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. 5.10.4.7 d. "The columns shall be effectively....in the event of vertical movement of the columns...
I would appreciate hearing from anyone that has had experience in tank settlements, both uniformly & differentially.
API 650 doesn't address this very much that I can find other than:
Par. 5.10.4.7 d. "The columns shall be effectively....in the event of vertical movement of the columns relative...
Is anyone aware of Addendum 1 to the 11th edition having been issued yet?
The "grapevine" advises that this was supposed to be issued by the end of 2007?
Has anyone had experience with a "drain dry" system for a conical floor storage tank. I believe the idea is to slope the tank floor to the center and run an outlet pipe from the side of a sump which would be installed at the low point of the cone, thru the tank pad (sand & gravel construction)...
Has anyone heard via the "grapevine" as to when this edition is going to be released. I'm presently working on a new storage tank specification that references API 650 and since there are so many changes including "bulleted" paragraphs in the May 2007 Proof 2, I don't want to draw-up and issue a...
If you are in possession of a draft copy of API 650 Proof 1 January 2007 - refer to:
3.1.5.2 under Vertical Shell Joints par b. - "shell courses shall be flush-stacked on the inside"
3.1.5.3 under Horizontal Shell Joints par b. - "abutting shell plates at horizontal joints shall have a common...
Has anybody figured out why the 2nd criteria formula has to be satified? Once you have satified 1st criteria (formula) what's the point in calculating the liquid moment.
Example: 20' Dia. x 40' Shell height Tank. Design Pressure: 6" H20; Wind Velocity: 81 mph; Shell Weight: 20,506#; Roof Weight...
