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.
As products become increasingly complex, product lifecycle management (PLM) is steadily growing, with new solutions and companies entering the space. However, businesses seeking to implement PLM may still face issues in managing products across entire lifecycles. Download Now