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http://opensees.berkeley.edu/wiki/index ... ibuted.tcl

The sections are defined in terms of moment-rotation, unless there's something goind on with this Lpl...
Here's the material / section definition:
http://opensees.berkeley.edu/wiki/index ... KModel.tcl

Thanks for the reply! Yes, when I switch the material I get what I want. What I don't understand is that there is a critical Lpl value, which if I exceed, the results get really ugly. It looks like the J section material, yields first, before the I section material on the element, and follows the pa...

I'd like incorporate Bilin material on a section, so that I use it in a fiber element. As of this example, my understanding is that we define everything in terms of Moment-Rotation and then aggregate this to a section. Fiber sections can be applied elsewhere on the beam: eg { uniaxialMaterial Bilin ...

Hello everyone! I wanted to ask whether uniaxialMaterial MultiLinear contains some form of hardening, as I couldn't find documentation on this property for this material. I also took a look on the source code, but couldn't identify anything related to it. BUT: I subjected a frame to Timehistory anal...

Depends on your modelling aproach (concentrated/distributed plasticity) and what kind of behaviour you want to achieve. If you perform a collapse analysis you need a material with strength and stifness degradation which are important features. Check the database, and maybe someone more experienced w...

http://opensees.berkeley.edu/wiki/images/c/ce/BilinMaterialOpenSees.pdf Check the link, provided in the references of bilin materials. The L is noted as Λ in the paper. I think that for fully symmetric behaviour (to the origin) in loading and unloading(with degradation) you can assume all L as equal...

I forgot to mention that I checked the braces internal forces and there was only axial (good). I also checked the global displacement (& forces) horizontal and vertical components and these agreed with the local expected ones (in the elastic region) = orientation of zerolength is good. However I...

Hi everyone, I have created a model of a 6-storey steel MRF with braces(BRB). My intention was to simulate the connection of each brace to the beam-column joint along with all other classic elements(gusset plates, etc). The braces are simulated as displacement based elements. My question is whether ...

I've read in a couple of articles about the Multiple Vertical line Element Method as an approach for modelling concrete shear walls. These refer to an element implemented in opensees called mvlem and mvlem3d for 3d analysis. However I can't find it anywhere in the SVN, current or older revisions, no...

I am not aware of any material that does this directly.
If you want to record it directly,you would have to modify the source code to do so.
You can always do this at post processing by integrating the hysteretic energy.

Some references:

http://opensees.berkeley.edu/wiki/index ... al_C%2B%2B

http://archt.xmu.edu.cn/opensees/progra ... art_II.pdf

Yes I thought about that,but I wanted to check for a more clean solution.Thanks for making that clear.

This might be simple, but I haven't found any info for it. How can I assign inclined restraints(eg fix support rotated by 45 degrees) to a joint? Note that the member would have a different orientation.

For YieldSurface Orbison model example: ysEvolutionModel null 100 1.0 1.0 yieldSurface_BC Orbison2D 100 1.0e12 1.0e12 100 section YS_Section2D01 1 $E $A $I 100 The rest of the models lies here: https://nees.org/tools/openseescomp/browser/trunk/OpenSEESComp/OpenSees/EXAMPLES/ExamplesForTesting/Test.B...

I performed a benchmark test of a simple elastic beamcolumn with a steel01 material, zero length element on it's base with kinematic hardening. I created the exact same model on sap2000. The results I got for elastic static and time history analyses without damping are exactly the same. In sap2000 I...