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Hi, everyone,
How can i make pushover analysis stop when the strain of core concrete reach ultimate strain?

Dear all, I'm working on the limit state analysis. It seems sensitive about the unit. In the manual (http://opensees.berkeley.edu/wiki/images/5/57/LimitStateMaterialManual.pdf), it offers limit curve equations for SI & US unit. But i look into the shear limit curve source code (http://opensees.b...

Hi, dear all. I have some questions about modeling a zero section that including bond_sp material into a pile at fix rotation head. In the model of Sritharan, the zero section was putted at the fix end of a column and only setting the lateral dof of the nodes beside the zero section equal. It's work...

Dear frank, thanks for your reply. I have another question about displacement-based & force-based beam-column element. 1. Why OpenSees provide that two kind of elements for building model? Are they have advantage or disadvantage for building model? 2. If i want to get the moment & curvature ...

Hello, all.
I want to know how the section curvature of displacement-based & force-based beam-column element come from?
Have any reference describe that?

Dear fmk, Thanks your reply. I follow your suggestion to put loads in 2 different load patterns, but the analysis fail to do load pattern 2. The code is follows. How could i correct the failure? ---------------------------------------------------------------------------------------------------------...

Hello, I have a problem about doing 2dof system push-over analysis. Is it passable changing the pushover load scale when doing analysis? For example, in the beginning load scale for 1st dof is 1; 2nd dof is 2.7 (1st at below, 2nd at top). Then change load scales to 1:0.022 (1st:2nd) when 2nd shear f...

Dear fmk,
I use rectangular time series command to control and release the initial condition.
Finally, it's working now. Very appreciate for your reply.

Hello,

I want to let a 2dof model free vibration from second mode situation, but meet few questions.

How can i set the initial displacement like second mode? Is it used node x y <-disp x0 y0>?

If yes, how to release the initial condition that made the model free vibration?

Thanks.

Dear fmk,
Thanks for your reply.
I will continue working on it. If there has some new, i will let you know.

hello, I'm practicing example 13 of PressureDependMultiYield Material on opensees wiki. [url]http://opensees.berkeley.edu/wiki/index.php/PressureDependMultiYield--Example_13[/url] I run the example, but i can't get the stress output with 5 column, it just 3 column output. Is it something wrong, or I...

Hi, everyone i'm doing soil-structure interaction analysis, and i have some questions about using brick element to model soil. (1) between structure element and brick element should add p-y spring? or just connect them together? (2) about brick element width have any suggestion if i want to modify i...

Hi, Vesna, i will try to find the references. Thank you for the reply.

Dear all,
l'm working on the shear failure about circular section column.
About the shear limit curve in the manual, i have something confused.
In the input of the curve, i should input the section b,h, but it's for rectangle section.
What should i do to define the b,h for circular section?
Thanks.

Hello,everyone,

I had posted the topic in the soil modelling section, but didn't got reply.
Would someone can answer the above question for me?

Thank you for your help!!