Modified Falling Mass Impact Test Performance on Functionally Graded Two Stage Aggregate Fibrous Concrete
Abstract
:1. Introduction
1.1. Evolution of Fibrous Concrete
1.2. Functionally Graded Concrete (FGC)
1.3. ACI 544 Drop-Mass Impact Test
- A single-point impact on the specimen increased the chance of inaccurate findings—the point of impact could be a soft cement matrix or a hard coarse aggregate;
- Cracks were permitted in any direction and anywhere on the specimens—this strengthened the test subjectivity when cracking was inspected visually;
- Due to the lack of a standard, the test findings were dispersed;
- The specimen base, as well as the apparatus lug, were characterized as failures, and even with excessive fracture width, this failure observation could produce a recurrent impact on the specimen;
- Preparation of specimens was not based on any standard, so the specimens may have had mold-faced surfaces.
- Despite the numerous benefits of the ACI drop-weight impact test, the dispersed results were the primary disadvantage that must be addressed.
1.4. Proposed Modification to the ACI 544 Test Method
- It permitted the formation of cracks in any direction, complicating the identification of the initial visual crack;
- Since concrete has a heterogeneous material feature, the centre point that was immediately exposed to the focused force could be a coarse solid aggregate grain or a soft mortar region. As a consequence, results that will not accurately reflect the material’s impact strength could be achieved.
2. Research Significance
3. Experimental Investigation
3.1. Base Materials
- The cement used in this research had a specific gravity of 3.14 as per the IS 1489-2015 standard [70]. The conventional consistency of the blain fineness was 375 m2/kg; the consistency was 30.8%; and the initial and final setting times were 32 and 550 min, respectively.
- Natural river sand was used as the fine aggregate, meeting the requirement of IS 383-2016 [71]; the gradation curve was consistent with Zone II; the specific gravity was 2.65; and the fineness modulus was 2.41. The fine aggregate particle size was less than 2.36 mm, resulting in an excellent flowable grout blend in accordance with ASTM C939/C939M-16a [72].
- The coarser aggregate utilized were natural gravel with a size of 12.5 mm meets the requirement according to IS 383-2016 [71]. The apparent bulk density of the coarse aggregate was 1700 kg/m3, the specific gravity was 2.6, and the water absorption percentage was 0.56.
- The commercial superplasticizer Tech Mix 640 was utilised to reduce water and extend grout time in the plastic stage. A grout fluidifier typically is composed of a water-reducing additive at a suggested dose of 1% by cement content [73]. The water-reducing admixture dose was restricted to 0.4% in this research to provide excellent efflux time and flowability, and to avoid honeycombing.
- Fibre is widely used as a component in concrete reinforcement due to the many advantages it provides in this application. A new geometrically shaped macro polypropylene fibre (PF) and steel fibre (SF) were utilized in this study; the unique PF was 45 mm in length and 0.8 mm in diameter, with a tensile strength of 500 MPa; and the hybrid hooked-end crimped SF had a length of 50 mm, a diameter of 1.0 mm, and a tensile strength of 1200 MPa. The appearances of the PF and SF used in this research are illustrated in Figure 4.
3.2. Mixing Composition
3.3. Method for Preparation of a Specimen
3.4. Test Setup for Drop-Mass Impact
4. Discussion of Results
4.1. Compressive Strength of FTSFC
4.2. Impact Test Results
4.2.1. Effects of Single-Layered Concrete
4.2.2. Effects of Double-Layered FTSFC
4.2.3. Effects of Three-Layer FTSFC
- The recorded Q1 and Q2 values for the T-FG1 specimen were 101 and 357, respectively. When compared to the PAC specimen, the observed values improved by 5.61 and 11.16 times, respectively.
- For the T-FG2 specimen, the recorded values for Q1 and Q2 were 106 and 501, respectively. The observed values were increased by 5.88 and 15.65 times, respectively, compared to the PAC specimen.
- The recorded Q1 and Q2 values for the T-FG3 specimen were 94 and 279, respectively, and these values were increased by 5.22 and 8.71 times, respectively.
- The Q1 and Q2 values for the T-FG4 specimen were 112 and 608, respectively. These values tended to increase by about 6.22 and 19 times, respectively.
- The recorded Q1 and Q2 values for the T-FG5 specimen under the optimal circumstances were 116 and 742, respectively. The recorded values increased by 6.44 and 23.18 times, respectively.
- The Q1 and Q2 values for the T-FG6 specimen were 95 and 307, respectively. The recorded values were increased by 5.27 and 9.59 times, respectively.
- For the T-FG7 specimen, values of 105 and 389 were recorded for Q1 and Q2, respectively. The recorded values were increased by 5.83 and 12.15 times, respectively.
4.2.4. Impact Ductility Index (IDI) of FTSFC
4.2.5. Failure Pattern
4.2.6. Orientation of Fibres in FTSFC
4.2.7. Failure Mechanism of FTSFC Specimens
4.2.8. Comparison of ACI and Modified-Method Impact Results
4.2.9. Comparison of the Coefficient of Variance (COV) Calculated from the ACI and Modified-Method Impact Test Results
5. Conclusions
- The S-SF specimen demonstrated the greatest compressive strength, with a 59.6% improvement over the reference specimen (PAC). The T-FG2 specimen, which had 2.8% SF in the top and bottom layers and 1.6% in the intermediate layer, had the second-greatest compressive strength increase at 54.4%. As a result, single-layered concrete outperformed three-layered FTSFC in compression tests. On the other hand, steel fibres contributed more to improving strength than PF, independent of the fibre scheme or the number of layers.
- The reported Q1 increased by approximately 5.8 and 3.8 times for the S-SF and S-PF specimens, respectively. In comparison to PAC, the reported Q2 increased by about 17.5 and 5.2 times. For both Q1 and Q2, however, the effect of SF was greater than that of PF. This was caused by the introduction of fibres, which improved the matrix’s tensile capacity by providing high tensile-stress absorbance across fractures through crack spanning.
- The T-FG group of specimens had higher Q1 and Q2 records than the PAC sample, which was expected due to the fibre-matrix reinforcing effect. The T-FG5 combination from this group had the most significant increases in Q1 and Q2, by about 6.4 and 23.2 times, respectively. This was due to the greater SF dose in the top and bottom layers, which were subjected to higher impact stresses due to the immediate contact with the supplied drop weight and the supportive base plate. Furthermore, the crimped and hooked-end structure of SF and its considerably greater tensile strength than PF contributed to its enhanced bond strength. The second-highest Q1 and Q2 values for three-layered FTSFC, recorded for the T-FG4 specimen, were 112 and 608, respectively. These values tended to increase by about 6.22 and 19 times, respectively. The third-highest recorded values were for the T-FG2 specimen, which had a Q1 and Q2 of 106 and 501, respectively. The observed values were increased by 5.88 and 15.65 times, respectively, compared to the PAC specimen.
- The PAC had a ductility index value of 1.8, which indicated brittle failure. The ductility index value of all fibre specimens varied from 2.4 to 6.4, indicating a higher postcrack resistance. Moreover, a higher ductility was achieved by increasing fibre content in the top and bottom layers while reducing it in the intermediate layer.
- Better controlled cracking behaviour was achieved by using notched specimens and load-transmitting plates. The cracks in notched specimens mainly started and spread along the edges of the notches, while the specimens examined per the ACI 544-2R method had numerous randomly dispersed cracks. This type of controlled activity would make it simpler to identify criteria for accepting or rejecting the findings of the specimens tested based upon their cracking pattern, reducing the dispersion of the results even further.
- In comparison to the ACI technique, the modified-impact findings were considerably more significant. For Q1, the percentage difference between the ACI and modified impact test findings varied from −6 to 100%, while for Q2, the percentage difference ranged from 11.8 to 100.4%. Compared to the ACI test technique, the estimated COV values for all 12 mixes were reduced by 27.4 to 64.21% for Q1 and 6.3 to 70.16% for Q2. Consequently, the suggested impact-test modification can enhance the reliability of findings, is simple to perform, and contributes to emerging material technology.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Acknowledgments
Conflicts of Interest
Abbreviations
FTSFC | Functionally graded two-stage fibrous concrete |
ACI | American Concrete Institute |
PET | Polyethylene terephthalate |
FRP | Fibre-reinforced polymer |
CFRP | Carbon-fibre-reinforced polymer |
FRC | Fibre-reinforced concrete |
TSFC | Two-stage fibrous concrete |
FGC | Functionally graded concrete |
RFDWI | Repetitive falling drop weight or mass impact |
COV | Coefficient of variance |
PF | Polypropylene fibre |
SF | Steel fibre |
ASTM | American Society for Testing and Materials |
Q1 | Impact number causing initial crack |
Q2 | Impact number causing final crack |
IDI | Impact ductility index |
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Mix ID | Type of Composite | Dosage of Fibre (%) | Fibre Type | Sample Tested Per Mixture | Impact Failure Numbers | SD | COV (%) | Ref. |
---|---|---|---|---|---|---|---|---|
PC, CF1.5, CF3.0, CF5.0, HF1.5, HF3.0, HF5.0 | Two stage fibrous concrete | 1.5, 3.0, 5.0% | Crimped steel, hooked-end steel | 15 | 84, 312, 737, 1209, 424, 918, 1378 | 25, 86, 113, 151, 64, 78, 122 | 30, 27, 15, 12, 15, 9, 9 | [18] |
GHPC, GHPSFRC | Green high-performance plain and FRC | 0.5% | Steel | 40 | 177, 240 | 81, 94 | 46, 39 | [66] |
M0, M1, M2, M3 | Geopolymer fibre-reinforced concrete | 1.6, 0.3, 0.3% | Steel, polypropylene, glass | 5 | 14, 101, 32, 35 | 4.7, 20.3, 9.5, 11.7 | 33.5, 20.1, 30.1, 33.6 | [45] |
B1, B2 | Fibre-reinforced concrete | 3 kg/m3 | Polypropylene fibre | 20 | 84, 76 | 44, 37 | 52, 49 | [58] |
G1, G2 | Fibre-reinforced concrete | 2.5% | Steel | 15 | 358, 417 | 207, 185 | 58, 44 | [55] |
SC30-0, SC30-0.5, SC30-0.75, SC30-1.0 | Self-compacting fibre-reinforced concrete | 0.5, 0.75, 1.0% | Steel | 6 | 1.8, 7.3, 11.3, 17.2 | 0.8, 1.6, 1.6, 4.8 | 41.1, 22.3, 14.4, 27.9 | [67] |
HSFRC | High-strength fibre-reinforced concrete | 1% | Hooked-end steel fibre | 48 | 1896 | 802 | 42 | [56] |
M1 | Fibre-reinforced concrete | 2.5% | Steel | 12 | 127 | 47 | 37 | [68] |
PC, CFRC, PRFC, SFRC | Fibre-reinforced concrete | 0.15, 0.15, 0.5% | Cellulose fibre, polypropylene fibre, steel fibre | 32 | 48, 118, 71, 228 | 28, 53, 36, 90 | 57, 45, 51, 39 | [59] |
NC, PP4, PP6, SF20, SF35 | Fibre-reinforced concrete | 4, 6, 20, 35 kg/m3 | Polypropylene, steel | 6 | 15, 33, 40, 52, 55 | 7, 7, 5, 27, 24 | 47, 21, 12, 52, 44 | [53] |
Mix ID | Ratio of c/s | Ratio of w/c | Dosage of Fibre Used in the First Layer (%) | Dosage of Fibre Used in the Second Layer (%) | Dosage of Fibre Used in the Third Layer (%) | SP (%) | |||
---|---|---|---|---|---|---|---|---|---|
SF | PF | SF | PF | SF | PF | ||||
PAC | 1.0 | 0.45 | 0 | 0.3 | |||||
S-SF | SF (2.4) | 0.4 | |||||||
S-PF | PF (2.4) | 0.4 | |||||||
D-SF-PF | SF (2.4) | PF (2.4) | 0.4 | ||||||
D-PF-SF | PF (2.4) | SF (2.4) | 0.4 | ||||||
T-FG1 | 1.2 | 1.2 | 1.2 | 1.2 | 1.2 | 1.2 | 0.4 | ||
T-FG2 | 2.8 | 0 | 1.6 | 0 | 2.8 | 0 | 0.4 | ||
T-FG3 | 0 | 2.8 | 0 | 1.6 | 0 | 2.8 | 0.4 | ||
T-FG4 | 1.4 | 1.4 | 0.8 | 0.8 | 1.4 | 1.4 | 0.4 | ||
T-FG5 | 3.6 | 0 | 0 | 0 | 3.6 | 0 | 0.4 | ||
T-FG6 | 0 | 3.6 | 0 | 0 | 0 | 3.6 | 0.4 | ||
T-FG7 | 1.8 | 1.8 | 0 | 0 | 1.8 | 1.8 | 0.4 |
Mix ID | PAC | S-SF | S-PF | D-SF-PF | D-PF-SF | T-FG1 | T-FG2 | T-FG3 | T-FG4 | T-FG5 | T-FG6 | T-FG7 | ||||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
Q1 | Q2 | Q1 | Q2 | Q1 | Q2 | Q1 | Q2 | Q1 | Q2 | Q1 | Q2 | Q1 | Q2 | Q1 | Q2 | Q1 | Q2 | Q1 | Q2 | Q1 | Q2 | Q1 | Q2 | |
1 | 12 | 18 | 79 | 456 | 48 | 122 | 68 | 274 | 71 | 280 | 71 | 299 | 75 | 441 | 65 | 222 | 85 | 521 | 85 | 656 | 56 | 251 | 72 | 303 |
2 | 12 | 22 | 81 | 486 | 49 | 129 | 69 | 281 | 73 | 284 | 76 | 305 | 79 | 449 | 69 | 235 | 88 | 535 | 88 | 661 | 61 | 258 | 78 | 315 |
3 | 13 | 25 | 85 | 491 | 51 | 136 | 71 | 298 | 77 | 288 | 78 | 315 | 84 | 459 | 72 | 241 | 93 | 546 | 90 | 672 | 66 | 261 | 83 | 332 |
4 | 14 | 27 | 89 | 502 | 54 | 141 | 73 | 301 | 81 | 291 | 84 | 319 | 90 | 464 | 76 | 249 | 99 | 551 | 91 | 685 | 74 | 273 | 88 | 353 |
5 | 15 | 29 | 93 | 532 | 56 | 153 | 76 | 311 | 82 | 296 | 88 | 327 | 96 | 471 | 79 | 256 | 104 | 562 | 97 | 701 | 80 | 285 | 92 | 361 |
6 | 15 | 30 | 96 | 542 | 59 | 158 | 78 | 322 | 83 | 302 | 95 | 331 | 101 | 479 | 84 | 263 | 109 | 575 | 105 | 716 | 86 | 293 | 94 | 372 |
7 | 15 | 31 | 99 | 555 | 61 | 165 | 83 | 340 | 88 | 312 | 99 | 343 | 107 | 486 | 88 | 271 | 114 | 584 | 110 | 730 | 88 | 299 | 99 | 384 |
8 | 17 | 33 | 102 | 569 | 65 | 168 | 87 | 345 | 94 | 321 | 104 | 347 | 109 | 491 | 92 | 277 | 116 | 601 | 117 | 741 | 93 | 308 | 103 | 394 |
9 | 18 | 35 | 109 | 587 | 68 | 170 | 94 | 355 | 101 | 329 | 111 | 356 | 112 | 500 | 91 | 286 | 119 | 615 | 120 | 751 | 97 | 317 | 106 | 401 |
10 | 19 | 37 | 113 | 595 | 74 | 175 | 101 | 360 | 108 | 334 | 114 | 361 | 115 | 505 | 98 | 294 | 121 | 632 | 124 | 763 | 101 | 321 | 109 | 409 |
11 | 20 | 38 | 119 | 601 | 79 | 178 | 121 | 374 | 114 | 345 | 116 | 368 | 119 | 515 | 104 | 305 | 123 | 638 | 128 | 777 | 108 | 329 | 112 | 414 |
12 | 22 | 39 | 124 | 612 | 82 | 180 | 126 | 384 | 119 | 351 | 120 | 374 | 121 | 528 | 109 | 315 | 125 | 646 | 130 | 782 | 112 | 337 | 116 | 415 |
13 | 23 | 40 | 128 | 621 | 86 | 184 | 130 | 394 | 125 | 353 | 122 | 381 | 123 | 543 | 112 | 326 | 127 | 656 | 131 | 794 | 116 | 341 | 121 | 419 |
14 | 24 | 41 | 134 | 644 | 89 | 188 | 131 | 399 | 129 | 359 | 124 | 385 | 125 | 575 | 115 | 331 | 130 | 662 | 134 | 802 | 119 | 356 | 122 | 424 |
15 | 25 | 42 | 138 | 656 | 90 | 190 | 135 | 409 | 131 | 361 | 129 | 392 | 129 | 582 | 121 | 335 | 134 | 677 | 138 | 806 | 124 | 360 | 126 | 430 |
Mean | 18 | 32 | 104 | 563 | 67 | 162 | 96 | 420 | 98 | 320 | 102 | 347 | 106 | 499 | 92 | 280 | 112 | 600 | 113 | 736 | 92 | 306 | 101 | 382 |
SD | 4.4 | 7.3 | 17.9 | 60.8 | 14.9 | 21.9 | 25.5 | 43.9 | 21.2 | 29.1 | 19.2 | 30.0 | 17.4 | 43.0 | 17.7 | 36.5 | 15.5 | 50.6 | 18.6 | 51.9 | 21.6 | 35.4 | 16.7 | 40.9 |
COV % | 24.9 | 22.5 | 17.3 | 10.8 | 22.2 | 13.5 | 26.5 | 10.5 | 21.5 | 9.1 | 18.8 | 8.7 | 16.5 | 8.6 | 19.3 | 13.0 | 13.8 | 8.4 | 16.5 | 7.1 | 23.5 | 11.6 | 16.5 | 10.7 |
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Prasad, N.; Murali, G.; Vatin, N. Modified Falling Mass Impact Test Performance on Functionally Graded Two Stage Aggregate Fibrous Concrete. Materials 2021, 14, 5833. https://doi.org/10.3390/ma14195833
Prasad N, Murali G, Vatin N. Modified Falling Mass Impact Test Performance on Functionally Graded Two Stage Aggregate Fibrous Concrete. Materials. 2021; 14(19):5833. https://doi.org/10.3390/ma14195833
Chicago/Turabian StylePrasad, Nandhu, Gunasekaran Murali, and Nikolai Vatin. 2021. "Modified Falling Mass Impact Test Performance on Functionally Graded Two Stage Aggregate Fibrous Concrete" Materials 14, no. 19: 5833. https://doi.org/10.3390/ma14195833