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Thanks!

I did v1.7.3 well but fail when v1.7.4. So, I don't think that the tcl installed in the wrong location. The reason may be in the codes.

I download the code of version 1.7.4.

My system is windows. The error occurs with "tcl.lib". Does anyone successfully compile this version. Give me some suggestions?

Thanks!

Your Tcl version may be a little high!

I also encountered the problem. Then,I used a low version Tcl and the compile is success.

May be helpful to you!

hi everyone, i have a question about the fiber section deformation of a RC column, when the column subject to a axial force and a moment, the steel in the tension side is yield, but in compression side the steel and the concrete is in elastic still. at this state reduce the moment to zero but the a...

Use code 1.7.2 with Inter C++ 9.1......I compiled it well.[/url]

First I want to say sorry to silvia,endryus,Araj...These days I'm too busy and no time on line and I just sees you when last time I came,I 'm sorry...,I will sent the a mail to silvia,which include the reference of force-based and displacement-based element,and perhaps a list of other reference late...

Yes,OSP isn't updte with Tcl,can't support "for, foreach...",and use analysis time!

use this command in the just time you want: remove sp nodeTag? dofTag?

It’s a good question to discuss,in my analysis(take account P-Dalta),if the convergence problem ids global,i.e.the displacement is always increase in one direction.Either I use smaller dt or other arithmetic,is failed to convergence also,does anyone kown some methed to improve the problem(I mean mak...

Build you model not in principal axes,input groud motion in principal axes.

The command: uniaxialMaterial Viscous $matTag $C $alpha i.e. stress =C(strain-rate)alpha a exampl le give you,in e.q M*A+C*V+K*X=-M*Ag (1), V is the derivative of X,so you can compute the iterm C*V with this command,like,where use C=damping and alpha=1. then puts the material into the zerolength ele...

:lol: My experience (in analyze cantilevered column)....... when use ele load "Beam With Hinges Element" give more rigorous results; when use simple node load "Nonlinear Beam Column Element" give more rigorous results; I check it use resulting displacment,and I think if disp is r...

I want do a SDOF nolinear analysis,so I build a model――Sigle degree of freedom oscillator（the systerm is composed of a Mass,a Spring and a damping pot, a very classical model can be found out in almost textbook ）,I do it like this: Define Spring with bilinear material(here I use Stell02),define Damp...

Thank you berktaftali,but i don't kown why i can't download it .....

and silvia ,i found the command in the code ,oh...thank for your meanful work,i think i would back up to you!

I want to kown the command more detail: recorder ElementDamage eleID? <-time> <-file fileName?> <-section secID1? secID2? ...> <-dof dofID?> <-damage > 1."-section,-dof " ,if i recoder the damage of the element,and the out shoud be damage index,so why put the section iterm in the comand? 2...