Fig. 1.
Fig. 2.
Fig. 3.
Fig. 4.
Configuration of numerical models (own research)
| Marking | The initial diameter of rebar | Diameter of rebar after change | Value of concrete strain in the original sample [%] | Concrete strain values in next samples [%] | Percentage deviation [%] | The value of reinforcement strain in the original sample [%] | The value of reinforcement strain in next samples [%] | Percentage deviation [%] |
|---|---|---|---|---|---|---|---|---|
| B-1 | Ø 20 | Ø 20 | 0.12 | – | – | 0.87 | – | – |
| B-2 | Ø 18 | 0.127 | 5% | 0.96 | 10% | |||
| B-3 | Ø 16 | 0.129 | 6% | 1.02 | 17% | |||
| B-4 | Ø 14 | 0.131 | 7% | 1.14 | 30% | |||
| B-5 | Ø 12 | 0.136 | 9% | 1.22 | 40% |
Properties of materials specified in the calculation model of the beam (own research)
| Material | Material properties | Value |
|---|---|---|
| Concrete | Density | 2500 kg/m3 |
| Young’s modulus | 4000 MPa | |
| Poisson’s ratio | 0.2 | |
| Tensile ultimate strength | 2.5 MPa | |
| Compressive ultimate strength | 27.5 MPa | |
| Reinforcement A500 | Density | 7850 kg/m3 |
| Young’s modulus | 200 000 MPa | |
| Poisson’s ratio | 0.2 | |
| Tangent modulus | 20 | |
| Tensile ultimate strength | 500 MPa | |
| Compressive ultimate strength | 0 MPa | |