Concrete Edge Load / Direct Shear
Concrete Edge Load / Direct Shear
(OP)
I was asked to review another's design for attachment to an existing concrete curb. The 5000# load is for direct suspension of personnel. See sketch.
My initial response was that you wouldn't want to load a curb that close to a free edge in this fashion. The designer wants this backed up by calcs. His calcs use ACI 11.12 two-way shear, using d = 4". (see the longer, downward crack)
I argued that it couldn't be considered reinforced, which I believe is obvious, and that a failure could likely look like the upper, shorter crack in the sketch.
Thoughts? Furthermore, how would you back it up with calcs?
My initial response was that you wouldn't want to load a curb that close to a free edge in this fashion. The designer wants this backed up by calcs. His calcs use ACI 11.12 two-way shear, using d = 4". (see the longer, downward crack)
I argued that it couldn't be considered reinforced, which I believe is obvious, and that a failure could likely look like the upper, shorter crack in the sketch.
Thoughts? Furthermore, how would you back it up with calcs?






RE: Concrete Edge Load / Direct Shear
RE: Concrete Edge Load / Direct Shear
I do agree that the section is not properly reinforced for shear currently.
With regard to the calcs, I would just use root f'c times the most likely cone surface area to develop for the available resisting shear force.
Mike McCann
MMC Engineering
Motto: KISS
Motivation: Don't ask
RE: Concrete Edge Load / Direct Shear