The OpenSees Community

Yes, I just noticed that. The load is applied at the local x-axis.

It is not possible. You can try to explain the problem or, if possible, copy the line of code that has the problem, and I will try to help you.

Can you provide more explanation for your problem?

Anyway,

I have had a problem with eleLoad a while ago, but it ultimately worked with me:
http://opensees.berkeley.edu/community/ ... =2&t=64317

This example shows how to apply cyclic load:
http://opensees.berkeley.edu/wiki/index ... rtal_Frame

You may need to have a look at this:

https://ascelibrary.org/doi/10.1061/%28 ... 2%28244%29

ConfinedConcrete01 is based on Braga and Laterza (2006) model, while concrete 02 is based on Yassin (1994) work. Hence, they would definitely show some differences in behaviour. Regarding your period change, why don't you just test whether you run the model correctly by following the examples given ...

I have tried both FRPConfinedConcrete and ConfinedConcrete01, and they showed similar results. However, I would recommend ConfinedConcrete01, as it requires less info. It has been used in many studies over the past few years.

You may need to check the rigidity of the beam between the two columns. It may be hard to obtain convergence if it has large rigidity. I have faced a similar issue in one of my models.

I am not sure about the coordinates directions of your model, but I think you need to double check the fixity. You are using fix 1 0 1 1 1 1 1. Remember that you need to restrain Vy, Vz and T.

Yes, I am currently facing a similar issue with convergence for higher intensities. I just posted a question on it recently:

http://opensees.berkeley.edu/community/ ... =2&t=65708

I am using Plain numberer and got differences in results (post-peak) when I used more than one element. In my case, the differences are actually in static analysis. I did not check the dynamic analysis. I am not actually sure about the source of this problem, but if you really need to model your str...

As a beginner, I would strongly advise you to follow the OpenSees basic examples available through the link below. Have a look at them and then start coding a model or two yourself by referring to the explanation provided in each example. It can be a little hard at the beginning, but by the time you...

Thanks Ericson for your reply and sorry for the delay in getting back to you. The elastic section is given the normal properties of a column. I also increased the elastic section stiffness, but it still does not change the results. My model is actually in mm, tonne, sec and N. To make it easy for me...

Hi, I am running a dynamic (time-history) analysis of a single degree of freedom (SDOF) model using distributed plasticity (dispBeamColumn element). I am using the below code to run my analysis. I tried to improve the convergence by using the different alternative algorithms of the analysis code of ...

Hi, I am trying to model a cantilever using zero-length section elements at its both ends while the middle element is elasticBeamColum element. I would like to capture the response of cantilever based on the fiber section defined for the ZeroLengthSection element at both ends. The nodes arrangement ...