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Article

Experimental Study and Mathematical Modeling of Mechanical Properties of Basalt Fiber-Reinforced Recycled Concrete Containing a High Content of Construction Waste

by
Wei-Zhi Chen
and
Xue-Fei Chen
*
Joint Key Laboratory of the Ministry of Education, Institute of Applied Physics and Materials Engineering, University of Macau, Avenida da Universidade, Taipa, Macau 999078, China
*
Author to whom correspondence should be addressed.
Constr. Mater. 2023, 3(4), 462-473; https://doi.org/10.3390/constrmater3040030
Submission received: 7 September 2023 / Revised: 18 October 2023 / Accepted: 24 November 2023 / Published: 28 November 2023
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Abstract

:
Herein, we conducted an experimental test on basalt fiber-reinforced concrete with a high content of construction and demolition waste and then established some mathematical models based on Taylor’s formula. The concrete was prepared by using recycled clay brick powder in place of cement and recycled coarse aggregates as a substitution for natural coarse aggregates. The basalt fiber in weight dosages of 0, 0.1, 0.3, and 0.5% was used for reinforcement. The results showed that the compressive strength of concrete declined as the content of recycled aggregates increased, while the compressive strength first increased and then decreased as the basalt fiber dosage lifted. Regarding the splitting tensile strength, the reinforcement effect of basalt fiber in concrete with a high content of recycled aggregate is more significant when compared to its to its counterpart, which contains no or fewer recycled aggregates. The concrete with 0.5% basalt fiber dosage and 100% recycled aggregate content retains an equivalent compressive strength as to that of natural aggregate concrete and has about a 90% splitting tensile strength. In addition, the cubic function in comparison to the quadratic function has a higher fitting accuracy.

1. Introduction

The global use of concrete has exceeded 4 billion m3/year, and the use of sand and gravel materials has exceeded 6 billion to 8 billion tons/year [1,2]. Mining is used to satisfy such a large demand for sand and aggregates. However, mining consumes many natural resources and causes environmental pollution and ecological damage [3,4,5]. In addition, the demolition of old houses, factories, and other buildings for various reasons generates a large amount of waste concrete. The annual production of construction and demolition waste in China reaches 1.8 billion tons and is increasing year by year [6,7,8]. The most common practice at present to treat waste concrete is to pile it up or place it in landfills [9,10,11,12].
The mining method not only occupies a large land resource but also causes environmental pollution. On the contrary, waste concrete can be crushed and ground to obtain recycled aggregate, which can be partially or completely replaced by recycled aggregate to prepare recycled concrete as per previous research [13,14]. To a certain extent, it alleviates the pressure of natural aggregate extraction and solves the land occupation and environmental pollution problems caused by waste concrete, thus realizing the green and sustainable development of waste concrete [15,16,17]. However, compared with natural aggregates, waste concrete aggregates have the disadvantages of high water absorption, high porosity, low apparent density, and a high crushing value, resulting in the low strength and poor durability of the prepared recycled concrete. Therefore, it is crucial to improve the performance of recycled concrete [18,19,20].
Researchers have delved into two primary approaches for modifying recycled aggregates, aiming to ameliorate their detrimental impact on new concrete. The first approach involves employing biological, chemical, and mechanical techniques [21,22,23,24], among others, to mitigate the adverse effects of the recycled aggregate’s subpar quality. This includes strategies like eliminating the residual adhesive mortar from the aggregate’s surface and enhancing the adhesive mortar’s performance. The second approach entails enhancing the overall quality of synthesized recycled concrete directly by incorporating supplementary materials, such as polymers and mineral admixtures [25,26,27,28,29,30]. Heat treatment stands out as a favorable approach for dissolving weakly bonded mortar because of its straightforward application and cost efficiency. However, this method is contrary to the low-carbon objective, as it triggers additional energy consumption. An alternative method, mechanical treatment, is widely employed in detaching bonded mortar from the original natural aggregate, yielding premium recycled aggregate [19]. This technique employs mechanical force to crush and dislodge the bonding mortar. Yet, given the collision and grinding inherent in the process, there is a propensity for detrimental impacts on the structural integrity of recycled aggregate particles. This may lead to alterations in the geometric attributes of these particles, thereby potentially introducing new microcracks [31,32,33,34]. Subsequently, acid prepreg technology was developed; it has the ability to effectively improve the quality of recycled aggregates by eliminating bonding mortar. However, usually after treatment with hydrochloric or sulfuric acid, the chloride and sulfate content of the aggregate will increase, which, in turn, affects the durability of the concrete. In recent years, there is more and more research on carbonization to improve the properties of recycled aggregates because carbonization can increase the density of cementified materials. Liang et al. [35] studied the carbonization behavior of concrete containing carbonized recycled aggregate in different environments, and the results showed that a CO2 curing treatment improved the physical and chemical properties of recycled aggregate (such as significantly reducing the water absorption of RA). The recycled concrete prepared by adding carbonized fine and coarse recycled aggregate has higher compressive strength and lower carbonization depth, and the carbonization depth decreases more obviously [36,37,38].
Other enhancements involve using various fibers, such as steel fibers, polyvinyl alcohol fibers, carbon fibers, and so forth, to improve the strength and toughness of recycled concrete [39,40,41]. Steel fibers have a strengthening and toughening effect on recycled aggregates, but they are heavy. Carbon fiber is expensive. Basalt fiber, as a kind of green material, has a high tensile strength, a high modulus of elasticity, a low price, and enhanced toughening [16,42,43,44]. Basalt fiber has thereby recently been considered a potential reinforcement material to strengthen concrete prepared by recycled aggregates. Li et al. [45] studied the influence of different fiber contents on the mechanical properties of fiber-reinforced concrete (HFRC), especially the shear strength and toughness, and obtained the optimal fiber content in HFRC. The results show that the compressive strength of HFRC is higher than that of plain concrete when the content of basalt fiber is less than 0.15%. Algin and Ozen et al. [46] studied the application of basalt fiber in the production of self-compacting concrete (SCC) to determine the influence of fiber addition on the working and mechanical properties of concrete. The results show that, when the fiber length is 12 mm and the fiber content is 0.1%, the compressive strength can be improved. At present, most studies consider only the length of fiber or the content of fiber and other single factors for fiber-reinforced recycled concrete. It is necessary to use basalt fiber with different contents (0.1~0.3%) and different lengths (6~18 mm) to determine the optimum content and length of fiber. It is necessary to consider the influence of many factors on the slump, compressive strength, splitting tensile strength, and bending strength of recycled concrete. Zhang et al. [42] first proposed the composite effect based on the fiber reinforcement theory. The effects of the mixture of the regenerated coarse aggregate replacement rate and BF content on the failure mode, mechanical properties, and interfacial transition zone properties of regenerated concrete were studied by conducting a macroscopic performance analysis and microscopic test. The results show that the basic mechanical properties of recycled concrete with different BF contents are better than ordinary concrete when the replacement rate of recycled aggregate is 50%.
We conducted an experimental study on the basalt fiber-reinforced recycled aggregate concrete. The novelty lies in the use of a mathematical model established by the Taylor formula and the associated surface trend map in analysis.

2. Experimental Details

2.1. Materials

The binding materials are ordinary Portland cement with grade P.O.42.5 and recycled clay brick powder (RCBP) with an average particle size of 20 μm. Fine aggregate with a size of less than 4.75 mm is common river sand. Coarse aggregates with a size between 4.75 and 19.5 mm contain both natural aggregates (NAs) and recycled aggregates (RAs). Polycarboxylate superplasticizer was used as the water reducer to control the fluidity of fresh concrete. The chemical composition and physical properties of the raw materials are listed in Table 1, Table 2 and Table 3, respectively. Figure 1 shows the in-site photos of coarse aggregates and fibers.

2.2. Sample Preparation

The cement, aggregates, and fibers were first dry-mixed for about 3 min and then wet-mixed with water for another 3 min. RAs were pre-wetted to reach the saturated surface dry status to avoid the reduction of free water available for cement hydration. The initial slump value was controlled at 160–180 mm by adding various dosages of water reducers, with the specific mix. proportion exhibited in Table 4. Fresh samples were poured into 100 mm cubic steel molds to generate the initial strength, whilst the hardened specimens were transferred to the standard curing chamber (temp. c.a. 25 °C, RH > 95%) and cured for 28 days.

2.3. Testing and Modeling

The compressive strength and the splitting tensile strength of basalt fiber-reinforced recycled aggregate concrete were determined by a universal machine (HYE-300), and the load rates were set as 0.1 MP/s and 0.01 MP/s, respectively. The mathematical model was established based on Taylor’s formula, which hypothesizes that all functions can be approximated by polynomials with various orders.

3. Results and Discussion

3.1. Compressive Strength

Figure 2 illustrates the experimental and modeled results of the compressive strength of concrete with various recycled aggregate contents and basalt fiber dosages. The circles in Figure 2a indicate the experimental results, while the surface trend is modeled by a cubic polynomial incorporating two variables, namely the content of recycled aggregate and the dosage of basalt fiber. The cubic polynomial is shown in the following equation.
fc = b21 + b22*X + b23*Y + b24*X.*Y + b25*X.^2 + b26*Y.^2 + b27*Y.*X.^2 + b28*X.*Y.^2 + b29*X.^3 + b210*Y.^3
where X indicates the matrix of recycled aggregate, and Y indicates the matrix of basalt fiber.
The matrix of parameters accommodating b2i (i = 1–10) is shown in Table 5.
Figure 2 map the absolute value of deviations between the experimental results and fitted results. The depth of color is directly proportional to the absolute value of deviation. It is observed that the majority of the deviation is less than 5%, indicating the good fitting performance of the cubic model.
As shown in Figure 2 and Figure 3, the compressive strength of ordinary concrete with 0.1% basalt fiber is lower than that of concrete without fiber. However, with the increase in the basalt fiber dosage, its compressive strength increases, and when the basalt fiber dosage reaches 0.3%, the compressive strength exceeds that of the unadulterated fiber concrete by 5.8%. Thus, it can be seen that a larger amount of basalt fibers for an ordinary concrete enhancement effect is more obvious. For concrete specimens with the same replacement rate of recycled coarse aggregate, the compressive strength decreased with the increase in basalt fibers at 0.1% and 0.3% of basalt fiber dosage but showed a stable increase with the increase in the recycled coarse aggregate replacement rate at the same fiber dosage, and the increasing trend was obvious at 0.1% of fiber dosage. However, for the 0.5% fiber dosage, the compressive strength of specimens fluctuated greatly, first showing a decline, then a rise, and then a decline, and in the recycled coarse aggregate substitution rate of 40%, the compressive strength reached the maximum, and even more than 10% of the compressive strength of ordinary concrete. With the fiber doping at 0.3% and the 40% replacement rate of recycled coarse aggregate, the concrete reached the maximum compressive strength.
First, basalt fiber has a larger specific surface area and a higher friction coefficient [15], increasing the relative friction of the concrete mix and increasing the bond between the fiber and the cement matrix. Second, the density of basalt fibers and the density of concrete are very similar to that of the concrete, resulting in better compatibility with the concrete [47]. Thirdly, basalt fibers can increase the water retention of concrete, and it was pointed out that basalt fibers can effectively prevent the segregation of concrete so that the cohesion and water retention of concrete is improved. However, since basalt concrete specimens are mainly stressed by coarse aggregates, and basalt fibers absorb a large amount of water during mixing, the recycled concrete at a larger replacement rate cannot be fully hydrated, resulting in a reduction in strength [48]. Therefore, 0.3% basalt fibers had the most significant effect on the compressive strength of concrete specimens with a 40% replacement of recycled coarse aggregate.

3.2. Splitting Tensile Strength

Figure 4 and Figure 5 illustrate the profile of the splitting tensile strength, and they are depicted by the quadratic and the cubic mathematical model, respectively. It is noted that the cubic model has a higher fitting accuracy in comparison to the quadratic model, with visual differences being present between Figure 3d and Figure 4d.
The quadratic polynomial is shown in the following equation:
ft = b11 + b12*X + b13*Y + b14*X.*Y + b15*X.^2 + b16*Y.^2
where X indicates the matrix of recycled aggregate, and Y indicates the matrix of basalt fiber.
The matrix of parameters accommodating b1i (i = 1–6) is shown in Table 6.
The cubic polynomial is shown in the following equation:
Ft = b21 + b22*X + b23*Y + b24*X.*Y + b25*X.^2 + b26*Y.^2 + b27*Y.*X.^2 + b28*X.*Y.^2 + b29*X.^3 + b210*Y.^3
where X indicates the matrix of recycled aggregate, and Y indicates the matrix of basalt fiber.
The matrix of parameters accommodating b2i (i = 1–10) is shown in Table 7.
As shown in Figure 5 and Figure 6, for ordinary concrete, the splitting tensile strength shows an increasing trend with the increase in the basalt fiber dosage. For recycled concrete, when the replacement rate of recycled aggregate is less than 70%, the splitting tensile strength shows a trend of increasing, then decreasing, and then increasing with the increase in the basalt fiber dosage. Firstly, at small dosages, this trend is mainly due to the basalt fibers increasing the adhesion of the concrete, thus causing the tensile strength increase; secondly, at large dosages, this trend is mainly due to the tensile capacity of the basalt fibers themselves [48]. When the replacement rate of recycled aggregate is greater than 70%, with the increase in the number of basalt fibers, the strength first increases and then decreases, but it still is greater than the strength of the unadulterated fiber. This is due to the hydrophilic nature of basalt fibers, as it reduces the amount of water required for cement hydration. It can be seen that the fluctuation in the split tensile strength of recycled concrete with 0.1% fiber dosage tends to flatten out compared to that of recycled concrete without fiber dosage, and it can also be seen that basalt fibers have a very obvious effect on the enhancement of the split tensile strength of concrete with a large replacement rate of recycled aggregates.
Figure 7 shows the reinforcement mechanism of basalt fiber upon the recycled aggregate concrete. The bridging and inhibiting effect of basalt fibers on recycled concrete is divided into three stages [49]. In the first stage, basalt fiber-reinforced recycled concrete formed several tiny cracks and micropores in the curing stage. In the second stage, basalt fibers were randomly distributed in the recycled concrete matrix, showing cross-alignment. The basalt-fiber–cementitious matrix formed a fiber–substrate interface, which limited the development and expansion of the internal microcracks. When the recycled concrete was stressed to the first crack, the basalt fibers bore part of the transverse tensile force, slowing down the stress concentration inside the specimen and effectively preventing the expansion and occurrence of cracks. In this scenario, basalt fiber-reinforced recycled concrete showed good toughness. In the third stage, the specimen was completely crushed, and penetration cracks were formed.

4. Conclusions

This work provides a feasible approach to strengthening recycled aggregate concrete. The basalt fiber as an environmentally friendly fiber in a small dosage effectively lifts the strength of concrete prepared with recycled aggregates. Through the study of basalt fiber-reinforced recycled concrete, the following conclusions can be drawn.
Basalt fibers reduce the fluidity of recycled concrete, increase the friction between the cement matrix, and have a certain enhancement and toughening effect on the cubic compressive strength of recycled concrete and the splitting tensile strength.
Regarding the same fiber admixture, the increase in the replacement rate of recycled coarse aggregate shows a more stable upward trend. Under the same fiber dosage, the increase in the replacement rate of recycled coarse aggregate results in a stable upward trend. The fiber in a dosage of 0.5% makes the compressive strength of concrete prepared with 100% recycled aggregates comparable to that of natural aggregate concrete, whilst achieving a c.a. 90% splitting tensile strength.
For the splitting tensile strength, the fluctuation of the splitting tensile strength of recycled concrete at a 0.1% fiber dosage tends to flatten out, and basalt fibers enhance the splitting tensile strength of concrete with a larger recycled aggregate substitution rate obviously.

Author Contributions

W.-Z.C., conceptualization, measurements and experiments, and draft writing; X.-F.C., writing—review and editing, supervising, and funding acquisition. All authors have read and agreed to the published version of the manuscript.

Funding

This project was financially supported by the Natural Science Foundation of Fujian, grant number 2023J01999; and the Engineering Research Center of Disaster Prevention and Mitigation of Southeast Coastal Engineering Structures of Fujian Province University, grant number 2022001.

Data Availability Statement

Data are contained within the article.

Acknowledgments

Special thanks to the ‘Testing Technology Center for Materials and Devices of Tsinghua Shenzhen International Graduate School’ for providing testing-related service.

Conflicts of Interest

The authors declare no conflict of interest.

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Figure 1. In-site photos of raw materials: NAs, natural coarse aggregates (left); RAs, recycled coarse aggregates (middle); BF, basalt fiber (right).
Figure 1. In-site photos of raw materials: NAs, natural coarse aggregates (left); RAs, recycled coarse aggregates (middle); BF, basalt fiber (right).
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Figure 2. Compressive strength of basalt fiber-reinforced recycled concrete.
Figure 2. Compressive strength of basalt fiber-reinforced recycled concrete.
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Figure 3. Compressive strength: (a) 3D trend surface of compressive strength, (b) contour map of compressive strength, (c) 3D distribution of absolute deviation, and (d) contour map of absolute deviation.
Figure 3. Compressive strength: (a) 3D trend surface of compressive strength, (b) contour map of compressive strength, (c) 3D distribution of absolute deviation, and (d) contour map of absolute deviation.
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Figure 4. Splitting tensile strength with quadratic function: (a) 3D trend surface of splitting tensile strength, (b) contour map of splitting tensile strength, (c) 3D distribution of absolute deviation, and (d) contour map of absolute deviation.
Figure 4. Splitting tensile strength with quadratic function: (a) 3D trend surface of splitting tensile strength, (b) contour map of splitting tensile strength, (c) 3D distribution of absolute deviation, and (d) contour map of absolute deviation.
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Figure 5. Splitting tensile strength with cubic function: (a) 3D trend surface of splitting tensile strength, (b) contour map of splitting tensile strength, (c) 3D distribution of absolute deviation, and (d) contour map of absolute deviation.
Figure 5. Splitting tensile strength with cubic function: (a) 3D trend surface of splitting tensile strength, (b) contour map of splitting tensile strength, (c) 3D distribution of absolute deviation, and (d) contour map of absolute deviation.
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Figure 6. The splitting tensile strength of basalt fiber-reinforced recycled aggregates.
Figure 6. The splitting tensile strength of basalt fiber-reinforced recycled aggregates.
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Figure 7. Schematic diagram of enhancement mechanism: without basalt fiber (left) and with basalt fiber (right).
Figure 7. Schematic diagram of enhancement mechanism: without basalt fiber (left) and with basalt fiber (right).
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Table 1. Chemical composition of cement and recycled clay brick powder (RCBP) (%).
Table 1. Chemical composition of cement and recycled clay brick powder (RCBP) (%).
SiO2Fe2O3Al2O3CaOMgOSO3Na2OK2OLOI
Cement 21.583.365.6261.312.322.41003.40
RCBP49.026.9731.564.880.8301.050.735.79
Table 2. Physical properties of aggregates.
Table 2. Physical properties of aggregates.
TypeApparent Density (kg/cm3)Bulk Density (kg/cm3)Water Absorption (%)Fineness Modulus (Mx)
Natural fine aggregate264014900.982.83
Natural coarse aggregate284017300.52-
Recycled coarse aggregate263015503.87-
Table 3. Physical properties of basalt fiber.
Table 3. Physical properties of basalt fiber.
Length/mmDiameter/µmDensity (g/cm3)Modulus of Elasticity/GPaTensile Strength/MPa
18152.641104800
Table 4. Mix. proportion of samples.
Table 4. Mix. proportion of samples.
Notation RA ContentBF DosageCement RCBPWaterSandsNARAWater ReducerBF
wt.%wt.%(kg/m3)(kg/m3)(kg/m3)(kg/m3)(kg/m3)(kg/m3)(kg/m3)(kg/m3)
1 (Control)00347.286.8210708106101.770.0
2200347.286.82107088492121.770.0
3300347.286.82107087433181.790.0
4400347.286.82107086374241.810.0
5500347.286.82107085315311.820.0
6600347.286.82107084246371.830.0
7800347.286.82107082128491.860.0
81000347.286.8210708010612.000.0
900.1347.286.8210708106101.790.4
10200.1347.286.82107088492121.880.4
11300.1347.286.82107087433181.910.4
12400.1347.286.82107086374241.920.4
13500.1347.286.82107085315311.940.4
14600.1347.286.82107084246372.020.4
15800.1347.286.82107082128492.030.4
161000.1347.286.8210708010612.240.4
1700.3347.286.8210708106102.021.3
18200.3347.286.82107088492122.021.3
19300.3347.286.82107087433182.151.3
20400.3347.286.82107086374242.151.3
21500.3347.286.82107085315312.161.3
22600.3347.286.82107084246372.211.3
23800.3347.286.82107082128492.271.3
241000.3347.286.8210708010612.371.3
2500.5347.286.8210708106102.052.2
26200.5347.286.82107088492122.212.2
27300.5347.286.82107087433182.242.2
28400.5347.286.82107086374242.252.2
29500.5347.286.82107085315312.292.2
30600.5347.286.82107084246372.312.2
31800.5347.286.82107082128492.412.2
321000.5347.286.8210708010612.462.2
Table 5. Parameter matrix of the fitted cubic polynomial of the compressive strength.
Table 5. Parameter matrix of the fitted cubic polynomial of the compressive strength.
b21b22b23b24b25b26b27b28b29b210
37.19−0.2133.94−0.010.00−36.460.000.300.001.60
Table 6. Parameter matrix of the fitted quadratic polynomial of the splitting tensile strength.
Table 6. Parameter matrix of the fitted quadratic polynomial of the splitting tensile strength.
b11b12b13b14b15b16
2.84−0.010.150.010.00−0.03
Table 7. Parameter matrix of the fitted cubic polynomial of the splitting tensile strength.
Table 7. Parameter matrix of the fitted cubic polynomial of the splitting tensile strength.
b21b22b23b24b25b26b27b28b29b210
2.71−0.011.16−0.010.00−3.910.00−0.010.005.75
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MDPI and ACS Style

Chen, W.-Z.; Chen, X.-F. Experimental Study and Mathematical Modeling of Mechanical Properties of Basalt Fiber-Reinforced Recycled Concrete Containing a High Content of Construction Waste. Constr. Mater. 2023, 3, 462-473. https://doi.org/10.3390/constrmater3040030

AMA Style

Chen W-Z, Chen X-F. Experimental Study and Mathematical Modeling of Mechanical Properties of Basalt Fiber-Reinforced Recycled Concrete Containing a High Content of Construction Waste. Construction Materials. 2023; 3(4):462-473. https://doi.org/10.3390/constrmater3040030

Chicago/Turabian Style

Chen, Wei-Zhi, and Xue-Fei Chen. 2023. "Experimental Study and Mathematical Modeling of Mechanical Properties of Basalt Fiber-Reinforced Recycled Concrete Containing a High Content of Construction Waste" Construction Materials 3, no. 4: 462-473. https://doi.org/10.3390/constrmater3040030

APA Style

Chen, W. -Z., & Chen, X. -F. (2023). Experimental Study and Mathematical Modeling of Mechanical Properties of Basalt Fiber-Reinforced Recycled Concrete Containing a High Content of Construction Waste. Construction Materials, 3(4), 462-473. https://doi.org/10.3390/constrmater3040030

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