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Thanks vandede, ACI 350-06 adjusted to the newer load factors and mirrors 318-02/05/08...... (code revision is a dizzying industry in itself). The environmental factors are required for flexure and shear carried by reinforcement, but not for shear carried by the concrete. The main thing we...

Thanks all. So, do you think 48-inch thick walls are reasonable? I have 35 feet deep with 95 pcf EFP. The horizontal span of the wall is 30 feet. Is there any practical way to use shear reinforcement to help with the shear in walls rather than to handle the shear with thickness? Or any...

kslee, no, i'll sharpen the pencil and try that along with 11-5 thanks

Thanks, Jed. I'm reluctant to go with 48" thick walls. Any other ideas would be appreciated.

I appreciate the responses. Jed, I have used d away from the support successfully in the past as well. When I was digging in to this one I read the fine print in R11.1.3.1 that says "two things must be emphasized: first stirrups are required...." Made me wonder if I applied that incorrectly...

Thanks, Jed. By ACI 318/350 R11.1.3.1 don't you need stirrups to be able to move "d" away from the corner and base? Or do you think this requirement is lifted for walls and slabs like minimum shear reinforcement reqts?

thanks, kslee1000. Buoyancy is an issue and mass is helpful, but the foundation is on piers so I can use the piers to resist uplift so I was hoping to go with thinner walls. I'm analyzing as 2-way plate now and have ult. shear of about 55 kips which gives 4' thick walls at the base. Stirrups...

I'm designing a pumping station that will be approx. 35' below grade with high groundwater. The resulting shears at the wall corners and base are high. To resist shear with Vc only requires very thick walls (thicker than otherwise required to resist moment). Are there good ways to provide shear...

All, I'm familiar with the use of free base connections at the base of walls in prestressed circular tanks. Is anyone using these in conventionally reinforced circular tanks? If so, can you recommend good details for hinged or free connections? I'm particularly wondering about waterstop...

Thanks Jed. It looks like the PCA concentrates on hoop stresses and circumferential moments. I'm looking for discussion of the vertical moments/stresses induced in the walls due to temperature gradients. Any thoughts?

I am designing a conventionally reinforced, above-grade circular concrete tank. I am concerned with potential thermal stresses in the walls. Any suggestions or references would be appreciated. Thanks.