The side wall panel of the container are of 1.6mm wallthick Corten A (350MPa YS)with a 36mm deep corrugation, head and valleys are approx 70mm long,valley angle is approx a 27 deg pitch of each valley 278 mm.
The Ixx = 0.36 X 10^6mm4 for a 1.15m panel section
PH = 23.0KPa
Triagular Load = 21kN/m
Connection = fixed end @ 2.2m

It seems by rational that the loading would be similiar
the to wind loading on a corrugated panel, except its acts at h/3.

1. Can it take the full panel width for loading
2. Usually the form of corrugation allows for continuity
in analysis and not discontinuity - at 2mm seems ok
at 1.6mm maybe questionable
3. Does someone have a technical plug & play ref (Roark etc)
4. What are the deflection limits 1/250 or 1/125 to avoid flexural buckling
5. Are the design guidelines in API for rect tanks
6. I ran a beam calc which gives me 254Mpa at base conn
and a beam mom of 5kNm
7. I believe i only need a couple of flat bar tie strap
running around the outside maybe 50 X 5mm to hold side
walls which flex to the limits of the ties.