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Article

Compressive Strength, Permeability, and Abrasion Resistance of Pervious Concrete Incorporating Recycled Aggregate

by
Xixuan Bai
1,2,
Heng Zhou
1,
Xiaoya Bian
1,2,*,
Xuyong Chen
1,2 and
Chengqiang Ren
1
1
School of Civil Engineering and Architecture, Wuhan Institute of Technology, Wuhan 430073, China
2
Hubei Provincial Engineering Research Center for Green Civil Engineering Materials and Structures, Wuhan 430073, China
*
Author to whom correspondence should be addressed.
Sustainability 2024, 16(10), 4063; https://doi.org/10.3390/su16104063
Submission received: 26 March 2024 / Revised: 15 April 2024 / Accepted: 10 May 2024 / Published: 13 May 2024
(This article belongs to the Special Issue Advancements in Green Building Materials, Structures, and Techniques)
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Abstract

:
Extensive use of cement in the construction industry increases CO2 emissions and has a negative impact on the environment. In this work, recycled coarse aggregate (RCA) from construction and demolition wastes (C&DW) was used to fabricate sustainable pervious concrete (PC). In order to mitigate the environmental hazards of excess cement waste and to improve the engineering properties of PC, silica fume (SF) and ground granulated blast-furnace slag (GGBS) were added. The effects of SF and GGBS on the compressive strength, permeability coefficient, porosity, and abrasion resistance of recycled aggregate pervious concrete (RAPC) were investigated. The results show that the incorporation of GGBS and SF effectively improves the compressive strength of RAPC but reduces the permeability coefficient and porosity. Moreover, due to the filling effect and pozzolanic activity, the incorporation of GGBS and SF significantly enhances the abrasion resistance of RAPC. Furthermore, the relationships between the compressive strength, permeability coefficient, porosity, and abrasion resistance of RAPC are clarified. The optimum replacement is achieved when the SF content is 7%, and the GGBS content is 20%, respectively, which results in the highest compressive strength (28.9 MPa) and the lowest permeability coefficient (1.2 mm/s) at 28 days, and the lowest mass loss rate (12.1%) after the Cantabro abrasion test.

1. Introduction

As urbanization progresses and infrastructure construction expands rapidly, substantial quantities of construction and demolition waste (C&DW) are generated, inevitably leading to environmental pollution [1,2,3,4]. The primary treatment for solid construction waste, such as discarded concrete, is direct landfilling, which significantly limits the utilization of renewable resources. Recycled coarse aggregate (RCA) is produced by crushing and sorting particles of discarded concrete, followed by screening and washing [5,6,7,8]. The utilization of RCA in concrete not only fosters sustainable development in the construction industry but also represents an economically and environmentally viable option. However, concrete incorporating RCA exhibits reduced mechanical and durability properties due to microcracks within the RCA [9,10], rendering it suitable primarily for non-structural or pavement applications.
Pervious concrete, pivotal for sponge city construction, features interconnected internal pores that effectively reduce stormwater runoff and facilitate sewage purification. Additionally, this material contributes to noise reduction and mitigation of the heat island effect. These benefits have led to the widespread use of pervious concrete in the construction of ecological parks, parking areas, and sidewalks [11,12,13]. The use of C&DW as an alternative to natural aggregates, combined with the environmental benefits of pervious concrete (PC), underscores its ecological advantages and its role in promoting the sustainability of the construction industry [14].
Recent research has investigated the use of RCA in the production of PC. It has been observed that as the RCA content increases, there is a gradual decrease in the mechanical properties, such as compressive strength and flexural strength, of recycled aggregate pervious concrete (RAPC), while the permeability coefficient tends to increase [15,16,17]. However, studies by Guneyisi et al. [18] and Lund et al. [19] have demonstrated that smaller aggregate sizes and lower water–cement ratios contribute to enhanced strength in RAPC. Lima et al. [20] reported that incorporating Hydroxypropyl methylcellulose (HPMC) with 50% RCA, alongside a superplasticizer, improved the mechanical properties of RAPC without compromising its permeability. Further, Tamimi et al. [21] found that the addition of date leaf fibers slightly affected the compressive strength of RAPC, yet significantly enhanced its tensile strength. Aliabdo et al. [22] examined the effects of various fibers and styrene–butadiene latex on the properties of RAPC, noting that polypropylene fibers and styrene–butadiene latex positively influenced the strength index, whereas rubber fibers reduced both compressive and tensile strengths. Based on the above literature, it can be found that factors such as RCA replacement rate and particle size play a significant role in the mechanical properties and permeability of RAPC. Optimal performance of RAPC is achieved when the RCA particle size is maintained within 5–20 mm, the replacement rate does not exceed 50%, the water–cement ratio is around 0.30, and the target porosity is controlled between 15% and 25%.
Long-term mass loss under dynamic traffic loads is a significant factor affecting the application of recycled aggregate pervious concrete (RAPC) pavements. Relative to conventional concrete, RAPC demonstrates inferior abrasion resistance due to its unique porous structure, rendering it more susceptible to external wear damage [23,24]. Nevertheless, these limitations can be ameliorated through the incorporation of supplementary cementitious materials (SCMs), which not only enhance the mechanical properties and abrasion resistance of concrete through microfilming and pozzolanic reactivity [25] but also facilitate a reduction in greenhouse gas emissions when used as cement substitutes, thereby safeguarding the environment [26]. Research by Debbarma et al. [27] revealed that the inclusion of silica fume (SF) and bagasse ash (BA) significantly augmented both the abrasion resistance and the resistance of concrete to chloride and sulfate ions. Ganesh and Murthy [28] explored the impact of ground granulated blast-furnace slag (GGBS) on Ultra high-performance concrete (UHPC), finding that an increase in GGBS content substantially boosted both the compressive strength and split tensile strength of UHPC. Additionally, regulating the quantity of RCA and integrating fibers has proven to be a beneficial strategy. Zaetanga et al. [29] examined the effect of aggregate type and substitution rate on the abrasion resistance of pervious concrete, noting improvements in both compressive strength and abrasion resistance when RCA content reached 20%. Ipek et al. [30] observed that substituting natural coarse aggregates (NCAs) with low-density polyethylene particles enhanced the abrasion resistance of pervious concrete. Similarly, research by Furkan Ozel et al. [31] demonstrated that the integration of different aggregates and fibers, notably steel fibers, significantly bolstered abrasion resistance, while the addition of polypropylene fibers markedly improved permeability. Although extensive studies have addressed various aspects of RAPC, its long-term abrasion resistance under vehicular loading has received limited attention. Moreover, the synergistic effects of SF and GGBS in enhancing the abrasion resistance of RAPC have not been thoroughly investigated. Thus, a detailed examination of the effects of SF and GGBS on the long-term performance of RAPC is urgently needed.
To mitigate the negative environmental impact of excessive cement waste and to enhance the overall performance of RAPC, in this study, silica fume (SF) and ground granulated blast-furnace slag (GGBS) were used as supplementary cementitious materials (SCMs) to replace cement. This study aimed to investigate the impacts of SF and GGBS on the compressive strength, permeability coefficient, porosity, and abrasion resistance of RAPC. Furthermore, an analysis was conducted to examine the interrelationships among these parameters. This study program is shown in Figure 1.

2. Materials and Methods

2.1. Raw Materials

Type-1 Ordinary Portland cement (strength grade 42.5) was used in this study. Its mechanical properties are shown in Table 1. The particle size of NCA ranged from 9.5 to 16 mm, and the particle size of RCA ranged from 4.75 to 16 mm. The mechanical properties of NCA and RCA are shown in Table 2. SF is a by-product of smelting alloys or silicon metal in ferroalloy plants, which is generally collected from the dust by condensation. GGBS is a by-product obtained from the production of pig iron in blast furnaces. The mineral chemical compositions of Portland cement, SF, and GGBS are revealed in Table 3. Superplasticizer (SP) is a polycarboxylic acid-type high-efficiency water-reducing agent with a water reduction rate of 30%. The water used is ordinary laboratory tap water.

2.2. Mix Design

The water–binder ratio selected for the test was 0.3, the target porosity was 18%, and the recycled aggregate replacement rate was 50%. The particle size of NCA ranged from 9.5 to 16 mm. The particle size of RCA ranged from 4.75 to 16 mm, and the mass ratio of RCAs with a size of 4.75–9.5 mm to those with a size of 9.5–16 mm was 3:1. The dosing rates of SF were 0%, 3.0%, 5.0%, 7.0%, and 9.0%. Based on the optimum SF dosing rate, GGBS was added at the rate of 10%, 15%, 20%, and 25%. The dosage was calculated based on the mass percentage of cementitious material. The specific mix proportion is shown in Table 4.

2.3. Preparation of RAPC

RAPC is formed in a different way than ordinary concrete. According to CJJ/T 135-2009 [32], the pervious concrete specimens were prepared by the secondary feeding method. Firstly, all the aggregates were mixed for 1 min, and then 60% water was added and mixed with the aggregates for 2 min to wet them. Secondly, the cement and mineral admixture was mixed for 1 min to make the admixture fully coat the aggregates. Thirdly, the remaining 40% of water was added and mixed for 2 min, and subsequently, the mixture was discharged. And then came the molding maintenance process. Firstly, the mixture was loaded into the mold in 3 layers, each time about one-third of the volume of the mold, and each layer was pounded evenly and vertically with a tamping stick. Secondly, the molds were placed on the vibrating table for 10 s, and then the surface of the molds was flattened with compaction plates. To prevent water evaporation, the molds were covered with wet geotextile. Finally, the molds were removed after 24 h, and the specimens were placed in a standard curing chamber for 28 days at a temperature of 20 ± 2 °C and a relative humidity equal to or higher than 95%. The specific test procedure is shown in Figure 2.

2.4. Performance Test

2.4.1. Compressive Strength

The compressive strength test was carried out according to ASTM C39/C39M standard [33]. The test apparatus is a WAW-1000 electro-hydraulic servo universal testing machine. Specimens were 100 mm × 100 mm × 100 mm cubes. The test age was 28 d, and the loading rate was 0.20–0.50 MPa/s. The compressive strength was calculated based on the principle of test data processing. As the test uses non-standard specimens, the calculation should be multiplied by the conversion factor of 0.95. The average results of these groups with three specimens were regarded as the compressive strength. The compressive strength was calculated according to Equation (1):
f c = F A
where fc (MPa) is the compressive strength of the sample, F (N) is the maximum load on the sample, and A (mm2) is the bearing area of the sample.

2.4.2. Permeability Coefficient

According to CJJ/T 135-2009 [32] Technical Specification for Pervious Cement Pavement, the permeability coefficient was determined by the fixed head method. The minimum permeability coefficient of pervious concrete in the specification was 0.5 mm/s. To ensure the accuracy of the test results, the average of the permeability coefficient of the three specimens was taken as the final data. The permeability coefficient was calculated according to Equation (2):
K = V L A Δ h t
where K (mm/s) is the permeability coefficient, V (L) is the amount of water flowing through the sample in a certain time, L (mm) is the height of the sample, A (mm2) is the measured cross-sectional area of the sample, Δh (mm) is the fixed head, and t (s) is the test time.

2.4.3. Porosity

The porosity of concrete was tested according to the method in ASTM C1754-12 [34]. Firstly, the specimens were placed in an oven at 105 °C for 24 h and then weighed to obtain the dry weight (M2). Then, the dried specimens were put into water, and the weight underwater (M1) was obtained. The average test results of three cylindrical specimens with a diameter and height of 100 mm were reported as the porosity percentage. The porosity was calculated according to Equation (3):
W = ( 1 − M 2 − M 1 V 0 P W ) × 100 %
where W (%) is the porosity of the sample, V0 (m3) is the measured volume of the sample, and Pw (kg/m3) is the water density.

2.4.4. Cantabro Abrasion Test

The abrasion test was performed with the Los Angeles abrasion tester (without adding steel balls inside). The test apparatus is shown in Figure 3. After 28 days of maintenance, the obtained 100 mm × 100 mm × 100 mm cubic specimens were placed in an oven at 65 °C for an 8 h drying treatment. Then, they were moved out and weighed (M1). The specimens were subsequently placed in the Los Angeles Abrasion Tester and rotated 500 times at a speed of 33 r/min. The dust on the surface was removed with a brush, and the specimens were weighed again (M2). Three specimens from each group were tested and the average value was taken as the result of the abrasion mass loss. The abrasion mass loss can be calculated according to Equation (4):
P = M 1 − M 2 M 1 × 100 %
where P (%) is the mass loss of the sample.

3. Results

3.1. Compressive Strength

The variation in compressive strength in RAPC incorporated with SF is shown in Figure 4. As per the figure, the compressive strength of RAPC initially increased and then decreased with the addition of SF. The RAPC incorporated with 7% SF exhibited the highest compressive strength. However, the compressive strength of RAPC with the 9% SF addition was slightly reduced compared to that of specimens containing 7% SF. For example, the compressive strengths of specimens S7G0 and S9G0 were 27.3 MPa and 26.9 MPa, respectively, which were 4.4% and 2.9% higher than the reference specimen OPC.
The variation in compressive strength in RAPC incorporated with SF and GGBS is shown in Figure 5. It can be seen that, with the increase in GGBS content, the compressive strength of RAPC incorporated with 7% SF increases firstly and then decreases. The combination of SF and GGBS enhances the compressive strength of RAPC more than that of SF incorporation only. The compressive strength of the S7G20 specimen was 28.9 MPa, which was 10.5% higher than the reference specimen OPC and 5.9% higher than specimen S7G0.

3.2. Porosity

Figure 6 presents the porosity variation in the RAPC incorporated with SF. The porosity of RAPC first decreased and then increased with the increase in SF. Compared to the compressive strength, the porosity of RAPC incorporated with 7% SF is the smallest. But the porosity of RAPC incorporated with 9% SF increased slightly compared to 7% SF. Specifically, the porosities of specimens S7G0 and S9G0 were 15.5% and 15.6%, respectively, which increased by 7.2% and 6.6% compared with the reference specimen OPC.
Figure 7 presents the porosity variation in the RAPC incorporated with SF and GGBS. With the increase in GGBS content, the porosity of RAPC incorporated 7% SF decreases firstly and then increases. The porosity of RAPC with combined SF and GGBS was lower than that with only SF incorporated. The porosity of specimen S7G20 was 13.2%, which was 20.96% lower than that of the reference specimen OPC and 14.84% less than that of specimen S7G0.

3.3. Permeability Coefficient

In addition to compressive strength, the variation in the permeability coefficient of RAPC can also directly reflect its engineering properties [35,36]. Figure 8 displays the effect of SF incorporation on the permeability coefficient of RAPC. The results show that the permeability coefficient first decreased and then increased with the increase in SF. Interestingly, as with porosity, the permeability coefficient of the RAPC incorporated with 7% SF was also the smallest. Meanwhile, the permeability coefficient of RAPC incorporated with 9% SF increased slightly compared to 7% SF. The permeability coefficients of specimens S7G0 and S9G0 were 2 mm/s and 2.13 mm/s, respectively, which were reduced by 14.89% and 9.36% compared with the reference specimen OPC.
Figure 9 illustrates the variation in SF and GGBS incorporation on the permeability coefficient in RAPC. With the increase in GGBS content, the permeability coefficient of RAPC incorporated with 7% SF decreases firstly and then increases. The permeability coefficient of RAPC with combined SF and GGBS was lower than that with only SF incorporated. The permeability coefficient of specimen S7G20 was 1.2 mm/s, which was 48.94% lower than that of the reference specimen OPC and 40% less than that of specimen S7G0. These results are larger than the specified minimum value (0.5 mm/s) for pervious concrete.

3.4. Abrasion Resistance

3.4.1. Effect of SF and GGBS on the Mass Loss Rate of RAPC

Figure 10 depicts the changes in the mass loss rate in RAPC incorporated with SF. The mass loss initially decreased and subsequently increased with the addition of SF. When the incorporation of SF was 7%, the mass loss rate of RAPC was the lowest, and the optimal abrasion resistance was achieved at this time. There was a slight increase in the mass loss rate of RAPC with 9% SF added compared to 7% SF. Notably, the mass loss rates of specimens S7G0 and S9G0 were 14% and 14.5%, respectively, which were 22.2% and 19.4% lower than the reference specimen OPC.
Figure 11 presents the variation in mass loss rate in RAPC incorporated with SF and GGBS. With the increase in GGBS content, the mass loss rate of RAPC incorporated 7% SF decreases firstly and then increases. The combined use of SF and GGBS enhanced the abrasion resistance of RAPC more than that of SF incorporation only. Specifically, specimen S7G20 exhibited a mass loss rate of 12.1%, representing a significant reduction of 32.78% compared with that of the reference specimen OPC and a 13.57% reduction compared with that of specimen S7G0.

3.4.2. Effect of the Number of Revolutions on the Morphological Changes in RAPC

Figure 12 illustrates the progressive morphological changes in RAPC after every 50 revolutions in the Cantabro abrasion test. Before the test, the RAPC specimens exhibited distinct angles. After 150 revolutions, the edges of the specimens had worn noticeably, and the detachment of aggregate at the angles had increased, resulting in visible pits on the sides. As the number of revolutions increased, the aggregate on the surface of the specimens detached significantly, revealing the internal pores of the RAPC. Consequently, the surface of the specimen became increasingly uneven, and gradually transformed into an elliptical shape, indicating severe wear and damage.

3.4.3. Effect of the Number of Revolutions on the Rate of RAPC Mass Loss

Cantabro tests were performed on reference specimen OPC, specimen S7G0, and specimen S7G20, and their mass loss rate per 50 revolutions was calculated. Figure 13 shows the relationship between the mass loss rate and the number of cycles in RAPC. The mass loss of RAPC increased with the number of revolutions and varied more markedly in the first 150 revolutions. Additionally, in terms of abrasion level, the specimens were ranked as OPC > S7G0 > S7G20, with OPC demonstrating the highest magnitude of abrasion. During the initial stage of the test, the external layer of the RAPC aggregate exhibited a weak bond, and the aggregate was prone to dislodging upon impact, leading to more rapid mass loss. As the test progressed and the abrasion increased, the unstable aggregates detached from the load, reducing the frictional effect and resulting in lower levels of abrasion. This detachment also contributed to the stabilization of the mass loss rate.

3.5. Relationship between Mechanical Properties and Abrasion Resistance of RAPC

The control of both compressive strength and permeability is crucial for the design of pervious concrete [37,38]. The relationships among compressive strength, permeability coefficient, porosity, and mass loss rate in RAPC are shown in Figure 14. It can be seen from Figure 14a that the permeability coefficient of RAPC decreases linearly with the increase in compressive strength after the addition of SF and GGBS (correlation coefficient, R2 = 0.92). Furthermore, with the increase in compressive strength, the mass loss rate decreases accordingly, and the abrasion resistance increases (correlation coefficient, R2 = 0.89). Figure 14b further illustrates that the compressive strength of RAPC decreases linearly with increasing porosity after the addition of SF and GGBS (correlation coefficient, R2 = 0.96). However, the permeability coefficient–porosity plot follows an almost linear increasing trend (correlation coefficient, R2 = 0.89).

3.6. Discussion

Improvement in the mechanical properties of concrete by supplementary cementitious materials has been confirmed by previous studies [39,40]. The incorporation of SF and GGBS enhances the compressive strength and abrasion resistance of RAPC due to the micro-filling effect and pozzolanic reactivity [41,42,43]. Compared to pure OPC, the combination of SF and GGBS accelerates the cement hydration and produces more C-S-H gels, which enhances the internal densification of RAPC, optimizes the interfacial transition zone, and refines the pore structure. Moreover, the addition of SF and GGBS effectively fills the pores between cement particles, reduces the number of harmful pores and the total porosity of RAPC, densifies the microstructure of RAPC, and thus improves the mechanical and permeability properties. At the same time, the partial replacement of cement by SF and GGBS can reduce the consumption of cement, which means that greenhouse gases emitted from industrial production will be reduced, protecting the environment and promoting the sustainable development of society. However, it should be noted that the high amount of SF and GGBS will affect the degree of cement hydration and easily cause the agglomeration of cement particles, which decreases the compressive strength and the permeability of RAPC.

4. Conclusions

The compressive strength, permeability coefficient, porosity, and abrasion resistance of pervious concrete made with RCA and SCMs were investigated. Based on the experimental results, the main conclusions are as follows:
  • Compared with the control PCs prepared with pure cement, the compressive strength of recycled aggregate pervious concrete firstly increased and then decreased with the content of SF increase. The combination of SF and GGBS showed a similar tendency. The addition of 7% SF and 20% GGBS exhibited the highest compressive strength, which reached 28.9 MPa at 28 days.
  • The permeability coefficient and porosity of recycled aggregate pervious concrete were firstly reduced and then slightly increased. The incorporation of SCMs could enhance the compressive strength, while significantly reducing the permeability and porosity of the PCs correspondingly. However, the lowest permeability coefficient (1.2 mm/s) of recycled aggregate pervious concrete with SCMs also meets the design requirements.
  • The mass loss of the recycled aggregate pervious concrete was firstly decreased and then declined with the increase in SF and GGBS content. The incorporation of 7% SF and 20% GGBS showed the excellent abrasion resistance of recycled aggregate pervious concrete in the Cantabro test.
  • Considering their superior compressive strength and excellent permeability, PCs with 50% RCA as coarse aggregate, and 7% SF and 20% GGBS as SCMs, are practical for the production of eco-friendly permeable paving blocks, which seems to be promising for application in building construction.

Author Contributions

Conceptualization, X.B. (Xixuan Bai) and C.R.; formal analysis, H.Z.; funding acquisition, X.B. (Xiaoya Bian); investigation, H.Z. and C.R.; methodology, X.B. (Xixuan Bai) and X.B. (Xiaoya Bian); resources, C.R.; validation, X.B. (Xixuan Bai); writing—original draft, H.Z. and C.R.; writing—review and editing, X.B. (Xiaoya Bian) and X.C. All authors have read and agreed to the published version of the manuscript.

Funding

This research was funded by the National Natural Science Foundation of China (52078396).

Data Availability Statement

Data are contained within the article.

Conflicts of Interest

The authors declare that they have no known competing financial interests or personal relationships that might have influenced the work reported in this paper.

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Figure 1. Flowchart of the research program.
Figure 1. Flowchart of the research program.
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Figure 2. Preparation of RAPC: (a) Mixing materials. (b) Plug and punch. (c) Vibration. (d) Mold assembly. (e) Mold removal. (f) Test block maintenance.
Figure 2. Preparation of RAPC: (a) Mixing materials. (b) Plug and punch. (c) Vibration. (d) Mold assembly. (e) Mold removal. (f) Test block maintenance.
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Figure 3. Cantabro abrasion test: (a) Abrasion test apparatus, (b) Illustration of the abrasion test.
Figure 3. Cantabro abrasion test: (a) Abrasion test apparatus, (b) Illustration of the abrasion test.
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Figure 4. Variation in compressive strength in RAPC incorporated with SF.
Figure 4. Variation in compressive strength in RAPC incorporated with SF.
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Figure 5. Variation in compressive strength in RAPC incorporated with SF and GGBS.
Figure 5. Variation in compressive strength in RAPC incorporated with SF and GGBS.
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Figure 6. Variation in porosity in RAPC incorporated with SF.
Figure 6. Variation in porosity in RAPC incorporated with SF.
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Figure 7. Variation in porosity in RAPC incorporated with SF and GGBS.
Figure 7. Variation in porosity in RAPC incorporated with SF and GGBS.
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Figure 8. Variation in permeability coefficient in RAPC incorporated with SF.
Figure 8. Variation in permeability coefficient in RAPC incorporated with SF.
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Figure 9. Variation in permeability coefficient in RAPC incorporated with SF and GGBS.
Figure 9. Variation in permeability coefficient in RAPC incorporated with SF and GGBS.
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Figure 10. Variation in mass loss rate in RAPC incorporated with SF.
Figure 10. Variation in mass loss rate in RAPC incorporated with SF.
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Figure 11. Variation in mass loss rate in RAPC incorporated with SF and GGBS.
Figure 11. Variation in mass loss rate in RAPC incorporated with SF and GGBS.
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Figure 12. Morphological changes in RAPC after every 50 revolutions in the Cantabro test: (a–k): 0–500 revolutions.
Figure 12. Morphological changes in RAPC after every 50 revolutions in the Cantabro test: (a–k): 0–500 revolutions.
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Figure 13. Relationship between mass loss rate and number of cycles in RAPC.
Figure 13. Relationship between mass loss rate and number of cycles in RAPC.
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Figure 14. Plots of (a) permeability coefficient and mass loss rate versus compressive strength, (b) compressive strength and permeability coefficient versus porosity.
Figure 14. Plots of (a) permeability coefficient and mass loss rate versus compressive strength, (b) compressive strength and permeability coefficient versus porosity.
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Table 1. Physical properties of cement.
Table 1. Physical properties of cement.
Density (kg/m3)Water for Standard Consistency (%)StabilitySetting Time
(min)		Compressive Strength
(MPa)		Flexural Strength
(MPa)
Initial SettingFinal Setting3 d28 d3 d28 d
315028.1qualified23129625.347.94.87.9
Table 2. Physical properties of aggregate.
Table 2. Physical properties of aggregate.
Aggregate TypeAggregate Size
(mm)		Apparent Density (kg/m3)Bulk Density (kg/m3)Water Absorption
(%)		Crushing Value
(%)
NCA9.50–16270015100.72.3
RCA4.75–9.50267012664.38.6
RCA9.50–16263112699.312.3
Table 3. Mineral chemical composition (%).
Table 3. Mineral chemical composition (%).
SiO2Al2O3Fe2O3CaOMgOSO3Ignition Loss
SF92.82.100.500.480.61—2.20
GGBS21.57.21.4850.10.43.321.98
Cement23.426.354.6563.41.862.651.72
Table 4. Mix proportion (kg/m3).
Table 4. Mix proportion (kg/m3).
NO.WaterCementNCARCASFGGBSSP
OPC127.76425.86739.9739.90.000.004.69
S3G0127.76413.08739.9739.912.780.004.69
S5G0127.76404.57739.9739.921.290.004.69
S7G0127.76396.05739.9739.929.810.004.69
S9G0127.76387.53739.9739.938.330.004.69
S7G10127.76353.45739.9739.929.8142.594.69
S7G15127.76332.17739.9739.929.8163.884.69
S7G20127.76310.88739.9739.929.8185.174.69
S7G25127.76289.59739.9739.929.81106.54.69
Note: For SAGD, SA indicates the amount of SF added, and GD indicates the amount of GGBS added. For example, S7G10 indicates RAPC with 7% SF and 10% GGBS added and similar marks on other charts.
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Bai, X.; Zhou, H.; Bian, X.; Chen, X.; Ren, C. Compressive Strength, Permeability, and Abrasion Resistance of Pervious Concrete Incorporating Recycled Aggregate. Sustainability 2024, 16, 4063. https://doi.org/10.3390/su16104063

AMA Style

Bai X, Zhou H, Bian X, Chen X, Ren C. Compressive Strength, Permeability, and Abrasion Resistance of Pervious Concrete Incorporating Recycled Aggregate. Sustainability. 2024; 16(10):4063. https://doi.org/10.3390/su16104063

Chicago/Turabian Style

Bai, Xixuan, Heng Zhou, Xiaoya Bian, Xuyong Chen, and Chengqiang Ren. 2024. "Compressive Strength, Permeability, and Abrasion Resistance of Pervious Concrete Incorporating Recycled Aggregate" Sustainability 16, no. 10: 4063. https://doi.org/10.3390/su16104063

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