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I saw in a presentation that someone did the buckling by putting a node in the middle of the element. Yet i don't know the details.

Thanks a lot for the answer. The two modeling styles i proposed above may give different results which is varying up to %15 so far. Definitely, elements having 5 integration points are more accurate. So far, displacement based element with 5 ip was the best when i compared analytical results with ex...

Which one is a better approach to solve a pushover analysis?

Discretize the elements into smaller elements using nodes or use about 5 integration points for the elements?

Thanks for the help

Hi all,
I want to learn and/or record how much time does an analysis take?
Is there a specific command to learn that?

Ali

I am sorry,
i am not

Thanks too much for the help.

That epp material having an initial strain is one of the best alternatives so far.


What about end moment releases?
you mean we will release the moments at the end nodes of the element
by for example the following code:

fix $node1 1 1 0
fix $node2 1 1 0

Thanks,

Ali

Thanks for the answer.

Yes, the new input file is an updated version of old one and has the correct fiber definition.

The posted results(first ten increments for both two cases) correspond to the that updated input file.

OK but the problem I am having with the above two sample runs is that when I change the direction of both the load increment and the load pattern, the nodal force from the recorder also changes its direction (as expected); however, the nodal displacement does not change its direction. I cannot under...

These are my first increments using the following setup load 2 0.0 -1.0 0.0 integrator LoadControl 0.1 0.1 -6.43939e-005 0.2 -0.000129525 0.3 -0.000195169 0.4 -0.000261336 0.5 -0.000328038 0.6 -0.000395289 0.7 -0.000463103 0.8 -0.000531493 0.9 -0.000600476 Here is another setup load 2 0.0 1.0 0.0 in...

Well, i am sorry for the misleading input file. the given fiber patch was one of the trials while i was trying to reveal the sign convention. About element recorder you might be right. Still it is a copy-paste error. Sorry for that. Below I gave the code I was experiencing the problem. I am using Op...

Hello Openseesers, I was trying to understand the sign convention of Opensees. For that i implemented a small script. In that script, there is a concrete block having one unit length and one unit area. I apply a load control on the specimen axially. Assuming that i applied the control load upwards a...

Hi all, Is there any way to load an element made of fiber? I used simple plain fiber command given in the manual. But the code does not converge. The analysis fails just at the first iteration. Here is my script. # SETUP wipe all; #initiate model model BasicBuilder -ndm 2 -ndf 3 #assign nodes: ID# X...

so that means, reducing precision may be advantageous if we were analyzing having a structure one billion elements. Anyway, do you think to publish opensees in future compiled for specific processors such as intel or amd, mips risc etc... At least I know that, instead of gcc, intel c++ compiler give...

I want to model post tension steel So far using elastic beam column element and applying an element load on it was the advised one. I also saw somewhere in the forum that we could also use initially displaced truss element to model post tension. Could someone explain how we can initially displace a ...

Hi Silvia Mazzoni Probably you know, but although concrete06 seems unaccessible from online manual, actually it is in the website provided again the manual. http://opensees.berkeley.edu/OpenSees/manuals/usermanual/4081.htm Do you mind if you just grab it from this web site and make it more accesible...