tank and vertical load

[mir]

Hey, guys.
I have uploaded vertically a 8.5 m tank with 200000 n and algor gave me the drawings you can see in attachment. Clearly, although very loaded, I expect the tank vertically to carry without problems all the load however I am a bit puzzled by the low voltage I get (von mises) and for the irresistible shift.

You think I'm wrong?

attached you also find the .sat if someone wants to try with another fem. the constraint is on the plate located on the bottom of the tank.

greetings and thanks for any help
♪

 

[Fulvio Romano]

Have you done a maninal division beforehand to see compression tensions?
I'm far from my intuition, so I can't tell you... what section has the tank?

 

[mir]

the minimum section is 3 mm.
the loading area is 0.08 m^2
= 297 m2 = 297 m

 

[Fulvio Romano]

Yes, the point is American, so I am 2 and a half mpa. I would say that a tenth millimeter of deformation, so to the eye, seems right, at least as order of magnitude.

You didn't consider the weight, but I don't think it's worse than that.

 

[Fulvio Romano]

that "stranezza" on the colors at the base is due to the module of poisson. if you put it to zero it disappears, and anyway it is not to be taken into consideration because the bond to the base is a support more than an ink

 

[mir]

but analytically, where would I have radial tensions?

 

[Fulvio Romano]

I don't think I understand the question.
radial tensions appear when you start filling the tank. . .
or when he goes to buckling...

 

[mir]

At some point you have the can effect but if the load is only vertical you do not create, in theory, radial components. However at some point it begins to inflate outwards.

 

[Fulvio Romano]

If buckling is not considered, as I believe, could it be an effect of section variation?
if you make a simple cylinder does the same effect? If not, then it should be as I say. In practice, if a section downloads an asymmetric pressure on the one immediately below, a local bending is generated, then a rotation. this generates a flexional component that propagates downwards.

However, logically, the effect should not appear from a certain voltage value onwards, because the calculation should be linear, it cannot therefore present discontinuity.

You think that's right?

 

[mir]

the section actually varies therefore a kind of flender moment you could create however I worry more about the eccentricity of the load. Now I'm trying to simulate a sisma with the fem algor and I'm curious to see what happens.

However, logically, the effect should not appear from a certain voltage value onwards, because the calculation should be linear, it cannot therefore present discontinuity.

bè the analysis remains continuous even if there are points of discontinuity. the variation of section, i.e. where the plates are soldered together, is definitely critical seat of tensions.

However, however, even if there was no variation of section before or after the tanks would inflate to the base until "exploding" ... i.e. to the compression limit of the steel... I guess.

 

[PierArg]

Hi.
I remind you that you are not considering the possible internal pressure of the fluid that will have to contain, so the result that comes out is correct.

 

[Fulvio Romano]

the section actually varies therefore a kind of flender moment you could create however I worry more about the eccentricity of the load. Now I'm trying to simulate a sisma with the fem algor and I'm curious to see what happens.

if it is for pure exercise ok, for the design I would refer more than anything to the norm. even if I don't know where to start.

bè the analysis remains continuous even if there are points of discontinuity. the variation of section, i.e. where the plates are soldered together, is definitely critical seat of tensions.

That's not what I meant. surely there are geometric discontinuities, what cannot be there are discontinuities of behavior. you can't say up to x mpa behaves in one way, to x+dx mpa begins to "flap"

However, however, even if there was no variation of section before or after the tanks would inflate to the base until "exploding" ... i.e. to the compression limit of the steel... I guess.

Why? If you buy a beam (short enough not to rush into peak load) it does not inflate to the base until it explodes, it gives plastic under the load. your tank, in the simplification we are analyzing, is a circular crown beam, nothing more.

 

[mir]

Hi.
I remind you that you are not considering the possible internal pressure of the fluid that will have to contain, so the result that comes out is correct.

I just wanted to do a load analysis from the roof

 

[mir]

That's not what I meant. surely there are geometric discontinuities, what cannot be there are discontinuities of behavior. you can't say up to x mpa behaves in one way, to x+dx mpa begins to "flap"

I misunderstood...

Why? If you buy a beam (short enough not to rush into peak load) it does not inflate to the base until it explodes, it gives plastic under the load. your tank, in the simplification we are analyzing, is a circular crown beam, nothing more.

If I'm not mistaken, it swells on an average floor between loaded side and support side... or I remember badly?

 

[Pastorman75]

I misunderstood...



If I'm not mistaken, it swells on an average floor between loaded side and support side... or I remember badly?

depends on how you bound the beam.

if at the base and head do not allow radial shifts then the deformed will be similar to what you say.

if instead the radial movements are allowed then the beam is crushed and widens all.

However, as it also said fulvio, with a linear analysis you will never see phenomena of compression instability (buckling).
the more you will be reported a "warning" for excessive deformations.

Hi.

 

[Fulvio Romano]

if instead the radial movements are allowed then the beam is crushed and widens all.

Are you talking about the polka dot module? Sure, if the beam is shortened, it will increase in section (attention, volume is not preserved), but I would not define this behavior as a "reflection". a longitudinal section of the tank is and remains a rectangle, does not become a "bread"