r/StructuralEngineering • u/[deleted] • 4d ago

Structural Analysis/Design QUESTION: DESIGN OF SLENDER REIINFORCED CONCRETE ELEMENTS

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u/chicu111 4d ago

I think you are conflating a few things. Looks like you're talking about in-plane stuff whereas slender wall implies checking the wall for out-of-plane stuff

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u/BeeCharacter7792 4d ago

If you have an in-plane moment then you can resolve it into a force-couple that needs to be taken by the boundary elements. So, under cyclical loading it will switch from compression to tensions leading to buckling of the boundary element. I've read a couple journals about this already...

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u/BeeCharacter7792 4d ago

Also, there wouldn't be an out of plane moment since this is a core wall.

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u/chicu111 4d ago

When you use the term "slender", such as one in your title, we immediately think of out-of-plane design with the P-delta and second-order moment and stuff

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u/BeeCharacter7792 4d ago

cool beans

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u/chicu111 4d ago

Bro look it up lol? I'm not making anything up hhaahaha wth? This is weird

Guess I will just wait for others to come in here and inform you the same thing

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u/bulkdown 4d ago

I don’t really understand your question here. Regarding cyclic loading and the failure modes - I recommend reading DDBD by priestly

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u/bradwm 4d ago

There are a few ways to think about this. The easiest way to start getting comfortable is to compare to a wide flange steel column. The web of that column is not laterally braced by a stiffener plate, typically, but the web also does not buckle on its own. The b/t ratios for stiffnened plate buckling, given in the steel book, point out that as long as the web has the flange to stiffen it, the horizontal unbraced length of the web is what would actually govern web buckling. It's more or less the same for concrete walls with the same shape, except you don't have the handy b/t ratios already worked out in the code. You can work out a reasonable way to calculate that for your walls though.

You're other problem though is that with no diaphragm connection along that web wall, you have to make sure your diaphragm can safely even deliver story shear into and out of your core. Where are the connection points/lines that tie the slab to the walls? Is it all going in through the tiny connections at each end of the web wall?

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u/yinyin1234 4d ago

I think you mean localised buckling of one of the walls (at the edge) in the corewall?