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As a_urbs noted the lack of confinement is allowing the spalling. The attached shows a method I've used to provide post-tensioned confinement. In your case, due to the size of the column, extra confinment could be provided with threaded rod through the column, located midway to each face...

The span/effective depth ratio is based on the shorter span, therefore the support condition type is also based on that direction.

The 1974 edition of the AISC Safe Load Tables notes RHS & SHS as 250 Grade steel, CHS as 200 Grade.

Dig a 600 deep hole to determine the soil at that depth. If it's fill (made ground) it's not deep enough. If it's very dense gravel it's all good; show the structural engineer for signoff.

sdz, my AS1170.0 Table F2 for wind has ARI = 500 years. Do you have the latest version? Mine includes Amendment 5, issued in 2011. Since there is no tank floor it looks like tiedown is required.

I would say the the probability of the tank being empty and also subject to the design wind event is negligible, hence tiedown shouldn't be required.

Cfig = 0.63 compares well with Table E3, where Cd for cylinders can be as low as 0.6 when b*V > 10 m2/s.

Try this.http://files.engineering.com/getfile.aspx?folder=dc16a30c-ee9e-42c9-b9f4-00a2a25225a4&file=draft_AS-3600_Public-Comment.pdf.pdf

Strict interpretation could mean that interpolation shouldn't be done in that case, but I DO use 0.0 to interpolate. This would seem to agree with the logic of the rule.

The BAR is actually defined as the average roof height (h) divided by the smaller of b or d, ie the smaller plan dimension. The reference number on the diagram is a representative location for the associated Kl. There are multiple elements with multiple factors, but they are assessed in...

Or for a cantilevered beam; dead load on the cantilever reduces safety while on the backspan it increases safety.

A generously sized fillet at the wall-slab junction will help detailing of the joint. 16" doesn't seem overly generous if the wall is cantilevering, hopefully it can also span horizontally.

Is it April 1 already?

A666 Think of a test cylinder only loaded to 50% of its failure load; it's like a small column with a Factor of Safety of 2.

No difference, just the Eurocodes are a subset of the Euronorms.

Comment from another non-European: BS EN stands for British Standard Eurocode Norm. As per kingnero, Eurocodes are more exclusive.

The condition of the inside face will be the key, without that information you can't determine the feasibility.

As AS 1597.2-2013 is for spans exceeding 1200mm, the effective width of 1.22m would not be appropriate for spans less than this. The serviceability limit state ew = 0.5 + 0.3L would be more appropriate.

Cde is the coefficient for the tower with ancillaries and 2.2.6(2) is the Fd for the tower with ancillaries; no additional drag force is applicable.

Size is generous, but so are the loads.