Effects of the Particle Shape and Size on the Single-Particle Breakage Strength

Qing, Yun; Qiu, Zhenfeng; Tang, Yi; Deng, Wenjie; Zhang, Xujin; Miu, Jilun; Song, Shaoxian

doi:https://doi.org/10.1155/2022/3386025

Advances in Civil Engineering

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Abstract Introduction Discussion Discussion Conclusion Data Availability Conflicts of Interest Acknowledgments References Copyright Related Articles

Research Article | Open Access

Volume 2022 | Article ID 3386025 | https://doi.org/10.1155/2022/3386025

Effects of the Particle Shape and Size on the Single-Particle Breakage Strength

Yun Qing,^1,2Zhenfeng Qiu ,^1,2Yi Tang,¹Wenjie Deng,³Xujin Zhang,¹Jilun Miu,¹and Shaoxian Song⁴

Academic Editor: Valeria Vignali

Received17 Jun 2022

Revised05 Oct 2022

Accepted06 Oct 2022

Published01 Dec 2022

Abstract

The strength and deformation of a soil foundation are related to the strength of each particle. Maybe the shape affects the strength of a particle. In this study, single-particle breakage tests were conducted on limestone particles of different sizes to analyze the influence of limestone particle shapes on the particle crushing strength. The results showed that 90 percent of limestone particle shapes were oblate spherical, subspherical, and long spherical particles randomly selected from the soil foundation. The single-particle breakage test results showed that the characteristic stress of limestone particles increases with the increased particle size. The crushing strength of limestone particles increased with the increase in particle size. There was a significant size effect on the single-particle compressive strength. The relationship between the characteristic strength and the particle size can be fitted by a power exponential formulation of four types of limestone particle shapes. The more irregular the particle shape, the smaller the Weibull modulus (m) and the power index and the more obvious the particle strength size effect.

1. Introduction

Granular materials, such as sands, rock-fill, and coarse-grained soil, are widely used in ports and wharf fills, dams, and foundation works. The strength and deformation of the filler are important indicators that threaten the safety of the structure. The mechanical properties of the filler are affected by many factors, including particle composition, mechanical properties of particles, shape, size, and roughness of compositions [1–5]. Brzesowsky et al. [6] investigated the adaptability of the micromechanical model for single-particle compression failure based on Hertz fracture mechanics and linear elastic fracture mechanics. Frossard et al. [7] proposed a novel method to evaluate the shear strength of coarse-grained soil based on the size effect of particle strength from the perspective of fracture mechanics. Wang et al. [8] and Huang et al. [9] showed that the relationship between the cumulative survival probability and the crushing stress of particles follows the Weibull distribution. Xu et al. [10] and Mi and Chi [11] established the correlation between the particle crushing strength and particle size based on the fractal model and the logistic equation. Li et al. [12] postulated that the size effect differs from normal contact force and anisotropy at the microscopic level, causing a difference in peak strength. Huang et al. [13] performed a simulation using the particle flow code and found that particle size influences the load-displacement curve, tensile strength, and rupture model. Zhou and Song [14] simulated and analyzed the influence of the size effect on the creep properties of rockfill; furthermore, the authors introduced a calculation equation that considers the size effect and stress level.

Limestone is often used for subgrade filling and dam construction. In the filler, limestone particles are often too large to test their mechanical properties in laboratory tests. It is difficult to investigate their macroscopic mechanical and deformation characteristics by means of laboratory tests. Filler compositions were usually downsized before laboratory tests, for which the strength and deformation parameters obtained in laboratory tests appear with a pronounced size effect due to the limits of sample size [15]. Li and Chen [16] revealed that the shear strength of intensively weathered granite decreases with increasing sample size. In the single-particle compression tests conducted by Zhou et al. [17], a numerical simulation of the single-particle compression test was performed, and the results indicated that the crushing strength of different particle groups follows the Weibull distribution and that the particle characteristic strength and particle size exhibit an exponential relationship. The sample is primarily formed by the mechanical disintegration of composition of the single particle. Xiao et al. [18, 19] showed that the strength and deformation behavior of rockfill materials are the key factors in determining the stability of the dam and are closely related to particle crushing characteristics. The particle size and shape of the single particle have an impact on particle strength. A single-particle compression test conducted by Meng et al. [20] showed that the particle crushing of mudstone and sandstone differs in the fractal dimension. As the minimum load-bearing unit of the rockfill, rock particles are vulnerable to crushing. Numerous studies have suggested that the strength of a single particle exhibits a noticeable size effect, which indicates that particle crushing strength decreases with increasing particle size. Dan et al. [21, 22] showed the spatial distribution of porosity is nonuniform, and permeability and porosity increase with time.

Laboratory tests, theoretical research, and numerical simulations have suggested that single-particle strength has a size effect. The size effect is influenced by the size, shape, and material of particles. Nevertheless, the influence of particle shapes on the size effect has not been studied extensively, which highlights the necessity of investigating this influence by quantifying the shapes of limestone particles.

In this study, we used a custom-designed particle shape measurement system to acquire digital images of limestone particles that were categorized into three particle groups, namely, 10–20 mm, 20–40 mm, and 40–60 mm. The particle profile was obtained using image processing software ImageJ, followed by particle shape parameter calculation. Subsequently, an analysis was performed based on shape quantification results. The influence of particle size features on the size effect of single-particle crushing strength was studied in combination with a single-particle compression test. The analysis results indicated that flatness and the axial coefficient decrease with increasing particle size. The results obtained herein would be beneficial to analyzing the size effect of particle strength.

2. Particle Contour Measurement Method

2.1. Materials

Limestone used in this study was collected from the rockfill of the Miaotang Dam, Wushan County, Chongqing. Limestone was ash-black carbonate rock, which is primarily composed of calcite with a small amount of dolomite. It was fresh and unweathered with a specific weight of 2.72 and a negligible water content of 0.05%. 100 particles were selected randomly for each particle group (10–20 mm, 20–40 mm, and 40–60 mm) for testing and analysis. Limestone particles are shown in Figure 1.

2.2. Particle Contour Capture Methods

To obtain the profiles of limestone particles, a 2D contour feature photography assistant system was produced based on the three-dimensional shape feature measurement system developed by Li et al. [23] for stone particles. It includes an outer frame, a light-transmitting plate, a wooden slat, a camera lever, and a light source, as shown in Figure 2. The particle image acquisition angle α was defined as the angle between the vertical direction of the camera and the light-transmitting plate. Five different acquisition angles (α = 30°, 60°, 90°, 120°, and 150°, 90° in Figure 2) were set by adjusting the placement of the light-transmitting plate and the wooden slat. To eliminate shadows during photography, the light source was placed under the light-transmitting plate. To mitigate the error caused by the distance between the camera and particles at different acquisition angles, the distance between the square holes in the outer frame was 600, 346, 173, 173, and 346, as shown in Figure 2.

The particle contour capture system requires the processing of numerical images into black and white binary images (or called as grayscale binary images) and threshold-based particle profile boundary distinction. The particle contour can be captured by the following steps: (1) digital image import, (2) image scale setting, (3) conversion into 8-bit grayscale images, (4) image binarization, (5) sharpening of the particle profile by threshold adjustment, (6) particle profile acquisition, and (7) shape parameter calculation. The particle contours of different acquisition angles are shown in Figure 3.

3. Particle Shape Classification and Shape Parameters

Particle shape plays a key role in determining particle grouping behavior. Accurate characterization and analysis of aggregate morphology are crucial for investigating particle material properties in more detail. Some researchers suggested making visual comparisons and describing particle shapes using charts [24–28]. First, Zingg [29] classified particle shapes into flat, spherical, foliated, and columnar based on the I/L and S/I ratios (L, I, and S represent the largest, second largest, and smallest sizes). Krumbein [30] developed a roundness comparison map. Powers [31] proposed a roundness scale for visual comparison and manual determination of roundness and sphericity. Krumbein and Sloss [32] suggested the estimation of particle shapes based on particle sphericity and roundness. Blott and Pye [33] furthered the findings of Zingg and developed a new chart based on the top quantile of I/L and S/I and used it to further classify particle shapes. A schematic of basic particle size parameters is shown in Figure 4, and the long and short axes of the equivalent ellipse were used.

Various methods are available for measuring L, I, and S [33]. Limestone particle size could be measured directly using a clipper or calculated by contours captured by using the 2D contour feature photography assistant system. L, I, and S represent three lengths in the orthogonal direction: I was perpendicular to L and S was perpendicular to L and I simultaneously. Therefore, the surface with the largest projection area (i.e., the surface where L and I are located) was placed as the bottom surface during image acquisition. S was measured at the surface perpendicular to L and I to obtain its top and front views, followed by L, I, and S calculations using ImageJ.

The particle shape can be described by three different characteristics. Macroscopically, particle shape features include flatness, overall profile coefficient, and roundness. Microscopically, the particle shape can be classified according to surface texture and roughness. Between macro and micro, the particle shape can be classified according to rounding degree and convexity. In this study, the particle shape was classified from the parameters listed in Table 1.

4. Particle Shape Classification Results and Discussion

In this study, the Simon shape classification method was used to classify limestone particles using the ratio relationships between I/L and S/I. Figure 5 shows the shape of classified limestone particles. Oblate, subspherical, and prolate particles accounted for a higher proportion in all particle groups, i.e., 90%, 87%, and 92% in the 10–20 mm, 20–40 mm, and 40–60 mm groups, respectively. Discoid or rod-shaped particles were scarce, and no spherical particles were present in the 40–60 mm group.

Table 2 shows the statistics of the shape parameters of the limestone particles in different particle size groups. The statistical average of each shape parameter was calculated based on 100 particles in each size group. The small variances of various shape parameters in each particle group indicated that parameters were less discrete. As shown in Figure 6, the statistical average of each shape parameter served as the ordinate and particle size served as the abscissa to investigate the variations in flatness, axial coefficient, roundness, sphericity, convexity, and roughness with particle size.

The larger the value of flatness e, the longer the particle. Larger flatness suggests a flatter, narrower, and longer particle. The closer e is to 1, the more spherical the overall particle shape. Figure 6 shows that with the increase in particle size, the flatness e and the axial coefficient aspect decreased, and the particle changed from elongated and flaky to subspherical.

Circularity R was used to characterize the degree of resemblance of the boundary of the particle plane to a circle. The closer it is to 1, the more circular the overall particle plane. Figure 6 shows that circularity R increased with particle size. Convexity C is used to characterize the angularity of a particle surface. The fewer the angles, the larger the convexity (≤1). As shown in Figure 6, convexity increased with particle size but at a smaller amplitude. This suggests that particle angularity decreases with increasing particle size.

Roughness r is a shape indicator used to describe the microscopic texture of the particle surface. The higher the roughness, the larger the fluctuation of the particle profile and the rougher the particle surface. As shown in Figure 6, roughness r showed an upward trend with the decrease in particle size, which indicates that the particle boundary becomes more irregular as particle size decreases.

5. Single-Particle Breakage Test

5.1. Test Method

Three hundred limestone particles were subjected to a single-particle compression test on a universal testing machine (Figure 7). An electrohydraulic servo control device with a maximum loading capacity of 500 kN was used with a loading rate of 1 mm/min. Before loading, the surfaces of limestone particles were cleaned by using a brush, which were placed on upper and lower pressure plates. During the test, the surface where L and I were located was placed as the bottom surface for uniaxial compression. The upper loading plate was adjusted until it steadily contacted particles, and then start loading until the particle break. The test load and axial displacement data were recorded by using the testing machine. Figure 8 shows the typical force-displacement curve. The point of the peak stress is shown in Figure 8.

5.2. Test Results

Figure 9 shows the scatterplot of the particle peak force and displacement. It can be seen that the test data points are scattered, and the peak load and its corresponding displacement in the same particle group are distributed over a wide range without an obvious pattern. The peak load force and displacement were the smallest in the 10–20 mm particle group; however, both increased and were distributed over a wider range with the increase in particle size. The peak load force and its corresponding displacement were particularly discrete in the 40–60 mm particle group. Furthermore, different particle groups overlapped with each other. Thus, a statistical method was used to analyze the crushing strength of limestone particles.

6. Discussion

6.1. Weibull Statistical Distribution

At present, researchers have performed compression tests for brittle materials with different particle shapes and calculated crushing strength by Equation (1), as shown in Table 3, implying that the equation is reasonable for nonspherical (or non-subspherical) shapes.

The tensile strength of rock or soil is usually measured indirectly by compressing the particles between plates until they fail. McDowell and Amon [34] defined the bursting stress (crushing strength ) on a single particle with a diameter d under the action of force F as follows:where F is the peak load force upon particle crushing (N), d is the distance between the upper and lower loading plates, which is also the nominal particle diameter (mm), and is the bursting stress on the particle (MPa).

Previous research indicates that particle crushing strength follows the Weibull distribution. Based on the Weibull weakest link theory, McDowell and Amon [34] described the survival probability (P_s (d)) of a particle with a diameter d loaded between plates as follows:where is the reference particle size (mm), is the characteristic stress at a particle survival probability of 37% (MPa), and m is the Weibull modulus, which decreases with the increase in strength discreteness. Strength discreteness determines the size effect of strength.

From Equation (2), the strength relationship of different particle sizes of the same granular material can be deduced as follows:

Since particle materials were the same, the following equation can be obtained:

The correlation between the characteristic stress and particle size can be derived as follows:

The cumulative survival probability of particles in a certain particle group [35] is given bywhere n is the total number of test samples, according to the single-particle strength of the samples in ascending order. Given that the single grain strength of the sample at a position i in the sequence is σ_i, the probability that the grain-sized sample is not broken under a certain stress is P_s(σ).

For particles of the same size, d = . By substituting this equation into Equation (2) and taking logarithm on both sides, the following equation is obtained:

It can be inferred that ln (ln (1/P_s)) and lnσ are linearly related. The Weibull modulus (m) is the slope of the straight line, and the characteristic stress () can be obtained based on the intercept of the straight line on the x-axis. Considering that the strength of single particles in a rockfill with the same particle size is discrete, the single-particle strength of the rockfill within a certain range of particle sizes is typically characterized by the characteristic stress () [36].

The crushing strengths of the 100 particles in each of the three particle groups are plotted in Figure 10. Based on the particle strength fitting curves of various particle groups shown in Figure 10 and Equation (8), the Weibull parameters of the single-particle strength distributions of different particle groups were obtained (Table 4).

Figure 10 shows that the particle crushing stress of the three size group particles can be plotted by following the Weibull distribution, except for ln(σ) lower than 1.42, 1.47, and 1.54 for 40–60 mm, 20–40 mm, and 10–20 mm particle groups, respectively. The values of the Weibull parameter m were 2.82, 2.87, and 2.76 for 40–60 mm, 20–40 mm, and 10–20 mm particle groups, respectively. The average of m is 2.82. The characteristic stresses of 40–60 mm, 20–40 mm, and 10–20 mm particle groups were 9.346, 13.176, and 14.59 MPa, respectively. The characteristic stress increased with the decrease in particle size, suggesting that the crushing stress of limestone particles is closely related to particle size.

6.2. Influence of Particle Shape on the Size Effect of Particle Strength

To investigate the relationship between particle shape and particle crushing strength, the Weibull distribution of particle crushing intensity for bladed, long spherical, flat spherical, and subspherical particles is plotted in Figure 11. Based on the crushing strength fitting curve of each particle group and Equation (8) as shown in Figure 11, the corresponding parameters Weibull moduli (m) and characteristic stresses () were obtained, as shown in Table 5. Table 5 shows that when the particle shape is the same, m basically remains the same as the particle size increases and gradually decreases. The Weibull moduli (m) of particles with different shapes were in the following ascending order: blade particles < elongated particles < flat particles < subspherical particles. This indicates that the more irregular the particle shape, the smaller the Weibull modulus (m) and the more discrete the particle crushing strength. A higher particle shape irregularity indicates a more complex stress state and stronger discreteness of particle crushing strength. When the shape of particles is closer to a circle, the characteristic stress intensities of particles of the same size are closer. In general, the characteristic stress decreases significantly as particle morphology changes from small-sized blade to large-sized subspherical, while the Weibull modulus remains essentially unchanged.

(a)

(b)

(c)

(d)

The relationship between the characteristic stress () and particle size of particles with four different shapes is plotted in Figure 12. As shown in Figure 12, the characteristic stress () of particles with the same shape decreased with increasing particle size, indicating that particle crushing strength has a size effect. A power function was used to fit the relationship between the characteristic stress () and particle size of particles with four different shapes, with the power indexes listed in Table 6.

Table 6 shows that Equation (3) presents the relationship between the characteristic stress () and particle size of particles, where the power index of foliated particles is −3/m = −3/2.317 = −1.30; the mean of the Weibull modulus (m) of foliated particles was determined based on Table 5. As shown in Table 6, the power indexes obtained by calculation and those obtained by fitting differed significantly from each other. Lim et al. [37] expounded on the reason that the size effect of particle materials is weaker than that predicted by the Weibull model. McDowell and Amon [34] derived a size effect by assuming that the material was homogeneous and anisotropic. However, particles of different sizes differed in their internal structure, leading to larger errors in the Weibull statistical analysis of the size effect of particle breaking strength.

Although the power index and Weibull modulus (m) did not strictly follow the −3/m relationship when the size effect was predicted using the Weibull model, the positive correlation was obvious between the Weibull modulus (m) and the power index. A comparison of the power indexes of particles with four different shapes (Table 6) indicates that the more irregular the particles, the smaller the Weibull modulus (m), the smaller the power index, and the more prominent the size effect of particle strength.

In addition, Figure 12 plots that the relationship between the characteristic stress () and particle size may not be the power function. It seems there is a quadratic function between the characteristic stress () and particle size. In future studies, the relationship between the characteristic stress and particle size under different particle shapes should be carried out.

7. Conclusion

(1)90 percent of limestone particle shapes were oblate spherical, subspherical, and long spherical particles randomly selected from the soil foundation.(2)The characteristic stress of limestone particles increased with increased particle size. The crushing strength of limestone particles increased with the increase in particle size. The relationship between the characteristic strength and particle size can be fitted by a power exponential formulation of four types of limestone particle shapes.(3)The more irregular the particle shape, the smaller the Weibull modulus (m) and power index and the more obvious the particle strength size effect. The relationship between the characteristic stress () and particle size was a power function. The values of the parameters of the function depend on the particle size and the relationship between the characteristic stress ().

Data Availability

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 they have no conflicts of interest.

Acknowledgments

The authors gratefully acknowledge financial support from the National Natural Science Foundation of China-Yalong River Basin Hydropower Development Co., Ltd., Yalong River Joint Fund under grant no. U1865103, the Chongqing Municipal Construction Committee Science and Technology Plan Project Grant No. 2022-1-15, the Science and Technology Research Program of Chongqing Municipal Education Commission Grant No. KJQN202000747 and KJZD-K202000705, the China Postdoctoral Science Foundation funded project grant No. 2019M663890XB, the Chongqing Postdoctoral Science Foundation funded project grant no. 228512. The authors would like to thank Editage (https://www.editage.cn/) for English language editing.

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