I am wondering how I can incorporate long term differential settlements into my pile foundation.
I have a FEM of concrete base slab containing about 200 piles (some are vertical and some are battered). The piles are modeled as spring supports. The analysis was done. Now, the geotechnical...
I do not know what I did wrong to the model, but I just could not get the correct answer if I use "START GROUP DEFINITION" command in STAAD.
At first, I thought it was a good idea to define groups of elements which are subjected to different load values. I got no error when I opened the file...
Roberto,
Thank you for you suggestions. Unfortunately, when I referred to part of the input files, I was talking about 100 lines (add and/or remove members from the model, regroup them together, define the support type for added members and remove the members from support type lists)...
I am working on a model which I have to change part of the data file very often (coordinate of joints and/or element incidence). Can I have several input files? I do not want to browse to the line I want to replace every time I update the model.
TIA
fsi,
Yes, I did put those values in the stress strain data. What I thought was the program would use only the stress strain data I input which has the ultimate stress at the upper bound (i.e. it will not extrapolate the value outside the range I gave). Now I understand how the program works...
fsi,
I did exactly the way you explained. My stress strain data is constant and displays correctly when I plot it. However, the analysis seemed not to stop when the stress reached the ultimate value. If I understand correctly, in static nonlinear material analysis, there is no field to put...
fsi,
How can I put yield stress, ultimate stress and stress-strain data to my model? It seems that the result is not correct. I think I did something wrong in material properties input phase or setting up the analysis phase. If possible, could you please explain me how to do such things...
CMFG,
I just wanted to test the if I performed nonlinear analysis correctly. That was why I have two models. The zero slope model is for testing. My real model has nonzero slope.
ToohTaah
fsi, thank you for you reply.
Yes, you are right. My ultimate stress can not be 125 ksi if the plastic modulus is zero. Actually, I have to run 2 cases. The plastic modulus will be zero for the first case and some number for the second case. Therefore, the ultimate of the first model should be...
I am performing a nonlinear analysis of a titanium tube using in hydraulic application on I-DEAS. My stress-strain curve has zero slope in non-linear range. This is the first time I use the program to do nonlinear analysis. Before this, I used NASTRAN to do the job. The result from NASTRAN looks...
I am performing a nonlinear analysis of a titanium tube using in hydraulic application. My stress-strain curve has zero slope in non-linear range. This is the first time I use the program to do nonlinear analysis. Before this, I used NASTRAN to do the job. The result from NASTRAN looks good to...
