs as simply supported. Trying to model the fold will result in greater complexity that may not be necessary.
Often, I have seen the "length of fold" quite large. Sometimes detailed as a function of slab depth, sometimes depression depth. It seems to be in the order of more than twice slab depth to the nearest foot or 1.5'. Can someone shed light on this? Is it to facilitate strut tie? is it simply to limit slope of effective slab thru the fold?
My other concern is that I have a situation where I have a fold very close to a column and slab strip rebar will have to run thru it. As long as bars are developed thru the fold is it enough? in my case the column would be supporting the low portion of slab.
Please see my attached sketch
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RE: Concrete Slab Fold Depression
Strut and tie modeling would be the way to go to provide by the numbers back-up for the condition.
A lot of the detailing I see around folds is old rule of thumb type stuff and when less than 2*t ignored in a lot of modeling (unless the slab is PT). You'll run into issues with modeling folds in a lot of the modeling software as the element type used will tend to greatly overestimate the stiffness. I've seen some suggestions to artificially increase the span length to 1-1.5x the fold depth for the spans including folds to give a better deflection approximation and capture some of the additional moment.
My Personal Open Source Structural Applications:
https://github.com/buddyd16/Structural-Engineering
Open Source Structural GitHub Group:
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RE: Concrete Slab Fold Depression
without hooks if bar in compression... but development length with hook for tension if required.
Rather than think climate change and the corona virus as science, think of it as the wrath of God. Feel any better?
-Dik
RE: Concrete Slab Fold Depression
RE: Concrete Slab Fold Depression
I pretty much search the ACI database every other month for articles on folds, two-way slabs folds don't seem to have received a lot of attention.
My Personal Open Source Structural Applications:
https://github.com/buddyd16/Structural-Engineering
Open Source Structural GitHub Group:
https://github.com/open-struct-engineer
RE: Concrete Slab Fold Depression
RE: Concrete Slab Fold Depression
Yes, and I've included such a strut and tie model below. Historically, strut and tie models have not been run explicitly for this kind of situation. Instead, proportions were selected that simply had a high probability of satisfying a strut and tie analysis were such an analysis to be undertaken. But, then, this kind of situation has also historically been limited to regions of low moment demand.
To clarify, while the confinement is a benefit in this situation, it is a secondary benefit. The primary goal is to provide a capable moment and shear splice between the upper and lower slabs. In high demand situations, it is certainly not sufficient to simply provide some nominal confinement and call it good. Rather, in high demand situations, I feel that some explicit design should be undertaken.
If you've sketched your proportions accurately, I might actually be inclined to abandon the moment connection and, instead, call this joint a slab pin with the low slap cantilevering from the column to pick up the upper slab. If you follow the strut and tie model through, you may well find that it is an arrangement that works with smaller bars (#4/#5) but is quite untenable when you're dealing with the dense, larger bars typical of slab top mats in the middle strip.
RE: Concrete Slab Fold Depression
RE: Concrete Slab Fold Depression
RE: Concrete Slab Fold Depression
RE: Concrete Slab Fold Depression
Reinforced Concrete One-Way Slabs with Large Steps
ACI Structural Journal July 2017
RE: Concrete Slab Fold Depression
All of the fancy detailing is really about the moment connection. You're still fundamentally dealing with a slab without shear reinforcement. If anything, you're slab step improves your shear situation by spreading your shear wall chord reactions over a wider width of slab. [3.0 x overall step height] would seem to me a defensible minimum on the distribution width.
RE: Concrete Slab Fold Depression
Rather than think climate change and the corona virus as science, think of it as the wrath of God. Feel any better?
-Dik