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I change the nonlinearelement to elasticelement, but the problem of record of displacement is the same as nonlinear element, displacement being positive.

Thank you for your reply, fmk.
But why it seems correct of the record of acceleration, because it oscillates with positive and negative value?

Dr. Silvia and Fmk In my dynamic uniform EQ analysis, there is no negative displacement. The displacement rises to a large value, and then analysis ends to failure. I find displacement does not scale proportionally to gm factor, i.e. if I scale the gm but there is hardly any effect on the displaceme...

[quote]i'd just use a recorder.[/quote]
What do you mean?
Thank you.

I have to get the lateral load from the time. I don't know how to determine the lateral load for the negtive time. So I think something is wrong. Should I check my model and constitutive law carefully?

yes. It is static analysis. But why the lateral load becomes negative? Is my model or constitutive law error?

Dr. Silvia,

There is negative time in my nonlinear anaytical result in recorder.
Could you tell me what likely causes this stange problem and how to solve it?
Thanks.

I am looking at the online manual. Thank you.

It is noticed there are 10 figures (run1 to run10) to demonstrate the behavior of hysteretic material in the chm user manual. 1. could you please explain how to set the pinch or damage parameters for obtaining the origin-oriented behavior, such as run7 and run8? 2. what does the damage parameter mea...

Thank you, Silvia. I have confused the loading and unloading. Now it is clear.

uniaxialMaterial Hysteretic 100 62.95 0.0025 79 0.015 23.7 0.026 -62.95 -0.0025 -79 -0.015 -23.7 -0.026 0.5 0.5 0 0 0
The slope after e3p point, "23.7", is 0, not k0. k0 should equal 62.95/0.0025.
Why?
thanks

Dr. Silvia, In the manual, it is referred to "the degraded unloading stiffness based on ductility, mu" about hysteretic material. Is "mu" the ductility of section curvature? In addition, it is also referred the degraded unloading stiffness equals to pow($mu,-$beta)*k0, so the unl...

yes, I have employed the script in the examples manual for non-convergence.
I think I have to change the shape parameter n of concrete06.
Thank you, Silvia.

Thank you, Silvia. I will try it by altering the master or slave.

Thank you for your fast reply, Dr. Silvia. If I use concrete02, analysis converges. However, the analytical value of load is unreasonably little. The aim for using concrete01 is to decrease the slope of declining branch of the load-displacement curve after crack or yield. Because using concrete06, t...