Flexural Behaviour of Hybrid Fibre-Reinforced Ternary Blend Geopolymer Concrete Beams
Abstract
:1. Introduction
2. Experimental Programme
2.1. Materials
2.1.1. Ternary Blend Source Material
2.1.2. Fine and Coarse Aggregate
2.1.3. Alkaline Activator
2.1.4. Superplasticiser and Water
2.1.5. Polypropylene and Steel Fibres
2.2. Mixture Proportions for TGPC
2.3. Details of the Specimen
2.4. Casting and Curing Procedure
2.5. Testing Procedure
3. Results and Discussions
3.1. Load-Deflection Response
3.2. First Crack and Ultimate Crack Load
3.3. Energy Absorption Capacity and Ductility
3.4. Cracking Behaviour
3.5. Moment-Curvature Relationship
- is the deformation obtained from the top LVDT
- is the deformation obtained from the bottom LVDT
- GL is the gauge length of LVDTs
3.6. Prediction of Flexural Strength of HTGPC
3.6.1. Modification of Stress Block
- The strain diagram is linear.
- A parabolic cum rectangular stress block in the compression zone of the section.
- A rectangular stress distribution represents the contribution of fibres in the tension zone.
- The compressive strength in concrete shall be assumed to be 0.67 times the characteristic strength.
- Cc = compressive force in concrete
- Cs = compressive force in compression steel
- Ts = tensile force in tension steel
- Tf = tensile force in concrete composite below neutral axis due to the tensile strength of fibres.
3.6.2. Determination of Total Compressive Force (C)
- Asc = area of steel in compression
- Esc = modulus of elasticity of compression steel
3.6.3. Determination of Total Tensile Force (T)
- = strength of fibre-reinforced composite
- = strength of fibres
- = strength of the matrix
- Vf = volume of fibres
- Vm = volume of matrix = 1 Vf
3.6.4. Depth of Neutral Axis
3.6.5. Ultimate Flexural Strength
4. Conclusions
- The experimental results revealed that the addition of fibres in TGPC enhances the post-peak performance, showing a softening behaviour of the material. The fibres in hybrid form limit the sudden failure and change to a soft form.
- The fibres in hybrid form impact the load at different levels and improve the deflection corresponding to the load.
- The addition of hybrid fibres improved the specimens’ first crack load and ultimate load. The first crack load was found to increase significantly by 75%, and the ultimate load was found to increase by 28% compared with the specimens without fibres.
- The displacement ductility factor and the energy absorption capacity were increased by 2.64 times and 2.09 times, respectively, for the HTGPC specimen with 1% steel fibres and 0.1% polypropylene fibres compared with the specimens without fibres.
- IS 456:2000 recommend a maximum strain of 0.0035 for the specimens under flexure. However, this value is found to be conservative based on the test results of HTGPC specimens, and a maximum strain of 0.004 could be considered in the stress block for HTGPC.
- The method proposed for estimating the flexural strength of HTGPC was compared satisfactorily with the test results. The effect of the addition of hybrid fibres in the tension zone is considered in this model.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Acknowledgments
Conflicts of Interest
References
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Al2O3 | SiO2 | Fe2O3 | TiO2 | K2O | CaO |
---|---|---|---|---|---|
27.75% | 55.36% | 9.74% | 3.54% | 2.55% | 1.07% |
CaO | SiO2 | Al2O3 | MgO | S | FeO | Mn | Cl |
---|---|---|---|---|---|---|---|
37.04% | 32.49% | 20.86% | 7.82% | 0.98% | 0.68% | 0.11% | 0.012% |
SiO2 | Al2O3 | Fe2O3 | Na2O | K2O | MgO | TiO2 | CaO |
---|---|---|---|---|---|---|---|
56.64% | 42.38% | 0.42% | 0.11% | 0.04% | 0.2% | 0.1% | 0.1% |
Type of Fibre | Length | Diameter | Tensile Strength | Density |
---|---|---|---|---|
Polypropylene | 12 mm | 0.04 mm | 550–600 MPa | 950 kg/m3 |
Crimped steel | 30 mm | 0.45 mm | 800 MPa | 7950 kg/m3 |
Materials, kg/m3 | TGPC | HTGPC1 | HTGPC2 | HTGPC3 | HTGPC4 | HTGPC5 | HTGPC6 | HTGPC7 | HTGPC8 |
---|---|---|---|---|---|---|---|---|---|
Fly ash | 237.47 | 237.47 | 237.47 | 237.47 | 237.47 | 237.47 | 237.47 | 237.47 | 237.47 |
GGBS | 122.62 | 122.62 | 122.62 | 122.62 | 122.62 | 122.62 | 122.62 | 122.62 | 122.62 |
Metakaolin | 64.52 | 64.52 | 64.52 | 64.52 | 64.52 | 64.52 | 64.52 | 64.52 | 64.52 |
Fine aggregate | 554.40 | 554.40 | 554.40 | 554.40 | 554.40 | 554.40 | 554.40 | 554.40 | 554.40 |
Coarse aggregate | 1293.60 | 1293.60 | 1293.60 | 1293.60 | 1293.60 | 1293.60 | 1293.60 | 1293.60 | 1293.60 |
Na2SiO3 | 90.99 | 90.99 | 90.99 | 90.99 | 90.99 | 90.99 | 90.99 | 90.99 | 90.99 |
NaOH | 36.40 | 36.40 | 36.40 | 36.40 | 36.40 | 36.40 | 36.40 | 36.40 | 36.40 |
Water | 84.92 | 84.92 | 84.92 | 84.92 | 84.92 | 84.92 | 84.92 | 84.92 | 84.92 |
Superplasticiser | 6.37 | 6.37 | 6.37 | 6.37 | 6.37 | 6.37 | 6.37 | 6.37 | 6.37 |
Steel fibre | - | 39.25 (0.5%) | 39.25 (0.5%) | 39.25 (0.5%) | 39.25 (0.5%) | 78.50 (1%) | 78.50 (1%) | 78.50 (1%) | 78.50 (1%) |
Polypropylene fibre | - | 0.95 (0.1%) | 1.425 (0.15%) | 1.90 (0.2%) | 2.375 (0.25%) | 0.95 (0.1%) | 1.425 (0.15%) | 1.90 (0.2%) | 2.375 (0.25%) |
Nominal Diameter, mm | Actual Diameter, mm | Yield Strength, MPa | Ultimate Strength, MPa | Modulus of Elasticity, GPa |
---|---|---|---|---|
10 | 9.94 | 532 | 580 | 235 |
6 | 6.10 | 525 | 575 | 230 |
Beam ID | First Crack Load, kN | Ultimate Load, Pu, kN | Deflection at Pu, mm | Energy Absorption Capacity, kNm | Deflection at 0.8 Pu, mm | Deflection at Yield Load, mm | Ductility Factor |
---|---|---|---|---|---|---|---|
TGPC | 16 | 46 | 4.48 | 0.155 | 8.60 | 2.92 | 2.94 |
HTGPC1 | 18 | 50 | 5.10 | 0.222 | 18.35 | 3.13 | 5.87 |
HTGPC2 | 19 | 52 | 5.2 | 0.257 | 18.17 | 2.94 | 6.17 |
HTGPC3 | 20 | 53 | 5.25 | 0.261 | 18.55 | 3.07 | 6.04 |
HTGPC4 | 25 | 55 | 6.26 | 0.275 | 21.06 | 3.07 | 6.86 |
HTGPC5 | 28 | 59 | 6.5 | 0.324 | 21.42 | 2.76 | 7.76 |
HTGPC6 | 26 | 57 | 6.37 | 0.301 | 20.42 | 2.99 | 6.83 |
HTGPC7 | 25 | 56 | 6.12 | 0.297 | 19.96 | 2.93 | 6.81 |
HTGPC8 | 21 | 54 | 5.9 | 0.291 | 19.89 | 2.92 | 6.81 |
Beam ID | Mu(exp), kNm | Mu(pre), kNm | Mu(exp)/Mu(pre) |
---|---|---|---|
TGPC | 8.97 | 7.71 | 1.16 |
HTGPC1 | 9.75 | 8.79 | 1.11 |
HTGPC2 | 10.14 | 9.00 | 1.13 |
HTGPC3 | 10.14 | 9.21 | 1.10 |
HTGPC4 | 10.72 | 9.41 | 1.14 |
HTGPC5 | 11.51 | 9.47 | 1.21 |
HTGPC6 | 11.16 | 9.63 | 1.15 |
HTGPC7 | 10.92 | 9.84 | 1.11 |
HTGPC8 | 10.53 | 10.04 | 1.05 |
Average | 1.13 | ||
Standard deviation | 0.05 | ||
Coefficient of variation (%) | 4.12 |
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Sathish Kumar, V.; Ganesan, N.; Indira, P.V.; Murali, G.; Vatin, N.I. Flexural Behaviour of Hybrid Fibre-Reinforced Ternary Blend Geopolymer Concrete Beams. Sustainability 2022, 14, 5954. https://doi.org/10.3390/su14105954
Sathish Kumar V, Ganesan N, Indira PV, Murali G, Vatin NI. Flexural Behaviour of Hybrid Fibre-Reinforced Ternary Blend Geopolymer Concrete Beams. Sustainability. 2022; 14(10):5954. https://doi.org/10.3390/su14105954
Chicago/Turabian StyleSathish Kumar, Veerappan, Namasivayam Ganesan, Pookattu Vattarambath Indira, Gunasekaran Murali, and Nikolai Ivanovich Vatin. 2022. "Flexural Behaviour of Hybrid Fibre-Reinforced Ternary Blend Geopolymer Concrete Beams" Sustainability 14, no. 10: 5954. https://doi.org/10.3390/su14105954