**Moderator:** bernd

Further to the discussion here: https://forum.freecadweb.org/viewtopic. ... 20#p234491 I decided to start a new post dedicated to the plotting of concrete reinforcement ratio.

I coded the 13 closed form solutions for reinforcement ratio defined here: http://heronjournal.nl/53-4/3.pdf with Python and managed to reproduce the 11 test cases for single stress results (I changed the name for the reinforcement ratio from "Omega" to "Rho" in line with the paper):

Next step the integration in FreeCAD or Paraview

Code: Select all

```
********************************
Case 1
Sigma: 2.000 -2.000 5.000 6.000 -4.000 2.000
Governing Eq.14 Rho: 0.02400 0.00400 0.01400
********************************
Case 2
Sigma: -3.000 -7.000 0.000 6.000 -4.000 2.000
Governing Eq.10+ Rho: 0.00886 0.00000 0.00571
********************************
Case 3
Sigma: -1.000 -7.000 10.000 0.000 0.000 5.000
Governing Eq.5 Rho: 0.00000 0.00000 0.02714
********************************
Case 4
Sigma: 3.000 0.000 10.000 0.000 5.000 0.000
Governing Eq.13 Rho: 0.01600 0.00000 0.03000
********************************
Case 5
Sigma: 10.000 7.000 -3.000 3.000 1.000 -2.000
Governing Eq.11- Rho: 0.02533 0.02133 0.00000
********************************
Case 6
Sigma: 4.000 -7.000 3.000 7.000 0.000 -5.000
Governing Eq.14 Rho: 0.02200 0.01000 0.01600
********************************
Case 7
Sigma: 8.000 -14.000 6.000 14.000 0.000 -10.000
Governing Eq.14 Rho: 0.04400 0.02000 0.03200
********************************
Case 8
Sigma: 1.000 0.000 3.000 10.000 -8.000 7.000
Governing Eq.17 Rho: 0.02486 0.01750 0.01720
********************************
Case 9
Sigma: 0.000 0.000 0.000 10.000 8.000 7.000
Governing Eq.13 Rho: 0.03600 0.03400 0.03000
********************************
Case 10
Sigma: 15.000 0.000 0.000 0.000 0.000 0.000
Governing Eq.13 Rho: 0.03000 0.00000 0.00000
********************************
Case 11
Sigma: 0.000 0.000 0.000 5.000 0.000 0.000
Governing Eq.13 Rho: 0.01000 0.01000 0.00000
```

adding a new resumt in FreeCAD resultobject is not smart but easy.

What is a "resumt" Bernd?

Oops you mean result I guess

Why is that not smart?

Why is that not smart?

Also: what would be the alternative if we want to show results derived from the base CCX outpost, like alternative stress plots (Mohr Coulomb instead of von Mises) or like I am trying here with reinforcement ratio?

because the result vectors are hard coded in the result object. https://github.com/FreeCAD/FreeCAD/blob ... py#L45-L82

von Mises is added and calculated to the result object at import of ccx result file https://github.com/FreeCAD/FreeCAD/blob ... em.py#L412 and https://github.com/FreeCAD/FreeCAD/blob ... em.py#L262

Well, I guess I can rule out Paraview, because FC does not write the shear stresses Sigxy, Sigxz and Sigyz to the VTK file and I can't find how to modify the VTK writer, if at all possible (?)

Remains the possibility to add a Result Object? To get a quick result, I guess I could just use and modify some of the existing results, e.g. Min/Max Principle Stress and Max Shear Stress ... to be replaced by Rhox, Rhoy and Rhoz.

I applied the dirtiest hack possible and used the existing Arrays for Maximum, Minimum Principal Stress and Maximum Shear Stress to produce this result (as proof of concept, so to say):

This 4.0x0.1x0.3m concrete beam is loaded by a 100kN distributed load. The reinforcement ratio in x-direction is highest at the bottom center of the beam, as one would expect. The maximum value of 7% is realistic and high, as could be expected with a high load like this.

The reinforcement ratio in z-direction is highest near the support (where the shear force is high) and spread over the full height over the beam. Towards the center of the beam the shear stress reduced to zero and so does the corresponding reinforcement ratio (in practice you would apply a minimum ratio of course)

Finally, the reinforcement ratio in y-direction is only high directly adjacent to the support, where the beam is constrained in the out-of-plane direction. Here the prevented lateral contraction causes high shear stresses.

Still a lot of testing and tidying up to do, but certainly worth pursuing.

This 4.0x0.1x0.3m concrete beam is loaded by a 100kN distributed load. The reinforcement ratio in x-direction is highest at the bottom center of the beam, as one would expect. The maximum value of 7% is realistic and high, as could be expected with a high load like this.

The reinforcement ratio in z-direction is highest near the support (where the shear force is high) and spread over the full height over the beam. Towards the center of the beam the shear stress reduced to zero and so does the corresponding reinforcement ratio (in practice you would apply a minimum ratio of course)

Finally, the reinforcement ratio in y-direction is only high directly adjacent to the support, where the beam is constrained in the out-of-plane direction. Here the prevented lateral contraction causes high shear stresses.

Still a lot of testing and tidying up to do, but certainly worth pursuing.