The OpenSees Community

I don't see a change in my column node displacements due to time history analysis, after modeling a patch of jacket in the following manner: patch circ $IDcore $nfCoreT $nfCoreR 0 0 $riCol $rc_M 0 360; # Define the core patch patch circ $IDcover $nfCoverT $nfCoverR 0 0 $rc_M $roCol 0 360; # Define t...

Can anyone explain what is the post process that is done to find the shear capacity of individual elements?

I tried giving a very high stiffness value for the restrained directions. I see that it converges without any hitch for some ground motions and fails for a few others: I have also tried increasing the number of elements (displacement based) in the columns- again, convergence for some and failure for...

Hi, my analysis runs fine when the columns of the bridge are kept fixed. But, when I am having convergence issues when I try to introduce linear springs along transverse and long directions (partial fixity) is this the right way to introduce base springs? node 7 $l_p6 -$height_p6 0; #master node nod...

Is there a way to compute the shear capacity at a particular node directly? Or even the curvature ductility ratio?

Thanks for that. But in the case of using a text file, how do i take care that the simulation initiates itself automatically?

I need to use an evolutionary algorithm coded in C on my model on opensees. The code returns the values of some dimensions after every run which are to be read and incorporated into the model automatically. Similarly the results from opensees are to read by the C code. Its an iterative process. Can ...