I would appreciate hearing from anyone that has had experience in storage tank settlements, both uniformly & differentially.API 650 doesn't address this very much that I can find other than:Par. 220.127.116.11 d. "The columns shall be effectively....in the event of vertical movement of the columns relative to tank bottom of up to 3 in.".Par. 18.104.22.168 (hydro test)"...differential settlement greater than 1/2" per 32 ft. of circumference or uniform settlement of 2 in."......Neither of these paragraphs address differential settlement across the tank bottom. Other paragraphs refer to "excessive" settlement without defining what is meant by "excessive".Case in point - I am designing a tank that is 100' Dia. x 64' Shell Height, 1% bottom crown up from center to outer shell. Single center column-supported roof with rafters.Geotech report says I can expect settlement of 8.4" at edge and 15" at center of tank which equates to differential settlement of 6.6" Question: do I take the 3" vertical movement of "up to 3" mentioned in Par. 22.214.171.124 d, as the max. differential allowable or am I missing something here?Any thoughts, suggestions, past experience, etc. would be really appreciated.I realize that API 653 has some guidelines but this is a new tank and thus API 653 does not apply. Any other industry standards that would apply?
Red Flag Submitted
Thank you for helping keep Eng-Tips Forums free from inappropriate posts. The Eng-Tips staff will check this out and take appropriate action.
Reply To This Thread
Posting in the Eng-Tips forums is a member-only feature.
There has been a lot of buzz about MBSE because it can help companies develop concepts at the system architecture level and assess the performance of these concepts against requirements. Unfortunately, there has been a lot of confusion as well. Download Now