Fig. 1.
RAC50-3 specimen details: (a) longitudinal-section and (b) cross-section [26]
Fig. 2.
H50-100 specimen details: (a) longitudinal-section and (b) cross-section [15]
Fig. 3.
Stress–strain curve equations for the concrete’s compression behavior [34]
Fig. 4.
Concrete’s tension behavior
Fig. 5.
Idealized curve of the reinforcement bars
Fig. 6.
Constraints and interactions of tested specimens: (a) Rigid bodies, (b) Tie contact, and (c) Embedded constraints
Fig. 7.
Boundary conditions and applied loads
Fig. 8.
FE mesh sensitivity results
Fig. 9.
Experimental and FE load-deflection curves of beam RAC50-3
Fig. 10.
Experimental and FE bending moment–deflection curves of beam H50-100
Table 2.
Details of the FE analysis matrix
| Scenarios | Specimen ID | RCA ratio | Concrete strengths | Main rebar diameter | No. of specimens |
|---|---|---|---|---|---|
| Beams Failing in Flexural | F-0-18-(25/35/40) | 0% | 25/35/40 MPa | 2T18 mm | 3 |
| F-25-18-(25/35/40) | 25% | 3 | |||
| F-50-18-(25/35/40) | 50% | 3 | |||
| F-75-18-(25/35/40) | 75% | 3 | |||
| F-100-18-(25/35/40) | 100% | 3 | |||
| F-0-16-(25/35/40) | 0% | 25/35/40 MPa | 2T16 mm | 3 | |
| F-25-16-(25/35/40) | 25% | 3 | |||
| F-50-16-(25/35/40) | 50% | 3 | |||
| F-75-16-(25/35/40) | 75% | 3 | |||
| F-100-16-(25/35/40) | 100% | 3 | |||
| F-0-14-(25/35/40) | 0% | 25/35/40 MPa | 2T14 mm | 3 | |
| F-25-14-(25/35/40) | 25% | 3 | |||
| F-50-14-(25/35/40) | 50% | 3 | |||
| F-75-14-(25/35/40) | 75% | 3 | |||
| F-100-14-(25/35/40) | 100% | 3 | |||
| Beams Failing in Shear | S-0-150-(25/35/40) | 0% | 25/35/40 MPa | 2T16 + 4T22 | 3 |
| S-25-150-(25/35/40) | 25% | 3 | |||
| S-50-150-(25/35/40) | 50% | 3 | |||
| S-75-150-(25/35/40) | 75% | 3 | |||
| S-100-150-(25/35/40) | 100% | 3 | |||
| Total Number of Specimens | 60 | ||||
Fig. 11.
Load–deflection relationships for beams with different RCA ratios
Fig. 12.
Load–deflection relationships for beams with different concrete strengths
Fig. 13.
Load–deflection relationships for beams with different RCA ratios
Fig. 14.
Load–deflection relationships for beams with different concrete strengths
Fig. 15.
Load–deflection relationships for beams with different reinforcement rebars
Fig. 16.
Relationship between the ratio of shear from test or FE to shear from the ACI318-19 and SBC304-18 codes and percent of RCA
Fig. 17.
Relationship between the ratio of shear from the test or FE to shear from the ECP203-2020 codes and the percent of RCA
Fig. 18.
Relationship between the ratio of moment capacity from the test or FE to moment capacity from the ACI318-19 and SBC304-18 codes and the percent of RCA
Fig. 19.
Relationship between the ratio of moment capacity from the test or FE to moment capacity from the ECP203-2020 codes and the percent of RCA