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I remember seeing once a model setup of a column from the peer database modeled with shear interaction as nonlinear, based on ... maybe MCFT.... this was somewhere on the OpenSees homepage but I can´t find it. Can someone point me in the right direction?

Thank you fmk

Are you sure Vesna, xml files show zeros where the shear strains should be. But this happens only when I use the displacement based element.
Note that the only modification I make is to change between elements (disp & force based)

Yes I know, what I´m really asking is why section aggregator cannot be used with displacement based element? (Or why it can only be used with force based element?)

Hi, is it true that when adding shear-strain to section with M-curvature you can only do so with forcebasedbeamcolumn element because........ is based on forcebased elements? I´m assuming that this is what section aggregator does?

Hi, I´m modeling with concrete04 and i´m having convergence problems. There is no problem if I use zero tensile strength though. But when i use tensile strains below 0.001 I will get rubbish. Still looks good when tensile strain is 0.001 but this value is of course to high! as opposed to what I woul...

I am using eleven elements usually. There is a fault in the program see above post, recorded values of stress and strain are wrong. This is because when the program uses the curvature to get displacements (just the area under the curve on K-axis), then in places under the M-K graph where there seems...

looks to me that as the dispbeamcolumn is based on the moment-curvature and linear strain distribution, then the solution algorithm converges to higher curvature though there are some ...."faults" in the Moment-curvature curves which I could not see when using concrete01, only when I use m...

I have fixed the problem above, seems that when one problem is fixed another one rises and this is very strange behaviour in dispbeamcolumn element: I ran into some strange behaviour in the dispbeamcolumn element the other day. I have created a model in matlab based on curvature and linear strain di...

Hi, would appreciate some comments, anyone?

Hi again, one more question, but please read the post above first. 4) When using nonlinearbeamColumn element I get the additional displacements due to shear that I wanted, though I wanted to get them with the dispbeamcolumn element (post above) and yes they are almost the same as my handcalculations...

Shear deformations in the elastic range are usually small and neglected, however in the inealstic range of responce shear deformations can be large. So here are some questions... 1)as I am using uniaxial elastic material to represent shear, the shear responce will be in the elastic range even though...

Also when using section recorder with deformation I get gammY = 0 and Vy = 0. Still I´m only interested in the displacements due to shear!
Someone plz help?

really no comments, anyone?

I´m having trouble aggregating shear to my model: There is no error, but there is no increase in displacement during pushover analysis. The results are the same with or without aggregated shear and no matter how large or small the shearstiffness is defined, my model is in 2D? I have a fibersection w...