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Article

Effect of High Temperature on the Mechanical Properties of Steel Fiber-Reinforced Concrete

by
Augusto C. S. Bezerra
1,2,*,
Priscila S. Maciel
2,
Elaine C. S. Corrêa
1,
Paulo R. R. Soares Junior
1,
Maria T. P. Aguilar
3 and
Paulo R. Cetlin
4
1
Department of Materials Engineering, Federal Centre for Technological Education of Minas Gerais, Belo Horizonte, MG 30421-169, Brazil
2
Department of Transports Engineering, Federal Centre for Technological Education of Minas Gerais, Belo Horizonte, MG 30421-169, Brazil
3
Department of Materials Engineering and Civil Construction, Federal University of Minas Gerais, Belo Horizonte, MG 31270-901, Brazil
4
Department of Mechanical Engineering, Federal University of Minas Gerais, Belo Horizonte, MG 31270-901, Brazil
*
Author to whom correspondence should be addressed.
Fibers 2019, 7(12), 100; https://doi.org/10.3390/fib7120100
Submission received: 17 September 2019 / Revised: 15 November 2019 / Accepted: 17 November 2019 / Published: 21 November 2019
(This article belongs to the Special Issue Steel Fibre Reinforced Concrete Behaviour)
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Abstract

:
The effect of high temperature on the mechanical properties of concrete reinforced by steel fibers with various aspect ratios has been investigated in this study. Concrete specimens were fabricated from four different concrete mixtures and cured for 28 days. After curing and natural drying, the specimens were annealed at a temperature of 500 °C for 3 h in an electric furnace. The compressive and tensile strengths as well as the elastic moduli of the produced specimens were determined. It was found that the mechanical properties (especially flexural toughness) of steel fiber-reinforced concrete were less affected by high temperature as compared to those of control concrete specimens. The flexural tensile strength of fiber-reinforced concrete measured after high-temperature treatment was almost equal to the value obtained for the reference concrete specimen at room temperature. It should be noted that the addition of steel fibers to concrete preserves its mechanical properties after exposure to a temperature of 500 °C due to fire for a period of up to 3 h, and thus is able to improve its high-temperature structural stability. The test results of this study indicate that the use of steel fibers in concrete-based materials significantly enhances their fire and hear-resistant characteristics.

1. Introduction

Fibers have been used to reinforce brittle materials before the invention of cement and since the time of the Egyptian and Babylonian civilizations [1]. In 1960, multiple studies were performed to improve the mechanical properties of concrete by incorporating different types of fibers [2,3,4,5,6] into its structure, which healed cracks and increased the ductility of concrete elements [7]. Furthermore, the addition of fibers to a concrete matrix increased the strain at peak load and enhanced the energy absorption ability of fabricated structures [8]. Many research groups have studied the properties of various composites produced by fiber insertion, which included cement-based materials reinforced with agro-industrial residual, recycled polyethylene terephthalate, vegetal, glass, and steel fibers [9,10,11,12]. In particular, the addition of fibers to a concrete matrix improved its durability by exhibiting pseudo-ductile behavior (residual strength to applied force after cracking). The addition of fibers to a composite matrix increases its energy absorption capacity, because they promote the stress transfer through cracks by acting as bridges and thus increase the material stability [13,14,15,16], owing to the fiber’s characteristics, the properties of the concrete matrix, and fiber–matrix interactions [15]. The efficiency of the added fibers depends on their specific parameters such as volume fraction, aspect ratio (AR), shape, and size distribution [17]. In addition to cementitious materials, various other composites may also be reinforced by fibers, for example asphalt mixtures [18], polymers [19,20], or ceramic matrix [21].
Studies involving steel fibers for the reinforcement of cementitious materials (mainly concrete) and their applications have become increasingly present in the scientific community. Kotsovos, Zeris, and Kotsovos [22] studied the effect of steel fibers on reinforced concrete structures during earthquake simulation. Chalioris and Sfiri [23] evaluated the shear behavior of steel fiber-reinforced beams under cyclic loading. Chalioris [24] performed a consistent analytical approach to determine the minimum fiber content in steel fibrous concrete beams that would lead to adequate shear strength and consequent stirrup replacement. Park et al. [25] studied the influence of curing conditions on the compressive strength at early ages of ultrahigh-performance steel fiber-reinforced concretes. Kang et al. [26] investigated the microstructural properties of fiber-reinforced ultrahigh-performance concretes submitted to different heat treatments. Chalioris and Panagiotopoulos [27] evaluated the flexural response of steel fiber-reinforced concrete (SFRC) by a numerical approach. Guerini et al. [28] studied the effect of steel fibers and synthetic macrofibers on the workability and mechanical performance of concrete. Chalioris, Kosmidou, and Karayannis [29] investigated the influence of steel fiber addition on the mechanical behavior of reinforced beams submitted to cyclic loading. Soares Junior et al. [30] studied the performance of steel fiber-reinforced high-performance cementitious composite plates through bending behavior, statistical analysis, and microstructural investigation. Workability was evaluated in other works [31,32,33,34]. In general, as fiber content increases, workability decreases. Admixtures, additives, fiber type, and mix proportion also affect the properties of the fiber-reinforced concretes (FRC) in the fresh state.
The properties of concrete may be significantly influenced by high temperatures [35,36], which cause a decrease in its compressive strength as well as cracking and spalling. In addition, high temperatures reduce the bond strength between the cement paste and aggregates and lead to the progressive breakdown of the cement gel structure, which consequently reduces its load-bearing capacity [37,38]. Multiple studies of the mechanical properties of steel and polypropylene (FRC) exposed to high temperatures have been performed [39,40,41,42,43,44,45,46,47,48]; the strength reduction and surface cracking phenomena observed for various fiber-reinforced concrete are described in detail in [49].
However, the investigation of concrete deterioration at high temperatures represents a challenging task because of the different properties of its constituents [50]. The negative effects of high temperature on the microstructure (thermochemical decomposition and excessive microcracking) and macrostructure (abrasion and spalling) of concrete substantially decrease its strength and elasticity modulus. Furthermore, the strength of cement paste decreases after heating to temperatures above 300 °C due to the loss of water by hydrated silicate species (the process is accelerated in the temperature region between 500 and 600 °C because of the calcium hydroxide dehydration). As a result, the cement starts shrinking [51]. For temperatures below 200 °C, the strength reduction of the cement is relatively insignificant. In the region from 200 °C to 300 °C, the weakening of the van der Waals forces between various C–S–H layers occurs because of the water evaporation (both these factors contribute to the loss of concrete strength) [50,52]. In the temperature region from 300 °C to 600 °C, the corresponding reduction in strength amounts to 50%–90%. Between 600 °C and 900 °C, the related strength reduction becomes equal to 90% [50,51,53]. At temperatures above 1000 °C, its residual strength is reduced to zero [50]. However, the structural resistance of concrete become zero after heating to temperatures above 600 °C [54]. At a temperature of 500 °C, the concrete suffers a 55%–70% loss of its initial strength [55].
In the application scenario, FRC can be used in various situations, structural or not, such as industrial floors, prefabricated elements, slabs, pillars, foundations, etc. [56,57]. Other specific applications also occur, especially for high-fiber contents such as structures that are capable of withstanding earthquakes [22], impact resistance [58], ballistic defense, and explosions [59]. However, the advantageous characteristics of FRC exposed above are favorable in fire situations. Structures can be suddenly taken over by fires, which puts lives at risk and causes extensive financial impacts. The use of fibers promotes good resistance at elevated temperatures, avoids spalling, and restricts dimensional variations, keeping the concrete cohesive [60]. Fire suitability is essentially relevant in modular buildings [61], in which different types of composite materials are used [62] (glass fiber-reinforced polymer—GFRP; polymer or steel mesh-reinforced cementitious plate), and in railway infrastructure constructions [63]. In the first case, modular buildings are constructed by combining large prefabricated parts or elements, so there is a need for additional concern with thermal acoustic insulation and fire resistance. The second point concerns the possibility of burning the railway superstructure sleepers in case of fire or the welding of rail joints.
In this context, the study of building materials subjected to high temperatures is important, especially those that have structural function. In addition, it was observed that temperatures around 500 °C are critical in terms of degradation of the cementitious matrix and consequent drop in performance. As stated above, several works address the performance of fiber-reinforced concrete subjected to elevated temperatures. However, the combined effect of the fiber aspect ratio and high temperature on mechanical behavior needs to be further investigated. Thus, the present work aims to investigate the influence of the addition of steel fibers and their respective aspect ratio on the mechanical strength of concrete heated at 500 °C.
There are several studies in the literature related to the addition of steel fibers in concrete for use in floors and slabs, but there are few studies on steel fiber-reinforced concrete in fire situations. The present work contributed to the scientific development of concrete technology on the aspect of durability in demands after submission to high temperatures. The results presented show the gains caused by the addition of steel fibers in concrete, especially in situations after exposure to high temperatures.

2. Materials and Methods

Figure 1 shows the flowchart of the experimental procedure utilized for the characterization of Portland cement and its aggregates. In this study, concrete specimens with and without steel fibers were prepared. Table 1, Table 2 and Table 3 list the characteristics of the cement, fibers, and raw materials, respectively; Table 4 specifies the proportions of the raw materials; and Table 5 describes the chemical composition of the fibers.
The concrete specimens without fibers will be further referred to as control concrete (CC), and the steel fiber-reinforced concrete (SFRC) specimens were found to be dependent on the AR of their fiber components. Four prismatic specimens with dimensions of 150 × 150 × 500 mm and 20 cylindrical specimens with diameters of 100 mm and heights of 200 mm were molded. A half of the prepared specimens were heated to a high temperature after 7 d of 28 d humid curing in accordance with the diagram presented in Figure 2.
Both specimen groups (stored at a room temperature of 25 °C and subjected to a high temperature of 500 °C) were characterized by mechanical testing to determine their compressive strengths, tensile strengths (via diametral compression testing), flexural tensile strengths, and elastic moduli. To measure the compressive strength, five non-heated and five heated cylindrical specimens of each concrete type (including 10 CC specimens and 10 specimens from each SFRC group with a total of 40 specimens) were compression tested. The testing procedure (Figure 3a) was performed using the universal testing machine, and the specimens were tested at a loading speed of 0.5 MPa/s. The specimen bases were regularized using neoprene caps with metallic bases. To determine the tensile strength by diametral compression testing (Figure 3c), three non-heated and three heated cylindrical specimens prepared from each concrete mixture were tested using the same experimental setup at a load speed of 0.2 MPa/s. The flexural tensile strength (Figure 3d) was measured using two non-heated and two heated prismatic specimens for each concrete mixture at a load speed of 0.1 MPa/s. To determine the static (Figure 3b) and dynamic elastic moduli (Figure 3e), two non-heated and two heated cylindrical specimens fabricated from each concrete mixture were tested. In the forced resonant frequency dynamic modulus test, two specimens were tested, and the apparent specific mass was calculated, using a longitudinal mode resonant frequency test system. To determine the frequency field to be used, the approximate longitudinal resonant frequency value of 10 KHz was adopted for cylindrical specimens of 100 mm diameter and 200 mm height, and for each specimen, there were 10 readings of the resonant frequency totaling 20 readings. Based on the approximate longitudinal resonant frequency, frequency values were defined for the extremes of the frequency range, i.e., the start frequency (Fs) and end frequency (Fe). These values are used to calculate the respective dynamic modulus of elasticity (ED), according to Equation (1):
E D = 4 n 2 l 2 ρ 10 − 12
where “n” is the fundamental mode frequency of longitudinal vibration in Hz, “l” is the length of the specimen in mm, and “ρ” is the density of the material in kg/m3.
From the obtained flexural strengths, the values of the flexural toughness (T3, in N × mm) and flexural toughness factor (fe,3, dimensionless) were determined. The first parameter was computed in accordance with the Japan Society of Civil Engineers - JSCE criterion SF-4 [64] by measuring the total area under the displacement load curve (load versus strain) with the upper displacement limit equal to L/150 (3 mm), where L (450 mm) was the length of the gap between the supports. Thus, toughness represents the product between the load (N) and deflection (mm). Afterwards, the value of flexural toughness (T3) was used in Equation (2):
f e , 3 = T 3 · L L 150 · b · h 2
where “b” is the width of the specimen, and “h” is its height. Using this equation, the flexural toughness factor (fe,3) corresponding to the mean dummy load resisted by the specimen after the cracking of the cement matrix was obtained [65]. The toughness factor is a parameter that disregards the geometry of the specimen, thus analyzing the energy absorption capacity in the material rupture.

3. Results

Figure 4 shows the results of compressive strength testing of the concrete specimens obtained before and after heating. The SFRC-AR44_25 °C sample exhibited a slightly higher strength than that of CC_25 °C (by approximately 3%). The compressive strength was not significantly reduced due to the addition of fibers. Strength reductions were on the order of 7% and 19% respectively for SFRC-AR60_25 °C and SFRC-AR80_25 °C. Several parameters can change the compressive strength of the material, such as load application speed, environmental conditions, curing and capping methods, which can generate a value distinction of 20%, thus demonstrating that the addition of fibers does not generate significant changes in compressive strength [66,67,68]. It is generally assumed that the reduction in the SFRC compression strength with an increase in the fiber AR before heating is related to the loss of concrete workability in the fresh state due to the fiber insertion and increase in the fiber length [8]. The strengths of the SFRC-AR44_500 °C, SFRC-AR67_500 °C, and SFRC-AR800_500 °C specimens exceeded that of CC_500 °C by approximately 45%, 53%, and 46%, respectively. A comparison of the compressive strengths obtained for the non-heated and heated concrete samples showed that their magnitudes were significantly reduced; however, the residual compressive strengths of the steel fiber-reinforced concretes were higher than the values obtained for the non-fibrous ones. Thus, the strength of the CC_500 °C specimen was equal to 36.5% of the magnitude measured for CC_25 °C, whereas the SFRC-AR44_500 °C, SFRC-AR67_500 °C, and SFRC-AR80_500 °C samples had residual compressive strengths equal to 52%, 60%, and 65% of the values obtained for the respective unheated (25 °C) reinforced concretes, indicating that loss reduction occurred with an increase in the AR of the reinforcement fibers. Although the obtained residual mechanical strengths were very close, and the AR of the fibers did not apparently influence the measurement results obtained for the heated samples, the workability loss in the fresh state with increasing fiber length and related reduction in the compressive strength [8] were effectively eliminated. Since the residual mechanical properties of the hot material do not differ significantly in the temperature range of 200–600 °C [69], the prepared SFRC possesses better abilities to endure exposures to a temperature of 500 °C as compared to those of ordinary concrete.
Figure 5 shows the results of diametral compression and flexural strength testing. They show that the addition of steel fibers to concrete significantly increases its flexural strength, which becomes further improved with increasing AR [70]. The diametral compression strengths of the SFRC-AR44_25 °C, SFRC-AR67_25 °C, and SFRC-AR80_25 °C specimens were greater than that of CC_25 °C by 77%, 128%, and 98%, respectively. Further, the flexural strengths of the SFRC-AR44_25 °C, SFRC-AR67_25 °C, and SFRC-AR80_25 °C samples were 8%, 85%, and 123% higher than that of CC_25 °C, respectively. However, the SFRC-AR44_500 °C, SFRC-AR67_500 °C, and SFRC-AR80_500 °C specimens demonstrated diametral compression strengths that were approximately 105%, 149%, and 154% greater than that of CC_500 °C and flexural strengths that were approximately 56%, 216%, and 208% higher than that of CC_500 °C, respectively. The residual diametral compression strength of the CC_500 °C sample was equal to 53% of that of CC_25 °C, and the residual diametrical compression strengths of the SFRC-AR44_500 °C, SFRC-AR67_500 °C, and SFRC-AR80_500 °C specimens were equal to 61%, 58%, and 68% of the strengths of their respective unheated concretes (25 °C). Furthermore, the residual flexural strengths of the heated (500 °C) concretes were equal to 42%, 61%, 54%, and 45% of the corresponding magnitudes measured for the unheated concretes, respectively. The obtained results indicate that SFRC possesses higher flexural and diametral compression strengths than those of non-fibrous concrete before and after heating, and that their values increase with increasing fiber length (except for the SFRC-80 specimen in the diametral compression strength). Another important advantage of SFRC is that its flexural and diametral compression strengths are equal to or higher than those of non-fibrous concrete, indicating that at temperatures as high as 500 °C (caused by fire), SFRC would retain its ability to endure mechanical loads that could be sustained by the fiberless concrete before the fire, thus contributing to the safety of the fabricated structures.
Figure 6 shows the static and dynamic elastic moduli measured for the non-fibrous and fiber-reinforced concrete, indicating the absence of any significant differences between the values obtained for the concrete specimens exposed to the same temperatures. According to the results of previous studies, the elastic modulus of the fiber-reinforced concrete increases until the AR of the steel fibers reaches 50 (AR 50) and then starts gradually decreasing after exceeding this value [71]. In this work, a similar effect was observed for the AR of 44 (AR 44), which was very close to that of the AR 50 specimen; however, no significant effect of the AR on the dynamic elastic modulus was detected. The reductions in the elastic moduli of the studied samples observed after their heating to 500 °C were very close.
Figure 7 shows the load–deflection curves recorded during the flexural testing of the prismatic 150 × 150 × 500 mm concrete specimens. The CC samples exhibited typical brittle behavior, while the SFRC specimens demonstrated pseudo-ductile behavior by retaining their residual strengths after a first crack was produced by the applied force. The addition of fibers increased the value of the load required to create a first crack in the studied specimen. Although the higher fiber AR may decrease the values of the compressive strength and elastic modulus, it also increases the toughness and peak strain of SFRC, which lead to the absorption of a greater amount of energy and better crack control properties [72]. All the studied concrete specimens exhibited a loss of the load capacity after fire; however, its magnitudes obtained for the reinforced concrete specimens were significantly smaller. The SFRC-AR67_500 °C and SFRC-AR80_500 °C samples exhibited maximum loads that were equal to or higher than that of CC_25 °C, indicating that the SFRC specimens with fibers AR 67 and 80 retained their flexural strengths after heating at the levels equivalent to the value obtained for the non-fibrous concrete before heating. However, the data presented in Figure 7 confirm that these SFRC samples also preserved the ability to sustain high loads after reaching maximum loading during long-term deflections.
Figure 8 shows the magnitudes of flexural toughness and the flexural toughness factor obtained for the non-fibrous and fiber-reinforced concrete specimens, which increased with increasing AR. However, the flexural toughness of the CC specimen was relatively small. The flexural toughness values obtained for the SFRC-AR44 and SFRC-AR67 samples after heating to 500 °C were approximately 57% of the magnitudes measured before heating (for FRC80, this parameter was equal to 46%). Thus, the ability to retain high residual compressive strengths (Figure 4), residual flexural strengths (Figure 5), and residual tenacities (Figure 8) after heating makes SFRC a safer material with enhanced fire properties as compared to those of CC.

4. Discussion

The investigation of the effect of the fiber dimensions on the mechanical properties of the resulting aggregates revealed that the optimal AR of the fibers was 67 (length = 50 mm). This result was in good agreement with the data reported by Sarzalejo et al. [73], who suggested that the length of the selected fibers must be twice as long as the maximum dimension of the aggregates with a 20% tolerance. For the tensile strength (measured by diametral compression testing) as well as flexural tensile strength, the fibers with an AR of 44 (length = 33 mm) did not meet the criterion, suggesting that the selected fiber must be longer than twice the maximum dimension of the aggregates with a 20% tolerance [73]. The evaluation of the fiber length and minimum dimension of the structural elements for the cylindrical specimens showed that the lengths of the three types of fibers satisfied the dimensional criteria proposed by Sarzalejo et al. [73] by being at least 1.5 times smaller than the specimens’ diameters. However, the size of the fibers with an AR of 80 (length = 60 mm) was very close to this limit. The evaluation of the fiber length and minimum dimension of the structural elements for the prismatic specimens revealed that all the three fiber types satisfied this requirement [73]. It is generally assumed that the inhibition of concrete spalling during fire occurs due to the addition of steel fibers [74]; however, this does not increase the compressive strength and elastic modulus of the concrete matrix, but rather increases its diametral compression and flexural tensile strengths. Furthermore, the addition of steel fibers to concrete changes its behavior from brittle to pseudo-ductile and thus ensures relatively low losses of its mechanical properties at high temperatures (as compared with those of non-fibrous concrete).

5. Conclusions

The present work addresses the synergistic effect of the steel fiber aspect ratio and heating on the mechanical behavior of concretes. The following conclusions were observed from the results and discussions:
  • The addition of steel fibers contributes to the increased tensile strength in diametrical compression;
  • The addition of steel fibers contributes to the increase of the flexural strength;
  • The investigation concluded that concrete reinforced with steel fibers has a much higher residual mechanical behavior after the fires when compared to non-reinforced concretes.
  • The increase in fiber length leads to higher residual strength after fire.
  • It was observed that the addition of fibers did not promote relevant variations in the compressive strength of the analyzed models. The addition of fibers of different aspect ratios did not significantly change the compressive strength when compared to the variations observed in the literature given by the different molding processes, curing, and load application speed.
  • Therefore, it can be concluded that the use of steel fibers in concrete-based materials significantly enhances their fire and hear-resistant characteristics.
The present work suggests as future research the following topics:
  • Evaluation of the chipping inhibition of concretes in fire situations by the addition of steel fibers;
  • Evaluation of the mechanical properties of steel fiber-reinforced concrete during fires; and
  • Finite element simulation of the mechanical behavior of steel fiber-reinforced concrete during fires.

Author Contributions

All the authors contributed to the research. Conceptualization, A.C.S.B. and P.R.C.; Data curation, P.S.M. and E.C.S.C.; Formal analysis, P.R.C.; Funding acquisition, A.C.S.B and M.T.P.A.; Investigation, P.S.M. and E.C.S.C.; Methodology, A.C.S.B.; Project administration, P.R.C.; Resources, A.C.S.B. and M.T.P.A.; Supervision, A.C.S.B., M.T.P.A., and P.R.C.; Validation, A.C.S.B.; Writing – original draft, P.R.R.S.J.; Writing—review and editing, A.C.S.B. and P.R.R.S.J.

Funding

This work was supported by the Minas Gerais State Research Foundation (FAPEMIG) for funding (TEC APQ-02447-13 and TEC APQ-03739-16).

Conflicts of Interest

The authors declare no conflict of interest. The funders had no role in the design of the study; in the collection, analyses, or interpretation of data; in the writing of the manuscript, or in the decision to publish the results.

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Fibers 07 00100 g001 550
Figure 1. A flowchart describing the experimental procedure used to characterize Portland cement and its aggregates.
Figure 1. A flowchart describing the experimental procedure used to characterize Portland cement and its aggregates.
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Figure 2. A schematic heating profile of the tested concrete specimens.
Figure 2. A schematic heating profile of the tested concrete specimens.
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Figure 3. Testing setups for (a) axial compression, (b) static moduli, (c) diametral compression, (d) bending, and (e) dynamic moduli.
Figure 3. Testing setups for (a) axial compression, (b) static moduli, (c) diametral compression, (d) bending, and (e) dynamic moduli.
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Figure 4. Compressive strengths of various concrete specimens.
Figure 4. Compressive strengths of various concrete specimens.
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Figure 5. Diametral compression and flexural strengths of the non-fibrous and fiber-reinforced concrete specimens.
Figure 5. Diametral compression and flexural strengths of the non-fibrous and fiber-reinforced concrete specimens.
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Figure 6. Static and dynamic elastic moduli of the non-fibrous and fiber-reinforced concrete specimens.
Figure 6. Static and dynamic elastic moduli of the non-fibrous and fiber-reinforced concrete specimens.
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Figure 7. Load–deflection curves recorded for various concrete specimens for flexural tests. (a) CC; (b) SFRC-AR44; (c) SFRC-AR67; and (d) SFRC-AR80
Figure 7. Load–deflection curves recorded for various concrete specimens for flexural tests. (a) CC; (b) SFRC-AR44; (c) SFRC-AR67; and (d) SFRC-AR80
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Figure 8. Flexural toughness and flexural toughness factor values obtained for various concrete specimens.
Figure 8. Flexural toughness and flexural toughness factor values obtained for various concrete specimens.
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Table
Table 1. Properties of Portland cement used in this study.
Table 1. Properties of Portland cement used in this study.
PhysicalMechanicalChemical (wt %)
Particle size#200–75 mm (%)0.28Compressive strength (MPa)1 d25.7Insoluble residue0.72
#325–45 mm (%)2.753 d36.1Loss on ignition3.79
Blaine (cm2/g)5.2327 d41.2MgO2.91
Density (g/cm3) 3.07028 d49.7SO33.63
Setting time (min)Initial130Expansibility (mm)Cold-
Final160Hot0.4
Table
Table 2. Properties of the steel fibers used in this study.
Table 2. Properties of the steel fibers used in this study.
NotationManufacturing MaterialTypeSectionDiameter (d)
(mm)		Length (l)
(mm)		Aspect Ratio (AR)
(l/d)
AR 44Drawn low-carbon steel wireHookedCircular0.7533.0044
AR 67Drawn low-carbon steel wireHookedCircular0.7550.0067
AR 80Drawn low-carbon steel wireHookedCircular0.7560.0080
Table
Table 3. Parameters of the raw materials used for concrete preparation in this study.
Table 3. Parameters of the raw materials used for concrete preparation in this study.
ComponentDescriptionDensity (kg/dm3)Unit Weight (kg/dm3)Finesses
BinderHigh early strength Portland cement3.070--
Fine aggregatesSand2.5911.5412.672
Coarse aggregatesCrushed limestone (Max size: 19 mm)2.6921.5035.966
Water----
Table
Table 4. Parameters of the concrete mixtures utilized in this study.
Table 4. Parameters of the concrete mixtures utilized in this study.
ComponentDescriptionContent (kg/m3)Proportion (kg)
BinderHigh early strength Portland cement391.51.00
Fine aggregates Sand742.01.90
Coarse aggregatesCrushed limestone972.52.49
Water (w/c = 0.55)-214.80.55
Fibers (1% by volume)Steel fibers81.20.21
Table
Table 5. Chemical composition of the steel fibers used in this study.
Table 5. Chemical composition of the steel fibers used in this study.
Element%Fe%C%Mn%Si%P%S
Specification>99.190.06% max0.25% to 0.40%0.10% to 0.30%0.025% max0.025% max

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MDPI and ACS Style

Bezerra, A.C.S.; Maciel, P.S.; Corrêa, E.C.S.; Soares Junior, P.R.R.; Aguilar, M.T.P.; Cetlin, P.R. Effect of High Temperature on the Mechanical Properties of Steel Fiber-Reinforced Concrete. Fibers 2019, 7, 100. https://doi.org/10.3390/fib7120100

AMA Style

Bezerra ACS, Maciel PS, Corrêa ECS, Soares Junior PRR, Aguilar MTP, Cetlin PR. Effect of High Temperature on the Mechanical Properties of Steel Fiber-Reinforced Concrete. Fibers. 2019; 7(12):100. https://doi.org/10.3390/fib7120100

Chicago/Turabian Style

Bezerra, Augusto C. S., Priscila S. Maciel, Elaine C. S. Corrêa, Paulo R. R. Soares Junior, Maria T. P. Aguilar, and Paulo R. Cetlin. 2019. "Effect of High Temperature on the Mechanical Properties of Steel Fiber-Reinforced Concrete" Fibers 7, no. 12: 100. https://doi.org/10.3390/fib7120100

APA Style

Bezerra, A. C. S., Maciel, P. S., Corrêa, E. C. S., Soares Junior, P. R. R., Aguilar, M. T. P., & Cetlin, P. R. (2019). Effect of High Temperature on the Mechanical Properties of Steel Fiber-Reinforced Concrete. Fibers, 7(12), 100. https://doi.org/10.3390/fib7120100

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