Seismosoft | Earthquake Engineering Solutions

1)Divergence message is fbd_ite
2)I modified: Element Loop Covergence Tolerance (1e-4, default value was 1e-7!) and Element Loop maximum iterations (300, default value was 30)
3)Problem solved
4) Thank you, suggestions were very helpful

Sandra

<t>Sorry,not 'another'. The only problem.<br/>
In the User Manual there is a note that says: On occasions, depending on the structural model and applied loading, crack opening may introduce numerical instabilities in the analysis. By ignoring tensile resistance stability of the analysis will be ...

But, When I define tensile strength in con_ma model and then run time history analysis - I get this message: 'Unable to apply the next load step. Analysis terminated'.

<t>As I said in the e-mail, when I define 'Global Mass Directions' as 'X,Z,RY' (frame is in XZ plane) analysis terminates after few steps. But, when I include all (X,Y,Z,RX,RY,RZ) mass directions, analysis terminates without any problem. That is strange, but results are OK. <br/>
Anyway, thank you ...

Yes, I did. I defined also damping ratio - 5% for both modes.
Sandra M.

<t>During dynamic nonlinear analysis I included additional Rayleigh damping and after certain number of steps (0,8s) analysis terminates with fractures only in columns. When I exclude additional damping, analysis terminates without fractures or yielding in any member of the frame. Is there another ...

Thank you for your answer. I thought that in con_ma model stress-strain relationship is linear for strains <0.002

<r>I modeled a frame and used dynamic time-history analysis to obtain the response of that structure. First, I used stl_mp and con_ma to model reinforced concrete members. Load that I applied didn't cause members to yield - deformations were in elastic range. After that, I used el_mat to model ...

<t>quote:Originally posted by seismosoft<br/>
<br/>
Hi,<br/>
<br/>
As described in the Help System ('Material Inelasticity' section) if one uses elements with 2-3 integration points, then the end integration sections will not coincide with the extremities of the element, and hence one will obtain ...