deflection of circular tank walls
deflection of circular tank walls
(OP)
does anyone have an approach for calculating deflections in the above? Normally i would use span/depth checks as cantilever but I am appraising an existing design.
I also know that the ACI recommend a min wall thickness of 12" (300mm) but no such recomendation exists in British codes (that I can find) anyone have a comment on this?
Cheers
I also know that the ACI recommend a min wall thickness of 12" (300mm) but no such recomendation exists in British codes (that I can find) anyone have a comment on this?
Cheers






RE: deflection of circular tank walls
RE: deflection of circular tank walls
The situation is similar to a beam on elastic foundation, with the "elastic foundation" being furnished by hoop stresses in the shell.
RE: deflection of circular tank walls
RE: deflection of circular tank walls
I would say that your span to depth approach is not applicable for circular tanks. If your base joint is detailed as sliding then deflection is due to ring tension only. If it is fixed or pinned it is a combination of ring tension and bending. The restraint at the bottom causes rotation at the top.
You might be able to get something in Roarks, with some fudging. Alternatively the PCA tables for rectangular tanks has coefficients for approximating deflection. IO do not have a copy of the PCA tables for circular tanks but they have the same thing. I'm sure some of our US based members can confirm that.