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the ConvergenceTest failed,you can try other Algorithm,but it need so much time.

opensees can directly output the SECTIONAL moment curvature data.
just :
example: recorder Element -file ele1sec1Force.out –time -ele 1 section 1 force
and
example: recorder Element -file ele1sec1Force.out –time -ele 1 section 1 deformation

you can refer to the example 3.3

you can find answer follow: --------------------- Sections: section $secNum – request response quantities from a specific section along the element length, $secNum refers to the integration point whose data is to be output force – section forces example: recorder Element -file ele1sec1Force.out –tim...

the Hysteretic Material model in the manual: ----------------------------------------------------------- uniaxialMaterial Hysteretic $matTag $s1p $e1p $s2p $e2p <$s3p $e3p> $s1n $e1n $s2n $e2n <$s3n $e3n> $pinchX $pinchY $damage1 $damage2 <$beta> -----------------------------------------------------...

i analyze a column just want to make sure the opensees's result. it's very simple. the script as follow.the disp of node 2 is:commitDisps: -2.78508e-016 -0.114927 1.71292e-019 if you try the model in the sap2000V9,concrete and steel material default,delete the per weight, and set the P hige in the c...

thank you silvia,i can run the navigator now,because i haven't used matlab,so i try many times.

i download the opensees navigator 2.0,but there is not help documents,so i don't know how to run it in my computor(win2000).i have installed matlib.there are many .p files ,i don't konw how to open them, so please help me how to run the opensees navigator,thanks.

hi ,i have a trouble to get the max disp of a node.thank you for you help.
i use the cammand to get the max disp of node 12,but it can't work ,there is not warning message,but the EnvelopeNode.out file is blank.

recorder EnvelopeNode -file EnvelopeNode.out -time -node 12 -nodeRange 1 12 -dof 1 disp

thank you silva.

i want to output the force and deformation of a section which is at the base of a column. the column has 5 integer points. in the EXAMPLE 3.3 of opensees example primer, it's use the script follow: # Create recorders to monitor section forces and deformations # at the base of the left column recorde...

i have writen some scripts to do section analysis , the sections are RC "T","L"and "十", then i control the load-applied point by the loacl (0,0).i can get different result when the local(0,0) changes. so i need confirm too.

i don't think so. i think the vertical axial load is applied to the point that you make it as the local cord (0.0,0.0,) on your section. you can have a try for a fiber section.

it can work now,thanks

the RC "T" section used as a column section and i define fiber section as: #unit N mm uniaxialMaterial Concrete01 1 -45 -0.004 34.4 -0.01 uniaxialMaterial Concrete01 2 -34.4 -0.002 0 -0.0033 uniaxialMaterial Steel01 3 686 201000 0.01 section Fiber 3 { # y1 z1 y2 z2 y3 z3 y4 z4 patch quad 1...

hi,i am new to the opensees,and i have a question follow:
the selfweight of sructure is very important to my model ,so i think there should be a rather exacter way to consider its effct. how to do? the opensees can't define the selfweight?
thanks.