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Unsupported concrete shear walls

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Boiler106

Boiler106

Structural
May 9, 2014
206
I wanted to get others' input on design approaches to concrete shear walls that are not connected to a floor slab over multiple stories.

Typically, i see the following 3 conditions a, b and c, where the slab does not attach to the wall on either side for a portion of its length, from foundation to top story.

1_trhg1f.jpg


how is buckling of this wall treated?
how do/can walls like this contribute to the lateral resistance of the system?

if anyone had any references, i would appreciate it. Thanks
 
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1) This is something of a grey area.

2) Obviously drag strut rebar running through the walls and into the slabs.

3) Use drag strut rebar to create points of lateral bracing at the wall ends at each floor.

4) As far as I can tell, we choose not to worry about a failure mode that would be shear buckling in the web. Instead, we focus on bracing the post-cracking compression zones.

5) In various places, I've seen recommendations for the unbraced length of the compression zones ranging from H/25 to H/15 depending on the level of seismic concern.

6) One approach might be to design horizontal, stabilizing "girts" within the wall at the floor levels. Limited stiffness limits the usefulness of this in my opinion.

7) To date, the only place that I've encountered an explicit treatment of shear wall buckling is in MacGregor & Wight's Reinforced Concrete: Mechanics and Design. Excerpt below.

c02_obbdsz.jpg
 
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