Column Footing Punching Shear
Column Footing Punching Shear
(OP)
I have a project under construction in which the batch plant closed and they ran out of concrete while pouring a large footing. I have a 18"x24" conc column that sits on what was supposed to be a 12' sq x 2'-6" thick footing. The footing as poured is only 2'-0" thick. I checked the 2'-0" thick footing; bending and one-way shear are fine, but the D/C for punching shear is 1.30.
My thought would be to drill and epoxy dowels at 8" oc each way and pour the remaining 6" of concrete.
How would you handle this?
Thanks!
My thought would be to drill and epoxy dowels at 8" oc each way and pour the remaining 6" of concrete.
How would you handle this?
Thanks!






RE: Column Footing Punching Shear
DaveAtkins
RE: Column Footing Punching Shear
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Column Footing Punching Shear
Another idea. Can you make the column bigger?
RE: Column Footing Punching Shear
RE: Column Footing Punching Shear
Dik
RE: Column Footing Punching Shear
I was thinking mainly of the economic difference between 324 drill and epoxy dowels for the over pour and 8-12 for the plinth. Just trying to be contractor friendly. Technically, I see it as just another version of the larger column alternative.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Column Footing Punching Shear
RE: Column Footing Punching Shear