# Effect of Cobble Content on the Shear Behaviour of Sand-Cobble Mixtures

Authors: Chuang Wang; Jinyu Dong; Zhiquan Huang; Jianjun Zhou; Jihong Yang
Journal: Advances in Civil Engineering
 (2021)

---

## Abstract

The sand and cobble stratum is a kind of mechanically unstable stratum. Shield machine often encounter problems such as difficulty in excavation, cutterhead wear, and poor slag discharge of the spiral dumper while constructing in this kind of stratum. Considering the complexly and variety of the material composition and structure of this stratum, the sand and cobble stratum in China, Chengdu Subway Line 7, Chadianzi-Yipintianxia Station, was selected to conduct indoor large-scale direct shear tests to systematically study the effects of cobble content (CC) on the shear strength and shear properties of sand and cobble soil. The test results showed that the shear strength and angle of internal friction of sand and cobble soil nonlinearly increased with CC, and the shear strength and angle of internal friction slightly increased when CC was less than 40%. The shear strength and angle of internal friction of sand and cobble soil significantly increased after CC reaching 40%. The shear stress-shear displacement curve has three stages, including the elastic deformation stage, yield stage, and hardening stage. The CC had a control effect on the strength and deformation characteristics of sand and cobble soil. The shear stress-displacement curve of sand and cobble soils with CCs of 20% and 80% can be fitted as an exponential model, while the shear stress shear displacement curves of sand and cobble soils with CCs of 40% and 60% are hyperbolic. For sand and cobble soil with same CC, the larger the vertical stress is, the larger the normal displacement is.


---

## Body

## 1. Introduction

Sand-cobble mixture is widely distributed in the stratum, and its physical and mechanical properties are different from that of sand and intact rock mass. It has the characteristics of higher strength and uneven particle size, which make the high-speed construction and utilization of underground space face many difficulties [1–3]. The more representative underground engineering includes Beijing Subway, Chengdu Subway, and Lanzhou Subway. In the shield tunnelling process, the large shear strength and angle of internal friction induce the problem of the cutterhead, cutter, and spiral excavator severely wearing, and the muck is not easy to discharge [4, 5]. Therefore, studying the mechanical properties of sand and cobble soil is of great significance to shield machine construction.Because the sand and cobble soil is a typical loose structure soil, which is very different from cohesive soil, it is difficult to investigate the characteristics of sand and cobble soil, and the related research is limited. By conducting the direct shear test, Li et al. [6] found that the friction angle of sand and cobble soil decreased rapidly with the increase of fine particle content. Hajialilue-Bonab et al. [7] studied the influence of sample size and distribution of grain size on the shear strength of sand and cobble soil through direct shear tests and found that the internal friction angle of the large-scale shear test is 6-7 times larger than that of the conventional shear test. Through the large-scale direct shear test, Xu et al. [8] studied the mechanism of coarse grain content influencing the macroscopic and mesoscopic mechanical properties of gravel soil. Cabalar et al. [9, 10] and Monkul et al. [11] conducted a series of direct shear tests or oedometer tests on the reconstituted sand-clay mixture and found that there is a close relationship between transition fines content and shear strength or compression performance. Lirer et al. [12] and Eldine et al. [13] conducted large-scale triaxial tests on sand and cobble soil. Wu et al. [14] studied the relationship between maximum dry density, optimum moisture content, and coarse particle content of sand and cobble soil through a series of laboratory tests. He et al. [15] and Wang et al. [16] studied the dynamic characteristics of sand and cobble soil through the dynamic triaxial test. Gharahbagh et al. [17] and Peila et al. [18] studied the effect of water content on the slump of sand and cobble soil. Oggeri et al. [19] carried out the slump test of sand and cobble soil under different grain size distributions. Although some studies have been carried out on the strength and dynamic characteristics and fluidity of sand and cobble soil, few studies have been carried out on the changes of sand and cobble soil structure, shear characteristics, and strength under different cobble contents (CCs).In this study, sand and cobble soil distributed between Chadianzi Station and Yipintianxia Station of Chengdu Metro Line 7 is taken as the research object. Through the indoor large-scale direct shear test of sand and cobble soil with different CCs, the influence of CC on the shear strength and shear characteristics of sand and cobble soil was systematically studied. The research results can provide a reference for shield construction in sandy cobble stratum and have good engineering practical significance.


## 2. Laboratory Direct Shear Test of Sand and Cobble Soil

### 2.1. Basic Characteristics of Sand and Cobble Soil

The test soil was taken from the Chadianzi -Yipintianxia Station of Chengdu Subway Line 7. According to preliminary survey data [20], the section tunnel is covered with Quaternary Holocene artificial fill, plain fill (Q4ml), Quaternary alluvial clay (Q4al), silty clay, silt; the lower part is Quaternary Upper Pleistocene glacial water sedimentary sandy soil and pebble soil (Q3fgl + al); the underlying bedrock is Upper Cretaceous Guankou Formation (K2g) mudstone layer. The soil is taken from sandy cobble stratum buried about the depth of 2.5–9.6 m. The lithological components of pebbles and gravels are mainly composed of limestone, granite, and other hard rocks. The general particle size is 2–5 cm, and the maximum particle size is about 18 cm. The pebbles are round or subcircular, with good roundness, poor sorting, poor uniformity, large dispersion, and the great difference in compactness. The pebbles are filled with round gravel and medium-fine sand, with a high content of pebbles and gravel, and the density is 2.27 g/cm3, and the moisture content is 9%.The maximum control particle size in the experiment is 80 mm [21], and the particles larger than 80 mm are replaced by the equivalent amount of particles with the size of 2–80 mm. According to the code for geotechnical engineering investigation [22], 2 mm is taken as the boundary particle size of soil and stone, and the percentage of pebble and gravel between 2 mm and 80 mm in sand and cobble soil is defined as cobble content (CC) [23–25]. According to the previous survey data, it is found that the particles with the particle size greater than 2 mm account for about 20–75%, so the CC of the sandy cobble stratum ranges from 20% to 75% [20].


### 2.2. Test Scheme and Instrument

According to the basic characteristics of sand and cobble soil, soil samples with 20%, 40%, 60%, and 80% pebbles and gravel content were prepared to study the influence of CC on the actual project deeply; the sample moisture content was 9%. The samples and gradation curves of sand and cobble soil with different CCs are shown in Figures1 and 2. Large scale direct shear tests were carried out on remoulded samples by using large strain-controlled direct shear apparatus. The sample was 500 mm in diameter and 400 mm in height, and the vertical stresses applied by the direct shear test were 100 kPa, 200 kPa, and 300 kPa. The direct shear test used a fast shear method, and the shear velocity was 2 mm/min. The shearing process proceeded until the horizontal shear strain reached 16%, that is, the relative displacement of the upper and lower shear boxes was 80 mm. The large strain-controlled direct shear apparatus is shown in Figure 3.Figure 1
Samples of sand and cobble soil. (a) CC = 20%. (b) CC = 40%. (c) CC = 60%. (d) CC = 80%.
(a)(b)(c)(d)Figure 2
Grain size distribution of sand and cobble soil.Figure 3
Large strain-controlled direct shear apparatus.


## 2.1. Basic Characteristics of Sand and Cobble Soil

The test soil was taken from the Chadianzi -Yipintianxia Station of Chengdu Subway Line 7. According to preliminary survey data [20], the section tunnel is covered with Quaternary Holocene artificial fill, plain fill (Q4ml), Quaternary alluvial clay (Q4al), silty clay, silt; the lower part is Quaternary Upper Pleistocene glacial water sedimentary sandy soil and pebble soil (Q3fgl + al); the underlying bedrock is Upper Cretaceous Guankou Formation (K2g) mudstone layer. The soil is taken from sandy cobble stratum buried about the depth of 2.5–9.6 m. The lithological components of pebbles and gravels are mainly composed of limestone, granite, and other hard rocks. The general particle size is 2–5 cm, and the maximum particle size is about 18 cm. The pebbles are round or subcircular, with good roundness, poor sorting, poor uniformity, large dispersion, and the great difference in compactness. The pebbles are filled with round gravel and medium-fine sand, with a high content of pebbles and gravel, and the density is 2.27 g/cm3, and the moisture content is 9%.The maximum control particle size in the experiment is 80 mm [21], and the particles larger than 80 mm are replaced by the equivalent amount of particles with the size of 2–80 mm. According to the code for geotechnical engineering investigation [22], 2 mm is taken as the boundary particle size of soil and stone, and the percentage of pebble and gravel between 2 mm and 80 mm in sand and cobble soil is defined as cobble content (CC) [23–25]. According to the previous survey data, it is found that the particles with the particle size greater than 2 mm account for about 20–75%, so the CC of the sandy cobble stratum ranges from 20% to 75% [20].


## 2.2. Test Scheme and Instrument

According to the basic characteristics of sand and cobble soil, soil samples with 20%, 40%, 60%, and 80% pebbles and gravel content were prepared to study the influence of CC on the actual project deeply; the sample moisture content was 9%. The samples and gradation curves of sand and cobble soil with different CCs are shown in Figures1 and 2. Large scale direct shear tests were carried out on remoulded samples by using large strain-controlled direct shear apparatus. The sample was 500 mm in diameter and 400 mm in height, and the vertical stresses applied by the direct shear test were 100 kPa, 200 kPa, and 300 kPa. The direct shear test used a fast shear method, and the shear velocity was 2 mm/min. The shearing process proceeded until the horizontal shear strain reached 16%, that is, the relative displacement of the upper and lower shear boxes was 80 mm. The large strain-controlled direct shear apparatus is shown in Figure 3.Figure 1
Samples of sand and cobble soil. (a) CC = 20%. (b) CC = 40%. (c) CC = 60%. (d) CC = 80%.
(a)(b)(c)(d)Figure 2
Grain size distribution of sand and cobble soil.Figure 3
Large strain-controlled direct shear apparatus.


## 3. Test Results

### 3.1. Analysis of the Shear Strength of Sand and Cobble Soil

The shear strength and internal friction angle of sand and cobble soil with different CCs were obtained and are summarized in Table1. The relationship between the shear strength and CC is shown in Figure 4, and it can be seen that the shear strength changed nonlinearly with the increase of CC, showing a consistent law. The overall trend is that with the increase of CC, shear strength gradually increased. This is similar to the conclusion of Vallejo [26] on the shear strength of soil-rock mixtures.Table 1
Shear strength and internal friction angle of sand and cobble soil with different CCs.
Cobble content (%)Vertical pressure (kPa)Shear strength (kPa)Internal friction angle (°)201008730.43200150.530021640100119.531.4920016530023260100124.544.93200200300320.580100144.548.3200252300344Figure 4
Relationship curves of shear strength and cobble content under different vertical pressure.As shown in Figure5, the internal friction angle nonlinearly increased with the increase of CC. When CC of sand and cobble soil increased from 20% to 40%, the internal friction angle increased from 30.43° to 31.49° and the friction angle changed little. However, when CC changed from 40% to 80%, the internal friction angle significantly increased from 31.49° to 48.3°. According to the construction required for the internal friction angle φ <27° during shield tunnelling [27], it can be obtained that the shear strength of sand and cobble soil under different CCs does not meet the requirements of shield construction.Figure 5
Curve of the relationship between the internal friction angle and CC.The influence of CC on strength indicates the effect of the structural form of sand and cobble soil on shear strength and parameters. With the increase of CC, sand and cobble soil structure gradually changed from a typical suspended dense structure to a skeleton pore structure and finally formed a dense skeleton structure, as shown in Figure6. There were obvious differences in the shear strength and internal friction angle for different structures, which can be roughly divided into three situations with the change of CC; when CC is 20%, it is in the state of low CC, sand and cobble soil mainly composed of sand, and its structure is a typical suspended dense structure. The shear strength and internal friction angle mainly depend on the density and the content of the sand [20]; when CC is between 40% and 60%, it is in the state of medium CC, sand and cobble soil in a skeleton pore structure, and the cobbles play a primary on the shear surface. Under the action of shear force, the soil is destroyed first, and the cobble and gravel contacts and occludes with each other, which increases the friction force obviously. When CC reaches 80%, sand and cobble soil are in a state of high CC, sand and cobble soil have a dense skeleton structure, and the cobbles rub and bite each other under the action of shear force. Similarly, the cobble with low strength is crushed and destroyed, and the high strength plays the role of the skeleton so that the shear strength and internal friction angle of the soil are larger.Figure 6
Composition diagrams of sand and cobble soil with different CCs. (a) Suspension compact structure. (b) Skeleton-pore structure. (c) Dense skeleton structure.
(a)(b)(c)


### 3.2. Analysis of the Shear Characteristics of Sand and Cobble Soil

Figure7 shows the relationship between shear stress and shear strain under three different vertical pressures with different CCs. With the increase of shear displacement, the shear stress increased monotonically, and the shear stress also increased accordingly with the increase of vertical pressure, showing the typical behaviour of loose granular materials. The shape of the shear stress-shear displacement curve of sand and cobble soils with different CCs is basically consistent, which can be clearly divided into three stages: the linear elastic deformation stage, in which the shear stress-displacement curve is approximately a straight line and the deformation is mainly the compaction [28]. When CC is constant, with the increase of vertical pressure, the cohesion between the cobble and gravel particles is closer, and the occlusive effect is also gradually enhanced, resulting in the longer linear elastic deformation stage. In the yield stage, the slope of the curve changes from steep to flat. In the hardening stage, the deformation is mainly the structural effect produced by interlocking between cobbles and cobbles and between cobbles and sand. The strength increases slightly again due to the occlusion and friction between the cobble and gravel.Figure 7
Shear stress-shear displacement curve of sand and cobble soil with different CCs. (a) CC = 20%. (b) CC = 40%. (c) CC = 60%. (d) CC = 80%.
(a)(b)(c)(d)At the same time, the shear stress-displacement curve of sand and cobble soil is accompanied by shear “jump” phenomenon [28], and the “jump” phenomenon is gradually significant with the increase of CC (Figure 7(d)). The breakage and dislocation of the cobbles in the shear process are the main reasons for the phenomenon of “jump,” and the higher the CC is, the more frequent the gravel is broken, overturned, and staggered. Moreover, this “jump” is consistent with the “fluctuation” obtained by Cabalar’s research [29], so the jump mechanism observed in the experiment can also be attributed to the stick-slip phenomenon [30, 31].In the direct shear test, the hyperbolic and exponential models are commonly used to fit the shear stress-displacement relationship curve, that is, theτ-u relationship [28]. Taking the sand and cobble soil with different CCs under 300 kPa vertical pressure as an example, the hyperbolic and exponential models are simulated and analyzed. The fitted shear stress-displacement curves of sand and cobble soil with different CCs are given in Table 2 and Figure 8. The shear stress-displacement curves of sand and cobble soil with 20% and 80% CC conformed to the result of the exponential model, while the shear stress-displacement curve of sand and cobble soil with 40% and 60% CCs more conformed to the result of the hyperbola model, and the correlation coefficients of fitting results are all greater than 0.95, indicating a good correlation.Table 2
Fitting relationship between shear stress and shear displacement of sand and cobble soil with different CCs.
Cobble content (%)Fitting relationshipCorrelation coefficient20τ=−139.70e−u/13.63+216.850.97740τ=u/0.0025+u/251.250.97860τ=u/0.0031+u/368.380.96580τ=−307.73e−u/17.06+361.910.989Figure 8
Shear stress-shear displacement fitting curve of sand and cobble soil with different CCs. (a) CC = 20%. (b) CC = 40%. (c) CC = 60%. (d) CC = 80%.
(a)(b)(c)(d)Figure9 shows the normal displacement-shear displacement curve of sand and cobble soil with different CCs under three different vertical pressures. In the shear process, with soil compressed, the normal displacement increased, and the sample volume decreases, showing an obvious shear shrinkage behaviour caused by the relative loose particle arrangement. In the shear process, the dislocation of soil particles filled the original voids, the height of the sample decreased, and the normal displacement increased. Simultaneously, with the increase of vertical pressure, the sample’s normal displacement increased more significantly. The normal displacement of sand and cobble soil varied with CC because of sand and cobble soil composed of cobble, gravel, and sand, and CC presented a greater influence on its deformation characteristics. When CC was 20%, sand played the dominant role, and sand and cobble soil tend to behave like sandy soil. Moreover, the vertical deformation increased greatly during the test. When CC was 40% and 60%, the fine particles in sand and cobble soil were filled in the framework composed of cobbles and gravels. Under lower vertical pressure, the sample was in a relatively dense state. Therefore, the normal displacement slightly increased in the shear process; when CC reached 80%, the proportion of gravel-cobble in sand and cobble soil was relatively high, and the skeleton of sand and cobble soil was formed by the particles contacting each other. Due to the loose contact between sand and cobble soil particles, coarse particles are easy to shear and stagger deformation in the shear process, making the normal displacement increase significantly in the direct shear test.Figure 9
Normal displacement-shear displacement curve of sand and cobble soil with different CCs. (a) CC = 20%. (b) CC = 40%. (c) CC = 60%. (d) CC = 80%.
(a)(b)(c)(d)


## 3.1. Analysis of the Shear Strength of Sand and Cobble Soil

The shear strength and internal friction angle of sand and cobble soil with different CCs were obtained and are summarized in Table1. The relationship between the shear strength and CC is shown in Figure 4, and it can be seen that the shear strength changed nonlinearly with the increase of CC, showing a consistent law. The overall trend is that with the increase of CC, shear strength gradually increased. This is similar to the conclusion of Vallejo [26] on the shear strength of soil-rock mixtures.Table 1
Shear strength and internal friction angle of sand and cobble soil with different CCs.
Cobble content (%)Vertical pressure (kPa)Shear strength (kPa)Internal friction angle (°)201008730.43200150.530021640100119.531.4920016530023260100124.544.93200200300320.580100144.548.3200252300344Figure 4
Relationship curves of shear strength and cobble content under different vertical pressure.As shown in Figure5, the internal friction angle nonlinearly increased with the increase of CC. When CC of sand and cobble soil increased from 20% to 40%, the internal friction angle increased from 30.43° to 31.49° and the friction angle changed little. However, when CC changed from 40% to 80%, the internal friction angle significantly increased from 31.49° to 48.3°. According to the construction required for the internal friction angle φ <27° during shield tunnelling [27], it can be obtained that the shear strength of sand and cobble soil under different CCs does not meet the requirements of shield construction.Figure 5
Curve of the relationship between the internal friction angle and CC.The influence of CC on strength indicates the effect of the structural form of sand and cobble soil on shear strength and parameters. With the increase of CC, sand and cobble soil structure gradually changed from a typical suspended dense structure to a skeleton pore structure and finally formed a dense skeleton structure, as shown in Figure6. There were obvious differences in the shear strength and internal friction angle for different structures, which can be roughly divided into three situations with the change of CC; when CC is 20%, it is in the state of low CC, sand and cobble soil mainly composed of sand, and its structure is a typical suspended dense structure. The shear strength and internal friction angle mainly depend on the density and the content of the sand [20]; when CC is between 40% and 60%, it is in the state of medium CC, sand and cobble soil in a skeleton pore structure, and the cobbles play a primary on the shear surface. Under the action of shear force, the soil is destroyed first, and the cobble and gravel contacts and occludes with each other, which increases the friction force obviously. When CC reaches 80%, sand and cobble soil are in a state of high CC, sand and cobble soil have a dense skeleton structure, and the cobbles rub and bite each other under the action of shear force. Similarly, the cobble with low strength is crushed and destroyed, and the high strength plays the role of the skeleton so that the shear strength and internal friction angle of the soil are larger.Figure 6
Composition diagrams of sand and cobble soil with different CCs. (a) Suspension compact structure. (b) Skeleton-pore structure. (c) Dense skeleton structure.
(a)(b)(c)


## 3.2. Analysis of the Shear Characteristics of Sand and Cobble Soil

Figure7 shows the relationship between shear stress and shear strain under three different vertical pressures with different CCs. With the increase of shear displacement, the shear stress increased monotonically, and the shear stress also increased accordingly with the increase of vertical pressure, showing the typical behaviour of loose granular materials. The shape of the shear stress-shear displacement curve of sand and cobble soils with different CCs is basically consistent, which can be clearly divided into three stages: the linear elastic deformation stage, in which the shear stress-displacement curve is approximately a straight line and the deformation is mainly the compaction [28]. When CC is constant, with the increase of vertical pressure, the cohesion between the cobble and gravel particles is closer, and the occlusive effect is also gradually enhanced, resulting in the longer linear elastic deformation stage. In the yield stage, the slope of the curve changes from steep to flat. In the hardening stage, the deformation is mainly the structural effect produced by interlocking between cobbles and cobbles and between cobbles and sand. The strength increases slightly again due to the occlusion and friction between the cobble and gravel.Figure 7
Shear stress-shear displacement curve of sand and cobble soil with different CCs. (a) CC = 20%. (b) CC = 40%. (c) CC = 60%. (d) CC = 80%.
(a)(b)(c)(d)At the same time, the shear stress-displacement curve of sand and cobble soil is accompanied by shear “jump” phenomenon [28], and the “jump” phenomenon is gradually significant with the increase of CC (Figure 7(d)). The breakage and dislocation of the cobbles in the shear process are the main reasons for the phenomenon of “jump,” and the higher the CC is, the more frequent the gravel is broken, overturned, and staggered. Moreover, this “jump” is consistent with the “fluctuation” obtained by Cabalar’s research [29], so the jump mechanism observed in the experiment can also be attributed to the stick-slip phenomenon [30, 31].In the direct shear test, the hyperbolic and exponential models are commonly used to fit the shear stress-displacement relationship curve, that is, theτ-u relationship [28]. Taking the sand and cobble soil with different CCs under 300 kPa vertical pressure as an example, the hyperbolic and exponential models are simulated and analyzed. The fitted shear stress-displacement curves of sand and cobble soil with different CCs are given in Table 2 and Figure 8. The shear stress-displacement curves of sand and cobble soil with 20% and 80% CC conformed to the result of the exponential model, while the shear stress-displacement curve of sand and cobble soil with 40% and 60% CCs more conformed to the result of the hyperbola model, and the correlation coefficients of fitting results are all greater than 0.95, indicating a good correlation.Table 2
Fitting relationship between shear stress and shear displacement of sand and cobble soil with different CCs.
Cobble content (%)Fitting relationshipCorrelation coefficient20τ=−139.70e−u/13.63+216.850.97740τ=u/0.0025+u/251.250.97860τ=u/0.0031+u/368.380.96580τ=−307.73e−u/17.06+361.910.989Figure 8
Shear stress-shear displacement fitting curve of sand and cobble soil with different CCs. (a) CC = 20%. (b) CC = 40%. (c) CC = 60%. (d) CC = 80%.
(a)(b)(c)(d)Figure9 shows the normal displacement-shear displacement curve of sand and cobble soil with different CCs under three different vertical pressures. In the shear process, with soil compressed, the normal displacement increased, and the sample volume decreases, showing an obvious shear shrinkage behaviour caused by the relative loose particle arrangement. In the shear process, the dislocation of soil particles filled the original voids, the height of the sample decreased, and the normal displacement increased. Simultaneously, with the increase of vertical pressure, the sample’s normal displacement increased more significantly. The normal displacement of sand and cobble soil varied with CC because of sand and cobble soil composed of cobble, gravel, and sand, and CC presented a greater influence on its deformation characteristics. When CC was 20%, sand played the dominant role, and sand and cobble soil tend to behave like sandy soil. Moreover, the vertical deformation increased greatly during the test. When CC was 40% and 60%, the fine particles in sand and cobble soil were filled in the framework composed of cobbles and gravels. Under lower vertical pressure, the sample was in a relatively dense state. Therefore, the normal displacement slightly increased in the shear process; when CC reached 80%, the proportion of gravel-cobble in sand and cobble soil was relatively high, and the skeleton of sand and cobble soil was formed by the particles contacting each other. Due to the loose contact between sand and cobble soil particles, coarse particles are easy to shear and stagger deformation in the shear process, making the normal displacement increase significantly in the direct shear test.Figure 9
Normal displacement-shear displacement curve of sand and cobble soil with different CCs. (a) CC = 20%. (b) CC = 40%. (c) CC = 60%. (d) CC = 80%.
(a)(b)(c)(d)


## 4. Conclusions

(1)
The shear strength and internal friction angle of sand and cobble soil changed nonlinearly with CC. When CC was 20%, sand and cobble soil mainly composed of sand, and its structure was typical suspended dense structure. At this time, the shear strength and internal friction angle were relatively small. When CC was 40% and 60%, sand and cobble soil formed a skeleton pore structure, and the shear strength and internal friction angle increase significantly with the increase of CC. When CC reached 80%, sand and cobble soil had a dense skeleton structure, and the shear strength and internal friction angle were both larger.(2)
The shear stress-displacement relationship curve in the shear process of sand and cobble soil can be divided into three stages. Moreover, the shear stress-displacement curves of sand and cobble soil with different CCs show similar change rules, but for the same shear displacement, the larger the CC was, the greater the required shear stress was. At the same time, the results showed that the shear stress-shear displacement curve for 20% and 80% CC more conformed to the exponential model, while the shear stress-shear displacement curve for 40% and 60% CCs more conformed to the hyperbolic model.(3)
When CC was 20%, the normal displacement-shear displacement relationship curve continued to change, and the vertical deformation was relatively large. When CC was 40% and 60%, the sample was relatively dense, and normal displacement was small. When CC was 80%, the gravel was broken and dislocated, making the normal displacement significantly increase in the shear process. Simultaneously, when CC was greater than or equal to 60%, the normal displacement-shear displacement relationship curve showed fluctuation, indicating there were dislocation and breakage of the cobble particles during shear.(4)
The shear strength and internal friction angle of sand and cobble soil with different CCs are large, which cannot meet the requirements for shear strength in the process of shield constructing. Therefore, it is necessary to use modifiers to improve the sand and cobble stratum.



---

*Source: 5554617-2021-03-30.xml*