Hi,
I am modelling (FE) a floating roof (crude oil tank). The roof floats on a fluid of 225,000 psi.
I would like to avoid representing the fluid using hex/brick elements and therefore thought that I could translate this buylk modulus into an axial stiffness and put underneath the roof a series...
we are currently investigating the pontoon and look for flooded compartments. It is a 60 m diam tank. We discarded the shell bulging, diff settlement and it seems that the slight tild is due to gass pressure (probably over 10 psi)... we'll do some FEA to see if this pressure can cause central...
hi,
shell bulge and differential settlement are now being investigated. no frozen swivel as the tanks are in a tropical zone.
how much is out of level is difficul to say: we see this when the rain accumulates on one side (I have to ask the maint. people if it is all the time on the same...
hi,
I have an external floating roof 60m dia tank experiencing problems with deformations possibly because of vapour bubbles underneath. Water accumulation on top exacerbates the deformation but as soon as the vents are open, the water comes back towards the central area which to me suggests...
hi,
I have an external floating roof 60m dia tank experiencing problems with deformations possibly because of vapour bubbles underneath. Water accumulation on top exacerbates the deformation but as soon as the vents are open, the water comes back towards the central area which to me suggests...
hi,
i am modelling an external floating roof for a large iol tank using abaqus. I would like to hear from anyone who has experience in the FEA of this particular application mainly in thr modelling of the underneath liquid and vapour pressure. this is a pontoon EFR experiencing tilting. thanks
hi,
I have an external floating roof 60m dia tank experiencing problems with deformations possibly because of vapour bubbles underneath. Water accumulation on top exacerbates the deformation but as soon as the vents are open, the water comes back towards the central area which to me suggests...
Hi,
** this is a very specialised subject for people skilled in the design of mitre bends***
we conducted extensive FEA to validate a number of mitre bends (90 deg , 4 segment bends, theta=30).
asme b31.3 section 304.2.3 gives two formulae: one (eq 4a) which is independent of segment A...
