I'm interested in the same information.  If you received any good input, I would appreciate hearing from you.

How will the tank be supported?

1. Saddles
2. Columns
3. Uniform and level (bottom in full contact with foundation)

If you can elaborate, I have several ways to do the design.

The tank will be supported uniform and level.  These are large capacity crude tanks of 150 to 200 feet in diameter by 50 to 60 feet tall.  The problem is that the location soil is weak.  As I understand it, these tanks are normally supported on a pad of asphalt with the perimeter only supported on a ringwall.  Some settlement is anticipated and compensated for.  In poor soil, however, a different design is called for, it seems to me.
Any recommendations?

Back in the late 70s early 80s, there were a number of good papers about large dia steel storage tanks.  We have installed several in areas where the soils are only "firm" - i.e., Su about 750psf (okay - 38 kPa). In construction, we used the "proof loading" for monitoring settlments, tilts, etc.  Slope indicators for any lateral squeeze, etc.

Unfortunately, I have all my references on the subject in storage - but Bjerrum wrote a good paper about edge failure of a large dia storage tank - London ISSMFE conference.  If you want it, let me know an e-mail through thread and I will forward a copy of it to you.  

For any good discussion - please advise the following:

soil stratigraphy and relevant soil properties (Atterberg limits, undrained shear strength, effective strenght parameters, consolidation data, sensitivity, etc).

Size of tank, height of tank, nature of liquid (specific gravity).  

Nearby problems (e.g., pipelines, slopes, etc.) - but for a tank this size, it should be on level ground for you will need a large containment area with berms.  They present their own problem to ensure low permeability.  

BigH

Will it be possible to e-mail the copy of the paper to me also?  My e-mail address is

amajumdar@leblanc.com.au

Best regards

AM

am: within the next day or two.  

BigH  Yes, I'd be very interested in the report.  Please email to ees@kingwoodcable.net
Thanks

fritzee11,

It is Irving Boberg's paper "Oil Tank Foundations", dated 1951!   It only addresses gravity loads.
I believe Boberg was the chief engineer of Chicago Bridge and Iron at that time.


Regards

AEF

I'm still trying to find my files on that Bjerrum paper - keep the faith!!

BigH -

What was the date of the London ISSMFE conference, or the number?  I have quite a few of the volumes in my personal library - I'll see if I have it if you can give me an approximate citation.

Please see FAQ731-376  by VPL for tips on how to make the best use of Eng-Tips Fora.

I think it was '56.  I found my electronic files on this - I'll send it to you. Anyone, else, see my offer above!  I was very lucky in that when I left the VCR office, they gave me the first 5 or 6 conference proceedings to ISSMFE. There really are some good papers in those conferences.  I especially like the state of art paper in 69 Mexico.

It was 1957.  Three blue volumes - I have them.  Don't worry about emailing it - just give me the citation for now.  Thanks!

Please see FAQ731-376  by VPL for tips on how to make the best use of Eng-Tips Fora.

There was an article published by ASME in 1980 entitled "Simplified Procedures for Estimating Settlement and Bearing Capacity of Ringwall Footings on Sand" (80-C2/PVP-64) that you may be interested in (my copy is poor).  The authors were J.M. Duncan, P.C. Lucia, and R.A. Bell.

Also, don't neglect Appendix E of API 650, and handbooks like Gaylord & Gaylord explain how to design reinforcing for the ringwall.