Experimental and Statistical Investigation to Evaluate Impact Strength Variability and Reliability of Preplaced Aggregate Concrete Containing Crumped Rubber and Fibres
Abstract
:1. Introduction
2. Experimental Program
2.1. Materials
- According to IS: 12269–1987 [40] requirements, this investigation used an OPC (Ordinary Portland Cement). Its specific gravity was 3.14 and it had a specific surface area of 318 kg/m2.
- The fine aggregate was obtained from a natural river that was located nearby. It had a specific gravity of 2.65 and a fineness modulus of 2.41, which is in accordance with the requirements of IS: 383–2016 [41]. In addition, a one-of-a-kind grout mix that conforms to ASTM C939 [42] was validated by employing a fine aggregate particle size less than 2.36 mm. After that, a great gravity flow was accomplished, resulting in effectively filling the voids inside the skeletal aggregate.
- The size of the granite gravel that was utilized for the coarse aggregate was 12.5 mm. The coarse aggregates had a specific gravity of 2.69 and a bulk density of 1700 kg/m3, while the percentage of water absorption value was 0.56. To improve the flowability of the grout and satisfy the criteria for the efflux time, a superplasticizer called Tec Mix 640 that is available for commercial purchase was used. The pH value of the superplasticizer that was utilized was between 7 and 8. For the non-fibrous and fibrous specimens, the doses of chosen superplasticizers were 0.3 and 0.6% (by cement weight), respectively.
- The recycled rubber recovered from shredded tires had a density of 700 kg/m3. Rubber was sourced from a mechanical shredding plant in Madurai, Tamil Nadu, India. All mixtures were made with crumpled rubber free of steel belts and ranged from 12 to 18 mm.
- Carbon hooked end steel fibre of the corrugated type, which has 1400 MPa tensile strength, a 60-mm length and 0.75-mm diameter, was employed in the concrete at a 1.5% dose. Figure 1 shows the steel fiber used.
2.2. Treatment of Rubber
2.3. Combination of Mixing
2.4. Specimen Preparation
2.5. Test Setup
3. Discussion of Results
3.1. Compressive Strength
3.2. Results of Impact Strength
3.2.1. Cracking and Failure Impact Records
3.2.2. Impact Ductility
3.2.3. Failure Pattern
3.2.4. Failure Mechanism
4. Statistical Analysis—Weibull Distribution
5. Conclusions
- The compressive strength of the rubber-based fibrous concrete decreased from 46.34 to 39.75 MPa as the rubber content increased from 5% to 20%. Compared with the R0-F mixture, the compressive strength of rubber-based concrete was decreased by 3.9, 8.2, 13.2 and 17.6% when the corresponding rubber content was 5, 10, 15 and 20%, respectively.
- Owing to their high plastic energy capacity and superior ductility, crumb rubber particles work as randomly distributed shock absorbers in the mixture, which results in a tougher and more ductile mixture with higher impact energy absorption capacity. As a result, the retained cracking T1 and failure T2 impact numbers were increased as the content of crumb rubber was increased. The percentage developments in T1 and T2 due to the substitution of 20% of the mixture’s coarse aggregate by crumb rubber were in the ranges of approximately 33% to 76% and 75% to 129%, respectively, for plain and fibrous mixtures.
- Steel fibre was found to be a better impact resistance enhancer compared to crumb rubber. The percentage developments due to the sole effect of SF were in the ranges of approximately 113% to 183% for T1 and 326% to 457% for T2, for all crumb rubber ratios. The better effect of SF is mainly due to the crack bridging activity that continues even after crack propagation and widening, which is attributed to the fiber’s high tensile strength and the superior bond with the surrounding matrix.
- The dual action of crumb rubber and SF was found to be very effective in achieving the best impact resistance enhancement results. The percentage improvements of the fibrous rubberized mixtures compared to the reference plain mixture that includes no rubber ranged from approximately 206% to 275% for T1 and 573% to 876% for T2. This gain represents the summation of the positive actions of both materials as shock absorbers and crack bridging elements.
- The impact ductility was increased by the incorporation of crumb rubber and was better improved by the addition of 1.5% of hooked-end SF, while the dual action of the two materials resulted in the highest ductility improvement percentages. The use of 20% of crumb rubber increased the ductility index by approximately 31% to 33%; the used 1.5% of SF increased the ductility index by approximately 98% to 106%, while a percentage improvement range of approximately 118% to 158% was achieved by their combined effect. Additionally, the poor interfacial bonding between the rubber aggregate and cement matrix is due to a larger porosity in rubber aggregates and the increased specific surface area of the concrete. This effect can be minimized by the bridging action of steel fibres that resulted in the higher ductility index of concrete.
- Impact numbers for T1 and T2 in terms of the required level of reliability were evaluated from the Weibull distribution, which can be accepted as a useful statistical analysis approach to determine the impact resistance of specimens without additional expensive and time-consuming tests. The Weibull distribution is an excellent choice to elucidate scattered test results.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Acknowledgments
Conflicts of Interest
References
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Group | S. No | W/C | s/c | Natural Aggregate (%) | Rubber Content (%) | Fibre Dosage (%) | Superplastizer (%) |
---|---|---|---|---|---|---|---|
R0 | 0.42 | 1.0 | 100 | 0 | 0.0 | 0.4 | |
R5 | 95 | 5 | 0.0 | 0.4 | |||
A | R10 | 90 | 10 | 0.0 | 0.4 | ||
R15 | 85 | 15 | 0.0 | 0.4 | |||
R20 | 80 | 20 | 0.0 | 0.4 | |||
R0-F | 100 | 0 | 1.5 | 0.6 | |||
R5-F | 95 | 5 | 1.5 | 0.6 | |||
B | R10-F | 90 | 10 | 1.5 | 0.6 | ||
R15-F | 85 | 15 | 1.5 | 0.6 | |||
R20-F | 80 | 20 | 1.5 | 0.6 |
S. No | R0 | R5 | R-10 | R15 | R20 | |||||
---|---|---|---|---|---|---|---|---|---|---|
T1 | T2 | T1 | T2 | T1 | T2 | T1 | T2 | T1 | T2 | |
1 | 18 | 20 | 24 | 27 | 25 | 32 | 28 | 39 | 28 | 45 |
2 | 21 | 22 | 27 | 31 | 28 | 35 | 31 | 43 | 37 | 49 |
3 | 22 | 25 | 28 | 33 | 29 | 38 | 35 | 48 | 38 | 55 |
4 | 27 | 29 | 31 | 35 | 33 | 41 | 38 | 53 | 42 | 69 |
5 | 30 | 31 | 37 | 43 | 38 | 47 | 44 | 54 | 55 | 73 |
6 | 32 | 34 | 42 | 50 | 45 | 51 | 49 | 61 | 64 | 78 |
Mean | 25 | 27 | 32 | 37 | 33 | 41 | 38 | 50 | 44 | 62 |
SD | 5.0 | 4.9 | 6.2 | 7.7 | 6.8 | 6.6 | 7.2 | 7.3 | 12.0 | 12.5 |
COV (%) | 20.13 | 18.44 | 19.63 | 21.21 | 20.48 | 16.23 | 19.28 | 14.69 | 27.30 | 20.26 |
S. No | R0-F | R5-F | R10-F | R15-F | R20-F | |||||
---|---|---|---|---|---|---|---|---|---|---|
T1 | T2 | T1 | T2 | T1 | T2 | T1 | T2 | T1 | T2 | |
1 | 48 | 112 | 55 | 146 | 64 | 167 | 60 | 178 | 71 | 202 |
2 | 52 | 121 | 67 | 162 | 71 | 189 | 77 | 209 | 74 | 221 |
3 | 64 | 135 | 73 | 174 | 73 | 193 | 86 | 221 | 89 | 242 |
4 | 76 | 161 | 77 | 186 | 82 | 201 | 94 | 233 | 95 | 276 |
5 | 88 | 178 | 85 | 199 | 91 | 231 | 99 | 246 | 109 | 306 |
6 | 96 | 189 | 102 | 216 | 101 | 246 | 102 | 268 | 124 | 325 |
Mean | 71 | 149 | 77 | 181 | 80 | 205 | 86 | 226 | 94 | 262 |
SD | 17.7 | 28.7 | 14.6 | 23.1 | 12.6 | 26.5 | 14.4 | 28.4 | 18.6 | 44.3 |
COV (%) | 25.03 | 19.20 | 19.15 | 12.81 | 15.67 | 12.96 | 16.69 | 12.56 | 19.87 | 16.91 |
Mixture ID | T1/T2 | b | Intercept | Ta | R2 |
---|---|---|---|---|---|
R0 | T1 | 4.02 | −13.31 | 27.52 | 0.963 |
T2 | 4.41 | −14.91 | 29.32 | 0.978 | |
R5 | T1 | 4.23 | −14.97 | 34.55 | 0.924 |
T2 | 3.93 | −14.53 | 40.26 | 0.925 | |
R10 | T1 | 4.07 | −14.63 | 36.30 | 0.922 |
T2 | 5.11 | −19.34 | 44.00 | 0.964 | |
R15 | T1 | 4.30 | −9.98 | 41.05 | 0.972 |
T2 | 5.58 | −22.20 | 53.43 | 0.982 | |
R20 | T1 | 3.01 | −11.74 | 49.57 | 0.942 |
T2 | 3.93 | −16.58 | 67.84 | 0.945 | |
R0-F | T1 | 3.21 | −14.02 | 79.19 | 0.961 |
T2 | 4.21 | −21.48 | 163.81 | 0.955 | |
R5-F | T1 | 4.31 | −19.10 | 83.75 | 0.972 |
T2 | 6.47 | −34.04 | 192.47 | 0.995 | |
R10-F | T1 | 5.28 | −23.57 | 86.74 | 0.949 |
T2 | 6.32 | −34.02 | 218.43 | 0.940 | |
R15-F | T1 | 4.50 | −20.48 | 94.32 | 0.951 |
T2 | 6.45 | −35.37 | 240.90 | 0.989 | |
R20-F | T1 | 4.13 | −19.13 | 102.89 | 0.946 |
T2 | 4.84 | −27.36 | 284.51 | 0.971 |
Mixture ID | T1 | T2 | ||
---|---|---|---|---|
Experimental | Statistical (0.99 Reliability) | Experimental | Statistical (0.99 Reliability) | |
R0 | 25 | 9 | 27 | 10 |
R5 | 32 | 12 | 37 | 13 |
R10 | 33 | 12 | 41 | 18 |
R15 | 38 | 14 | 50 | 23 |
R20 | 44 | 11 | 62 | 21 |
R0-F | 71 | 19 | 149 | 55 |
R5-F | 77 | 29 | 181 | 95 |
R10-F | 80 | 36 | 205 | 105 |
R15-F | 86 | 34 | 226 | 118 |
R20-F | 94 | 34 | 262 | 110 |
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Swaminathan, P.; Karthikeyan, K.; Subbaram, S.R.; Sudharsan, J.S.; Abid, S.R.; Murali, G.; Vatin, N.I. Experimental and Statistical Investigation to Evaluate Impact Strength Variability and Reliability of Preplaced Aggregate Concrete Containing Crumped Rubber and Fibres. Materials 2022, 15, 5156. https://doi.org/10.3390/ma15155156
Swaminathan P, Karthikeyan K, Subbaram SR, Sudharsan JS, Abid SR, Murali G, Vatin NI. Experimental and Statistical Investigation to Evaluate Impact Strength Variability and Reliability of Preplaced Aggregate Concrete Containing Crumped Rubber and Fibres. Materials. 2022; 15(15):5156. https://doi.org/10.3390/ma15155156
Chicago/Turabian StyleSwaminathan, Packirisamy, Kothandapani Karthikeyan, Siva Ramakrishnan Subbaram, Jayaraman Sethuraman Sudharsan, Sallal R. Abid, Gunasekaran Murali, and Nikolai Ivanovich Vatin. 2022. "Experimental and Statistical Investigation to Evaluate Impact Strength Variability and Reliability of Preplaced Aggregate Concrete Containing Crumped Rubber and Fibres" Materials 15, no. 15: 5156. https://doi.org/10.3390/ma15155156