Comparison of the Flexural Behavior of High-Volume Fly AshBased Concrete Slab Reinforced with GFRP Bars and Steel Bars
Abstract
:1. Introduction
2. Materials and Methods
2.1. Concrete
Reinforcing Bars
2.2. Experimental Program
2.2.1. Specimen Details
2.2.2. Experimental Setup
3. Results and Discussion
3.1. Crack Pattern
3.2. Load–Deflection Behavior
3.3. Strain Distribution
3.4. Moment–Curvature
3.5. Displacement Ductility
4. Theoretical Prediction
4.1. Equations Provided by ACI 44.1R-15
4.2. Comparison of Experimental Results with Theoretical Predictions
5. Nonlinear Finite Element Analysis (NLFEA)
5.1. Modeling
5.2. Comparison of Experimental Results with NLFEA Results
6. Conclusions
- The slab specimens SRF, GRC, and GRF showed 17%, 19%, and 30% increases in their ultimate load-carrying capacity when compared with the control specimen SRC.
- The concrete surface strain was slightly higher for the fly ash concrete slab than for the OPC concrete slab, and the strain value of GFRP bars was higher than that of steel bars under the same loading. This shows that the flexural strength of the GFRP-reinforced concrete slab is higher than that of the steel-reinforced concrete slab.
- The ultimate moment capacity of the GRF slab was 12% higher than that of the SRF slab, and the ultimate moment capacity of the GRC slab was 20% higher than that of the SRC slab. The slabs reinforced with GFRP rods are capable of exhibiting more curvature before failure when compared to the slabs reinforced with steel.
- The average ductility of the steel rod was higher than that of the GFRP rod. Both the steel- and GFRP-reinforced slabs failed due to flexure with maximum strength and ductility.
- The analytical equations given by ACI 440.1R-15 for calculating the moment of resistance overestimated the experimental results by 18%. Thus, ACI 440.1R-15 can be used for the design of concrete slabs reinforced with GFRP rods.
- Only 10% deviation was observed between the experimental and the nonlinear finite element analysis (NLFEA) results. Hence, ANSYS 2022-R1 software can be used for the analysis of fly ash concrete slabs reinforced with GFRP bars.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Conflicts of Interest
References
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Chemical Composition | Content (% by Mass) |
---|---|
SiO2 | 52.52 |
Al2O3 | 32.63 |
Fe2O3 | 6.16 |
CaO | Nil |
NA1-20 | 0.02 |
SO3 | 4.95 |
MnO | 0.03 |
LOI | 1.08 |
Specimen Type | Compressive Strength (MPa) | Split Tensile Strength (MPa) | ||
---|---|---|---|---|
28 Days | 56 Days | 28 Days | 56 Days | |
Control concrete | 34.23 | 36.27 | 3.94 | 5.01 |
60% Fly ash concrete | 26.39 | 37.74 | 3.16 | 5.79 |
Reinforcement Material | Diameter (mm) | Tensile Strength (MPa) | Modulus of Elasticity Ef (MPa) | Density (Kg/m3) |
---|---|---|---|---|
STEEL rod | 10 | 650 | 200,000 | 7800 |
GFRP rod | 10 | 1100 | 55,000 | 1900 |
Specimen | Concrete Material | Reinforcement Material | Diameter (mm) |
---|---|---|---|
SRC | OPC (C) | Steel rod (SR) | 10 |
SRF | Fly ash (F) | Steel rod (SR) | 10 |
GRC | OPC (C) | GFRP rod (GR) | 10 |
GRF | Fly ash (F) | GFRP rod (GR) | 10 |
Specimen ID | First Crack Load Pcr (kN) | Ultimate Load Pu (kN) |
---|---|---|
SRC 1 | 15.7 | 24 |
SRC 2 | 16.3 | 23.8 |
SRF 1 | 19.1 | 28.5 |
SRF 2 | 18.5 | 27.3 |
GRC1 | 15.2 | 29 |
GRC2 | 16.3 | 28.1 |
GRF 1 | 17.6 | 31.8 |
GRF 2 | 18.5 | 30.3 |
Slab Designation | Max. Load (Pu) (kN) | Deflection at Max Load (Δ) (mm) | Ultimate Moment (MExp) (kNm) | Ultimate Strain in Concrete % | Ultimate Strain In Reinforcement % | Ductility Ratio |
---|---|---|---|---|---|---|
SRC 1 | 24.0 | 16.2 | 3.20 | 0.28 | 2.00 | 11.77 |
SRC 2 | 23.8 | 19.2 | 3.17 | 0.31 | 1.90 | 11.87 |
SRF 1 | 28.5 | 17.9 | 3.70 | 0.30 | 2.19 | 12.27 |
SRF 2 | 27.3 | 18.2 | 3.64 | 0.30 | 2.02 | 11.33 |
GRC 1 | 29.0 | 17.1 | 3.87 | 0.31 | 2.30 | 7.33 |
GRC 2 | 28.1 | 15.8 | 3.75 | 0.32 | 2.36 | 7.72 |
GRF 1 | 31.8 | 13.6 | 4.24 | 0.33 | 2.39 | 8.35 |
GRF 2 | 30.3 | 16.7 | 4.04 | 0.33 | 2.37 | 7.88 |
Specimen | Reinforcement Ratio | Failure Mode | Moment of Resistance | Percentage of Deviation (%) | |
---|---|---|---|---|---|
M,Exp (kN·m) | M,ACI (kN·m) | ||||
GRC 1 | 1.44 | Compression failure | 3.87 | 4.48 | 15.9 |
GRC 2 | 1.44 | Compression failure | 3.75 | 4.48 | 19.6 |
GRF 1 | 1.44 | Compression failure | 4.24 | 4.48 | 5.84 |
GRF 2 | 1.44 | Compression failure | 4.04 | 4.48 | 11.0 |
Specimen Id. | Ultimate Load (kN) | Deflection at Mid-Span (mm) | ||
---|---|---|---|---|
Experimental | NLFEA (ANSYS) | Experimental | NLFEA (ANSYS) | |
SRF | 28.5 | 27 | 17.9 | 16.4 |
GRF | 31.8 | 30 | 13.6 | 12.3 |
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Madan, C.S.; Munuswamy, S.; Joanna, P.S.; Gurupatham, B.G.A.; Roy, K. Comparison of the Flexural Behavior of High-Volume Fly AshBased Concrete Slab Reinforced with GFRP Bars and Steel Bars. J. Compos. Sci. 2022, 6, 157. https://doi.org/10.3390/jcs6060157
Madan CS, Munuswamy S, Joanna PS, Gurupatham BGA, Roy K. Comparison of the Flexural Behavior of High-Volume Fly AshBased Concrete Slab Reinforced with GFRP Bars and Steel Bars. Journal of Composites Science. 2022; 6(6):157. https://doi.org/10.3390/jcs6060157
Chicago/Turabian StyleMadan, Chinnasamy Samy, Swetha Munuswamy, Philip Saratha Joanna, Beulah Gnana Ananthi Gurupatham, and Krishanu Roy. 2022. "Comparison of the Flexural Behavior of High-Volume Fly AshBased Concrete Slab Reinforced with GFRP Bars and Steel Bars" Journal of Composites Science 6, no. 6: 157. https://doi.org/10.3390/jcs6060157