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AndreaC91
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Thanks for your suggestion, Victor. Can you please explain how to set up the two proposed functions (heaviside(), unitriangle() ) or at least point out where I can find some detailed information? With reference to heaviside(), how did you set up …
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Actually I wans't. I have just updated my version and now I can see the other components.
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Unfortunately I can't see WW, UW, VW components. Should I activate something to get those components?
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I've tried but I get conpenetration of elements that I can't improve.
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Thanks for your reply but unfortunately I can't work it out. I should create a solid cylinder over the first 7 elements rather than an inner pipe. By using the JohnM's trick, how can I get a solid 3D element?
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I've also tried to look for support on the CCX forum but with no outcome. Did someone manage to use any other model for concrete on Mecway (e.g. Drucker-Prager, Mohr-Coulomb, etc.)?
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I have tried to play with the cubes comparison. The physical behaviour of cubes with Mazars' models might be meaningful, since the tensile stress produced by the dynamic load is higher than the strength. The cubes tend to bear the compression stres…
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I've tried to run some analyses on the concrete cube case changing the parameters but results are someway meaningless. By the way, I don't understand why a dynamic analysis is required. It looks like there is no much material on how to set up an a…
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I'm trying to set up the analysis with the Mazars model but the analysis stops at first step with the messages below: Using up to 1 cpu(s) for the stress calculation. Using up to 1 cpu(s) for the symmetric stiffness/mass contributions. Factoring t…
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Yes, in the shared file I left the 2 x 300 kN tandem load, which is the standard service load. I've tried to run the analysis with the 2 x 3000 kN and it does stop before reaching the total tandem load, this probably because the tensile stress gro…
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Hi, I'm still working on the arch bridge we were talking about some time ago. Please find here attached the final model dealing with. I'd like to understand if there's a way to compute the vertical capacity curve of the arch. I have tried to graph…
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The mesh in the attached file is a pretty standard one I've already used with other FEA softwares. By the way, with this mesh the internal solver provides very close frequencies with respect to the ones I got with another software. I've tried …
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Thanks for your answers. Is there no output file to be checked in case I use the Internal solver? Is there no way of calculating the mass partecipation factors with the Internal solver? By the way, I get completely different natural frequencies b…
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Yes, you are probably right. As a matter of fact, the elastic analysis provides correct results because it gives reaction forces instead of external forces. So, there is no disturbance due to the weight of the boundary elements. I guess that m…
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Quick update on the issue of masses: I tried to run 3 non-linear analyses by putting the density of all the material except one equal to zero. It came out that when only the density of the backfill is considered, the sum of external force Y on BASE…
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With respect to the tensile stress value, I can't test the refinement effect due to the limit on the number of nodes in the version I'm currently using but, if this is the solution, there is no big issue. However, my main concern on this point was …
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Even if I define the Named Selection ARCH, I don't get any difference in the solution. Did you manage to obtain different results? My model still provides a wrong result of the arch weight, that I measure by using the function Sum applied to Exter…
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Sorry but I'm not following you. Can you please clarify what you have done?
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1) In my analysis, at time 1.0 s, the principal stress 1 at midspan is 3.2 MPa, which is the same of the tangential stress "stress_tt". 2) I was looking at the sum of external forces in the y direction over the named selection BASE-SX.
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Yes, sorry, I forgot to attach the files (NL = Non Linear; L = Linear).
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I'll report a few strange things I have found by analysing and comparing the results of the non linear analysis with a linear elastic one. * In terms of stresses over the arch, the two solutions are equivalent, except at springings, where the non…
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Thanks disla, I've defined the load tables and it works fine. If I have understood correctly, in defining the Compression_only material, just the Young modulus and the tensile strength are specified. Doesn't the Poisson coefficient influence the a…
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Thanks everybody for your reply. Regarding the number of nodes, in the log file produced after the analysis I can see 56747 nodes, which corresponds to what you were saying. However, I think I will work out this issue with the complete software. …
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I worked out the issue: it was due to lacking of Z displacement constraints. Now the analysis converges properly. I still get the error message when I try to save and I don't understand why since the model has less than 1000 nodes, but this is a s…
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The strange thing is that if I work on the file you sent before (just by adjusting the mesh and modifieg material parameters), the analysis runs smoothly and converges. On the other hand, if I try to set a new file with the same features you provid…
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Thanks Victor for your feedback. However, even removing the Element_Selection named selection, the analysis doesn't run. For sure I'm missing somethig. I get this message error: *ERROR: too many cutbacks best solution and residuals are in the frd f…
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Thanks disla. I've tried to modify the model as suggested but it doesn't run the analysis. I'm still testing the free edition and the model has less than 1000 nodes. However, when I try to save the file, I get an error message due to the number of n…
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Thanks for your reply. I will correct that flaw as soon as possible. I saw the clay arch simulation file but it is a 3d model. I was wondering whether it is possible to model compression only materials also in 2d models. Regards,
