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Hi miladm2, I think that your problem comes from the fact that for the moment only eurocode material are available in OpenSees, where ambient temperature is 20. So in your case the problem is that you have a negative temperature at the bottom of your section which is not accepted at the moment. In f...

Hi Vesna, any news on this 3D corotational matter? this would be very useful!

Hi vesna, are there any updates on this matter on the co-rotational formulation for 3D elements under elemental loads. Did you find where the problem actually comes from? Thanks! PK, UoE

Hi vesna, thanks for the comment. From some scripts that I 've checked it seems that corotational works ok for a 2D elemental load case but not for 3D ones. I have tried your answer and I can see that its working, the thing that I am not seeing is why is there such a problem from the beginning since...

Hi vesna and fmk, I would like to ask what is the exact reason why the 3D dispbeamcolumn element does not work with corotational transformation for element loads. Is it because of a follower force's problem? I can't see why it does not work since a distributed load just imposes fixed end forces at t...

Hi fmk, We have developed an elemental load class that is applying different load values over the section of the element it is applied on. Until now everything is fine by including this eleload in a pattern. The limitation of this approach is that these loads will need to have the same timeseries. S...

Hi,

I would like to ask how can someone record the unbalanced load of a node for all the steps of the analysis? Thanks a lot

Regards,

Dear fmk, I have a question about 2 methods in domain, remove nodal load and remove elemental load. The question is if I use this method to remove a load then I will also loose my displaced structure or I can remove the load with the displaced structure remaining there for a next analysis? Thanks a ...

Dear fmk, thank you for your quick reply and help to my message. I am using the main as I find it more clear for debugging of the developed code. The previous problem is now resolved. However, I would like to ask if the method for adding the nodal loads (myNodePtr->addUnbalancedLoad(*load,loadFactor...

Hello fmk, thanks for your reply. I made this new elemental load class that takes the eleload from the user. Then in the truss element in the add load method it gets the eleload and it makes 2 equivalent nodal loads, after that the nodal load are added to the nodes. My problem is that when i run i s...

Dear fmk, I have made a new load class that is to be used mainly for truss elements (that cannot carry elemental load). The difference is that this load will have as argument the element and not the node like in nodal load. Then it will get and apply equivalent loads in the two end nodes of the elem...

Hello, I would like to ask how can someone use a recorder if he uses the quickmain for testing some examples? Thanks!

Panagiotis, University of Edinburgh

Thank you fmk for your help! but what about the fibersection2d, how to construct the 3rd argument (Fiber **fibers)? Is it a vector of the invidual uniaxial fibers?

Thank you fmk. I can create an instance from the derived class. What i used is ElementalLoad *theEleLoad = new Beam2dUniformLoad(1,-1000,0,1); //udl=-1000N/m . Is this correct? I also encounter some problems in the element construction with the intergration and the fibers. I use the following code t...

Dear fmk thank you very much for your suggestion, elasticbeam was actually not included. I would like also to ask you something else. I want to dynamically construct an ElementalLoad object as you do with the NodalLoad object in example 1 however the way you do it cannot be done with elementalload b...