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Article

Mechanical Properties of High-Performance Hybrid Fibre-Reinforced Concrete at Elevated Temperatures

by
Moawiah Mubarak
1,*,
Raizal Saifulnaaz Muhammad Rashid
1,
Mugahed Amran
2,3,*,
Roman Fediuk
4,
Nikolai Vatin
5 and
Sergey Klyuev
6
1
Department of Civil Engineering, Faculty of Engineering, Universiti Putra Malaysia, Serdang 43400, Malaysia
2
Department of Civil Engineering, College of Engineering, Prince Sattam Bin Abdulaziz University, Al-Kharj 11942, Saudi Arabia
3
Department of Civil Engineering, Faculty of Engineering and IT, Amran University, Quhal, Amran 9677, Yemen
4
Polytechnic Institute, Far Eastern Federal University, 690922 Vladivostok, Russia
5
Peter the Great St. Petersburg Polytechnic University, 195251 St. Petersburg, Russia
6
Department of Theoretical Mechanics and Strength of Materials, Belgorod State Technological University Named after V.G. Shukhov, 308012 Belgorod, Russia
*
Authors to whom correspondence should be addressed.
Sustainability 2021, 13(23), 13392; https://doi.org/10.3390/su132313392
Submission received: 27 July 2021 / Revised: 19 September 2021 / Accepted: 20 September 2021 / Published: 3 December 2021
(This article belongs to the Special Issue Approaching Carbon Neutrality: Low-Carbon Solutions to Urban Regeneration and Green Economy)
Browse Figures
Versions Notes

Abstract

:
Deterioration of concrete’s integrity under elevated temperature requires an alteration in its composition to have better thermal stability. Fibre-reinforced concrete has shown significant improvements in concrete strength and this paper aimed to investigate the influence of steel (ST) and polypropylene (PP) fibres on the behaviour of high-performance concrete (HPC) exposed to elevated temperatures. Six mixtures were prepared and cast by adding one or two types of polypropylene fibre (54 and 9 mm) at 0.25 or 0.5% and either singly or in a hybrid combination, along with a fixed volumetric content at 1% of five-dimensional hooked steel (5DH) fibres. At the age of 28 days, samples were heated to the targeted temperature of 800 °C and cooled down naturally to the laboratory temperature. Visual inspection, flexural, split tensile and compressive strengths were examined before and after the exposure to elevated temperatures. Results exhibited that the hybridization of long and short PP fibres, along with the ST fibres, has notably improved all residual mechanical properties of HPC and kept the integrity of concrete after exposure to elevated temperatures. In addition, PP fibres can significantly prevent spalling, but ST fibres were ineffective in mitigating explosive spalling in beams specimens.

1. Introduction

The production improvement on the mechanical properties of high-performance concrete (HPC) is recently acknowledged as a remarkable research advancement compared to normal concrete, which enables a variety of structures, that require high mechanical strength, durability, flowability, ductility and the ease of casting the concrete to be constructed [1]. Recent research incorporating hybrid fibres in the concrete mix showed significant improvements in the split tensile strength, toughness [2,3], flexural strength and preventing crack propagation (plastic and drying shrinkage) [4,5,6,7]. The addition of polypropylene fibres in concrete has shown an improvement in the splitting tensile and flexural strength, but not in terms of compressive strength [8,9]. Another common fibre used in research is steel fibres which leads to an increase in concrete’s overall mechanical properties such as impact resistance [10,11], ductility [12,13], tensile [2,14] and flexural [15] strengths, and resistance towards crack propagation [16,17,18,19]. The hybridization of steel and propylene fibre is utilized to deliver a balanced enhancement in concrete and the primary purposes of adding two different lengths (short and long) of fibres are to enhance the ductility and tensile strength by the action of these fibres [20,21,22]. Furthermore, the aspect ratio of the fibre influences the ductility and tensile strength of the concrete [20]. The mix design of HPC requires using superplasticizer, the lowest possible water to binder ratio, and may contain mineral admixtures such as silica fume, Metakaolin and fly ash which densifies its microstructure [23,24,25].
The sensitivity of concrete towards fire accidents helped shape the recent studies and showed that elevated temperatures and fires caused deterioration in terms of the spalling of concrete [8,26,27] and the adverse change in its microstructure [23,24]. Degradation, such as the spalling, leads to the exposure of embedded reinforcement steel and the reduction of the concrete and steel cross-section, which results in load capacity loss of structural elements and an eventual failure of the entire structures [28,29,30,31]. This loss of integrity at high temperature in HPC is due to densely packed microstructure resulting from the pore pressure development mechanism [32,33] and brittle fracture mechanism due to the thermal gradient [34]. Many experimental studies conducted by different authors [35,36] proved that adding polypropylene fibres has enhanced the thermal stability of HPC by mitigating the spalling of concrete. Polypropylene fibres melt at a low melting point (160-180 °C) and leave many random channels inside the concrete matrix. These channels can decrease the vapour pressure and reduce the probability of spalling [37] and this is not possible with steel fibres [38,39]. However, a study shows that steel fibres can release vapor pressure throughout the pores during exposure to elevated temperatures [40,41] and delay the occurrence of spalling to a certain degree without eliminating the phenomena [42]. In terms of residual mechanical properties of concrete exposed to elevated temperatures, several studies indicate a positive influence on the residual compressive, flexural and splitting tensile strengths after utilizing a hybrid mix of steel and propylene fibres [43,44,45,46], while few studies showed otherwise [37,47,48,49,50]. Overall, it can be seen that the previous studies on the residual strength of HPC containing propylene and steel fibres show contradictory conclusions, and the study of thermal behaviour of concrete containing long and short polypropylene fibres, along with hooked steel fibres, is neither clear nor has a solid reported finding. Therefore, this paper aims to utilize the hybridization of steel and propylene fibre in the composition to optimize the enhancement in concrete’s thermal resistance in terms of mechanical properties and visual inspections (cracks and spalling). The study was conducted on six mixtures, using a heat treatment furnace with a stainless steel cage to protect its heating elements. Additionally, the effect of different lengths (short and long) of polypropylene fibres on concrete is also investigated.

2. Experimental Programs

2.1. Materials and Mix Composition

Ordinary Portland cement (OPC) of grade 40, provided by Tasek Corporation Berhad and conforming to ASTM C150M-15 [51], was used. The specific gravity of cement was found to be 3.15. Properties of cement are shown in Table 1. The silica fume used in this study is dry densified micro silica powder under the name of FORCE 10,000 D, which is produced by Grace Construction Products and complied with ASTM C1240–20 [52] (Table 1). Sand and coarse aggregate (crushed stone) used in this study complied with ASTM C33 [53] standards for sieve analysis and their size distribution are shown in Figure 1 and Figure 2. The sand’s specific gravity and water absorption are 2.52 and 1.68%, respectively, while the coarse aggregate had a specific gravity of 2.65 and water absorption of 0.88%, with a maximum size of 10 mm.
Two different lengths and types of propylene fibres produced by Forta Corporation were used (Figure 3a,b). The short polypropylene fibre (PS) is made of 100% virgin photopolymer in a collated fibrillated form with an average length of 9 mm. The long polypropylene monofilaments fibre (PL) is made of Virgin Copolymer with a length of 54 mm. Both fibres have a tensile strength of 660 MPa and specific Gravity of 0.91 with a melting point of 160 °C. The improved five-dimensional hooked (5DH) type produced by Bekaert Corporation was used (Figure 3c). The steel fibres have a length of 60 mm with high tensile strength of 2,300 MPa. The density and the aspect ratio (length/diameter) are 7800 kg/m3 and 65, respectively. A large-scale water-reducing agent (ADVA cast 512) was used and was provided by GCP Applied Technologies with a density of 1.06 kg/m3. Six different HPC mixtures were prepared (Table 2). Four of the mixtures were designed to contain short or/and long propylene fibres at a volumetric fraction of 0.25 or 0.5% with 1% of five-dimensional hooked steel fibres, one mixture of plain HPC (Control mix) and a mixture with only 1% of steel fibres because this percentage showed a significant improvement in the concrete’s mechanical performance [54].The samples were subjected to a temperature of 800 °C, and the thermo-mechanical properties were studied in terms of visual inspection, mass loss, compressive, split tensile and flexural strength. Six mixes were made using a water-to-binder ratio of 0.43 with silica fume replacing 10% of the cement’s weight to achieve a higher strength. Super-plasticizer was varied from 2.2% to 2.4% by the weight of cement for better workability. The mix design of the plain concrete (M1); concrete with no fibres, is designed according to the absolute volume method given by ACI [55], with the addition of steel and polypropylene fibres and was examined by [56]. The steel fibres were added to the mixes according to a fixed volumetric fraction of 1.0% (mixes M2–M6), while Single and hybrid (long and short) polypropylene fibres were added at volumetric fractions of 0.125 and 0.25 (mixes M2–M5).
A total of 108 specimens were cast, 36 specimens for each test. The concrete was mixed in a mechanical laboratory concrete mixer and cast into 100 × 100 × 100 mm cubes, 100 × 200 mm cylinders and 100 × 100 × 500 mm beams. Moulds were cast in two equal layers and vibrated by using a mechanical vibrating table for 30 s. The specimens were kept in moulds for 24 h under lab conditions and then de-moulded and immersed in a water tank for 28 days at 27 °C.

2.2. Heating and Cooling Regime

After curing, the samples were left outside the water tank for one day before being exposed to an elevated temperature in a chamber furnace (Figure 4a). The maximum targeted temperature of 800 °C was reached at a heating rate of 13.3 °C/min. The temperature of natural and accidental fires can reach 1000 °C [28] but 800 °C was chosen in most of the studies, including this paper, because concrete loses almost all compressive strength at 800 °C [29], and this temperature satisfies the practical assessment [30]. After reaching the required temperature, the specimens were kept inside the furnace with a constant temperature of 800 °C for 90 min to ensure the samples’ integrity [57] and a uniform heating among them.
Then the temperature was decreased gradually in the furnace. After the heating cycle finished, Samples were cooled down naturally outside the furnace at room temperature for 24 h before testing. A novel methodology in operating the heating treatment furnace was used in this study, in which a heat resistant steel cage with a heat resistant stainless-steel mesh was used to protect the heating elements from any possible explosion due to the spalling of concrete during the heating process (Figure 4b). Figure 5 shows the heating and cooling cycle curve.

2.3. Mass Loss

Samples were let to cool down to room temperature freely without spraying water on the surface. The amount of mass loss during the heating was measured and recorded in percentage. Only the average weight of three beams before and after the exposure to a temperature of 800 °C was measured and the ratio of reduction to the original weight represents the loss in mass.

2.4. Mechanical Properties Tests

For split tensile strength, the 200 × 100 mm cylinder was placed with its horizontal axis between the plates of the testing machine and tested according to ASTM C496 [58] with a constant loading rate of 1.57 KN per second. The flexural test was also performed by the four Points Flexural bend test machine (Figure 6a), in accordance with ASTM C78 [59], at a deflection rate of 0.1 mm/min until the failure of the 100 × 100 × 500 mm beam (Figure 6b). Regarding the compressive strength test, the 100 × 100 cubes were tested according to BS EN 12390-3 [60] with a constant loading rate of 5.7 KN per second, which was applied until the failure of the specimen. The mean value of three samples (cubes, cylinders and beams) at both temperatures for each mix was obtained.

3. Results and Discussion

3.1. Mass Loss

The mix with the highest fibre content (M5) showed the highest loss in mass (11.3%), followed by M4 at 10.15% (Figure 7). In contrast, the control mix (M1) had the lowest loss in mass among the other mixes, as it does not contain any fibres to create channels. M2, M3 and M6 had almost the exact percentages at 8.33, 7.83 and 7.4%, respectively. M6 showed that steel fibres caused a negligible increase in loss percentage by 0.5% because steel fibres do not melt at 800 °C. PP fibre with a larger aspect ratio also has a lower impact on mass loss, with an increase of only 0.9%, as shown by specimen M3. However, shorter PP fibre created more connected channels, enabling more capillary and gel water to evaporate, and showed an increase by 3.25% in mass loss compared to the control mix. As expected, increasing fibre content gave the highest mass loss. The loss in mass will influence the mechanical properties of concrete [61,62,63], especially the tensile strength because it is more sensitive to the voids.

3.2. Cracks and Spalling

Regarding the phenomena of spalling, the spalling of four beams (two specimens for each mix) occurred in both plain concrete and concrete mixed with steel fibres (M6), and the spalling was extended beyond the surface due to the high packed density (Figure 8a). This finding was also reported by Hertz [64] who stated that steel fibres did not contribute to avoid the spalling phenomena after exposure to elevated temperatures. However, the steel cage protected the heating elements of the furnace after the exploding of the beam inside the furnace (Figure 8b).
Adding PP fibres at 0.5% (either singly or in a hybrid combination) played an essential role in mitigating the spalling completely because these channels release vapour pressure and leave enough space for particles to expand without creating excessive stresses. The exposure to 800 °C changed the concrete cube’s surface colour to a dusty colour in cubes (Figure 9) or brownish/pinkish grey in cylinders (Figure 10). It is also noted that the colour of all samples was similar after the heating test, regardless of the amount or length of PP fibre incorporated. Stains of rust appeared on the concrete surface because of the oxidation of steel fibre that is out of the surface. PP fibres affected the appearance of concrete after the exposure as the fibres melted at a temperature above 160 °C. Incorporating shorter PP fibres reduced the amount of thermal cracking at the concrete’s surface, as shown in cube and cylinder samples (Figure 9 and Figure 10).
Visibly, the amount of thermal cracking is more prominent in the mixture with no fibre (M1), mixtures with only steel fibres (M6) and samples having longer PP fibre (M3), which shows that short PP fibre is more effective in reducing thermal cracking compared to long PP fibre because they are more efficient in releasing internal vapor pressure.

3.3. Compressive Strength

Regarding the failure mechanism of unheated samples, the addition of PP fibres has an insignificant influence on the compressive failure mechanism at normal temperatures (Figure 11) with non-explosive mode for all specimens, but after the exposure, all samples experienced major cracking on the four faces instead of minor ones, with only M1 and M2 having a semi explosive failure where aspect ratio resisted deformation better by bridging the voids.
Incorporating 5DH steel fibre in the specimen (M6) resulted in a 4.2% increment in compressive strength compared to samples without fibres (M1) because of the confinement effect of steel fibres throughout the concrete matrix. The specimen with Long PP fibre (M3) gave the highest compressive strength among the PP fibre reinforced concrete, followed by hybridization in M2, which shows that fibres with a higher aspect ratio resist deformation better by bridging the voids. Using short PP fibre at 0.25% recorded the highest reduction in compressive strength. Increasing the inclusion of hybrid PP fibre from 0.25 to 0.5% resulted in a 43% reduction in compressive strength as shown by M5, and this decrease in strength is caused by the weak bond strength and decrease in density of the mix [65]. Regarding the residual strength of heated concrete, the hybridization of short and long propylene fibres at 0.5% gave the best performance in terms of retained strength at almost 40%. However, the actual value (15.1 MPa) of compressive strength is the lowest among other mixtures. The mixture without any fibre lost nearly 82% of its strength and recorded the most insufficient residual compressive strength at only 11.6 MPa.
Despite not having the highest retained strength, the mixture with only 5DH steel fibres gave the highest compressive strength (22.7 MPa) (Figure 12) because they prevent the expansion of the concrete matrix and decrease the temperature differences inside the concrete due to their high heat transfer coefficient. Short PP fibres at 0.25% had the most balanced performance at elevated temperatures in terms of residual percentage and compressive strength (19.9 MPa). On the other hand, long PP fibre gave a reasonably good strength at 20.3 MPa, compared to the poor performance of M2. Figure 13 shows (a) failure mode of cubes at normal temperature and (b) after the exposure to 800 °C.

3.4. Split Tensile Strength

For the tensile failure mechanism, containing no fibres in concrete resulted in a brittle behaviour, as shown in M1. Similarly, fibre-reinforced specimens (M2—M6) had a brittle failure mode but with a fibre bridging effect along the failure line (Figure 14a). Thermally damaged plain concrete specimens (M1) broke into two equal parts (Figure 14b), while the other mixtures (M2—M6) had a ductile failure with more distributed cracks which can be seen clearly in M3. For the unheated specimens, the control mix had the lowest tensile strength at 1.63 MPa, as expected (Figure 15). The inclusion of 5DH steel fibres in the concrete showed a significant increase of 105% in the split tensile strength compared to the control one because of the anchoring mechanism developed by the triple-end hooks, which increase the bond strength of fibres, hence increasing the tensile strength of the concrete [66]. The hybridisation of 5DH steel and PP fibres showed a considerable increase in tensile strength and adding them at a percentage of 1% and 0.125%, respectively, gave the highest strength at 3.92 MPa. These outcomes support the idea that fibres will be activated when the crack plane is opposite to the fibres. Both mixtures (M3 and M4) recorded a slight decrease in tensile strength at 3.17 MPa and 2.95 MPa, respectively compared to M6. A further increase in the percentage of PP fibres in the mix (M5) resulted in the lowest tensile strength because tensile strength is more sensitive toward voids. The effect of fibres in concrete is more pronounced in heated specimens. The addition of 0.125% PP fibres in the mix resulted in a residual tensile strength of between 1.07 and 1.25 MPa, compared to 0.23 MPa in plain concrete (Figure 16). A further addition of PP fibres (0.5%) gave the highest residual strength in terms of value and percentage. The highest tensile strength was found in M6 at 1.35 MPa with a considerably high percentage of residual strength of 40.4%, which indicates that steel fibres contributed to resisting tensile forces after the exposure, and without steel fibre (M1), concrete’s tensile strength is almost non-existent.

3.5. Flexural Strength

Unheated samples of plain concrete (M1) showed brittle failure characteristics, while samples with fibres showed a ductile failure without any clear separation of beams (Figure 17). This ductility is due to the bridging effect provided by steel and PP fibres. After the exposure to 800 °C, the mode of failure was very similar to the beams at normal temperature, with only M1 splitting up into two pieces. Samples with long PP fibres (M3) recorded the highest flexural strength at 12.6 MPa, followed by samples with 5DH steel fibres only (M6), as shown in Figure 18. Sample M4 had considerably low strength at 6.1 MPa, and this indicates that the addition of short PP fibre reduces the flexural strength of concrete, as it displaced the concrete microstructure and failed to bridge cracks at a larger force and displacement. On the other hand, long PP fibre has a higher elastic modulus with sufficient dimensions to bridge the cracks along with 5DH steel fibres because of the interlocking between the hooks and concrete matrix [47]. The hybridization of PL and PS at 0.25% did not show a notable increase but surprisingly, increasing this percentage to 0.5 showed a significant increase from 8.1 to 9.95 MPa. Furthermore, the sounds of steel fibres breaking up can be heard when the samples approached peak load, which supports the finding from previous observations by Abdallah [67], who stated that steel fibres will fail in tension rather than debonding or slipping, especially when the strength of the concrete matrix is high. At an elevated temperature, one sample for M1 and M6 was not severely spalled and was tested. M5 gave the highest residual flexural strength at 3.77 MPa (37.88%) (Figure 19), despite not having the highest strength before heating because, as mentioned before, the continuous microchannel released internal vapor pressure, leaving a better microstructure to resist flexural deformation.
Decreasing the percentage of hybrid PP fibres from 0.5% to 0.25% gave a low flexural strength (1.8 MPa), which is similar to the mixture with short PP fibres. Samples with long PP fibres or steel fibres only (M3 and M6) recorded about 3 and 3.8 MPa, respectively, which is about twice the strength of M2 and M4. Decreasing this percentage to 25% gave a low flexural strength, (1.8 MPa) which is similar to the mixture with short PP fibres. Samples with long PP fibres or steel fibres only (M3 and M6) recorded about 3 and 3.8 MPa, respectively, which is about twice the strength of M2 and M4. Figure 19 demonstrates the failure mode of beams at a normal temperature and after the exposure to 800 °C, respectively.

4. Conclusions

The deterioration of concrete’s integrity under elevated temperature requires an alteration in its composition to have better thermal stability. Research on fibre-reinforced concrete indicated notable improvements in the concrete strengths. This paper aimed to investigate the influence of steel and propylene fibres mixture on HPC behaviour after exposure to elevated temperatures. Six types of HPC were made to study these aspects with three types of fibres (5D hooked steel, short propylene (9 mm) and long propylene (54 mm) with different percentages of these fibres in each mix. The cast samples were heated to the targeted temperature of 800 °C at 28 days and cooled down naturally to the laboratory temperature. The visual inspection, flexural, split tensile and compressive strengths were conducted before and after the exposure to elevated temperatures. Finally, based on the major findings of this study, the conclusions have been drawn, as follows:
  • There is an apparent link between adding more PP fibres and mass loss of concrete, which showed that increasing the inclusion of PP fibres helped the free water to evaporate easily through the channels in the concrete matrix.
  • The incorporation of PP fibres in HPC reduced the compressive strength slightly, but increased its heat resistance in terms of residual compressive strength after the exposure to 800 °C.
  • The hybridization of 5DH steel and two-length PP fibres with a percentage of 1% and 0.125% respectively, increased the split tensile strength and improved the residual strength as a percentage or value.
  • Long PP fibres gave a better flexural performance and maintained 23% of the concrete’s strength after the exposure.
  • 5DH steel fibres improved the mechanical performance considerably.
  • 5DH steel fibres kept the integrity of concrete after exposure to elevated temperatures for cubes and cylinders only
  • PP fibres helped in mitigating the explosive spalling completely and reduced thermal cracks. However, steel fibres cannot reduce the pore pressure effectively, and two samples showed an explosive spalling.
Furthermore, the continuation of this research is in progress to perform numerous experimental tests to investigate the mechanical properties and cracks after heating. It is also recommended to study the microstructural properties (or changes) due to heating using X-ray topography or SEM. Additionally, more research on the adhesion (to the concrete substrate) and durability of microfiber reinforced green concrete mortars for rehabilitation is required, and further research into the long-term time-dependent features of concrete, incorporating recycled fibres, such as shrinkage and creep, is also needed.

Author Contributions

Conceptualization, M.M. and R.S.M.R.; Data curation, M.M., R.S.M.R., M.A., R.F., N.V. and S.K.; Formal analysis, M.M. and M.A.; Funding acquisition, M.A., R.F., N.V. and S.K.; Investigation, M.M. and R.S.M.R.; Methodology, M.M. and R.S.M.R.; Project administration, N.V.; Resources, R.S.M.R., M.A. and S.K.; Software, R.F. and N.V.; Supervision, R.S.M.R.; Validation, R.S.M.R., M.A., R.F., N.V. and S.K.; Writing—original draft, M.M.; Writing—review & editing, R.S.M.R., M.A., R.F., N.V. and S.K. All authors have read and agreed to the published version of the manuscript.

Funding

The experimental works were supported by University Putra Malaysia. Also, the research is partially funded by the Ministry of Science and Higher Education of the Russian Federation as part of World-class Research Center program: Advanced Digital Technologies (contract No. 075-15-2020-934 dated 17 November 2020).

Institutional Review Board Statement

Not applicable.

Informed Consent Statement

Not applicable.

Data Availability Statement

Data sharing not applicable.

Acknowledgments

The authors gratefully acknowledge the financial support by the University Putra Malaysia and the assistance provided by the Department of Civil Engineering, College of Engineering, Prince Sattam Bin Abdulaziz University, Saudi Arabia; and the Department of Civil Engineering, Faculty of Engineering and IT, Amran University, Yemen, for this study.

Conflicts of Interest

The authors declare no conflict of interest.

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Figure 1. Sand particles size distribution curve.
Figure 1. Sand particles size distribution curve.
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Figure 2. Coarse Aggregate particles size distribution curve.
Figure 2. Coarse Aggregate particles size distribution curve.
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Figure 3. (a) Short polypropylene fibre (b) long polypropylene fibre (c) 5DH steel fibres.
Figure 3. (a) Short polypropylene fibre (b) long polypropylene fibre (c) 5DH steel fibres.
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Figure 4. (a) The electrical furnace and (b) heat resistance steel cage.
Figure 4. (a) The electrical furnace and (b) heat resistance steel cage.
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Figure 5. Measured temperature–time curve of the furnace.
Figure 5. Measured temperature–time curve of the furnace.
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Figure 6. (a) Bending experimental test set-up (b) Specimens’ dimensions and testing geometry.
Figure 6. (a) Bending experimental test set-up (b) Specimens’ dimensions and testing geometry.
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Figure 7. Loss of mass for beams (%).
Figure 7. Loss of mass for beams (%).
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Figure 8. (a) Explosive spalling of M6 beam (b) Explosive spalling of M6 beam inside the furnace.
Figure 8. (a) Explosive spalling of M6 beam (b) Explosive spalling of M6 beam inside the furnace.
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Figure 9. Change in colour and cracking pattern after the exposure to the 800 °C.
Figure 9. Change in colour and cracking pattern after the exposure to the 800 °C.
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Figure 10. Change in colour and cracking pattern after the exposure to the 800 °C.
Figure 10. Change in colour and cracking pattern after the exposure to the 800 °C.
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Figure 11. Compressive strength at normal and elevated temperatures.
Figure 11. Compressive strength at normal and elevated temperatures.
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Figure 12. Residual compressive strength.
Figure 12. Residual compressive strength.
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Figure 13. (a) Failure mode of cubes at normal temperature and (b) after the exposure to 800 °C.
Figure 13. (a) Failure mode of cubes at normal temperature and (b) after the exposure to 800 °C.
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Figure 14. (a) Failure mode of cylinders at normal temperature, and (b) after the exposure to 800 °C.
Figure 14. (a) Failure mode of cylinders at normal temperature, and (b) after the exposure to 800 °C.
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Figure 15. Split tensile strength at normal and elevated temperatures.
Figure 15. Split tensile strength at normal and elevated temperatures.
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Figure 16. Residual split tensile strength.
Figure 16. Residual split tensile strength.
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Figure 17. (a) Failure mode of beams at normal temperature and (b) after the exposure to 800 °C.
Figure 17. (a) Failure mode of beams at normal temperature and (b) after the exposure to 800 °C.
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Figure 18. Flexural Strength at normal and elevated temperatures.
Figure 18. Flexural Strength at normal and elevated temperatures.
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Figure 19. Residual flexural tensile strength.
Figure 19. Residual flexural tensile strength.
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Table
Table 1. Properties of cement and silica fume.
Table 1. Properties of cement and silica fume.
CementSilica Fume
Chemical Composition (%)Chemical Composition (%)
CaO64.64CaO0.91
SiO221.28SiO291.6
Al2O35.6Al2O31.69
Fe2O33.36Fe2O31.68
MgO2.06MgO-
SO32.14SO30.33
N2O0.05K2O1.19
Loss of Ignition0.64LOI2.75
Lime saturation factor0.92S.G2.26
C3S52.82--
C2S21.45--
C3A9.16--
C4AF10.2--
Table
Table 2. Mix composition of all samples.
Table 2. Mix composition of all samples.
MixMix Proportions (Kg/m3)Mix Proportions (%)
Silica FumeCementSandCoarse AggregateWaterSuperplasticizerSTPLPS
M1505008807102352.2000
M2505008807102352.210.1250.125
M3505008807102352.210.250
M4505008807102352.2100.25
M5505008807102352.410.250.25
M6505008807102352.2100
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Mubarak, M.; Muhammad Rashid, R.S.; Amran, M.; Fediuk, R.; Vatin, N.; Klyuev, S. Mechanical Properties of High-Performance Hybrid Fibre-Reinforced Concrete at Elevated Temperatures. Sustainability 2021, 13, 13392. https://doi.org/10.3390/su132313392

AMA Style

Mubarak M, Muhammad Rashid RS, Amran M, Fediuk R, Vatin N, Klyuev S. Mechanical Properties of High-Performance Hybrid Fibre-Reinforced Concrete at Elevated Temperatures. Sustainability. 2021; 13(23):13392. https://doi.org/10.3390/su132313392

Chicago/Turabian Style

Mubarak, Moawiah, Raizal Saifulnaaz Muhammad Rashid, Mugahed Amran, Roman Fediuk, Nikolai Vatin, and Sergey Klyuev. 2021. "Mechanical Properties of High-Performance Hybrid Fibre-Reinforced Concrete at Elevated Temperatures" Sustainability 13, no. 23: 13392. https://doi.org/10.3390/su132313392

APA Style

Mubarak, M., Muhammad Rashid, R. S., Amran, M., Fediuk, R., Vatin, N., & Klyuev, S. (2021). Mechanical Properties of High-Performance Hybrid Fibre-Reinforced Concrete at Elevated Temperatures. Sustainability, 13(23), 13392. https://doi.org/10.3390/su132313392

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