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Article

Experimental Study on Performance of High-Performance Concrete Based on Different Fine Aggregate Systems

by
Xiaojun He
1,
Enjin Zhu
1,
Mingxiang Zhang
1,
Liao Wu
2,* and
Peiguo Li
3
1
Yunnan Trading Group Yunling Construction Co., Ltd., Kunming 650200, China
2
School of Civil Engineering, Guizhou University, Guiyang 550025, China
3
Chongqing Jiaotong University Construction Engineering Quality Testing Center Co., Ltd., Chongqing 400074, China
*
Author to whom correspondence should be addressed.
Buildings 2025, 15(18), 3386; https://doi.org/10.3390/buildings15183386
Submission received: 7 August 2025 / Revised: 27 August 2025 / Accepted: 14 September 2025 / Published: 18 September 2025
(This article belongs to the Special Issue Reliability, Resilience and Sustainability for Construction and Infrastructure Systems)
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Abstract

To advance the adoption of manufactured sand, this study investigated concrete mix designs wherein manufactured sand partially substituted natural river sand and fully replaced fine aggregates. The influences of the water–binder ratio and fly ash content were also examined. Experimental findings indicate that at replacement rates of 50% and 70%, the workability and mechanical properties of mixed sand concrete experienced a decline. The mechanical performance of concrete improved as the water–binder ratio decreased. Additionally, the strength properties of manufactured sand concrete initially increased with higher fly ash content but slightly decreased when fly ash content reached 30%. Nevertheless, all strength metrics still satisfied the design specifications. Thus, the overall performance of high-performance concrete incorporating manufactured sand remains favorable, demonstrating its viability as a full replacement for river sand in concrete production.

1. Introduction

Owing to its advantages, including high compressive strength, durability, workability, and constructability, concrete has become one of the primary materials used in civil engineering applications. The demand for concrete and concrete aggregates has risen substantially in recent years, driven by global economic development and large-scale infrastructure construction. The reliance on natural river sand—a non-renewable resource-as a primary material in conventional concrete mix design has led to a growing disparity between its scarcity and the escalating demand. According to a United Nations Environment Programme report, river sand has become the world’s second most consumed natural resource after water, with annual extraction exceeding 50 billion tons. This has resulted in severe issues such as riverbed incision and ecosystem degradation affecting nearly 80% of rivers worldwide. Concurrently, international sustainability requirements are becoming increasingly stringent. Policy frameworks such as the EU’s Green Deal and China’s “Dual Carbon” strategy impose mandatory low-carbon transition demands on the building materials industry. Against this backdrop, finding sustainable alternatives to river sand is considered a focal scope of our investigation in the international civil engineering. Manufactured sand-rock particles smaller than 4.75 mm produced through mechanical crushing and screening—has emerged as a key pathway to alleviate resource pressure and drive the green transformation of the concrete industry. Its advantages include abundant raw material sources, controllable production processes, and the ability to optimize performance through design.
A wealth of experimental research has been carried out on manufactured sand concrete. For instance, Yang et al. [1] and Hao et al. [2] investigated the effects of mineral powder on manufactured sand concrete. Their results showed that mineral powder improves workability and mechanical properties while effectively reducing shrinkage. Huang et al. [3] evaluated the effects of flaky particle size and dosage on mortar properties (fluidity/strength). The research demonstrated a negative correlation between flaky particle dimensions/content and the measured properties (fluidity, strength, impermeability), with flexural strength being more significantly compromised than compressive strength. Wang et al. [4] carried out a systematic study on the performance of manufactured sand concrete, encompassing its workability, pumpability, mechanical strength, and durability. The results demonstrated that manufactured sand concrete exhibits excellent workability and pumpability, meeting the requirements for ultra-high pumping construction. Ye et al. [5] examined the impact of stone powder dosage in blended sand on the early-age volume changes of high-performance concrete. Their findings revealed that both pure manufactured sand and blended sand high-performance concrete outperform pure river sand concrete in early-age plastic cracking resistance. An et al. [6] formulated blended medium-sand concrete by combining natural ultra-fine sand and limestone manufactured sand in specific proportions. Under identical mix designs, they compared its workability, strength, shrinkage, and creep properties with natural river sand (medium sand) concrete, successfully applying it in the concrete construction of the Fujiang River No. 3 Bridge. Rathore Y et al. [7,8,9] evaluated the potential of Deccan Basalt manufactured sand (DBMS) as a sustainable substitute for river sand (RS) in concrete, examining replacement levels ranging from 0% to 100%. Results reveal that fully replacing RS with DBMS significantly enhances compressive strength (CS) and durability, with minimal weight and strength loss under acid attack. Chintada et al. [10] investigated the matrix properties and interface characteristics of ECC tailored with Manufactured sand (M-sand) replacing the river sand at varying proportions. The test data indicated that complete replacement with M-sand in ECC mixtures resulted in a significant enhancement in compressive strength—by up to 29%—while having only a minor effect on tensile performance. Sathvik et al. [11] conducted a study on the partial replacement of conventional cement and river sand (R-sand) with recycled waste materials, specifically fly ash and manufactured sand (M-sand). The findings demonstrated that the incorporation of these alternative materials contributed to an enhancement in the compressive strength of concrete.
Furthermore, researchers worldwide have extensively studied how the characteristics of manufactured sand—including its particle shape, mineral crystallization, and stone powder content—affect the properties of concrete. Yang et al. [12]. examined the effect of mica content in manufactured sand on the workability and mechanical performance of concrete. Their findings demonstrated that decreasing the mica content leads to a notable improvement in both the compressive and tensile strength of concrete. Zhang et al. [13] examined how the content of stone powder influences the workability and mechanical properties of concrete. Their results indicated that concrete strength declines significantly once the replacement level of cement with stone powder exceeds 20%. Yao et al. [14] prepared concrete using river sand, manufactured sand, and aeolian sand to conduct experimental studies on mechanical properties and durability under different working conditions. The findings demonstrated that the use of manufactured sand enhances the mechanical performance of concrete, whereas the incorporation of aeolian sand leads to its deterioration. Wang [15] conducted a comparative analysis on the influence of stone powder content in limestone manufactured sand on the frost resistance of concrete under saline conditions. The findings revealed that an optimal content of stone powder not only improves the mechanical properties but also enhances the salt-freezing durability of concrete made with manufactured sand. Bian Libo et al. [16] applied digital image processing technology to evaluate the particle shape characteristics of composite sand made from natural sand and manufactured sand in the Beijing area. The findings revealed that an optimal blending ratio activates the “secondary skeleton” effect of manufactured sand, leading to a substantial enhancement in the overall performance of mortar. Peng Xinghua et al. [17] investigated the influence of shaping parameters such as medium type, medium ratio, mill speed, and material-to-ball ratio on the morphological characteristics of manufactured sand. The results indicated that, under suitable conditions, a vertical rod-type stirred mill can significantly improve the particle shape of manufactured sand and optimize the gradation of coarser particles. Li Wangyang et al. [18] tested the workability, compressive strength, and chloride ion diffusion coefficient of manufactured sand concrete with different limestone powder contents. The findings demonstrated that higher stone powder content leads to reduced compressive strength and an increased chloride migration coefficient in manufactured sand concrete. Xia Yijian et al. [19] investigated the influence of tuff stone powder on the properties of manufactured sand concrete. Their results indicated that the concrete slump initially increases and subsequently decreases with rising tuff stone powder content. Meanwhile, both the compressive and flexural strengths were observed to decline. Chen [20] examined how stone powder content affects the mixing behavior and mechanical strength of manufactured sand concrete. It was found that a suitable amount of stone powder not only enhances the workability but also improves the mechanical properties of the concrete.
Although significant progress has been made in manufactured sand and blended sand technologies [21,22,23,24,25,26,27], the application of high-pumpability, high-performance manufactured sand concrete in bridge engineering projects in Yunnan Province remains unreported. Therefore, this study aims to systematically address the key issues concerning mix proportion design and performance optimization for ultra-high pier pumped manufactured sand high-performance concrete in regions with wide temperature variations. The study aims to establish a scientific foundation and offer technical guidance for the application of bridge engineering in mountainous and canyon regions, as well as to facilitate the wider adoption of manufactured sand.

2. Test Profile

2.1. Raw Materials

This study aims to evaluate the feasibility of substituting river sand with manufactured sand for the preparation of high-performance pumped concrete. The primary constituents used in the experimental program are detailed in Table 1.
As shown in Figure 1, the river sand used in the experiment is natural river sand from Honghe, Yunnan Province, China, and the manufactured sand is limestone manufactured sand from Qiubei, Yunnan Province. The crushed stone is made from manufactured sand crushed stone of limestone in Qiubei, Yunnan. As the project is located in a seismic zone and due to geological activities, the mechanized sandstone parent rock contains a certain amount of dolomitic crystals.
The testing procedures for river sand and manufactured sand were performed as governed by the Chinese national standards GB/T 14684-2022 [28] and JGJ 52-2006 [29]. According to experimental testing, the mechanism sand exhibits a crushing value index of 4.7%, a clay content of 0.6%, a methylene blue value of 0.3 g/kg, a rock powder content of 3.3%, a bulk density of 1570 Kg/m3, and a fineness modulus of 2.9. As shown in Figure 2, these parameters meet the requirements for Grade 2 high-quality manufactured sand as per the standard. Based on experimental measurements, the tested manufactured sand demonstrates the following characteristics: a crushing value of 4.7%, clay content of 0.6%, MB value of 0.3 g/kg, stone powder content of 3.3%, volumetric density of 1570 kg/m3, and fineness modulus of 2.9. All these parameters conform to the specifications for Grade II high-quality manufactured sand as defined by the applicable standard. In comparison, the tested river sand showed a crushing value of 14%, clay content of 0.4%, MB value of 0.4 g/kg, stone powder content of 7%, volumetric density of 1612 kg/m3, and fineness modulus of 3.1.
Table 2 and Table 3 summarize the compositional properties of the cement and fly ash, respectively.

2.2. Proportioning Design

This study focuses on the mix design of C50 high-performance pumped concrete, with the aim of investigating the effects of manufactured sand replacement ratio, water-to-binder ratio, and fly ash content on the workability and mechanical properties of concrete. In accordance with the JGJ55-2011 specification [30], the unit weight method was employed for concrete mix proportioning, with a target density of 2450 kg/m3. The influences of key parameters—including manufactured sand replacement rate (50%, 70%, 100%), fly ash content (10%, 20%, 25%, 30%), and water-to-binder ratio (0.31, 0.32, 0.33)—on the performance of high-performance concrete (HPC) with manufactured sand were systematically evaluated. The detailed mix proportions are provided in Table 4.

2.3. Specimen Making and Test Method

2.3.1. Specimen Making

To characterize the fundamental mechanical properties of high-performance concrete made with manufactured sand, each mix proportion was used to fabricate 15 cubes, 6 prisms, and 3 rectangular beams in compliance with the Chinese National Standard GB/T 50081-2019 [31]. These specimens were utilized to determine the compressive strength at 3, 7, and 28 days, respectively. The flexural tensile strength and elastic modulus were evaluated exclusively at the 28-day curing age. As shown in Figure 3, the specimens were manufactured with the following dimensions: 150 mm × 150 mm × 150 mm for cubes, 150 mm × 150 mm × 300 mm for prisms, and 150 mm × 150 mm × 550 mm for rectangular beams. After 24 h of curing, the specimens were demolded and transferred to a standard curing chamber until the designated testing ages.

2.3.2. Test Method

An experimental study was conducted to characterize the workability and mechanical performance of high-performance pumped concrete. The working performance mainly tests indicators such as slump, spread, and time loss. According to the “Standard Test Methods for Properties of Ordinary Concrete Mixtures” GB/T50080-2016 [32], the tests were conducted using a slump meter and a steel ruler.
For mechanical property tests, in accordance with the relevant provisions of the “Standard for Test Methods of Physical and Mechanical Properties of Concrete” GB/T50081-2019 [31], the primary properties assessed include compressive strength, flexural strength, splitting tensile strength, elastic modulus, and related mechanical indicators.
Furthermore, the microstructural characteristics and hydration products of concrete prepared with river sand, manufactured sand, and their blends were examined using scanning electron microscopy (SEM).

3. Result and Discussion

3.1. Workability

3.1.1. Slump

Figure 4 presents the influence curves of the sand replacement rate, water-to-binder ratio, and fly ash content on the slump of concrete. The results indicate that while the use of manufactured sand as a replacement for river sand generally reduces concrete slump, the specific replacement rate (from 50% to 100%) has negligible impact on slump. This can be attributed to the fact that variations in replacement ratio within this range cause minimal change to the skeletal gradation of the blended sand, thereby exerting little influence on slump. A decrease in the water-to-binder ratio leads to a slight reduction in concrete slump, though the effect is not pronounced. In contrast, the slump increases with higher fly ash content up to 25%, beyond which it begins to decline. The maximum slump of 278 mm was achieved with a sand replacement rate of 100%, a water-to-binder ratio of 0.33, and a fly ash content of 25%, meeting the workability requirements for high-performance concrete. This behavior occurs because a higher water-to-binder ratio supplies more free water to lubricate the mixture, and the spherical particles of fly ash enhance fluidity. Together, these factors significantly improve the workability of fresh concrete.

3.1.2. Slump Flow

Figure 5 illustrates the effects of manufactured sand replacement rate, water-to-binder ratio, and fly ash content on the expansion behavior of concrete. The results demonstrate that, consistent with their influence on slump, the incorporation of manufactured sand in place of river sand reduces concrete expansion, although the specific replacement ratio shows negligible impact. Concrete expansion diminishes slightly with a lower water-to-binder ratio, yet the change remains marginal.
An increase in fly ash content initially enhances expansibility up to 25%, beyond which a decline is observed. The maximum expansion value of 640 mm was achieved under the following conditions: 100% manufactured sand replacement, a water-to-binder ratio of 0.33, and 25% fly ash content. This result complies with the performance criteria established for high-performance concrete.

3.1.3. Inverted Emptying Time

Figure 6 shows the influence curves of manufactured sand replacement rate, water–binder ratio and fly ash content on inverted concrete emptying time. The findings indicate that the inverted emptying time prolongs as the replacement ratio of manufactured sand rises. A 100% replacement of river sand with manufactured sand leads to a 50% increase in emptying time. Conversely, the emptying time shortens with a reduction in the water-to-binder ratio and also decreases with a higher fly ash content. The shortest inverted emptying time observed was 10.18 s, achieved under the mix condition of 100% manufactured sand replacement, a water-to-binder ratio of 0.33, and a fly ash content of 25%.

3.2. Mechanical Property

As this experiment focuses on large-volume concrete for bridge construction, particularly in vertically loaded members, the key performance indicators evaluated include compressive strength, flexural tensile strength, and elastic modulus.

3.2.1. Compressive Strength

Figure 7 illustrates the influence of manufactured sand replacement rate, water-to-binder ratio, and fly ash content on the 3-day, 7-day, and 28-day compressive strength of concrete. The results demonstrate that a 50% replacement rate has a marginal impact on compressive strength across all curing ages. However, at higher replacement levels of 70% and 100%, reductions in early-age (3d and 7d) strength are observed. By 28 days, the compressive strength of concrete with manufactured sand closely approximates that of river sand concrete, reaching 63.9 MPa at the 70% replacement level.
Compressive strength gradually increases with a lower water-to-binder ratio, whereas higher fly ash content leads to a decrease in strength. At a 30% fly ash replacement rate, the 3-day and 28-day compressive strengths measure 41.6 MPa and 57.8 MPa, respectively, reflecting reductions of 23.1% and 15.7% compared to the values observed at a 10% replacement rate.

3.2.2. Flexural Tensile Strength

Figure 8 illustrates the influence of manufactured sand replacement rate, water-to-binder ratio, and fly ash content on the 28-day flexural tensile strength of concrete. The results indicate that partially replacing river sand with manufactured sand enhances the flexural tensile strength, whereas complete replacement leads to lower strength compared to conventional river sand concrete.
A decrease in the water-to-binder ratio consistently improves flexural tensile strength. Under a constant water-to-binder ratio and full manufactured sand replacement, the flexural tensile strength initially increases and then decreases with higher fly ash content. The maximum 28-day flexural tensile strength of 11.2 MPa occurs at a fly ash replacement rate of 25%, representing a 21.2% increase compared to the strength at a 10% replacement rate. This improvement is primarily attributed to the denser internal structure and reduced porosity resulting from the incorporation of fly ash.

3.2.3. Splitting Tensile Strength

Figure 9a demonstrates the influence of manufactured sand replacement rate on the splitting tensile strength of concrete. Notably, river sand concrete shows the lowest splitting tensile strength among the tested mixtures. This behavior can be attributed to the relatively high fineness modulus (3.1) of the river sand, classifying it as coarse sand and resulting in increased internal porosity. Under mechanical loading, this porous microstructure facilitates crack initiation and propagation. In comparison, concrete prepared with manufactured sand, which has a lower fineness modulus of 2.9 (within the medium sand range), exhibits a denser matrix with reduced porosity under identical gradation conditions, thereby contributing to its improved mechanical performance.
Figure 9b presents the influence of water-to-binder ratio on concrete tensile strength. Overall, a lower water-to-binder ratio corresponds to higher splitting tensile strength. However, M-01 (water-to-binder ratio: 0.32) shows 0.9% higher tensile strength than M-02 (water-to-binder ratio: 0.31). This anomaly may be attributable to variations in the reactivity of internal stone powder or fly ash.
Figure 9c presents the relationship between fly ash content and the tensile strength of manufactured sand concrete. Under conditions of constant total binder content, a higher dosage of fly ash leads to improved tensile performance. This enhancement is mainly due to the dual role of fly ash: it contributes to cementitious reactivity and acts as a micro-filler that densifies the matrix by reducing internal pores, resulting in superior mechanical properties.

3.2.4. Modulus of Elasticity

Figure 10 illustrates the effects of manufactured sand replacement rate, water-to-binder ratio, and fly ash content on the 28-day elastic modulus of concrete. The results indicate that the elastic modulus increases with a higher replacement rate of manufactured sand, a lower water-to-binder ratio, and a greater fly ash content, demonstrating a consistent upward trend.
This behavior can be attributed to the morphological and structural properties of manufactured sand, which promote stronger bonding between aggregates and the cementitious matrix, thereby enhancing both flexural strength and elastic modulus. Furthermore, as indicated in Section 2.1, the manufactured sand used in this study has a fineness modulus of 2.9, compared to 3.1 for river sand, and exhibits more continuous gradation. These characteristics contribute to a denser concrete microstructure.
The higher stone powder content in manufactured sand further reduces porosity and refines the internal structure. In addition, the lower water-to-binder ratio and increased fly ash content help fill internal pores, resulting in a more compact matrix and improved elastic modulus.

4. Microstructural Analysis

Based on microscopic examination of river sand concrete (R), manufactured sand concrete (M), and blended sand concrete with 50% and 70% replacement (RM-50%, RM-70%), scanning electron microscopy (SEM) was employed to characterize the internal microstructure. The images reveal that all concrete types exhibit fine internal pores due to variations in density. Under applied stress, microcracks initiate and propagate preferentially along these porous regions.
Figure 11 reveals that the interface between manufactured sand and hydration products is relatively compact, indicating strong bonding that enables synergistic load-bearing performance. In blended sand concrete, traces of CaCO3 were detected. This is attributed to the presence of stone powder in manufactured sand, where certain fractions exhibit chemical reactivity, leading to the formation of CaCO3.
From the microscopic structure, it can be observed that the core reason why fly ash improves the workability of concrete lies in its unique spherical physical morphology, which provides a lubricating effect and enhances fluidity. Secondly, the small particle size of fly ash contributes to a filling effect, thereby releasing free water, reducing water demand, and increasing density. Furthermore, the slow chemical reactivity of fly ash reduces the early water demand and heat of hydration in concrete, further optimizing its workability.

5. Conclusions

This research adopts an integrated methodology combining experimental investigation and theoretical analysis to evaluate how the water–binder ratio, fly ash content, and proportion of manufactured sand influence the workability and mechanical performance of concrete produced with river sand, manufactured sand, and their blends. Microstructural features of the various concrete mixtures were characterized using scanning electron microscopy (SEM). The principal findings are summarized as follows:
(1)
An increase in manufactured sand content led to a reduction in concrete slump. Complete replacement of river sand (100%) resulted in a 4.0% decrease in slump. In contrast, the spread flow of concrete improved with elevated levels of manufactured sand and fly ash. Specifically, at a water-to-binder ratio of 0.3, a 9.7% increase in spread flow was observed.
(2)
The incorporation of manufactured sand contributed to an enhancement in the compressive strength of concrete, with the 28-day strength peaking at 63.9 MPa under a 70% replacement ratio. A reduction in the water-to-binder ratio further improved compressive performance, yielding a strength of 66.9 MPa at a ratio of 0.3. Conversely, an increase in fly ash content resulted in a decline in compressive strength, which measured 57.8 MPa at a 25% incorporation rate.
(3)
The 28-day flexural strength of concrete reached an optimal value of 6.9 MPa with a 50% replacement of manufactured sand. A lower water-to-binder ratio further enhanced the flexural performance, achieving a peak strength of 7.6 MPa at a ratio of 0.31. Additionally, the maximum 28-day flexural strength observed with 20% fly ash content was 7.1 MPa.
(4)
The splitting tensile strength of concrete exhibited a positive correlation with the content of manufactured sand, peaking at 4.3 MPa with a 70% replacement rate. At a water-to-binder ratio of 0.3, the tensile strength reached its maximum value of 4.6 MPa. Furthermore, higher fly ash content also contributed to enhanced tensile performance, achieving a peak strength of 4.6 MPa at a 25% incorporation rate.
(5)
The elastic modulus exhibited an increasing trend with higher manufactured sand replacement rates, lower water-to-binder ratios, and greater fly ash content. Nevertheless, the influence of the manufactured sand replacement rate on the elastic modulus was relatively minor. In comparison, both a reduced water-to-binder ratio and an elevated fly ash content significantly improved the elastic modulus, which reached a maximum 28-day value of 5.0 × 104 MPa.
(6)
Microstructural analysis revealed that both blended sand and manufactured sand concrete exhibited a denser internal matrix. It should be noted, however, that the stone powder in manufactured sand may undergo carbonation during hydration, forming calcium carbonate and consequently affecting concrete performance.

Author Contributions

Methodology, L.W.; Formal analysis, M.Z.; Investigation, X.H., E.Z. and L.W.; Resources, P.L. All authors have read and agreed to the published version of the manuscript.

Funding

This research received no external funding.

Data Availability Statement

The original contributions presented in this study are included in the article. Further inquiries can be directed to the corresponding author.

Acknowledgments

Financial support for this research was provided by the Science and Technology Project of Yunnan Communications Investment & Construction Group Yunling Construction Co., Ltd. (Grant No. YLJS-KF-2024-04). Experimental work, including tests of mechanical strength, softening coefficient, density, and water absorption, was carried out at the Testing Center of the College of Civil Engineering, Guizhou University. The authors gratefully acknowledge this institutional and technical support.

Conflicts of Interest

Authors Xiaojun He, Enjin Zhu and Mingxiang Zhang were employed by the company Yunnan Trading Group Yunling Construction Co., Ltd. Author Peiguo Li was employed by the company Chongqing Jiaotong University Construction Engineering Quality Testing Center Co., Ltd. The remaining authors declare that the research was conducted in the absence of any commercial or financial relationships that could be construed as a potential conflict of interest. The sponsors had no role in the design, execution, interpretation, or writing of the study.

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Figure 1. Aggregate.
Figure 1. Aggregate.
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Figure 2. Test of fine aggregate gradation curve.
Figure 2. Test of fine aggregate gradation curve.
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Figure 3. Specimen making and maintenance.
Figure 3. Specimen making and maintenance.
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Figure 4. Effect of parameters on the concrete mix slump.
Figure 4. Effect of parameters on the concrete mix slump.
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Figure 5. Effect of parameters on the slump flow of Concrete mix.
Figure 5. Effect of parameters on the slump flow of Concrete mix.
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Figure 6. Effect of parameters on the inverted emptying time.
Figure 6. Effect of parameters on the inverted emptying time.
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Figure 7. Influence curve of concrete compressive strength.
Figure 7. Influence curve of concrete compressive strength.
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Figure 8. Influence curve of flexural tensile strength of concrete.
Figure 8. Influence curve of flexural tensile strength of concrete.
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Figure 9. Influence curve of splitting tensile strength.
Figure 9. Influence curve of splitting tensile strength.
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Figure 10. Influence curve of elastic modulus.
Figure 10. Influence curve of elastic modulus.
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Figure 11. SEM result.
Figure 11. SEM result.
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Table 1. Materials.
Table 1. Materials.
No.Kind of MaterialInformation or Remark
1CementP.O 52.5 ordinary Portland cement
2Fly AshGrade II fly ash
3Fine Aggregatemechanism sand (0.75–4.75 mm)—Qiubei, Yunnan
river sand (0.75–4.75 mm)—Honghe, Yunnan
4Coarse Aggregatemechanism sand (5.0–20.00 mm)
5AdmixtureHY-PI high-performance water reducer with a water reduction rate of 27.5%
6watertap water (pH ≈ 7)
Table 2. Chemical components of grade P·O 52.5 cement.
Table 2. Chemical components of grade P·O 52.5 cement.
Chemical Components (g/kg)
CaSiAlSFeMgKTi
314.343.45.916.70.00.07.31.3
Table 3. Chemical composition of fly ash.
Table 3. Chemical composition of fly ash.
Chemical Components (g/kg)
fly ashCaSiAlSFeMgKTi
7.558.814.02.165.10.013.69.8
Table 4. Test specimen design.
Table 4. Test specimen design.
IDWater–Binder RatioTotal Cementitious Materials Content (kg/m3)CementFly Ash (kg/m3)Manufactured Sand (kg/m3)River Sand (kg/m3)Coarse Aggregate (kg/m3)Water (kg/m3)Water Reducer (kg/m3)
0.75–4.75 mm0.75–4.75 mm5–10 mm10–20 mm
R0.33480.0432.048.00.0839.7308.8926.5158.05.9
RM-50%0.33480.0432.048.0419.8419.8308.8926.5158.05.9
RM-70%0.33480.0432.048.0586.7253.0308.8926.5158.05.9
M0.33480.0432.048.0839.70.0308.8926.5158.05.9
M-010.32495.0445.549.5581.9251.0306.3918.9158.06.5
M-020.31510.0459.051.0577.0249.0303.7911.2158.07.0
M-030.30525.0472.552.5572.2247.0301.2903.6158.07.3
M-040.33480.0384.096.0839.70.0308.8926.5158.05.9
M-050.33480.0360.0120.0839.70.0308.8926.5158.05.9
M-060.33480.0336.0144.0839.70.0308.8926.5158.05.9
Note: In the table, R denotes concrete prepared entirely with river sand, M indicates concrete made with 100% manufactured sand, and RM represents mixed sand concrete produced by combining river sand and manufactured sand. Mixes M-01 to M-03 were designed to investigate the influence of the water–binder ratio, while M-04 to M-06 were used to examine the effect of fly ash content.
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He, X.; Zhu, E.; Zhang, M.; Wu, L.; Li, P. Experimental Study on Performance of High-Performance Concrete Based on Different Fine Aggregate Systems. Buildings 2025, 15, 3386. https://doi.org/10.3390/buildings15183386

AMA Style

He X, Zhu E, Zhang M, Wu L, Li P. Experimental Study on Performance of High-Performance Concrete Based on Different Fine Aggregate Systems. Buildings. 2025; 15(18):3386. https://doi.org/10.3390/buildings15183386

Chicago/Turabian Style

He, Xiaojun, Enjin Zhu, Mingxiang Zhang, Liao Wu, and Peiguo Li. 2025. "Experimental Study on Performance of High-Performance Concrete Based on Different Fine Aggregate Systems" Buildings 15, no. 18: 3386. https://doi.org/10.3390/buildings15183386

APA Style

He, X., Zhu, E., Zhang, M., Wu, L., & Li, P. (2025). Experimental Study on Performance of High-Performance Concrete Based on Different Fine Aggregate Systems. Buildings, 15(18), 3386. https://doi.org/10.3390/buildings15183386

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