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Shear and flexural strength of reinforced concrete beams made with recycled coarse aggregate concrete

Hassan M. Magbool

Hassan M. Magbool

Civil and Architectural Engineering Department, College of Engineering and Computer Science, Jazan UniversityJazan, Saudi Arabia
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Magbool, Hassan M.
, 
Mohamed Gamil

Mohamed Gamil

Housing and Building National Research Center, Reinforced Concrete Research DepartmentGiza, Egypt
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Gamil, Mohamed
, 
Mohamed S. Issa

Mohamed S. Issa

Housing and Building National Research Center, Reinforced Concrete Research DepartmentGiza, Egypt
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Issa, Mohamed S.
 e 
Ahmed A. El-Abbasy

Ahmed A. El-Abbasy

Civil and Architectural Engineering Department, College of Engineering and Computer Science, Jazan UniversityJazan, Saudi Arabia
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El-Abbasy, Ahmed A.
  
20 set 2024
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Pubblicato online: 20 set 2024
Pagine: 160 - 177
Ricevuto: 20 mar 2024
Accettato: 14 lug 2024
DOI: https://doi.org/10.2478/msp-2024-0026
Parole chiave
© 2024 Hassan M. Magbool et al., published by Sciendo
This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 International License.

Fig. 1.

RAC50-3 specimen details: (a) longitudinal-section and (b) cross-section [26]
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]
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]
Stress–strain curve equations for the concrete’s compression behavior [34]

Fig. 4.

Concrete’s tension behavior
Concrete’s tension behavior

Fig. 5.

Idealized curve of the reinforcement bars
Idealized curve of the reinforcement bars

Fig. 6.

Constraints and interactions of tested specimens: (a) Rigid bodies, (b) Tie contact, and (c) Embedded constraints
Constraints and interactions of tested specimens: (a) Rigid bodies, (b) Tie contact, and (c) Embedded constraints

Fig. 7.

Boundary conditions and applied loads
Boundary conditions and applied loads

Fig. 8.

FE mesh sensitivity results
FE mesh sensitivity results

Fig. 9.

Experimental and FE load-deflection curves of beam RAC50-3
Experimental and FE load-deflection curves of beam RAC50-3

Fig. 10.

Experimental and FE bending moment–deflection curves of beam H50-100
Experimental and FE bending moment–deflection curves of beam H50-100

Fig. 11.

Load–deflection relationships for beams with different RCA ratios
Load–deflection relationships for beams with different RCA ratios

Fig. 12.

Load–deflection relationships for beams with different concrete strengths
Load–deflection relationships for beams with different concrete strengths

Fig. 13.

Load–deflection relationships for beams with different RCA ratios
Load–deflection relationships for beams with different RCA ratios

Fig. 14.

Load–deflection relationships for beams with different concrete strengths
Load–deflection relationships for beams with different concrete strengths

Fig. 15.

Load–deflection relationships for beams with different reinforcement rebars
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
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
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
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
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

CDPM parameters utilized in this study

Parameters Dilation angle (ψ) Stress ratio (fb0/fc0) Compressive meridian (Kc) Eccentricity (ε) Viscosity (μ)
Value 27 (calibrated value) 1.16 (default value [20]) 0.667 (default value [20]) 0.1 (default value [20]) 0.001 default value [20])

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
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