I have constructed a 4 point bending model on ABAQUS of a fibre reinfoced concrete beam. I have applied a displacement boundary condition to the beam to mimic this. The load vs displacement curve for the ABAQUS model shows that the beam fails at the same load as the experimental beam, but the displacements at failure are very different. What parameters do i need to alter to get a closer value?
If you are working on SFRC, you will need constitutive models to interpret the tensile response of the beam. And also, Concrete Damaged Plasticity may be a good model if you can figure it out
Dear Research-Gate User,
although the information provided by you is a little less to answer the question precisely, I would assume that the deflection at failure obtained from FE analysis is smaller than the experimental deflection. This can be logically perceived as the problem of quasi-stiffness inherently added to the FE model. In reality, any structure/ building component has infinite degrees of freedom, however, while doing the FE modelling/ discretization (stipulating the number of elements in which the whole structure is to be divided), you tend to impromptu limit the degrees of freedom, subsequently making the whole system stiff. This results in smaller deformations in case of any FE simulations. If this is the case, you can try to refine the meshing and re-run the simulation.
If not the case, the concrete plasticity model and parameters are to be reviewed and adjusted, since the material model for FRPs is pretty simple to define and hence it has small possibility to provoke a room for error.
Hopefully, it helps.
Sincerely,
Prathamesh Khorgade.
Dear Sir,
I think,
1. Check the B. Cs...
2. Check type of element and if it is Full or reduce integration rules..
3. Use acceptable materials relationshipe, tension and compresion models,,, G and tension stiffening models..
4. Use geometric nonlinear analysis with the material nonlinear analysis..
- Badges
- Science topic
- Similar topics
- Psychology
- Emotion