Any ressource to design a bolted water storage tank? 3

[T2ioTD]

I noticed that API 650 offers two methods for determining the shell thickness, as well as a method to determine the wind stiffeners. On the other hand, API 12B offers pre-determined tank sizes without any talk about wind stiffeners or anchors to the foundation, and the AWWA-d103 only offers stresses to check.
My question is: Is there anything comparable to API650 for bolted tanks of low pressure? If not, do you have any resource that might guide me?

Regards

 

[JStephen]

I would expect detailed design to be by the manufacturers.
Some of the aspects of API-650 and AWWA D100 could be applied to bolted tanks as well.
Also, there are some requirements in ASCE 7 applicable to bolted tanks.

 

[LittleInch]

https://engage.awwa.org/PersonifyEb...WA Standard for,Steel Tanks for Water Storage

Remember - More details = better answers
Also: If you get a response it's polite to respond to it.

 

[LittleInch]

What more do you want than 12B or D 103?

Remember - More details = better answers
Also: If you get a response it's polite to respond to it.

 

[T2ioTD]

OP here. Thanks for the answer so far.

API 650 is clear in aspects where API 12B is not:

1. I can design a welded tank based on the one foot method. What can I do if I want to change the dimensions in a bolted tank?
2. The need to add wind stiffeners is clear in API650. Why API 12b have no wind stiffeners even on the top? Is it because the flange that connects two rings plays this role?
3. The calculation to address adding anchors versus wind overtuning is lacking for bolted tanks. Are API 12B tanks safe from overtuning?
4. The lack of the top stiffening in API 12b feels troublesome to me when I want to study the connection of roof rafter to the shell. Will the shell on the top ring accept an L bracket without stiffener (It's a shell, you can study the whole AISC without encountering one...)
5. How could API 12b offers pre-studied solutions without knowing anything about the seismic conditions of the site?
6. (see bottom pic from API 12B) Why vertical bolts increase with tank size but horizontal bolts seem to stay fixed? Is it because if the tank is cut in half vertically, two vertical seams would resist the pressure, while if cut horizontally then all the staves, which are 6 to 37, would resist?

 

[Geoff13]

I've never done an API 12B tank. Only API 620 and 650. Thus my answers are based on understanding tanks and not from familiarity with 12B.
[ol 1]
[li]API 12B tanks have fixed sizes. Perhaps you should be looking at AWWA D103.[/li]
[li]The tank sizes are small, so I'm not surprised the roofed tank don't need wind stiffeners. API 12B requires an open top tank to have a wind girder. Please clarify what you mean.[/li]
[li]The tanks sizes are small and the wind criteria in 5.1.1 is minimal, so I'm not surprised there's no anchorage.[/li]
[li]If you are using rafters you will have to design the rafter-to-shell clip, and check the shell for adequate capacity. There's no snow load in 5.1.1, and the live load is low, so there shouldn't be much rafter reaction you need to support. I'm not aware of any tank design code that addresses how to do this.[/li]
[li]Seismic is not one of the standard design criteria in 5.1.1. Perhaps you should be looking at AWWA D103.[/li]
[li]The liquid creates hoop tension, which increases with tank diameter and depth. Thus more bolts. The vertical loads are compressive, and thus not carried by the bolts, so no extra bolts are required for larger tanks.[/li]
[/ol]