Influence on the Flexural Behaviour of High-Volume Fly-Ash-Based Concrete Slab Reinforced with Sustainable Glass-Fibre-Reinforced Polymer Sheets
Abstract
:1. Introduction
2. Materials and Methods
2.1. Ingredients of OPC/HVFA Concrete
2.2. Reinforcing System
3. Experimental Investigation
3.1. Specimen Geometry and Detailing
3.2. Experimental Set-Up
4. Results and Discussion
4.1. Cracking Behaviour
4.2. Load–Deflection Behaviour
4.3. Strain Distribution
4.4. Moment–Curvature
5. Numerical Analysis and Consecutive Models
5.1. Considerations for Element Types
5.2. Modelling and Numerical Solution
5.3. Comparison of Experimental Results with NLFEA Results
6. Conclusions
- HVFA slabs reinforced with the steel bars (SRF) recorded a 17% increase in their ultimate load-carrying capacity compared with the OPC slabs reinforced with the steel bars (SRC).
- All the specimens failed due to the formation of flexural cracks that propagate to the top surface at failure with concrete crushing. Slabs reinforced with two layers of GFRP sheets failed in the formation of flexural cracks under the two-loading point. However, the slab reinforced with three layers and four layers of GFRP sheets showed flexural cracks as well as horizontal cracks.
- The average ultimate load-carrying capacity of OPC/HVFA concrete slabs reinforced with three layers of GFRP sheets (GSC-3/GSF-3) has the same strength as that of slabs reinforced with the steel bars (SRC).
- The ultimate average load-carrying capacity of a slab reinforced with three layers of GFRP sheets (GSC-3 and GSF-3) is more than that of the slabs reinforced with two and four layers (GSC-2, GSC-4, GSF-2 and GSF-4) by 39%, 49%, 41% and 53%, respectively.
- Less than 10% difference in the ultimate load and ultimate deflection of SRC, SRF, GSC-3 and GSF-3 was observed between the experimental and NLFEM results. Hence, ANSYS Workbench 2022-R1 software could be used for the numerical analysis of fly-ash concrete slabs reinforced with a GFRP sheet.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Conflicts of Interest
References
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Materials/Type of Concrete | Cement | Fly Ash | Microsilica | M Sand | Aggregate | Water | Super Plasticiser (%) |
---|---|---|---|---|---|---|---|
OPC concrete | 1 | - | - | 2.16 | 3.42 | 0.5 | 0.3 |
60% HVFA | 0.4 | 0.6 | 0.1 | 2.1 | 3.32 | 0.5 | 0.3 |
Chemical Composition | Content (% by Mass) |
---|---|
SiO2 | 52.52 |
Al2O3 | 32.63 |
Fe2O2 | 6.16 |
SO3 | 4.95 |
LOI | 1.08 |
MnO | 0.03 |
NAI-20 | 0.02 |
Cao | Nil |
Particulars | Specification |
---|---|
Aerial weight (GSM) | 400 |
Tensile strength (N/mm2) | 2700 |
Modulus of elasticity (kN/mm2) | 73 |
Poisson’s ratio | 0.3 |
The thickness of GFRP sheet (mm) | 1 |
Elongation at break (%) | 5 |
Fibre density (g/cm3) | 2.6 |
Category | Slab Designation | Trial Numbers | Initial Crack Load (KN) | Ultimate Load (KN) | Modes of Failure |
---|---|---|---|---|---|
GROUP-I | GSC-2 | Trial 1 Trial 2 | 8.3 8.7 | 16.8 17.5 | Mode-II Mode-II |
GSC-3 | Trial 1 Trial 2 | 14.2 14.7 | 23.7 24 | Mode-III Mode-III | |
GSC-4 | Trial 1 Trial 2 | 6.7 6.3 | 16.4 15.5 | Mode-IV Mode-IV | |
SRC | Trial 1 Trial 2 | 16.3 15.7 | 23.8 24 | Mode-I Mode-I | |
GROUP-II | GSF-2 | Trial 1 Trial 2 | 5.9 5.7 | 17.1 16.7 | Mode-II Mode-II |
GSF-3 | Trial 1 Trial 2 | 14.1 14 | 23.9 23.7 | Mode-II Mode-II | |
GSF-4 | Trial 1 Trial 2 | 5.2 5.6 | 15.3 15.9 | Mode-IV Mode-IV | |
SRF | Trial 1 Trial 2 | 18.5 19.1 | 27.3 28.5 | Mode-I Mode-I |
Category | Slab Designation | Max. Load (Pu) (kN) | Ultimate Moment (MExp) (kNm) | Ultimate Strain in Concrete at Max Load % | Ultimate Strain in Reinforcement at Max Load % |
---|---|---|---|---|---|
GROUP-I | GSC-2 (1) | 16.8 | 2.24 | 0.31 | 0.36 |
GSC-2 (2) | 17.5 | 2.33 | 0.31 | 0.39 | |
GSC-3 (1) | 23.7 | 3.16 | 0.31 | 0.43 | |
GSC-3 (2) | 24 | 3.20 | 0.31 | 0.43 | |
GSC-4 (1) | 16.4 | 2.19 | 0.30 | 0.35 | |
GSC-4 (2) | 15.5 | 2.07 | 0.30 | 0.34 | |
SRC (1) | 23.8 | 3.17 | 0.29 | 2.01 | |
SRC (2) | 24.0 | 3.20 | 0.31 | 1.91 | |
GROUP-II | GSF-2 (1) | 17.1 | 2.28 | 0.31 | 0.36 |
GSF-2 (2) | 16.7 | 2.22 | 0.30 | 0.36 | |
GSF-3 (1) | 23.9 | 3.19 | 0.31 | 0.41 | |
GSF-3 (2) | 23.7 | 3.16 | 0.31 | 0.42 | |
GSF-4 (1) | 15.3 | 2.04 | 0.30 | 0.33 | |
GSF-4 (2) | 15.9 | 2.12 | 0.30 | 0.33 | |
SRF (1) | 27.3 | 3.70 | 0.30 | 2.03 | |
SRF (2) | 28.5 | 3.64 | 0.31 | 2.19 |
Specimen | Ultimate Load (kN) | Deflection at Mid-Span (mm) | ||
---|---|---|---|---|
Experimental | NLFEA (ANSYS) | Experimental | NLFEA (ANSYS) | |
SRC | 24 | 23 | 16.2 | 15.9 |
SRF | 28.5 | 27 | 17.9 | 16.4 |
GSC-3 | 24 | 23.5 | 2.7 | 2.5 |
GSF-3 | 23.9 | 23 | 2.4 | 2.2 |
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Madan, C.S.; Panchapakesan, K.; Anil Reddy, P.V.; Joanna, P.S.; Rooby, J.; Gurupatham, B.G.A.; Roy, K. Influence on the Flexural Behaviour of High-Volume Fly-Ash-Based Concrete Slab Reinforced with Sustainable Glass-Fibre-Reinforced Polymer Sheets. J. Compos. Sci. 2022, 6, 169. https://doi.org/10.3390/jcs6060169
Madan CS, Panchapakesan K, Anil Reddy PV, Joanna PS, Rooby J, Gurupatham BGA, Roy K. Influence on the Flexural Behaviour of High-Volume Fly-Ash-Based Concrete Slab Reinforced with Sustainable Glass-Fibre-Reinforced Polymer Sheets. Journal of Composites Science. 2022; 6(6):169. https://doi.org/10.3390/jcs6060169
Chicago/Turabian StyleMadan, Chinnasamy Samy, Krithika Panchapakesan, Potlapalli Venkata Anil Reddy, Philip Saratha Joanna, Jessy Rooby, Beulah Gnana Ananthi Gurupatham, and Krishanu Roy. 2022. "Influence on the Flexural Behaviour of High-Volume Fly-Ash-Based Concrete Slab Reinforced with Sustainable Glass-Fibre-Reinforced Polymer Sheets" Journal of Composites Science 6, no. 6: 169. https://doi.org/10.3390/jcs6060169