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Hi, I have a considerably large 3D bridge model, and in the past when I was using Version 2.4.0 I was able to check my model and see the modal shapes without any problem by using the tcl files DisplayModel3D.tcl (and also DisplayPlane.tcl). However, when I switched to Version 2.4.4 and 2.4.5 (with t...

Dear FMK, I proceeded as you recommended: first fully elastic elements for columns, then displacement based nonlinear elements with elastic sections, then fiber sections with elastic materials. At all of these steps, I haven't got any analysis termination. But at the moment I assign Concrete07 or Co...

@fbeckwit: Thanks for the precious comments.

Hi to everyone, For my bridge modeling works; (http://opensees.berkeley.edu/community/viewtopic.php?f=2&t=60620) I've been dealing with some validation studies for bridge columns. So far I've tried to compare analytical and test results for two sections; one circular (the same column given in he...

Hi to everyone, I've been dealing with 3-D spine models of bridges which include fiber elements for columns, nonlinear soil springs, and a couple of nonlinear elements for abutment or hinge responses. In one of my models, I've continuously faced with analysis termination (it is the singular matrix e...

I once asked a question about flat slider elements. I did not get the results I expected from this element, and definitions were not so clear. So I gave up later. But I hope the link below helps:

http://opensees.berkeley.edu/community/ ... =2&t=59754

Thank you so much for the reply Frank, I will apply the numerical trick as a last method. I am now checking y50 and pult numbers again for my p-y springs again to be completely sure on them. I'd like to note that once I used a single set of y50 and pult values for all of my spring elements at a bent...

Hi to all, I'm dealing with a 3D bridge model and my problem is having the nonlinear time history analyses terminated before reaching their finishing times. I'm using the following elements: Columns are modeled with displacement-based fiber elements. Pile groups are modeled with linear elastic beam-...

Thank you Vesna, 1. I have that paper, I think I've missed that. Thanks again for your notification. 2. I also found it a bit strange. My first prediction for that behavior is; in Concrete07, the crushing strain is not explicitly defined, allowing very large strains with the term xn. For the old lin...

Hi, For my research project, I'm doing inelastic response history analyses of 3-D bridge structures. I'm using displacement-based fiber elements for the concrete bent columns. For the material definitions of unconfined and unconfined concrete, I'm in between using Concrete02 and Concrete07. I consid...

Thank you Vesna.

I've just seen your reply and I'll examine those examples.

You can get the rotations along your element (if you use sufficient number of nodes), and then obtain an approximate result for the total curvature by using the rotations. Then you can get the plastic curvature by subtracting the yield curvature (found explicitly) from the total curvature. A quite l...

Dear All, For my previous question on flat-slider element, Vesna sent me the code below for 2-D models. # element flatSliderBearing eleTag NodeI NodeJ frnMdlTag uy -P matTag -Mz matTag <-orient x1 x2 x3 y1 y2 y3> <-mass m> <-iter maxIter tol> element flatSliderBearing 1 1 2 1 0.01 -P 1 -Mz 2 -orient...

I'm not sure if I understood your question correct, but your plastic curvature depends on your criteria about when your section is yielded. For example, if you have a reinforced concrete section and if you make a sectional analysis, find the moment-curvature behavior under a certain axial load, you ...

In my opinion you can still use the displacement control but after relating displacement and curvature later explicitly. So that you can have the result at the curvature level you require. The critical thing here is that you should have enough steps to monitor (maybe more than needed).