Seismosoft | Earthquake Engineering Solutions

Dear all;

Regarding to the beam- column element in which distributed nonlinearity (fiber approach ) adapted, I m now modeling an existing school building with column height equal to 3.6 , how much is my model vulnerableto the assumption of uniaxial fiber models instead of having the shear-flexure interaction and what the way to see the effect of such interaction in seismistruct within the available models and if not do I need to model the element with concentrated plasticity to account for such problem , this is my first question.
The second , how could we see the relationship between the p-delta effect and its global effect and the shear effect that we need to simulate through the element cross section level.

My final question, what I should see in the analyzed structure under the dynamic analysis when the structure is dominant by the shear deformation in which I understand that the model encounter some errors.
Best;
Thaer;

1) In SeismoStruct, as well as all the other programs that employ the fibre-modelling approach, it is not possible to model the effects of shear deformations, since the formulation explicitly ignores them. In your case, and since your vertical elements are relatively high and slender, we expect that the effect of shear is insignificant or even negligible
2) It is not clear to us what you want to see. You can assess the contribution of second order effects by checking the analytical results with and without them (uncheck the corresponding checkbox in the program settings)
3) In general, in fibre models, users calculate the shear capacities of their members and check them against the demand.

Regards,
Seismosoft Support

Thaer,

Complementing the response of Seismosoft's Support Team, I note that if you carry out a search on "shear fibre" you will find other relevant discussions on this topic, such as e.g. http://www.seismosoft.com/forum/viewtop ... 902&p=4583 .

Best,

Rui

thank you all;
that is much clearer.
best;
Thaer