The OpenSees Community

Could someone please fix the download link to OpenSEES SP/MP ? It keeps on changing the current version on top of the download page but the download link is broken !!

Thanks.

Thanks. It works on the new one

Hi All, I am trying to use Dodd_Restrepo steel model and it gives me a warning saying "WARNING could not create uniaxialMaterial Dodd_Restrepo" I am using the latest Opensees 2.3.1 on Windows machine. I am simply defining a basic model builder and then try to define the material model basic -ndm 2 -...

Hi, I am not able to download the OpenseesSP/MP windows binaries (OpenSeesParallel2.3.1.zip) from OpenSEES website. When I click on the download link, it says the page does not exist or has been moved !! Where can I get the latest openseesSP from ? I am trying to run a model with 4000 nodes and open...

Hi Silvia, I have another question. Is it possible to record the strength degradation in concrete using LoadControl integration ? For instance if i analyze a block of concrete with axial compression only, LoadControl analysis stops when the concrete reaches its max. compressive strength. Is it possi...

Hi, I am trying to model a reinforced concrete fiber section which shows strength degradation with cyclic loading. For the reinforcing steel Fatigue material could be used. But is it also applicable to concrete ? Is there any other material which could model this behavior in concrete ? Thanks a lot....

Hi all,

Hugo I tried the syntax you gave for stress strain recording and it works.

Thanks Silvia and Hugo.

Hi Silvia, I made some changes in my code and also tried the example code given in the manual and they both work just fine :D In my previous code node 1 was fixed completely and same for node 2 except dof 5. And this gave me the wrong answer. But if i just change the fixity of node 2 to allow for ax...

Hi, I am trying to run moment-curvature analysis for a beam section. Its a rectangular section with width = 12 in, Depth = 3 in, 3 bars of area 0.03 sq.in each. Depth of reinforcement from top of section is 2.5 inches. f'c =5 ksi and fy of steel is 60 ksi. I defined a fiber section and then perform ...

Hi, I am trying to find out the failure load of a slab panel system. Till now I haven't found anything in the manual or on the forum that can be used to model the inelastic behavior of slabs. I talked to Frank last week and he suggested using inelastic beam-column elements to model it by discretizin...