"Under the quasi-permanent load, the long term deflection should not exceed span/250, in order to avoid impairment of appearance and general utility"
What would be the span in my case? Would it be the height H since it is along this path the wall will deflect?
It has you guess a value for "H", then on the second line we see the "H" is part of an equation "L", and I am guessing this "L" was previously defined? Then "find(H)", finds a new value erasing the guess of 1 kN?
Imagine a cable like this pinned at each end; I am looking at a table and it says the temporary elasticity modulus is about E_i = 35GPa, while the permanent is E_p = 50 GPa. Should this not be the other way around? I would imagine as the cable has just been installed and is extra stiff and...
Say I have a buckling model with linear elastic material, and I have a similar model but with nonlinear material data and geometric nonlinearities - which model would most likely have the highest stiffness?
What effect would turning geometric nonlinearities on have on the stiffness of the model?
> I doubt that nonlinear buckling analysis "waits" and it's more likely there is an initial offset that is purposely added to the geometry by the analysis software to force the initial failure.
This would make sense, but there are no initial imperfections in my nonlinear model. I am using...
So LBA sees when the slightest imperfection occurs and says: "here we have buckling load", but nonlinear buckling waits for an imperfection which is a bit bigger and says "no here we have buckling load"? I just dont see how bigger imperfection results in lower buckling load, unless bigger...
When doing a nonlinear buckling analysis (where you have geometric and material nonlinearities), why do nonlinear effects usually happen at lower loads compared to when doing a linear buckling analysis?
Edit: Trying to understand this comment: "Yes, i.e. in plate bending LBA will see a lot of...
I did extensive work on the unit cells where I find the youngs modulus, bulk moduli, degree of isotropy, buckling and yield strength. I then modelled two [3x3x3] structures of these unit cells where instead of using linear material model I use hyperelastic material model and enabled geometric...
I am running something called cell periodicity study in comsol, which finds the material properties of a model. It is done by applying a uniaxial compression load, and performing a nonlinear buckling analysis - this gives the stress strain curve you see below. You can think of the material being...
FEA way, what do you think about me applying displacement instead of load? What difference do you think it would have made if I were to apply force instead - in either the axial or transverse direction?
Because I know buckling analyses require some sort of perturbation to see which way the...
I am doing linear buckling analyses (where everything is linear), and nonlinear buckling analyses where you have nonlinear geometry enabled and nonlinear material behavior (hyperelastic material). Everything is done in COMSOL. The structure is fixed on one side, and a forced displacement of...
So seems there was neither a problem with COMSOL or my model, but the cluster I ran the job on. I ran it on my computer and it gave me results as you would expect. I have no idea why it gives me wrong results running on the cluster though.
I plotted the stress strain curve of each buckling mode, and compared it with nonlinear buckling analysis data: Link. As you can see the slope or Youngs Modulus seem to match well for all three plots, but the linear model for t=0.035 seems to buckle at a much earlier point than the other two...
I get what you are saying, but here is why I am confused:
Here are three seperate models with thickness of t = 0.005m, 0.01m and 0.025m respectively, all have a displacement of -0.01m in the x-direction. As you can see the critical buckling load increases alongside the thickness.
t= 0.005 m...
You're right rb1957, 2.4 for 0.01 and 0.04 for 0.035 model. It should be the opposite, I suspect something is wrong with the solver as COMSOL support themselves did not seem to know either. I cant comment on -ve mode, but this model is made up of 3x3x3 identical parts put together. I will try to...
I perform a linear buckling analysis for two similar geometries, where one model has thickness t = 0.01 m, and the other has thickness t = 0.035 m. Otherwise everything is exactly the same. The thinner model (t = 0.01m) however gives me a higher critical buckling load compared to thicker model...
Do you think this is the right way to do it? - I disabled the original fixed constraint and prescribed displacement:
Applied displacement via rigid connector:
Fixed end via rigid connector:
