seismic design of steel water reservoir
seismic design of steel water reservoir
(OP)
Hi,
I'm designing a 32-foot high, 0.5 MG reservoir in Seismic Zone 4 in California, and the geotech engineer has supplied us with three different design spectral graphs by 1) Campbell & Bozorgnia, 2) Boore, and 3) Sadigh. I've been instructed to use the most conservative of the three. Sadigh results in the most conservative zero period acceleration, but Boore results in more conservative freeboard and shear anchorage requirements.
In past projects, I see that our company has been given a graph containing the average of the three spectral graphs by the geotech engineer, and therefore used that.
Are there any clear requirements by AWWA, or is it up to us as engineers to make a judgement call? Can we just stick with the Sadigh graph to make it simple?
Thanks.
I'm designing a 32-foot high, 0.5 MG reservoir in Seismic Zone 4 in California, and the geotech engineer has supplied us with three different design spectral graphs by 1) Campbell & Bozorgnia, 2) Boore, and 3) Sadigh. I've been instructed to use the most conservative of the three. Sadigh results in the most conservative zero period acceleration, but Boore results in more conservative freeboard and shear anchorage requirements.
In past projects, I see that our company has been given a graph containing the average of the three spectral graphs by the geotech engineer, and therefore used that.
Are there any clear requirements by AWWA, or is it up to us as engineers to make a judgement call? Can we just stick with the Sadigh graph to make it simple?
Thanks.






RE: seismic design of steel water reservoir
Also, using the zero period ignores the displacement controlled part of the response spectrum. Or, in other words, there will be a displacement due to ground excitation and you'd like to know what that is. Then you can also ascertain the stability of the tower under loading at that maximum displacement.
Regards,

Qshake
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RE: seismic design of steel water reservoir
Unless there is something in the California code that over-rides AWWA D100, I don't see a reason not to use it.
RE: seismic design of steel water reservoir
RE: seismic design of steel water reservoir