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Hello Quick question, im modeling a mat foundation over a PDMY02 soil. The mat is just an elasticbeamcolumn, and the soil elements are Nine_Four_Node_QuadUP. To connect them Im using equalDOF only. After running the earthquake, i found there are large accelerations values specifically at those nodes...

I think the problem is solved. I installed OpenSees 2.5 version for 32-bit and the model ran without any crashing. However it is not converging but OpenSees is not crashing anymore.

I think that crash should not happen, since the only difference is 32 or 64-bits.

Thanks

I was talking with Dr. Kolozvari and he has run the examples and it worked. The only difference that we have is that his Opensees uses a 32-bit tcl, while mine uses 64-bit. I dont know if this is important.

Also, could be the svn version of the file? How can i download the last version?

Thanks

Hello All, I want to run the following examples (use the link) , but when i am doing that, Opensees has stooped working. http://opensees.berkeley.edu/wiki/index.php/SFI_MVLEM_-_Cyclic_Shear-Flexure_Interaction_Model_for_RC_Walls Looking for any error inside the tcl files, i found the line that produ...

Hi Did you guys find the solution to run the example 2 about the shear wall? I downloaded the example and the OpenSees stopped working. I think that the problem is located in this line of the code: for {set i 1} {$i <= [expr 2*$NumStories]} {incr i} { element SFI_MVLEM [expr 1000 + $i] [expr 100 + $...

Thanks giovanni for you response.

I am performing a non-linear analysis since I am modeling a SSI. So a transient analysis is needed. I think i figured out the problem using Analyze 20 5.0e-2 instead.

Maryam What kind of element are you using? Quad, 94Quad...? For the Quad, first, remember to use buoyant unit weight of the soil when using FluidSolidPorous. Second, check the bulk modulus you are using. If you are using 94Quad, the FluidSolidPorous is not necessary since you can fix the 3 dof at wa...

Dear All I am getting large accelerations at the nodes of a 2D structure during the gravity analysis. The type of analysis I am using is Transient with steps of 5.e-3 with a dt of 200 (this is to reach the 100% of the gravity load). So, since the gravity stage ends with acceleration at the nodes up ...

Dear Jhno I appreciate your quick response. I worked as you recommended me. First, after the application of the gravity analysis to the soil (stage 1 elastic and stage 2 plastic) the model did not converge when I apply the load to the structure with a Static Analysis (stage 3). However, when i do th...

Dear Jhno Does this "print A' show the input information of the model or the information resulting from the, for example, gravity analysis? I meant, if my input of a force element is -20 kN, this command is going to show that force as an input or the force reached after an analysis? I hope i am clea...

Hello All I am facing problems with the dynamic modeling of a soil-structure model. First at all, I generated a free field model with 9-4 QuadUp elements and PDMY02 constitutive soil model. The gravity analysis was performed using a Transient analysis and the dynamic stage as well. This free field d...

Thanks very much! You are right!.

Hi all Currently, I am working with a Four_Nine_QuadUP element and the Pressure Depend Multi Yield 02 material. While i am doing the gravity analysis of a single quadUp element, the top nodes (i.e., node 3, 4 and 7) have a "effective stress" different to zero, which obviously those nodes should have...