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MikeMcMullen
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Note this issue is not in my typical design bailiwick. I just follow it because filled tubular structures have a huge energy absorbing potential that eventually could have applications in crash structures, prefabricated pier columns, and rockfall …
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I think you are well beyond me at this point. Mohr coulomb is already an improvement. Allowing a small slip should approximate actual behavior better at discontinuities or load application points by not triggering an unzipping starting at a small …
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Tell me how that works! For me the compression only worked OK if I did not model the steel and just used it to increase the effective tensile capacity of the concrete. It converged OK since there were no shears between concrete elements and steel …
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I had a similar problem. The issue is multiple. Shear between the steel and concrete induces tension in the immediately adjacent concrete. It stops increasing in capacity, sheding load to adjacent concrete elements on the next calculation cycle. …
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Try a lower load then run again with higher loads till you get the convergance problem. Back off to the last load that worked and look at the strains and deflections. It only takes one node not converging in force or displacement. When Calculix d…
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I am just thinking about Hanging with 10 for another year and getting a GTX 5070 TI Super when they come out in the spring to transfer to my next computer. Been thinking about my grandson who is a computer wiz. Taking an AI graduate course so I in…
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I have also been thinking but about the similarities between FEM and AI. The issue with larger models seems to be bandwidth. The new unified systems might be good for both, though the only economical X86 one at the moment is the Ryzen AI MAX+ 395,…
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Looking at some old threads It looks like the 4 GB memory limit may compute up to 100,000 nodes, but graphics of that vintage may be unusably slow at that size for a large size. I have run into this issue with very large systems (4000000) nodes usi…
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I think this works for the paid version as well. You e-mail payment info and Victor send a key code which you add into an activation under the help drop down. The free limits are good enough to get started, especially for a newby. I am not sure t…
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I believe you will need a thumb drive with at least 100 MB of free space, and use a friends internet connection to download the two files to the thumb drive. Then take this thumb drive to your Win 32 machine and run the Mecway70.msi installer then …
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I think some of the older versions support Win 32. Version 26 and later are definately win 64 only, maybe many of the versions earlier than that. Contact support@mecway.com. They can probably point you to a version, or even sell you one. Main re…
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I agree the cutting plane is fiddley, especially with a large model.
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That might work well for the vehicle. They deform 6"-12" during crash tests. The bridge rails, not so much. Deformations may be as much as 6", but strains are usually well under 1%.
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OOH! this looks just right for me!! Smashing bridge rails here I come.
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Never mind. Concrete cracking never got to the rebar with the tension capacity.
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Got a model to run to 100% (attached screenshot). I increased the Tension limit 10% on the Compression only concrete material and it ran to completion. Previous run had only gone to 65% before it failed to converge. I had thought a problem at the…
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Other runs have not crashed. I am currently running a smaller model (changed elements to linear from quadratic). issues (worked and working around): Quasi static will not work because I have several different pressure loads on some areas simultaneo…
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What would be the specific instruction to get this "last iteration thing". I was out of the house and it seems to have erased all the output and closed mecway when it finally stopped when I was gone. (doesn't always do this) and I could not find s…
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My problem was simpler than that. The black solid lines at the edges of the bars overwhelmed the colored interior when not zoomed in, and with a regular grid of bars top and bottom it is hard to keep orientated with what you are looking at. I. e. …
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Both areas of concern for me. Once I get a run far enough for significant stresses, maybe at least touching yeilding I can look close at the output. My supports are not compression only, but elastic. This will tell me about any uplift issues when…
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I have done that before, but I don't think it would help much in this case as the increment quickly gets down to 1% or so then starts working up slowly gradually getting more slow as the stiffness falls and non-linearity increase. Still would need …
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Not in good enough shape yet. I think the above may do the trick. Bit of effort to make the loads "time" dependent. Thank you. I was sure you had an answer.
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It seems to go the same with quasi static reguardless of the values I input. It does ramp the loads gently with or without quasi static, just runs out of allowed iterations at varying points for the same input. I think the one that went to 87% may…
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I don't expect a quick convergence. As the load increases the depth of the cracks in the concrete increases and the length too, and this changes the stiffness which changes deflection, and loads the rebar as the crackiing passes the rebar but eferyt…
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I have run into this as well. Perhaps some sort of changing of the resolution settings where the resolution is lower when moving/rotating, and increasing resolution again when not or when slower motion.
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Some very high strength bolts such as used in aircraft and some machinery have a reduced shank to keep the stress lower in the threads, because of the strain concentration at the root of the threads aggrevates fatigue, and have a fillet under the he…
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I get it too. Currently working about 1/4 time as a temp at the employer I retired from in 2003. Using new Mecway release to check the effect of a cosmetic change to a bridge rail.
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Beyond me. Not a materials engineer, especially those for which Mohr columb is used for. Also the soils examples I was exposed to were always 2D, or simplified to reduce to approximately 2D. All real tests involve 3D interaction though.
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Actually when concrete cracks in shear the shear stress field rotates putting the crack in some compression. This is what makes Mohr Columb useful, and also what has made concrete analysis in shear difficult after cracking. Currently, for bridges …
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I think you are correct...There is no single tensile stress at failure unless you are dealing with a one dimensional problem. I have no insight for improvement.
