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Article

Influence of Coarse Aggregate Type on the Mechanical Strengths and Durability of Cement Concrete

by
Lin Wang
1,
Han Yong
1,
Jinyu Lu
1,
Chunxue Shu
1 and
Hui Wang
2,3,*
1
School of Civil and Transportation Engineering, Beijing University of Civil Engineering and Architecture, Beijing 100044, China
2
School of Civil and Environmental Engineering, Ningbo University, Ningbo 315000, China
3
State Key Laboratory of Materials-Oriented Chemical Engineering, Nanjing 210000, China
*
Author to whom correspondence should be addressed.
Coatings 2021, 11(9), 1036; https://doi.org/10.3390/coatings11091036
Submission received: 1 August 2021 / Revised: 24 August 2021 / Accepted: 25 August 2021 / Published: 28 August 2021
(This article belongs to the Special Issue Interface and Surface Modification for Durable Concretes)
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Abstract

:
In this paper, the influence of coarse aggregate on the slump flow and the following mechanical strengths (flexural and compressive strengths), the shrinkage rate, the chloride penetration resistance, and the freeze–thaw resistance were investigated. Water–binder ratios in this study were 0.22, 0.30, 0.34, and 0.45. Sand ratio in this study was 0.45. All samples were cured for 7 d, 14 d, 28 d, and 56 d, respectively. Results indicated that the fluidity of cement concrete with different coarse aggregate increased in this order: gneiss < limestone < basalt < diabase. The mechanical strengths and shrinkage rate increased obviously with the increasing curing age when the curing age ranged from 7 days to 28 days. However, the mechanical strengths and shrinkage rate trended to a stable value when the increasing curing age increased from 28 days to 56 days. The mechanical strengths with different coarse aggregate increased in this order: diabase < basalt < limestone < gneiss. Meanwhile, the shrinkage rate demonstrated this trend of development: diabase < basalt < limestone < gneiss. The resistance to freeze–thaw cycles of cement concrete decreased with the increasing water–binder ratio. Meanwhile, the resistance to freeze–thaw cycles was closely related to the types of coarse aggregate.

1. Introduction

Cement concrete with large fluidity has been widely applied in recent construction industry of the whole world [1]. The ultra-high performance concrete has been applied in the production and application of bridge deck [2,3,4]. The workability and mechanical properties have been researched widely [5].
Coarse aggregate is the main composition of the cement concrete [6]. Some researchers have paid attention to the research of mechanical performances and durability of normal concrete with different coarse aggregate [7,8,9,10]. As some researchers [11,12,13] pointed out, the mechanical strength of coarse aggregate was the main factor affecting the mechanical performance of cement concrete when the other components of large fluidity cement concrete are the same. Moreover, the mechanical strength of coarse aggregate had a significant influence on the durability of large fluidity cement concrete [14,15,16]. However, coarse aggregate with higher strength could lead to a larger difference between the deformation and cement paste, thus increasing the micro cracks in the interface transition zone. Therefore, the mechanical strength and durability of large fluidity cement concrete were reduced.
Coarse aggregate mainly plays the role of skeleton in cement concrete [17,18,19,20]. Results of some research show that the physical and chemical properties of coarse aggregate demonstrated key roles on the mechanical strength, the fluidity, the setting time, and durability of cement concrete. When the external force is exerted on the cement concrete, micro cracks formed and increased due to the different elastic moduli between coarse aggregate and cement matrix, thus weakening the mechanical strength and durability of cement concrete. In addition to the function of skeleton and filling, coarse aggregate also plays a role in inhibiting the shrinkage of concrete [21,22,23]. Hearn et al. [24] concluded that the dry shrinkage of concrete is less than that of mortar due to “inhibition effect” of coarse aggregate on dry shrinkage, when the cement mortar matrix of cement concrete and cement mortar are the same.
Several researchers [25] pointed out that the mechanical strength of coarse aggregate demonstrated a positive correlation on the mechanical strength and the durability of cement concrete. However, higher mechanical strength of coarse aggregate may induce the reduction of mechanical strength of cement concrete with high fluidity due to the decreased water absorption of coarse aggregate [26]. Few researchers paid attention to the performance of coarse aggregate on the mechanical strength of cement concrete with high fluidity.
When the cement concrete is used in the environment, the penetration of chloride ions and the freeze–thaw cycles demonstrate significant influence on the corrosion resistance and long-term mechanical properties. However, little attention has been paid to the influence of coarse aggregate on the durability of high fluidity cement concrete.
In this paper, the diabase, basalt, limestone and gneiss on the mechanical strengths (flexural and compressive strengths), the shrinkage rate, the chloride penetration resistance, and the freeze–thaw resistance are investigated. Water–binder ratios in this study are 0.22~0.45 and the curing ages are 7~56 d. This study will provide a reference for the reasonable use of coarse aggregate in the engineering construction industry.

2. Experimental Section

2.1. Raw Materials

In this research, the ordinary Portland cement with the strength grade of 42.5 MPa, the appearance density of 3.0 g/cm3, the initial time of 151 min, and the final setting time of 234 min respectively produced by Beijing Jinyu Conch Co., Ltd., Beijing, China, were used. Grade I fly ash (FA) provided by Beijing Jingyeda New Building materials Co., Ltd., Beijing, China, S95 ground granulated blast furnace slag (GGBS) produced by Chengdu Yuefang Science and Trade Co., Ltd., Chengdu, China and the silica fume provided by Henan Yixiang New Material Co., Ltd., Zhengzhou, China, were used as mineral admixtures. The density, the specific surface area, and the loss on ignition of GGBS used in this study are 2.9 g/cm3, 436 m2/g, and 2.3%, respectively. The specific surface area of silica fume (SF) is 15 m2/g; meanwhile, the SF consists of 95.5% SiO2 and the density of SF is 2.2 g/cm3. The performance index of cement, SF, and GGBS meets the requirements of GB175-2007, GB/T21236-2007, and GB/T-18046-2008, respectively. Natural river sand with a fineness modulus of 2.40 produced by Beijing Yugou Group Co., Ltd, Beijing, China. is used as fine aggregate. Polycarboxylate water-reducing agent with a water reduction rate of 25% and solid content of 15% produced by Hebei Hezhong Building Materials Co., Ltd, Langfang, China. is used to adjust the fluidity of concrete. Gneiss, limestone, basalt, and diabase with a density of 2.58, 2.60, 2.74, and 2.65 g/cm3 are used as coarse aggregate, respectively. The particle size of the coarse aggregate is 5–31.5 mm. The crushing indexes of gneiss, limestone, basalt, and diabase are 10%, 6%, 5%, and 3%. The chemical composition and content of fly ash and slag powder are shown in Table 1.

2.2. Samples Preparation and Measurement

The water absorption of coarse aggregate is tested according to the following process: the coarse aggregate is immersed in distilled water for more than 48 h until the mass remains unchanged. Then, the coarse aggregate is removed from the water and wiped off by wet rags. After that, the mass (m0) of coarse aggregate is weighed. After this process, the mass (m) of coarse aggregate is weighed after being dried out.
The water absorption rate (W) can be calculated by Equation (1):
W = m − m 0 m 0
The compressive strength of parent rock of coarse aggregate is conducted as the following steps:
The parent rock of coarse aggregate is core sampling by a drill core sampler with the drill bit diameter of 50 mm, and then all core samplers are cut into cylinders with 50 mm. All cylinders are applied in the measurement of compressive strength. The experiments of water absorption rate of coarse aggregate and the compressive strength of cylinders are carried out according to the GB/T 14685-2011 Chinese standard [27].
In order to prepare the cement concrete specimens, the preparation can be described as follows.
The binder materials (cement, FA, GGBS and SF) sand and coarse aggregate are firstly added in the concrete mixer and stirred at a low speed of 60 rpm for 1 min. After this mixing, water and water-reducing agent are mixed in a glass for 2 min and added to the concrete mixer and mixed for the last 3 min. Finally, all fresh mixture is poured into oiled molds to form specimens with sizes of 100 mm × 100 mm × 100 mm, 100 mm × 100 mm × 300 mm, 100 mm × 100 mm × 400 mm and Φ 100 mm × 400 mm. All specimens are sealed by plastic sheets for 2 days curing at room temperature (20 ± 2 °C) and then demolded. After demolding, the specimens are cured in a standard maintenance environment (20 ± 2 °C, above 90% relative humidity). When 28 days standard curing are finished, specimens with sizes of 100 mm × 100 mm × 100 mm and 100 mm × 100 mm × 400 mm are applied in the measurement of compressive and flexural strengths, respectively. The shrinkage rate is determined by fixing the dial indicator on the longitudinal axis of the concrete specimens with a size of 100 mm × 100 mm × 300 mm as shown in Figure 1. The shrinkage rate is obtained by calculating the reduction rate of values from the dial indicator. All mechanical property parameters are determined according to the GB/T 50081-2002 Chinese standard [28]. Specimens with a size of 100 mm × 100 mm × 400 mm are immersed in the distilled water until saturated. Then, the saturated specimens are moved to the rapid freezing and thawing test machine for concrete to carry out the fast freeze–thaw experiment. Distilled water is used as freeze–thaw medium. Specimens with a size of Φ 100 mm × 50 mm are immersed in the BSJ concrete intelligent vacuum water filling machine produced by Shanghai Meiyu Instrument Equipment Co., Ltd. (Shanghai, China). After water saturation, an ion penetration experiment is conducted. The freeze–thaw experiment and ion penetration experiment are carried out according to Chinese standard GB/T 50082-2009 [29].

3. Results and Discussion

3.1. Properties of Coarse Aggregate

Figure 2 shows the water absorption of coarse aggregate, and Figure 3 shows the compressive strength of rock of coarse aggregate. As shown in Figure 2 and Figure 3, the water absorption of coarse aggregate decreases in this order: gneiss > limestone > basalt > diabase and the compressive strength of rock of coarse aggregate increases in this order: gneiss < limestone < basalt < diabase, indicating that lower mechanical strength of coarse aggregate results in higher water absorption.

3.2. The Rheological Properties of Fresh Paste

Figure 4 shows the dosage of water-reducing agent for cement concrete with different types and the same content of coarse aggregate. In this study, the slump flow of all fresh paste is kept to 500–510 mm. The dosage of a water-reducing agent is applied to reflect the fluidity of fresh cement concrete. Higher dosage of a water-reducing agent means lower fluidity. Therefore, it can be obtained from Figure 4 that the dosage of a water-reducing agent decreases in this order: fresh concrete-gneiss > fresh concrete-limestone > fresh concrete-basalt > fresh concrete-diabase, indicating that the fluidity of fresh concrete demonstrates this order: fresh concrete-gneiss < fresh concrete-limestone < fresh concrete-basalt < fresh concrete-diabase. The variation of the rheological performance induced by the coarse aggregate is attributed to the fact that the water absorption capacity of coarse aggregate demonstrates in this order: diabase > basalt > limestone > gneiss, thus resulting in the results of the fluidity. It can be observed from Figure 4 that the dosage of water-reducing agent increases with the decreasing water–binder ratio. This is attributed to the fact that cement concrete with a lower water–binder ratio possesses less water, thus needing more water-reducing agent [30].
Figure 5 and Figure 6 show the mechanical strengths (compressive and flexural strengths) of cement concrete with coarse aggregates of gneiss, limestone, basalt, and diabase, respectively. As shown in Figure 5 and Figure 6, the mechanical strengths of cement concrete increase with the increasing curing age. When the water–binder ratio is higher than 0.34, the mechanical strengths demonstrate in this order: Specimens-limestone > Specimens-gneiss > Specimens-diabase > Specimens-basalt. However, when the water–binder ratio is lower than or equal to 0.3, the compressive strength decreases in this order: Specimens-diabase > Specimens-basalt > Specimens-limestone > Specimens-gneiss. The reasons for the results of mechanical strengths can be explained as follows:
When the water–binder ratio is lower than or equal to 0.3, the mechanical strengths are dominated by the water–binder ratio of cement concrete and the mechanical strengths of coarse aggregate [31,32,33]. However, the water absorption capacity of coarse aggregate shows in this order: diabase > basalt > limestone > gneiss. When the strength of coarse aggregate is the main factor, cement concrete with higher strength coarse aggregate presents higher mechanical strength. However, when water–binder ratio of cement concrete is the main factor, cement concrete has a higher water absorption coarse aggregate, which can lead to decreasing the water–binder ratio of cement concrete possessing higher mechanical strength. Therefore, when the water–binder ratio is higher than 0.34, the compressive strength of cement concrete with coarse aggregates of limestone is the highest and the compressive strength of cement concrete with coarse aggregates of basalt is the lowest. Meanwhile, when the water–binder ratio is lower than or equal to 0.3, the mechanical strengths decrease in this order: Specimens-diabase > Specimens-basalt > Specimens-limestone > Specimens-gneiss.
Figure 7 shows the shrinkage rate of cement concrete with different types of coarse aggregate. As shown in Figure 7, the shrinkage rate of cement concrete firstly increases and then keeps a stable increasing trend with the increasing curing age. It can be observed from Figure 7 that the shrinkage rate of concrete with different types of coarse aggregate decreases in this order: Specimens-diabase > Specimens-basalt > Specimens-gneiss > Specimens-limestone. Finally, compared Figure 7 (a–d), it can be obtained that the decreasing water–binder ratio is able to increase the shrinkage rate of cement concrete.
Figure 8 shows the electrical flux of cement concrete determined by the measurement of chloride ion permeability by electric flux method according to Chinese standard GB/T 50082-2009. It can be depicted from Figure 8 that the decreasing water–binder ratios lead to the reduction of electrical flux. This is attributed to the fact that the decreasing water–binder ratio can improve the compactness of cement concrete, thus decreasing the permeability of chloride ion and reducing the electrical flux [34,35]. Moreover, the electrical flux of cement concrete with different types of coarse aggregate decrease in this order: Specimens- gneiss > Specimens-limestone > Specimens-basalt > Specimens- diabase. The results of the electrical flux of cement concrete can be attributed to the fact that the chloride permeability of cement concrete is dependent on its compactness. When the mechanical strength of coarse aggregate is high and the following compactness is high, the electrical flux of cement concrete increases with the decreasing mechanical strength of coarse aggregate.
Figure 9 shows the mass loss ratio of cement concrete with different types of coarse aggregate. It can be observed from Figure 9 that the mass loss ratio increases with the increasing freeze–thaw cycles. Moreover, the decreasing water–binder ratio leads to the reduction of mass loss ratio. The variation of the mass loss ratio can be attributed to the fact that the decreasing water–binder ratio can increase the compactness of cement concrete, thus reducing the pore water in concrete and reducing the frost heaving stress during freeze–thaw cycles. Therefore, the mass loss ratio decreases with the decreasing water–binder ratio.
Figure 10 shows the relative dynamic modulus during freeze–thaw cycles. As depicted in Figure 10, the relative dynamic modulus decreases with the increasing times of freeze–thaw cycles. This is attributed to the fact that the inner micro cracks of the cement concrete are extended and expanded by the frozen-heave stress from freeze–thaw cycles. The increased inner micro cracks can reduce the velocity of the acoustic wave leading eventually to decreasing the relative dynamic modulus of cement concrete [36,37,38,39]. Moreover, as observed from Figure 10, the relative dynamic modulus of cement concrete with a lower water–binder ratio after different freeze–thaw cycles is higher than that with a higher water–binder ratio. The variation of the relative dynamic modulus during freeze–thaw cycles can be attributed to the fact that the internal structure of cement concrete with a lower water–binder ratio is more compact than that of cement concrete with a higher water–binder ratio [40,41,42,43]. Therefore, the relative dynamic modulus increases with the increasing water–binder ratio. When the water–binder ratio of cement concrete is 0.45, the relative dynamic modulus decreases in this order: Specimens-gneiss > Specimens-limestone > Specimens-basalt > Specimens-diabase. Meanwhile, when the water–binder ratios are 0.34, 0.3, and 0.22, the relative dynamic modulus decreases in this order: Specimens-diabase > Specimens-gneiss > Specimens-basalt > Specimens- limestone.

4. Conclusions

Based on this study, the following conclusions can be drawn.
Due to the influence of water–binder ratio and the water absorption capacity of coarse aggregate, the fluidity of fresh cement concrete can be summarized. The fluidity of fresh concrete demonstrates this order: fresh concrete-gneiss < fresh concrete-limestone < fresh concrete-basalt < fresh concrete-diabase due to the fact that the water absorption capacity of coarse aggregate demonstrates in this order: diabase > basalt > limestone > gneiss, thus resulting in the results of the fluidity. Moreover, the dosage of water-reducing agent increases with the decreasing water–binder ratio due to the fact that cement concrete with lower water–binder ratio possesses less water, thus needing more water-reducing agent.
The mechanical strengths of cement concrete with different types of coarse aggregate depend on the strength and water absorption of coarse aggregate. When the water–binder ratio is higher than 0.34, the mechanical strengths are demonstrated in this order: Specimens-limestone > Specimens-gneiss > Specimens-diabase > Specimens-basalt. However, when the water–binder ratio is lower than or equal to 0.3, the compressive strength decreases in this order: Specimens-diabase > Specimens-basalt > Specimens-limestone > Specimens-gneiss.
The shrinkage rate of concrete firstly keeps an obvious growth trend and then grows slowly with the increasing curing age. The shrinkage rate of concrete with different types of coarse aggregate decreases in this order: Specimens-diabase > Specimens-basalt > Specimens- gneiss > Specimens-limestone. Additionally, the shrinkage rate is increased by reducing the water–binder ratio.
The chloride ion permeability and freeze–thaw resistance are dominated by the mechanical strengths of the cement concrete with different types of coarse aggregate. The decreasing water–binder ratios lead to the improved resistance to chloride penetration and freeze–thaw cycles. Moreover, the resistance to chloride penetration and freeze–thaw cycles of cement concrete with different types of coarse aggregate increases in this order: Specimens-gneiss < Specimens-limestone < Specimens-basalt < Specimens- diabase. The resistance to freeze–thaw cycles of cement concrete decreased with the increasing water–binder ratio. Finally, the resistance to freeze–thaw cycles was closely related to the types of coarse aggregate. The influence of coarse aggregate on the resistance to freeze–thaw cycles of the cement concrete depended on the water–binder ratios.

Author Contributions

Conceptualization, L.W. and H.W.; methodology, L.W.; software, H.Y.; validation, L.W.; J.L. and H.W.; formal analysis, C.S.; investigation, C.S.; resources, L.W.; data curation, H.Y.; writing—original draft preparation, L.W.; writing—review and editing, L.W.; visualization, H.W.; supervision, H.W.; project administration, L.W.; funding acquisition, H.W.; All authors have read and agreed to the published version of the manuscript.

Funding

This work is sponsored by the National Natural Science Foundation of China (No. 51878360).

Institutional Review Board Statement

Not applicable.

Informed Consent Statement

Not applicable.

Data Availability Statement

The data used to support the findings of this study are available from the corresponding author upon request

Conflicts of Interest

The authors declare that there are no conflict of interest regarding the publication of this paper.

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Figure 1. Measurement of the expansion rate of specimen.
Figure 1. Measurement of the expansion rate of specimen.
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Figure 2. Water absorption of a coarse aggregate.
Figure 2. Water absorption of a coarse aggregate.
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Figure 3. Compressive strength of the rock of a coarse aggregate.
Figure 3. Compressive strength of the rock of a coarse aggregate.
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Figure 4. The dosage of a water-reducing agent for cement concrete.
Figure 4. The dosage of a water-reducing agent for cement concrete.
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Figure 5. The compressive strength of concrete with different types of coarse aggregate: (a) water-binder ratio of 0.45; (b) water-binder ratio of 0.34; (c) water-binder ratio of 0.30 and (d) water-binder ratio of 0.22.
Figure 5. The compressive strength of concrete with different types of coarse aggregate: (a) water-binder ratio of 0.45; (b) water-binder ratio of 0.34; (c) water-binder ratio of 0.30 and (d) water-binder ratio of 0.22.
Coatings 11 01036 g005
Coatings 11 01036 g006 550
Figure 6. The flexural strength of concrete with different types of coarse aggregate: (a) water-binder ratio of 0.45; (b) water-binder ratio of 0.34; (c) water-binder ratio of 0.30 and (d) water-binder ratio of 0.22.
Figure 6. The flexural strength of concrete with different types of coarse aggregate: (a) water-binder ratio of 0.45; (b) water-binder ratio of 0.34; (c) water-binder ratio of 0.30 and (d) water-binder ratio of 0.22.
Coatings 11 01036 g006
Coatings 11 01036 g007a 550Coatings 11 01036 g007b 550
Figure 7. The shrinkage rate of coarse aggregate concrete: (a) water-binder ratio of 0.45; (b) water-binder ratio of 0.34; (c) water-binder ratio of 0.30 and (d) water-binder ratio of 0.22.
Figure 7. The shrinkage rate of coarse aggregate concrete: (a) water-binder ratio of 0.45; (b) water-binder ratio of 0.34; (c) water-binder ratio of 0.30 and (d) water-binder ratio of 0.22.
Coatings 11 01036 g007aCoatings 11 01036 g007b
Coatings 11 01036 g008 550
Figure 8. The electrical flux of cement concrete.
Figure 8. The electrical flux of cement concrete.
Coatings 11 01036 g008
Coatings 11 01036 g009 550
Figure 9. The mass loss ratio during freeze–thaw cycles: (a) water-binder ratio of 0.45; (b) water-binder ratio of 0.34; (c) water-binder ratio of 0.30 and (d) water-binder ratio of 0.22.
Figure 9. The mass loss ratio during freeze–thaw cycles: (a) water-binder ratio of 0.45; (b) water-binder ratio of 0.34; (c) water-binder ratio of 0.30 and (d) water-binder ratio of 0.22.
Coatings 11 01036 g009
Coatings 11 01036 g010 550
Figure 10. The relative dynamic modulus during freeze–thaw cycles: (a) water-binder ratio of 0.45; (b) water-binder ratio of 0.34; (c) water-binder ratio of 0.30 and (d) water-binder ratio of 0.22.
Figure 10. The relative dynamic modulus during freeze–thaw cycles: (a) water-binder ratio of 0.45; (b) water-binder ratio of 0.34; (c) water-binder ratio of 0.30 and (d) water-binder ratio of 0.22.
Coatings 11 01036 g010
Table
Table 1. Chemical composition and content of fly ash and slag powder (%).
Table 1. Chemical composition and content of fly ash and slag powder (%).
TypesAl2O3SiO2Fe2O3CaOSO3K2OMgOOther
Cement5.4720.863.9462.232.660.481.73/
Fly ash42.8636.758.655.230.490.430.245.35
GGBS14.8626.750.8949.422.490.463.241.89
Silica fume0.2794.50.830.54//0.971.9
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MDPI and ACS Style

Wang, L.; Yong, H.; Lu, J.; Shu, C.; Wang, H. Influence of Coarse Aggregate Type on the Mechanical Strengths and Durability of Cement Concrete. Coatings 2021, 11, 1036. https://doi.org/10.3390/coatings11091036

AMA Style

Wang L, Yong H, Lu J, Shu C, Wang H. Influence of Coarse Aggregate Type on the Mechanical Strengths and Durability of Cement Concrete. Coatings. 2021; 11(9):1036. https://doi.org/10.3390/coatings11091036

Chicago/Turabian Style

Wang, Lin, Han Yong, Jinyu Lu, Chunxue Shu, and Hui Wang. 2021. "Influence of Coarse Aggregate Type on the Mechanical Strengths and Durability of Cement Concrete" Coatings 11, no. 9: 1036. https://doi.org/10.3390/coatings11091036

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