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Hi vesna, just the usual ones, failed at load step after specified ammount of iterations. What happened is that it went few cycles but on the contrary to what I was hoping for the ultimate force needed for the displacement was the same, each cycle. Now I would assume that if the analysis would have ...

Also the reason for dooing it this way and not like the other methods I've looked at in examples is because it will be easier to simulate in ANSYS for comparison.

Hi, I'm currently comparing Flexural Beam column and Force Based beam column against an FE program where I'm using the elements to represent a shear wall. I've managed so far to get a very nice result in a static pushover where all the models have a very similar "breaking" point (convergen...

Force beam element converges more quickly using more numbers of integration along the element while the displacement beam needs more element to accurately represent a structural member. That beeing said it depends on input and output.

Most interesting, so if I want to find a yielding load to some given system what would be the best method? It's just I find it strange that the solver discovers the inability of the model at the first loadstep or in some precheck. I've toyed with changing the material properties and I can change the...

Thanks for the answer vesna, however what I'm to achieve is that if I put a -1000000 load on the section it should equal to 100MPa pressure since the area of the cylinder is 0.01m^2. So if I put this load on the column I'd like to get convergence failure @ timestep 0.25 showing that the failure occu...

Ofsi wrote: > The load should have negative sign :roll:. I also need to swap out the > convergence test to the unbalance one. Still strikes me as odd that if I > put on 1.e4 load with load increament of 0.001 and get convergence that if > I put 1.e5 load on with load increament of 0.0001 I get failu...

The load should have negative sign . I also need to swap out the convergence test to the unbalance one. Still strikes me as odd that if I put on 1.e4 load with load increament of 0.001 and get convergence that if I put 1.e5 load on with load increament of 0.0001 I get failure at the first step.

Hello, I'm currently modelign a squat shear wall using Flexure Beam Elements and comparing the results with ANSYS FEM model. So far the results haven't been good so I'm trying to work from "scratch" that is to begin with simpler things and test my way from there. So a basic test would be t...

The geometric transfer can be seen here http://opensees.berkeley.edu/wiki/index.php/Corotational_Transformation but as to the $z location it is in the document that for some cases specifying the centroid of the fiber @ reinforcement could yield more accurate results so I guess that's what's going on...

Hi, I'm trying to have a for/while loop to specify fiber location when creating fiber section. The loop works but once I try to put it inside the section expression OpenSees crashes (but I see it manages to spit out the for loop in the text area before it shuts down). So it goes something like this ...

Hi it seems that we can assist each other I hope. At least I was able to modify the link to access another build of OpenSees i.e. http://opensees.berkeley.edu/OpenSees/code/OpenSees2.2.2.exe.zip so I'm going to give the QzSimple2 a try there. I'm now just crossing my finger that the Flexure-Shear In...

Hi, I'm new to OpenSees so I'm kinda just going through examples trying to work in some understanding by the usual trial and error and so forth. I'm planning to compare BNWF in OpenSees with Ansys FE model made with "appropriate" contact elements. However I'm going through the wiki http://...