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Re: shear design

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Dear Donna,

Is this a shear wall?  Is the force acting along the length of the
wall, or normal to the lenth of the wall.

What kind of loading.  Are the bars you are excluding in tension or
comprssion?

Ken Tarlow


---Donna Friis <FRIISDL(--nospam--at)cdm.com> wrote:
>
> I have a 30' high by 12' long reinforced concrete wall connected to
a base
> slab. I calculated the shear at the base of the wall. The joint is a
simple
> roughened edge with the wall dowels extending into the base slab.
The shear
> capacity of the concrete wall (phi * Vc) is only about 70% of the
required
> capacity. So I calculated the shear capacity of the wall dowels.
When I was
> in
> school and did similar calculations, I took the difference of the
area of
> steel provided by the wall dowels and subtracted the area of steel
required
> for the moment at the base. I used this difference to calculate the
shear
> capacity of the wall dowels but was told that this disagrees with
ACI 318-95
> R11.7.7. The code indicated that "when a moment acts on a shear
plane the
> flexural tension stresses and flexural compression stresses are in
> equilibrium." Some of the senior structural engineers I spoke with
indicated
> that I could used the total area of steel provided by the dowels on
each
> face
> of the wall (up to the maximum shear capacity allowed by ACI). While
others
> said that this was incorrect. As a young engineer I would greatly
appreciate
> input and a brief explanation.
> 
> 
> 

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