gmoney731
Structural
- Oct 24, 2018
- 32
Hello,
I am intending to calculate the punching shear of an edge column sitting on a slab.
Per ACI 318-14 p. 364 Table 22.6.5.2, there are three equations used to determine the 2-way shear capacity. You are to take the smallest value of these three equations and consider that to be your capacity.
In the case of a corner/edge column, I see only one of those three equations that are applicable:
Vc = (2 + alpha*d/b0)*lamda*(sqrt(f'c))*b0*d
The alpha is considering corner/edge effects. My question is this:
Is the referenced equation above the "only" equation I should use to consider my capacity, or should I still consider all three equations?
Should the perimeter (b0) be adjusted for the referenced equation, even if alpha is already accounting for the edge/corner effect?
I am intending to calculate the punching shear of an edge column sitting on a slab.
Per ACI 318-14 p. 364 Table 22.6.5.2, there are three equations used to determine the 2-way shear capacity. You are to take the smallest value of these three equations and consider that to be your capacity.
In the case of a corner/edge column, I see only one of those three equations that are applicable:
Vc = (2 + alpha*d/b0)*lamda*(sqrt(f'c))*b0*d
The alpha is considering corner/edge effects. My question is this:
Is the referenced equation above the "only" equation I should use to consider my capacity, or should I still consider all three equations?
Should the perimeter (b0) be adjusted for the referenced equation, even if alpha is already accounting for the edge/corner effect?
