The OpenSees Community

Hi,

I have analyzed the model using the OpenSeesSP on Ranger (Supercomputer at TACC).

Since the computer has decommissioned, I have the new allocation on the Stampede (the newest computer).

Do you have any plan to make a compiler for the OpenSeesSP on that machine?


All the best,
Kyungtae Kim

Hello everyone, Is there anyone who is familiar with creating a fiber section for an octagonal concrete cross section? I would like to use a factor to account for confined concrete (core) in defining the core concrete. The factor will be used to increase the concrete strength. I am looking for any r...

Thank you, Frank

However, I need to constrain only rotation with respect to the local x axis NOT global X.

In this case, do I need to provide the material for this rotation?

Otherwise, how can I constrain the rotation only in the local axis?

#..........o node 2 ..............^ Y #........ /.........................| #......./...........................| #......o node 1................... -------> X (Global coordinates, Z is a normal direction of X-Y plane) I have two nodes at the same location using the zerolength element. In the local ...

Hi All, I am trying to create 4 elements of standard brick elements (stdBrick) with uniform size of 20 m. However, I got the message of ... WARNING - Node::createDisp() ran out of memory for array of size -6 FATAL Node::getTrialDisp() -- ran out of memory Is there anyone who knows this problem?? My ...

Hi, all I am working on a bridge modeling. For a 5% damping ratio, I used 'region' command with parameters following.. for all elements. # RAYLEIGH damping parameters, # D=$alphaM*M + $betaKcurr*Kcurrent + $betaKcomm*KlastCommit + $beatKinit*$Kinitial set xDamp 0.05; # damping ratio set MpropSwitch ...

Hi, all I am looking up an eigenvalue at a certain step in dynamic analysis. For example, I am using an uniform excitation load pattern which has 878 time steps. I am interested in the eigenvalue exactly at a 478 step. I write down following.. ... pattern UniformExcitation 2 1 -accel $Gaccel1 patter...

Hi, all I am modeling a simple bridge with a intermediate hinge. The hinge skews with a 45 degree with respect to a global coordinate. To connect node 1 and node 2 at the hinge, I used the zerolength element. < Case 1 > uniaxialMaterial ElasticPPGap 302 4.529e+004 [expr 3478.5/3.] 0.0127 uniaxialMat...

Hi, all I am just checking the elastoplastic material as a hook for a expansion joint by using the zero-length element. A model is very simple following : wipe model BasicBuilder -ndm 2 -ndf 3 # Column set Ac 3.3428e+1 set Ic 2.195e+1 set Ec 20.0e+10 # Shear keys uniaxialMaterial ElasticPP 13 1.08e+...

Thank you for your help.

I solved this problem.

But, I have a question on your second suggestion.

After fixing the dof, how can I remove or change the fixity?

Unit : meter dt : 0.02 numbers are quite small... from 0.02 sec. 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000001 0.000001 0.000001 0.000001 0.000000 0.000000 0.000000 -0.000001 -0.000002 -0.000003 -0.000003 -0.000004 -0.00...

I am sorry to bother you again. Would you check it out? Since I applied an input to the base in the X direction. I released the corresponding dof and used constraints of Penalty. I did not scale the input. If I changed the constraints into Transformation, I got almost zero displacements... Why..? #-...

Thank you.

When I released the direction and used constraints of penalty.

Displacements of the base node look good.

However, in terms of acceleration, responses of a top node became quite different. (even looked like wrong).

How can I impose the full displacements?

Just use a factor of 2?

Otherwise, do I need to change the constraints or release the dof?

Exactly, I fixed that direction of dofs at the base node and used penalty constraints.

If I released the direction at the node, the base displacement became the input but responses of the top node were different.

Is that why??