Concrete Tank-Compression in base
Concrete Tank-Compression in base
(OP)
For a large concrete tank with dimensions 250ft x 150ft x 30 ft deep, burried without a cover, the lateral laod for the exterior soil with the tank empty will be about 16k/ft each side. These two forces will be equal and opposite, but will put the base slab in compression. Does the soil friction resist this lateral load or should the base be designed for compression. What is the best way to address this when the tank is empty and the soil is at full height.
We don't want the tank base to buckle up.
We don't want the tank base to buckle up.






RE: Concrete Tank-Compression in base
If the tank doesn't have a cover, these two forces you are talking about will not be equal and opposite. They are going to continue to build up until they reach the return wall, THEN cancel out.
If you design the tank walls as a cantilever, they'll have to be tied into the footing/slab, and the required thickness of the footing/slab would be such that I likely wouldn't worry about it in compression.
RE: Concrete Tank-Compression in base
RE: Concrete Tank-Compression in base
This is just one load case out of others. For this load case I am trying to confirm that the center will not buckle up. This is a concern of my client.
RE: Concrete Tank-Compression in base
RE: Concrete Tank-Compression in base
RE: Concrete Tank-Compression in base
Sorry. I've got it now.
However deep your slab is, look at an equivalent width. Say it's 3 feet deep. Look at a section that is 3'x3'x150' long, and treat it as a column. (That's a pretty long column.) Put your moments on it at the ends, the axial forces on it at the ends, and the selfweight if you feel like you need it (See below). Design your steel around that and compare it to the steel required for the end moments.
I'm trying to figure out the FBD in my head and can't determine if the selfweight helps you or hurts you. I think it hurts you. I think the slab would tend to bow downward, into the soil. In order for it to buckle, the soil would have to give way. This doesn't seem feasible, therefore, consider it fully braced. Then your column isn't nearly as long.
ACI discusses ties being required in compression members. I think there is a way around it provided the strength of the equivalent lean concrete in compression is greater than the required strength, but I don't recall how I'm aware of that.
Hope I've helped.
RE: Concrete Tank-Compression in base
I agree with the column analogy. I also look at it as a long wall in compression. I want to compare the Pc, critical buckling load vs. the applied load. I don't think it can buckle down. I'm sure the weight helps and will prevent any buckling up, but I want to prove it.
However, with the column/wall analogy, the kl/r>100 therefore per 10.11.5 I have to use a second order analysis and not the alternate method in section 10.11. I'm just looking to calculate Pc for a given cross section.