JedClampett,
Thank you for the links. It appears that the TN and NY tanks failed at wall intersections.
TN OSHA blamed poor construction rather than design for the TN failure. The contractor seems to have created an un-roughened cold joint where no joint was shown on the drawings...
Thanks, JedClampett,
When we design hydraulic structures--such as concrete locks and flood protection structures--for the Army Corps of Engineers, per engineering manual EM 1110-2-2104, we end up with the 2.21 factor because the load factor is increased from 1.4 to 1.7 and the 1.7 is multiplied...
I think that you are looking at the AISC provisions for shear when I-sections are in strong-axis bending. I don't have my copy on hand, but I believe it is chapter H that delves into other situations.
Essentially, AISC forces you to wipe the dust off your mechanics of materials textbook and...
Thank you for responding, CELinOttawa.
We typically account for the the salt content explicitly when we (or the client or the governing body) choose the specific weight of water for the project. In any case, overlooking that would account for no more than a 3% increase in pressures, so it...
If it is not in the specs, I would submit an RFI to find out what the Engineer of Record requires.
P.s. If you are the EOR, then you are on the cusp of a transformative experience and will soon know the joy of studying the AISC manual and ASTMs to select what you need for the project. :)
Regarding the load factor for fluid loads
Ref. ACI 318-11 9.2.4 and 9.2.1 Eq. (9-1)
U = 1.4F
This factor seems too high for deeply submerged structures or for retaining structures whose walls are too short to keep out 40% higher water.
For example, if I am designing a concrete immersed...
thread256-285729
Better late than never:
On one of our projects in east New Orleans, with a positive connection (shear keys welded to the piles) between underwater concrete seal and piles, a 5-foot concrete seal had no problem resisting at least a 33-foot head.
