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Thanks you, My frends
朋友们，多谢！\(^o^)/~

when my program goes on, it popup a window "Microsoft visual C++ runtime library" and says:
Runtime error!
Program:C...
This application has requsted the runtime to terminate it in an unusual way. Please contact ....
also OpenSee software terminated!
so what's the problem

Thank you, Vesna
The problem lays that the reinforced steel does not symmetric, and now the result is OK!

Thank you, Vesna
The problem lays that the reinforced steel does not symmetric, and now the result is OK!

yes, but when the torsion is exculed, problem still exists!
I don't know why
Thanks

hello Vesna,
my question still goes, please see the following link. thank you!
http://opensees.berkeley.edu/community/ ... =2&t=29799

#define procedure for box fiber section proc BuildRCrectSection {secID Hsec Bsec dH dB coverH coverB coreID coverID steelID numBarsOuterY BarAreaOuterY numBarsOuterZ\ BarAreaOuterZ numBarsInnerY BarAreaInnerY numBarsInnerZ BarAreaInnerZ } { set y1 [expr $Hsec/2.0] set y2 [expr $y1-$coverH] set y3 [e...

Hello vesna, the geometric transformation is linear, the transvese disp under gravity load is -0.00210238,I think it should not be so large. Besides, the strain of concrete do not equal to that of steel at the same section(under vertical load,which actually should be), I don't know the error drive f...

Dear zsherliza ,
I am now doing pushover analysis of bridge and have some problems i want to connect with to for soltions
here is my mail address: hnsmengyu@163.com
Thanks!

I don not quite understand why there exists transverse displacement under the gravity load(and it's rather big, several mm) my model is a 2D cantilever column, the load pattern is node load. the element type is nonlinearbeamcolumn and the section is fiber section aggregated with elastic torsion prop...

vesna wrote: > you can get all 23 values if you use -fullGenLapack solver for the eigen > analysis. > > e.g., > eigen -fullGenLapack 23 Sorry, acturally I want to know how to get the numbers of DOFs of the frame, say, the 2D frame have 15 nodes, considering the rotation mass is zero, there will be 1...

Now, there is a 2D 3 storys frame with 4 bays, each node have a horzontal mass and a very small mass along the vertical, the rotation mass is zero. If the eigen command is used to get the eigen values, only the first 22 DOFs can be calculated, that is to say(according to the mannual), the frame have...

if the analyze is failed, the command will return non zero value with some error info. So if i just need the return values and do not want to print the error info,what should i do? Thank you! PS: error information between " " do not want bo be pinted "WARNING: CTestEnergyIncr::test() ...

If the zero length element is used in the SDOF analysis, how can I get the eigen values by the eigen command,my programme is below: wipe model basic -ndm 2 -ndf 3 ... node 1 0.0 0.0 node 2 0.0 0.0 fix 1 1 1 1 mass 2 $M 1.0E-8 0.0 set matTag 1 set Fy [expr 147.058*$kip] set b 0.22 uniaxialMaterial St...

The model is 2D and the section is aggregated with torsion(where G is a really large number). If the "xml" is used in the recorder cmmand, the output information is: <ResponseType>P</ResponseType> <ResponseType>Mz</ResponseType> <ResponseType>P</ResponseType> <ResponseType>T</ResponseType>...