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Dears, I need to model a uniaxial material with bilinear stress-strain such as Steel01 or Steel02 , but with some initial strain to model post-tensioning bar modeled as truss element in 2D plane analysis, any material suggestion please ? I tried to repalce the initial strain with a constantLoad (axi...

It is ok now. It was just a mistake with the elastic stiffness assignment.
Thanks any way.

Dear Frank, I have modeled a 2-bay single story steel self centering moment resisiting frame with a posttensioning strands and energy dissipation bars. The project aims to validate the progressive collapse of the frame in 2D against experimental work by applying a pushdown dispalcment control on the...

Dear Frank, I am in a bad need to to model steel material true stress-strain relationship (isotropic hardening). I attempt to use the command uniaxialMaterial ElasticMultiLinear in the new version of OpenSees OpenSeesIDE, but unfortunately it doesn't recognize it. Would you please advise if get an u...

here you are:
nib1@hw.ac.uk

it should be the same. You can check the post yield stiffness ratio and the plastic material parameters of both energy dissipation elements and beams as well and compare them with supplier materials data sheets.
You can send me your script file if you wish.

Please revert it to me.

Hi ... I want to model plastic behaviour of steel material in OpenSees. I have the following stress strain history: (stress N/mmw vs strain) 275 0 275 0.011899038 278.4504264 0.012899038 302.0175582 0.02 317.6292699 0.025 332.4289696 0.03 346.4166573 0.035 359.592333 0.04 371.9559966 0.045 383.50764...

What is the latest best element type that can capture the plastic hinge formation in 2D analysis of steel moment resisting frame? What is the associated material command? Eventually, Is there any recorder argument that can be used to record the element plastic deformations results in .out file??? If...

For unit system, you can adapt a consistent system of units by your own, for example you can use Newton, mm, Sec, kg but should be used for the whole project. All arguments you put should be unit less, i.e if the input is elastic modulus E of steel and you are using Newton-mm, you just type 200000. ...

Thank you so much dear Frank. For my project, the last option would be the continuum model due to the complications of results interpretations that increases computations time. I am going to remove web buckling failure criteria from my model by ensuring that the beam meets code min requirements and ...

In modeling 2D beam as nonlinearBeamColumn element with I-section formed by fibers, how can check the section deformation, for example web buckling???? or should I go for 3D to check the web buckling of the beam's web??? does section deformation recorder command shows the lateral displacements of fi...

Thank you so much. It works now and I can see the model.

Dear Frank,
Would you please give me some hints on how to display nodal points or model as a whole in 2D/plane?
I have a bit complicated shape and I want check the layout of the nodes?

Thank you for your continuous help...
Regards

Thank you.