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shear design

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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.