Dear all,

I am using Abaqus to model concrete as an elastic material. However, the failure criteria available in the software is only for 2D elements and are dominated by a maximum normal stress (fail stress option) or normal strain (fail strain option) value.

I was wondering if anyone would know how to model concrete as an elastic material following "theory of elasticity" and failing by a maximum TENSILE strain value in any of the three directions given a material's point.

It would also be perfect if deleting elemnts option can be used in this case.

NOTE: this model does not involve any form of plasticity or post failure mechanisms...ONLY first cracking limits

Hello all,

   I am faced with a problem of modelling a reinforced concrete beam
wrapped with FRP using ANSYS. Can any one help me out please?

I would appreciate your response about this issue. Thnk ya all

There are two PhD studentships available at the University of Glasgow in the area of computational fracture mechanics of concrete.

The topics are multiscale modelling of corrosion induced cracking and meso-mechanically motivated nonlocal models for fracture. 

Please visit my webpage at http://www.civil.gla.ac.uk/~grassl for more information.

All the best,

Peter Grassl

A fully funded PhD position is immediately available in the area of multi-scale modeling of geomaterials within the research project "Failure of cohesive geomaterials: bridging the scales - GEOBRIDGE" at Laboratoire Sols, Solides, Structures - Risques (3S-R), Université Joseph Fourier, Grenoble, France.

A fully funded PhD position is available in the area of multi-scale modeling of geomaterials within the research project Failure of cohesive geomaterials: bridging the scales - GEOBRIDGE at Laboratoire Sols, Solides, Structures – Risques (3S-R), Université Joseph Fourier, Grenoble, France. 

I am a novice user of abaqus and trying to model crack growth in rc beams with longitudinal reinforcement and stirrups under dynamic loads by try and error method

Hello, all

I am trying to model a corroded beam under loading considering bond-slip effects. Following is the methods i used,

• FRACTION

           I define the interface between the reinforcement and the concrete, then i added fraction and give the fraction coefficient. However without vetical force, the fraction coefficient is useless. I also define the shear limit which brings no improvement too. So i give up this solution.

In my opioion, the traditional concrete model is taking the smeared cracking concept to deal with the tensile cracking and using the elastoplastic method to deal with the compressive softening.

We can find that recently the CDM based concrete model become a hot research subject.

But what are the advantages of the CDM-based?

Thank you very much!

Hi,

I want to know what is the effect of coarse aggregate size or size of the aggregate on compressive strength of concrete.And similarly what is effect of aggregate size on tensile strength of concrete.

I have few papers which contradicts each other so I am confused.

With Warm Regards

Gouse