Section 11.5.5 says that slabs and footings are excluded from the requirement that shear reinforcing must be provided when the factored shear force exceeds one-half the strength provided by the concrete. The cantilever wall is treated as a slab in applying the ACI limitations. Therefore, you can design for shear at "d" from the slab and not provide shear reinforcing.
A question for you. Are you related to a Faoud Daoud who is living in Iowa now? I went to college with him and he was from Lebanon, not Beirut but near there. I don't know how common the "Daoud" name is.
>>> rydaoud(--nospam--at)inco.com.lb 02/20/01 03:06PM >>>
There is something that has been itching my mind and wonder.
I hope someone can help me.
In the "Building Code Requirements for Reinforced Concrete ACI 318-99", section (126.96.36.199) stipulates that for nonprestressed members, sections located less than a distance "d" from face of support may be designed for the same shear "Vu" as that computed at a distance "d".
But to do so, the commentary (R188.8.131.52) explains that 2 things are emphasized; one of them is that stirrups are required over a distance "d" from face of support.
However, in all the books I had read, concerning the structural design of RC retaining walls, I found that the design shear for the stem was calculated at a distance "d" from face of support ( which is the footing top) and without any shear reinforcement.
My question is: to be compliant with the ACI code, don't we have to do one of the following proposal:
1. design the stem for the shear calculated at face of support ?
2. provide shear reinforcement over a distance "d" from face of support ?
Thanks in advance