# Influence of Gradation on Resilient Modulus of High Plasticity Soil-Gravel Mixture

Authors: Chuang Liu; Tian-Zeng Ren; Rui Zhang; Qian-Feng Gao; Jian-Long Zheng
Journal: Advances in Civil Engineering
 (2020)

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## Abstract

Because of low resilient modulus, high plasticity soil is often not allowed to fill road subgrades and is discarded as construction and demolition waste (CDW). To make use of the CDW, this study explored the possibility of improving high plasticity soil with gravel and examined the effect of gravel gradation on the resilient modulus of the soil-gravel mixture. A series of dynamic triaxial tests, tests of voids in coarse aggregate, and X-ray CT scans were carried out on high plasticity soil-gravel mixtures of different gravel contents and gravel gradation types. The test results show that there is a critical gravel content, that is, 44.1%. When the gravel content is less than 44.1%, the mixture shows a dense suspended structure and its modulus increases slowly with increasing gravel content. When the gravel content is greater than 44.1%, the mixture exhibits a dense skeleton structure and the modulus increases rapidly as the gravel content rises. Moreover, as the gravel gradation tends to the lower type, coarse aggregates increase in quantity and contact each other to form a dense skeleton; thus, the modulus increases accordingly. As the gravel gradation approaches the upper type, coarse aggregates decrease in quantity and tend to suspend in the soil, so the modulus decreases. With the increase in contact number, the skeleton structure is continuously improved, and thus the modulus is enhanced progressively. The results indicate that the gravel mixing method with a gravel content of 40%–45% can effectively improve high plasticity soil and shows great environmental and economic benefits.


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## Body

## 1. Introduction

High plasticity soil is one of the common special soils in highway construction. It is of high natural moisture content, high liquid limit, high plasticity index, etc. When high plasticity soil is directly used to fill road subgrades, the resilient modulus often could not satisfy the minimum requirement for pavement design [1, 2]. Thus, high plasticity soil is generally not a qualified subgrade filler and should be discarded as construction and demolition waste (CDW) [3]. However, this would cause high construction costs and go against environmental protections. In order to make use of the CDW, particular measures must be taken to improve high plasticity soil. The improvement measures basically include the chemical method and the physical method.In the past few years, some studies have been carried out on the engineering characteristics of high plasticity soils improved by chemical methods. Lime is able to improve the physical and mechanical properties including the strength of high plasticity soil [4–8]. Nevertheless, with the increase of lime content, energy consumption and carbon dioxide emissions will greatly increase, which has a certain impact on the environment [9]. The addition of fly ash is also a feasible method but its improvement effect is not as good as that of quicklime [5]. Also, Portland cement can significantly improve the strength of high plasticity soil; however, it has little effect on some important properties such as the optimum moisture content [5, 10]. Furthermore, soil stabilizer has a good effect on the strength improvement of high plasticity soil, but it needs a high requirement regarding construction [11, 12]. The above chemical methods are not only uneconomical but also bad for the surrounding environment of highways.Compared with chemical methods, gravel mixing, as a physical method, is much cheaper and more environmentally friendly. This method is widely used for improving high plasticity soils, such as expansive soil and other fine-grained soils [13–17]. For this reason, some laboratory tests were completed to study the mechanical behavior of high plasticity soil improved by adding gravel [18–20]. Bera [14] studied the influence of sand content (%) on the liquid limit, plastic limit, and California bearing ratio (CBR) of a fine-grained soil. A nonlinear model was established to predict the maximum dry density and optimum moisture content of the gravel-soil mixture. Wu et al. [5] reported that the CBR value of high plasticity soil increases significantly and its crack resistance is improved after gravel mixing. Guo et al. [10] found that increasing sand content could considerably enhance the strength of high plasticity soil. Zhang et al. [17] stated that when the sand content is more than 30%, the volume shrinkage rate can be reduced and the soil strength can be greatly increased. However, most of these studies went no further than the analysis of the physical and mechanical properties of improved high plasticity soils and gave little attention to the improvement mechanism.There are many indexes, such as the liquid limit, plastic limit, CBR value, and compression index, for evaluating the improvement effect of high plasticity soils [5–8]. Additionally, the resilient modulus is a comprehensive property that can reflect the above indexes and is also a basic index for pavement design [21–25]. Therefore, it is appropriate to use resilient modulus to evaluate the improvement effect of high plasticity soils [26–28].Similar to asphalt mixtures, gravel particles are either suspended in the mixture or in close contact with each other to form a skeleton structure when high plasticity soil is mixed with gravel. Some scholars have found that, for an asphalt mixture, the particle size and the number of contact points between coarse aggregates have a significant impact on its composition and structure, thus affecting its physical and mechanical properties and pavement performance [29–32]. These factors depend to a large extent on the aggregate gradation. Therefore, according to the skeleton structure analysis of asphalt mixtures, the influence of gradation on the resilient modulus of high plasticity soil-gravel mixture can be analyzed based on gravel content, particle size, and contact number.In this study, several groups of samples with different gravel contents and gravel gradation types were prepared. Dynamic triaxial tests were conducted to determine the dynamic resilient modulus of the samples. Subsequently, the skeleton structure of the mixture and the contact characteristics of gravel particles were analyzed by testing the voids in coarse aggregate and conducting X-ray CT scans, respectively. The influence of gradation on the modulus of the soil-gravel mixture was studied from two aspects, that is, gravel content and gravel gradation type.


## 2. Materials and Test Methods

### 2.1. Materials

#### 2.1.1. High Plasticity Soil

The high plasticity soil was collected from the ninth bid section of the Wanning-Yangpu expressway in Hainan Province, China. The basic physical properties of the soil were tested, as shown in Table1. The soil contained 60.3% fine particles (<0.075 mm), and its liquid limit was higher than 50%. The natural moisture content was greater than the plastic limit and the optimum moisture content, so the soil was difficult to compact directly.Table 1
Basic physical properties of high plasticity soil.
Natural moisture content (%)Fine particle content (%)Liquid limit (%)Plastic limit (%)Plasticity indexOptimum moisture content (%)Maximum dry density (g/cm3)29.160.354.028.525.517.31.76


#### 2.1.2. Gravel

The gravel used in this study was taken from Danzhou City, Hainan Province, China. Its basic physical properties are as follows: density = 2.06 g/cm3, gravel (>4.75 mm) content = 57%, sand (0.075–4.75 mm) content = 41.9%, and silt and clay (<0.075 mm) content = 1.1%. The grain groups and the gradation curve are presented in Figures 1 and 2, respectively. This material is classified as gravel in accordance with ASTM D2487-06 [33].Figure 1
Photograph of different grain groups in the gravel.Figure 2
Gradation curve of the gravel.


### 2.2. Test Methods

Dynamic triaxial tests, tests of voids in coarse aggregate, and X-ray CT scans were performed to explore the influence of gradation on the resilient modulus of high plasticity soil-gravel mixture.


#### 2.2.1. Selection of Gravel Content and Gravel Gradation

In order to study the effect of gravel contents (i.e., the mass ratio of gravel to high plasticity soil) on the resilient modulus of high plasticity soil with gravel, five samples with different gravel contents (i.e., 30%, 35%, 40%, 45%, and 50%) and the same gravel gradation type (see Figure2) were prepared.On the other hand, the soil samples with a gravel content of 50% and four different gravel gradation types were considered to examine the influence of the gravel gradation type on the behavior of high plasticity soil-gravel mixture. Apart from the gravel gradation type (#3) shown in Figure2, three additional gravel gradation types (i.e., #1, #2, and #4) were taken into account (Figure 3), referring to the literature [34].Figure 3
Four types of gravel gradation. Note that #1, #2, and #4 are the upper, middle, and lower gradation types, respectively; #3 is the gradation type shown in Figure2.


#### 2.2.2. Dynamic Triaxial Tests

Dynamic triaxial tests were carried out on the high plasticity soil-gravel mixture samples using the APS-Wille Geotechnik dynamic triaxial test system (Figure4(a)). High plasticity soil and gravel were manually mixed for 5–8 min in a basin and then mechanically stirred for 10–20 min in a laboratory concrete mixer (Cangzhou Senzhong Testing Instrument, China) at a stirring rate of 100 r/min to obtain a homogeneous mixture. A certain amount of water was added during the stir to bring the moisture content of the mixture to the optimum value. The mixture samples were formed by compacting the mixture in a mold using a press machine. The samples had a diameter of 100 mm and a height of 200 mm (Figure 4(b)). Table 2 summarizes the specifications of the samples. The gravel volume ratio represents the ratio of gravel volume to total soil volume.Figure 4
Dynamic triaxial tests. (a) Apparatus. (b) Prepared sample.
(a)(b)Table 2
Specifications of the samples for dynamic triaxial sample tests.
Gravel content (%)Gravel gradation typeGravel volume ratio (%)Optimum moisture content (%)30#324.913.935#328.113.640#332.312.345#336.112.750#140.213.550#240.213.350#340.213.250#440.213.0According to the Chinese code for the design of highway subgrades (JTG D30-2015), a half-sine wave load with a frequency of 1 Hz was used. The loading time was 0.1 s and the interval was 0.9 s [35]. To eliminate the plastic deformation of the sample, 1000 preloads were applied before testing. The specific loading sequence is shown in Table 3. For each sequence, the sample was loaded 100 times.Table 3
Loading sequence for dynamic triaxial tests.
Loading sequenceConfining pressure (kPa)Cyclic stress (kPa)Vertical stress (kPa)Cycle numberPreloading3055851000160309010024530751003303060100415304510056055115100645551001007305585100815557010096075135100104575120100113075105100121575901001360105165100144510515010015301051351001615105120100When the tests were completed, the axial recoverable strain amplitude of the last five cycles was selected, and thus the dynamic resilient modulus of each sample can be calculated [35]:(1)MR=σ0ε0,where σ0 is the axial stress amplitude; ε0 is the axial recoverable strain amplitude; and MR is the dynamic resilient modulus.


#### 2.2.3. Tests of Voids in Coarse Aggregate

The structures of asphalt mixtures can be divided into the dense suspended structure and the dense skeleton structure. Considering the similarity between high plasticity soil-gravel mixtures and asphalt mixtures, one can determine the structure of the soil-gravel mixtures by testing the voids in coarse aggregate following the skeleton analysis method for asphalt mixtures.In this section, soil particles were divided into the coarse aggregate and the fine aggregate with the threshold size of 4.75 mm. It was considered that the coarse aggregate played a skeleton role and the fine aggregate filled the voids in coarse aggregate. Thus, the soil packing structure was determined by comparing the voids in coarse aggregate of the compacted high plasticity soil-gravel mixture (VCAmix) to those of the dry compacted coarse aggregate (VCAdrc), as shown in Figure 5. If VCAmix > VCAdrc, most of coarse aggregates cannot contact each other and are “suspended” in the mixture, so the soil mixture has the dense suspended structure (Figure 6(a)); if VCAmix ≤ VCAdrc, most of coarse aggregates can contact each other to form a dense skeleton, so the soil mixture has the dense skeleton structure (Figure 6(b)).Figure 5
Schematic diagram ofVCAdrcand VCAmix.Figure 6
Schematic diagram of the structure of soil-gravel mixtures. (a) Dense suspended structure. (b) Dense skeleton structure.
(a)(b)The voids in coarse aggregate of the dry compacted coarse aggregate (VCAdrc) are calculated as [36](2)VCAdrc=1−γsγca×100,where γs is the relative bulk density of loose coarse aggregate; γcais the relative bulk density of coarse aggregate [36]:(3)γca=P1+P2+⋯+PnP1/γ1+P2/γ2+⋯+Pn/γn,where Pi (i = 1, 2, 3, …, n) is the content of an aggregate fraction (see Figures 2 and 3); γi (i = 1, 2, 3, …, n) is the relative bulk density of an aggregate fraction.The voids in coarse aggregate of the high plasticity soil-gravel mixture (VCAmix) are expressed as [36](4)VCAmix=1−γfγca×Pca100×100,where Pcais the content of coarse aggregates in the high plasticity soil-gravel mixture and γf is the relative bulk density of the high plasticity soil-gravel mixture, which can be determined using the wax sealing method as per the Chinese standard (JTG E20-2011) [37].


#### 2.2.4. X-Ray CT Scan

The industrial YXLON X-ray CT scanner was used to detect the mesostructure of high plasticity soil-gravel mixtures, as shown in Figure7. The samples were sealed during the scanning process to ensure that their moisture contents did not change. A voltage of 220 kV and a current of 2.5 mA were utilized in X-ray CT scans after debugging [38].Figure 7
YXLON X-ray CT scanner.A training step was conducted for 5 min by adjusting the upper limit voltage to 260 kV before starting the instrument. Then, the position of the arm of the CT scanner was reset, and background data and gain data were corrected and entered by computer. Subsequently, the samples were placed on the test holder and scanned every 1 mm along the longitudinal direction. For each sample, 200 slices were obtained in total.


#### 2.2.5. CT Image Processing

The AVIZO software was employed to process the CT images (Figure8(a)). The image processing procedure mainly included two steps, i.e., preprocessing and segmentation. Image preprocessing consisted of voxel setting, boundary processing, image noise reduction, and particle recognition. The purpose of preprocessing was to remove image defects (e.g., artifact and noise), improve brightness and contrast, and identify particles. After preprocessing, white coarse grains, black void and background, and gray fine grains could be distinguished clearly (Figure 8(b)). The images were then further segmented to separate coarse grains to accommodate the subsequent particle contact analysis. In this study, the watershed segmentation method was selected for image segmentation after particle recognition, as shown in Figure 8(c).Figure 8
Processing of CT images. (a) Original image. (b) Preprocessing. (c) Segmentation.
(a)(b)(c)


## 2.1. Materials

### 2.1.1. High Plasticity Soil

The high plasticity soil was collected from the ninth bid section of the Wanning-Yangpu expressway in Hainan Province, China. The basic physical properties of the soil were tested, as shown in Table1. The soil contained 60.3% fine particles (<0.075 mm), and its liquid limit was higher than 50%. The natural moisture content was greater than the plastic limit and the optimum moisture content, so the soil was difficult to compact directly.Table 1
Basic physical properties of high plasticity soil.
Natural moisture content (%)Fine particle content (%)Liquid limit (%)Plastic limit (%)Plasticity indexOptimum moisture content (%)Maximum dry density (g/cm3)29.160.354.028.525.517.31.76


### 2.1.2. Gravel

The gravel used in this study was taken from Danzhou City, Hainan Province, China. Its basic physical properties are as follows: density = 2.06 g/cm3, gravel (>4.75 mm) content = 57%, sand (0.075–4.75 mm) content = 41.9%, and silt and clay (<0.075 mm) content = 1.1%. The grain groups and the gradation curve are presented in Figures 1 and 2, respectively. This material is classified as gravel in accordance with ASTM D2487-06 [33].Figure 1
Photograph of different grain groups in the gravel.Figure 2
Gradation curve of the gravel.


## 2.1.1. High Plasticity Soil

The high plasticity soil was collected from the ninth bid section of the Wanning-Yangpu expressway in Hainan Province, China. The basic physical properties of the soil were tested, as shown in Table1. The soil contained 60.3% fine particles (<0.075 mm), and its liquid limit was higher than 50%. The natural moisture content was greater than the plastic limit and the optimum moisture content, so the soil was difficult to compact directly.Table 1
Basic physical properties of high plasticity soil.
Natural moisture content (%)Fine particle content (%)Liquid limit (%)Plastic limit (%)Plasticity indexOptimum moisture content (%)Maximum dry density (g/cm3)29.160.354.028.525.517.31.76


## 2.1.2. Gravel

The gravel used in this study was taken from Danzhou City, Hainan Province, China. Its basic physical properties are as follows: density = 2.06 g/cm3, gravel (>4.75 mm) content = 57%, sand (0.075–4.75 mm) content = 41.9%, and silt and clay (<0.075 mm) content = 1.1%. The grain groups and the gradation curve are presented in Figures 1 and 2, respectively. This material is classified as gravel in accordance with ASTM D2487-06 [33].Figure 1
Photograph of different grain groups in the gravel.Figure 2
Gradation curve of the gravel.


## 2.2. Test Methods

Dynamic triaxial tests, tests of voids in coarse aggregate, and X-ray CT scans were performed to explore the influence of gradation on the resilient modulus of high plasticity soil-gravel mixture.


### 2.2.1. Selection of Gravel Content and Gravel Gradation

In order to study the effect of gravel contents (i.e., the mass ratio of gravel to high plasticity soil) on the resilient modulus of high plasticity soil with gravel, five samples with different gravel contents (i.e., 30%, 35%, 40%, 45%, and 50%) and the same gravel gradation type (see Figure2) were prepared.On the other hand, the soil samples with a gravel content of 50% and four different gravel gradation types were considered to examine the influence of the gravel gradation type on the behavior of high plasticity soil-gravel mixture. Apart from the gravel gradation type (#3) shown in Figure2, three additional gravel gradation types (i.e., #1, #2, and #4) were taken into account (Figure 3), referring to the literature [34].Figure 3
Four types of gravel gradation. Note that #1, #2, and #4 are the upper, middle, and lower gradation types, respectively; #3 is the gradation type shown in Figure2.


### 2.2.2. Dynamic Triaxial Tests

Dynamic triaxial tests were carried out on the high plasticity soil-gravel mixture samples using the APS-Wille Geotechnik dynamic triaxial test system (Figure4(a)). High plasticity soil and gravel were manually mixed for 5–8 min in a basin and then mechanically stirred for 10–20 min in a laboratory concrete mixer (Cangzhou Senzhong Testing Instrument, China) at a stirring rate of 100 r/min to obtain a homogeneous mixture. A certain amount of water was added during the stir to bring the moisture content of the mixture to the optimum value. The mixture samples were formed by compacting the mixture in a mold using a press machine. The samples had a diameter of 100 mm and a height of 200 mm (Figure 4(b)). Table 2 summarizes the specifications of the samples. The gravel volume ratio represents the ratio of gravel volume to total soil volume.Figure 4
Dynamic triaxial tests. (a) Apparatus. (b) Prepared sample.
(a)(b)Table 2
Specifications of the samples for dynamic triaxial sample tests.
Gravel content (%)Gravel gradation typeGravel volume ratio (%)Optimum moisture content (%)30#324.913.935#328.113.640#332.312.345#336.112.750#140.213.550#240.213.350#340.213.250#440.213.0According to the Chinese code for the design of highway subgrades (JTG D30-2015), a half-sine wave load with a frequency of 1 Hz was used. The loading time was 0.1 s and the interval was 0.9 s [35]. To eliminate the plastic deformation of the sample, 1000 preloads were applied before testing. The specific loading sequence is shown in Table 3. For each sequence, the sample was loaded 100 times.Table 3
Loading sequence for dynamic triaxial tests.
Loading sequenceConfining pressure (kPa)Cyclic stress (kPa)Vertical stress (kPa)Cycle numberPreloading3055851000160309010024530751003303060100415304510056055115100645551001007305585100815557010096075135100104575120100113075105100121575901001360105165100144510515010015301051351001615105120100When the tests were completed, the axial recoverable strain amplitude of the last five cycles was selected, and thus the dynamic resilient modulus of each sample can be calculated [35]:(1)MR=σ0ε0,where σ0 is the axial stress amplitude; ε0 is the axial recoverable strain amplitude; and MR is the dynamic resilient modulus.


### 2.2.3. Tests of Voids in Coarse Aggregate

The structures of asphalt mixtures can be divided into the dense suspended structure and the dense skeleton structure. Considering the similarity between high plasticity soil-gravel mixtures and asphalt mixtures, one can determine the structure of the soil-gravel mixtures by testing the voids in coarse aggregate following the skeleton analysis method for asphalt mixtures.In this section, soil particles were divided into the coarse aggregate and the fine aggregate with the threshold size of 4.75 mm. It was considered that the coarse aggregate played a skeleton role and the fine aggregate filled the voids in coarse aggregate. Thus, the soil packing structure was determined by comparing the voids in coarse aggregate of the compacted high plasticity soil-gravel mixture (VCAmix) to those of the dry compacted coarse aggregate (VCAdrc), as shown in Figure 5. If VCAmix > VCAdrc, most of coarse aggregates cannot contact each other and are “suspended” in the mixture, so the soil mixture has the dense suspended structure (Figure 6(a)); if VCAmix ≤ VCAdrc, most of coarse aggregates can contact each other to form a dense skeleton, so the soil mixture has the dense skeleton structure (Figure 6(b)).Figure 5
Schematic diagram ofVCAdrcand VCAmix.Figure 6
Schematic diagram of the structure of soil-gravel mixtures. (a) Dense suspended structure. (b) Dense skeleton structure.
(a)(b)The voids in coarse aggregate of the dry compacted coarse aggregate (VCAdrc) are calculated as [36](2)VCAdrc=1−γsγca×100,where γs is the relative bulk density of loose coarse aggregate; γcais the relative bulk density of coarse aggregate [36]:(3)γca=P1+P2+⋯+PnP1/γ1+P2/γ2+⋯+Pn/γn,where Pi (i = 1, 2, 3, …, n) is the content of an aggregate fraction (see Figures 2 and 3); γi (i = 1, 2, 3, …, n) is the relative bulk density of an aggregate fraction.The voids in coarse aggregate of the high plasticity soil-gravel mixture (VCAmix) are expressed as [36](4)VCAmix=1−γfγca×Pca100×100,where Pcais the content of coarse aggregates in the high plasticity soil-gravel mixture and γf is the relative bulk density of the high plasticity soil-gravel mixture, which can be determined using the wax sealing method as per the Chinese standard (JTG E20-2011) [37].


### 2.2.4. X-Ray CT Scan

The industrial YXLON X-ray CT scanner was used to detect the mesostructure of high plasticity soil-gravel mixtures, as shown in Figure7. The samples were sealed during the scanning process to ensure that their moisture contents did not change. A voltage of 220 kV and a current of 2.5 mA were utilized in X-ray CT scans after debugging [38].Figure 7
YXLON X-ray CT scanner.A training step was conducted for 5 min by adjusting the upper limit voltage to 260 kV before starting the instrument. Then, the position of the arm of the CT scanner was reset, and background data and gain data were corrected and entered by computer. Subsequently, the samples were placed on the test holder and scanned every 1 mm along the longitudinal direction. For each sample, 200 slices were obtained in total.


### 2.2.5. CT Image Processing

The AVIZO software was employed to process the CT images (Figure8(a)). The image processing procedure mainly included two steps, i.e., preprocessing and segmentation. Image preprocessing consisted of voxel setting, boundary processing, image noise reduction, and particle recognition. The purpose of preprocessing was to remove image defects (e.g., artifact and noise), improve brightness and contrast, and identify particles. After preprocessing, white coarse grains, black void and background, and gray fine grains could be distinguished clearly (Figure 8(b)). The images were then further segmented to separate coarse grains to accommodate the subsequent particle contact analysis. In this study, the watershed segmentation method was selected for image segmentation after particle recognition, as shown in Figure 8(c).Figure 8
Processing of CT images. (a) Original image. (b) Preprocessing. (c) Segmentation.
(a)(b)(c)


## 2.2.1. Selection of Gravel Content and Gravel Gradation

In order to study the effect of gravel contents (i.e., the mass ratio of gravel to high plasticity soil) on the resilient modulus of high plasticity soil with gravel, five samples with different gravel contents (i.e., 30%, 35%, 40%, 45%, and 50%) and the same gravel gradation type (see Figure2) were prepared.On the other hand, the soil samples with a gravel content of 50% and four different gravel gradation types were considered to examine the influence of the gravel gradation type on the behavior of high plasticity soil-gravel mixture. Apart from the gravel gradation type (#3) shown in Figure2, three additional gravel gradation types (i.e., #1, #2, and #4) were taken into account (Figure 3), referring to the literature [34].Figure 3
Four types of gravel gradation. Note that #1, #2, and #4 are the upper, middle, and lower gradation types, respectively; #3 is the gradation type shown in Figure2.


## 2.2.2. Dynamic Triaxial Tests

Dynamic triaxial tests were carried out on the high plasticity soil-gravel mixture samples using the APS-Wille Geotechnik dynamic triaxial test system (Figure4(a)). High plasticity soil and gravel were manually mixed for 5–8 min in a basin and then mechanically stirred for 10–20 min in a laboratory concrete mixer (Cangzhou Senzhong Testing Instrument, China) at a stirring rate of 100 r/min to obtain a homogeneous mixture. A certain amount of water was added during the stir to bring the moisture content of the mixture to the optimum value. The mixture samples were formed by compacting the mixture in a mold using a press machine. The samples had a diameter of 100 mm and a height of 200 mm (Figure 4(b)). Table 2 summarizes the specifications of the samples. The gravel volume ratio represents the ratio of gravel volume to total soil volume.Figure 4
Dynamic triaxial tests. (a) Apparatus. (b) Prepared sample.
(a)(b)Table 2
Specifications of the samples for dynamic triaxial sample tests.
Gravel content (%)Gravel gradation typeGravel volume ratio (%)Optimum moisture content (%)30#324.913.935#328.113.640#332.312.345#336.112.750#140.213.550#240.213.350#340.213.250#440.213.0According to the Chinese code for the design of highway subgrades (JTG D30-2015), a half-sine wave load with a frequency of 1 Hz was used. The loading time was 0.1 s and the interval was 0.9 s [35]. To eliminate the plastic deformation of the sample, 1000 preloads were applied before testing. The specific loading sequence is shown in Table 3. For each sequence, the sample was loaded 100 times.Table 3
Loading sequence for dynamic triaxial tests.
Loading sequenceConfining pressure (kPa)Cyclic stress (kPa)Vertical stress (kPa)Cycle numberPreloading3055851000160309010024530751003303060100415304510056055115100645551001007305585100815557010096075135100104575120100113075105100121575901001360105165100144510515010015301051351001615105120100When the tests were completed, the axial recoverable strain amplitude of the last five cycles was selected, and thus the dynamic resilient modulus of each sample can be calculated [35]:(1)MR=σ0ε0,where σ0 is the axial stress amplitude; ε0 is the axial recoverable strain amplitude; and MR is the dynamic resilient modulus.


## 2.2.3. Tests of Voids in Coarse Aggregate

The structures of asphalt mixtures can be divided into the dense suspended structure and the dense skeleton structure. Considering the similarity between high plasticity soil-gravel mixtures and asphalt mixtures, one can determine the structure of the soil-gravel mixtures by testing the voids in coarse aggregate following the skeleton analysis method for asphalt mixtures.In this section, soil particles were divided into the coarse aggregate and the fine aggregate with the threshold size of 4.75 mm. It was considered that the coarse aggregate played a skeleton role and the fine aggregate filled the voids in coarse aggregate. Thus, the soil packing structure was determined by comparing the voids in coarse aggregate of the compacted high plasticity soil-gravel mixture (VCAmix) to those of the dry compacted coarse aggregate (VCAdrc), as shown in Figure 5. If VCAmix > VCAdrc, most of coarse aggregates cannot contact each other and are “suspended” in the mixture, so the soil mixture has the dense suspended structure (Figure 6(a)); if VCAmix ≤ VCAdrc, most of coarse aggregates can contact each other to form a dense skeleton, so the soil mixture has the dense skeleton structure (Figure 6(b)).Figure 5
Schematic diagram ofVCAdrcand VCAmix.Figure 6
Schematic diagram of the structure of soil-gravel mixtures. (a) Dense suspended structure. (b) Dense skeleton structure.
(a)(b)The voids in coarse aggregate of the dry compacted coarse aggregate (VCAdrc) are calculated as [36](2)VCAdrc=1−γsγca×100,where γs is the relative bulk density of loose coarse aggregate; γcais the relative bulk density of coarse aggregate [36]:(3)γca=P1+P2+⋯+PnP1/γ1+P2/γ2+⋯+Pn/γn,where Pi (i = 1, 2, 3, …, n) is the content of an aggregate fraction (see Figures 2 and 3); γi (i = 1, 2, 3, …, n) is the relative bulk density of an aggregate fraction.The voids in coarse aggregate of the high plasticity soil-gravel mixture (VCAmix) are expressed as [36](4)VCAmix=1−γfγca×Pca100×100,where Pcais the content of coarse aggregates in the high plasticity soil-gravel mixture and γf is the relative bulk density of the high plasticity soil-gravel mixture, which can be determined using the wax sealing method as per the Chinese standard (JTG E20-2011) [37].


## 2.2.4. X-Ray CT Scan

The industrial YXLON X-ray CT scanner was used to detect the mesostructure of high plasticity soil-gravel mixtures, as shown in Figure7. The samples were sealed during the scanning process to ensure that their moisture contents did not change. A voltage of 220 kV and a current of 2.5 mA were utilized in X-ray CT scans after debugging [38].Figure 7
YXLON X-ray CT scanner.A training step was conducted for 5 min by adjusting the upper limit voltage to 260 kV before starting the instrument. Then, the position of the arm of the CT scanner was reset, and background data and gain data were corrected and entered by computer. Subsequently, the samples were placed on the test holder and scanned every 1 mm along the longitudinal direction. For each sample, 200 slices were obtained in total.


## 2.2.5. CT Image Processing

The AVIZO software was employed to process the CT images (Figure8(a)). The image processing procedure mainly included two steps, i.e., preprocessing and segmentation. Image preprocessing consisted of voxel setting, boundary processing, image noise reduction, and particle recognition. The purpose of preprocessing was to remove image defects (e.g., artifact and noise), improve brightness and contrast, and identify particles. After preprocessing, white coarse grains, black void and background, and gray fine grains could be distinguished clearly (Figure 8(b)). The images were then further segmented to separate coarse grains to accommodate the subsequent particle contact analysis. In this study, the watershed segmentation method was selected for image segmentation after particle recognition, as shown in Figure 8(c).Figure 8
Processing of CT images. (a) Original image. (b) Preprocessing. (c) Segmentation.
(a)(b)(c)


## 3. Results and Discussion

### 3.1. Analysis of Dynamic Resilient Modulus

Table4 and Figure 9 show that the gravel content and gravel gradation type have significant influences on the resilient modulus of high plasticity soil-gravel mixture samples. For the same gradation type, the modulus increases and the growth rate becomes larger with the increase in gravel content. When the gravel content is the same, as the gravel gradation changes from the upper to the lower type, the modulus increases. For example, the modulus of the sample with a gravel content of 50% and #1-type (i.e., the upper type) gravel gradation is smaller than that of the sample with a gravel content of 45% and #3-type gravel gradation. The specific mechanism can be explored from macroscopic and mesoscopic perspectives by testing the voids in coarse aggregate and analyzing CT images.Table 4
Results of dynamic triaxial tests.
Gravel content (%)Gravel gradation typeGravel volume ratio (%)Measured moisture content (%)Dynamic resilient modulus (MPa)30#324.914.258.235#328.114.366.240#332.312.276.945#336.112.494.450#140.213.788.450#240.213.5106.450#340.213.4108.850#440.213.2117.6Figure 9
Dynamic resilient moduli of different samples affected by gravel content and gravel gradation type. (a) Different gravel contents and #3-type gravel gradation. (b) Different gravel gradation types and 50% gravel content.
(a)(b)


### 3.2. Analysis of Voids in Coarse Aggregate

Figure10 compares the voids in coarse aggregate of dry compacted coarse aggregates (VCAdrc) and those of the compacted high plasticity soil-gravel mixture (VCAmix).Figure 10
VCAdrc and VCAmix of different samples affected by gravel content and gravel gradation type. (a) Different gravel contents and #3-type gravel gradation. (b) Different gradation types and 50% gravel content.
(a)(b)It is observed that, with the increase in gravel content,VCAmixof high plasticity soil-gravel mixture decreases. When the gravel content is less than 44.1%, VCAmix > VCAdrc, and thus most of coarse aggregates are suspended in the soil. In this case, there are not enough contacts for coarse aggregates to form the skeleton structure. In other words, the sample shows a dense suspended structure. As a result, the resilient modulus increases slowly. When the gravel content is greater than 44.1%, VCAdrc ≥ VCAmix. In this case, most of coarse aggregates can contact each other to form a dense skeleton. With the increase in gravel content, the skeleton structure is constantly improved. Consequently, the growth of resilient modulus appears a faster trend.The resilient moduli of the samples with different gravel gradation types are different even if their gravel contents are the same. When the soil has the upper type gradation,VCAmix > VCAdrc; thus, coarse aggregates are insufficient and suspended in the soil. This means that the soil belongs to the dense suspended structure. For this reason, the modulus is relatively low. This also explains why the modulus of the sample with a gravel content of 50% and #1-type gravel gradation is lower than that of the sample with a gravel content of 45% and #3-type gravel gradation. When the gravel gradation type changes from the middle to the lower type, the content of coarse aggregates gradually increases and coarse aggregates tend to contact each other to form an increasingly dense skeleton. Therefore, the soil changes from a dense suspended structure to a dense skeleton structure, and the modulus increases accordingly.The structure has an important influence on the resilient modulus of soil. In the dense skeleton structure, the content of coarse aggregates is large, and coarse aggregates contact each other to form the skeleton structure. Due to the high stiffness of coarse aggregates themselves, the skeleton structure formed by coarse aggregates can well resist the external force with small deformations, and thus the soil shows a higher modulus. In the dense suspended structure, most of coarse aggregates are isolated and cannot effectively reinforce the soil, so the modulus is relatively low. If the structure type does not change, the modulus increases slowly with the increase in the content of coarse aggregates.The gravel content and gravel gradation type affect the soil structure. The structure of the soil depends on the contents of coarse aggregates and fine aggregates. The specific performance is as follows: when the content of fine aggregates is large, fine aggregates will isolate coarse aggregates so that the latter cannot contact each other to form a skeleton. Thus, coarse aggregates are suspended in the soil, and the soil shows a dense suspended structure. With the increase in the content of coarse aggregates, coarse aggregates gradually contact each other to form a skeleton structure, and fine aggregates fill the voids in coarse aggregate tightly. Then, the soil structure changes from the dense suspended structure to the dense skeleton structure.Therefore, the gravel content and gravel gradation type change the gradation of high plasticity soil-gravel mixture. A proper increase of the content of coarse aggregates can help the soil form a dense skeleton structure, thus improving the resilient modulus of high plasticity soil-gravel mixture.


### 3.3. Analysis of Contact Number

The structural stability of high plasticity soil-gravel mixture depends on the contacts between coarse aggregates. The contact state and contact degree of coarse aggregates also objectively reflect the compactness and the degree of interlocking of the soil. The tests of voids in coarse aggregate evaluate the structure of high plasticity soil-gravel mixture from a macroscopic perspective, but it is not possible to visualize the contact state of coarse aggregates inside the mixture. This section examines the contact state of coarse aggregates in the soil mixture based on the results of X-ray CT scans.Figures11 and 12 show the CT images of high plasticity soil-gravel mixtures. It is noted that when the gravel content is small, the number of contacts between coarse aggregates is less, and coarse aggregates are basically suspended in the soil. When the gravel content is large, coarse aggregates are close to each other and the number of “free” coarse aggregates is small, showing a large number of contact points. This indicates that coarse aggregates are interlocked to form a relatively stable skeleton structure.Figure 11
CT images of samples with #3-type gravel gradation and different gravel contents: (a) 30%, (b) 35%, (c) 40%, and (d) 45%.
(a)(b)(c)(d)Figure 12
CT images of samples with 50% gravel content and different gravel gradation types: (a) type #1, (b) type #2, (c) type #3, and (d) type #4.
(a)(b)(c)(d)As the gravel gradation changes from the upper to the lower type, the mean distance between coarse aggregates decreases and the number of contacts between coarse aggregates increases. As a result, the soil gradually forms an increasingly stable skeleton structure.Figures13 and 14 present the contact number of different samples along the height. It is observed that the contact number of coarse aggregates in the mixture is not uniform along the height direction. Generally, the number of contact points is larger in the lower part and less in the upper part of each sample. This is because the sample was formed by static compaction, which makes coarse aggregates gather in the middle and lower parts. Consequently, the contact number in the middle and lower parts is larger than that in the upper part. With the increase in gravel content, the fluctuation range of contact number also increases.Figure 13
Contact number of the samples with different gravel contents and #3-type gravel gradation. (a) Gravel content = 30%. (b) Gravel content = 35%. (c) Gravel content = 40%. (d) Gravel content = 45%.
(a)(b)(c)(d)Figure 14
Contact number of the samples with different gravel gradation types and 50% gravel content. (a) Type #1. (b) Type #2. (c) Type #3. (d) Type #4.
(a)(b)(c)(d)When the gravel content changes from 30% to 40%, the number of contact points shows a slow increase. However, when the gravel content changes from 45% to 50%, the number of contact points increases faster. The variation trend of the number of contact points is consistent with those of the resilient modulus and voids in coarse aggregates as the gravel content increases, as shown in Figures9(a) and 10(a).When the gravel content is less than 44.1%,VCAmix > VCAdrc, and most of coarse aggregates are suspended in the soil. The contact points between coarse aggregates are less. The increase of contact number with the gravel content is slower, and the resilient modulus increases at a smaller rate accordingly. When the gravel content is more than 44.1%, VCAmix < VCAdrc, and the skeleton structure begins to form among coarse aggregates. With the increase in gravel content, the contact number increases rapidly and the structure is continuously improved. Consequently, the resilient modulus increases rapidly.Similarly, from the analysis of Figures9(b), 10(b), and 14, one can note that when the gravel gradation changes from the upper to the lower type, the contact number of coarse aggregates increases and coarse aggregates gradually form a strong skeleton. Thus, the resilient modulus increases accordingly.Table5 summarizes the number of contact points between coarse aggregates of different sizes. It is noted that when the gravel content is 30%–40%, the number of contacts between coarse aggregates of each size is less and not all go up with the increase in gravel content. When coarse aggregates are suspended in the soil, they have less chance to contact each other, and thus the resilient modulus increases slowly as the gravel content increases. When the gravel content is 45%–50%, interlocking is likely to happen between coarse aggregates, causing the formation of gravel skeleton. The number of contact points between coarse aggregates with different sizes goes up obviously. With the increase in gravel content, the number of coarse aggregates of each size increases; the chance of contact between each other increases. Therefore, the contact number and the resilient modulus increase.Table 5
Number of contact points between coarse aggregates of different sizes.
Grain sizeFactorGravel contentGravel gradation type30%35%40%45%#1#2#3#44.75 mm–4.75 mm4857391231772182252534.75 mm–9.5 mm98901021551952842963114.75 mm–13.2 mm4170661691632542662714.75 mm–16 mm3935321521422112452429.5 mm–9.5 mm1341883173742993903984109.5 mm–13.2 mm1701462193962863984024149.5 mm–16 mm939811215313323224427913.2 mm–13.2 mm13012912729423632533037413.2 mm–16 mm538513315416417619421216 mm–16 mm1832479689136147130When the gravel gradation approaches the lower type, coarse aggregates gradually form a skeleton. As the content of coarse aggregates increases, the number of contact points between coarse aggregates with different sizes generally increases and the resilient modulus increases accordingly. However, the number of contact points between coarse aggregates with different sizes in the sample with a gravel content of 50% and #1-type gravel gradation is mostly smaller than that of the sample with a gravel content of 45% and #3-type gravel gradation. This is why the modulus of the former is also smaller than that of the latter.The difference in gravel content and gravel gradation type can alter the gradation of high plasticity soil-gravel mixture, which further leads to the change of contact number of coarse aggregates at the mesoscopic level. Consequently, the resilient modulus of high plasticity soil-gravel mixture varies. When the content of coarse aggregates is large (e.g., the gravel content is large or the gravel gradation approaches the lower type), coarse aggregates are interlocked to form a skeleton structure. In this case, the soil has a larger resilient modulus.


## 3.1. Analysis of Dynamic Resilient Modulus

Table4 and Figure 9 show that the gravel content and gravel gradation type have significant influences on the resilient modulus of high plasticity soil-gravel mixture samples. For the same gradation type, the modulus increases and the growth rate becomes larger with the increase in gravel content. When the gravel content is the same, as the gravel gradation changes from the upper to the lower type, the modulus increases. For example, the modulus of the sample with a gravel content of 50% and #1-type (i.e., the upper type) gravel gradation is smaller than that of the sample with a gravel content of 45% and #3-type gravel gradation. The specific mechanism can be explored from macroscopic and mesoscopic perspectives by testing the voids in coarse aggregate and analyzing CT images.Table 4
Results of dynamic triaxial tests.
Gravel content (%)Gravel gradation typeGravel volume ratio (%)Measured moisture content (%)Dynamic resilient modulus (MPa)30#324.914.258.235#328.114.366.240#332.312.276.945#336.112.494.450#140.213.788.450#240.213.5106.450#340.213.4108.850#440.213.2117.6Figure 9
Dynamic resilient moduli of different samples affected by gravel content and gravel gradation type. (a) Different gravel contents and #3-type gravel gradation. (b) Different gravel gradation types and 50% gravel content.
(a)(b)


## 3.2. Analysis of Voids in Coarse Aggregate

Figure10 compares the voids in coarse aggregate of dry compacted coarse aggregates (VCAdrc) and those of the compacted high plasticity soil-gravel mixture (VCAmix).Figure 10
VCAdrc and VCAmix of different samples affected by gravel content and gravel gradation type. (a) Different gravel contents and #3-type gravel gradation. (b) Different gradation types and 50% gravel content.
(a)(b)It is observed that, with the increase in gravel content,VCAmixof high plasticity soil-gravel mixture decreases. When the gravel content is less than 44.1%, VCAmix > VCAdrc, and thus most of coarse aggregates are suspended in the soil. In this case, there are not enough contacts for coarse aggregates to form the skeleton structure. In other words, the sample shows a dense suspended structure. As a result, the resilient modulus increases slowly. When the gravel content is greater than 44.1%, VCAdrc ≥ VCAmix. In this case, most of coarse aggregates can contact each other to form a dense skeleton. With the increase in gravel content, the skeleton structure is constantly improved. Consequently, the growth of resilient modulus appears a faster trend.The resilient moduli of the samples with different gravel gradation types are different even if their gravel contents are the same. When the soil has the upper type gradation,VCAmix > VCAdrc; thus, coarse aggregates are insufficient and suspended in the soil. This means that the soil belongs to the dense suspended structure. For this reason, the modulus is relatively low. This also explains why the modulus of the sample with a gravel content of 50% and #1-type gravel gradation is lower than that of the sample with a gravel content of 45% and #3-type gravel gradation. When the gravel gradation type changes from the middle to the lower type, the content of coarse aggregates gradually increases and coarse aggregates tend to contact each other to form an increasingly dense skeleton. Therefore, the soil changes from a dense suspended structure to a dense skeleton structure, and the modulus increases accordingly.The structure has an important influence on the resilient modulus of soil. In the dense skeleton structure, the content of coarse aggregates is large, and coarse aggregates contact each other to form the skeleton structure. Due to the high stiffness of coarse aggregates themselves, the skeleton structure formed by coarse aggregates can well resist the external force with small deformations, and thus the soil shows a higher modulus. In the dense suspended structure, most of coarse aggregates are isolated and cannot effectively reinforce the soil, so the modulus is relatively low. If the structure type does not change, the modulus increases slowly with the increase in the content of coarse aggregates.The gravel content and gravel gradation type affect the soil structure. The structure of the soil depends on the contents of coarse aggregates and fine aggregates. The specific performance is as follows: when the content of fine aggregates is large, fine aggregates will isolate coarse aggregates so that the latter cannot contact each other to form a skeleton. Thus, coarse aggregates are suspended in the soil, and the soil shows a dense suspended structure. With the increase in the content of coarse aggregates, coarse aggregates gradually contact each other to form a skeleton structure, and fine aggregates fill the voids in coarse aggregate tightly. Then, the soil structure changes from the dense suspended structure to the dense skeleton structure.Therefore, the gravel content and gravel gradation type change the gradation of high plasticity soil-gravel mixture. A proper increase of the content of coarse aggregates can help the soil form a dense skeleton structure, thus improving the resilient modulus of high plasticity soil-gravel mixture.


## 3.3. Analysis of Contact Number

The structural stability of high plasticity soil-gravel mixture depends on the contacts between coarse aggregates. The contact state and contact degree of coarse aggregates also objectively reflect the compactness and the degree of interlocking of the soil. The tests of voids in coarse aggregate evaluate the structure of high plasticity soil-gravel mixture from a macroscopic perspective, but it is not possible to visualize the contact state of coarse aggregates inside the mixture. This section examines the contact state of coarse aggregates in the soil mixture based on the results of X-ray CT scans.Figures11 and 12 show the CT images of high plasticity soil-gravel mixtures. It is noted that when the gravel content is small, the number of contacts between coarse aggregates is less, and coarse aggregates are basically suspended in the soil. When the gravel content is large, coarse aggregates are close to each other and the number of “free” coarse aggregates is small, showing a large number of contact points. This indicates that coarse aggregates are interlocked to form a relatively stable skeleton structure.Figure 11
CT images of samples with #3-type gravel gradation and different gravel contents: (a) 30%, (b) 35%, (c) 40%, and (d) 45%.
(a)(b)(c)(d)Figure 12
CT images of samples with 50% gravel content and different gravel gradation types: (a) type #1, (b) type #2, (c) type #3, and (d) type #4.
(a)(b)(c)(d)As the gravel gradation changes from the upper to the lower type, the mean distance between coarse aggregates decreases and the number of contacts between coarse aggregates increases. As a result, the soil gradually forms an increasingly stable skeleton structure.Figures13 and 14 present the contact number of different samples along the height. It is observed that the contact number of coarse aggregates in the mixture is not uniform along the height direction. Generally, the number of contact points is larger in the lower part and less in the upper part of each sample. This is because the sample was formed by static compaction, which makes coarse aggregates gather in the middle and lower parts. Consequently, the contact number in the middle and lower parts is larger than that in the upper part. With the increase in gravel content, the fluctuation range of contact number also increases.Figure 13
Contact number of the samples with different gravel contents and #3-type gravel gradation. (a) Gravel content = 30%. (b) Gravel content = 35%. (c) Gravel content = 40%. (d) Gravel content = 45%.
(a)(b)(c)(d)Figure 14
Contact number of the samples with different gravel gradation types and 50% gravel content. (a) Type #1. (b) Type #2. (c) Type #3. (d) Type #4.
(a)(b)(c)(d)When the gravel content changes from 30% to 40%, the number of contact points shows a slow increase. However, when the gravel content changes from 45% to 50%, the number of contact points increases faster. The variation trend of the number of contact points is consistent with those of the resilient modulus and voids in coarse aggregates as the gravel content increases, as shown in Figures9(a) and 10(a).When the gravel content is less than 44.1%,VCAmix > VCAdrc, and most of coarse aggregates are suspended in the soil. The contact points between coarse aggregates are less. The increase of contact number with the gravel content is slower, and the resilient modulus increases at a smaller rate accordingly. When the gravel content is more than 44.1%, VCAmix < VCAdrc, and the skeleton structure begins to form among coarse aggregates. With the increase in gravel content, the contact number increases rapidly and the structure is continuously improved. Consequently, the resilient modulus increases rapidly.Similarly, from the analysis of Figures9(b), 10(b), and 14, one can note that when the gravel gradation changes from the upper to the lower type, the contact number of coarse aggregates increases and coarse aggregates gradually form a strong skeleton. Thus, the resilient modulus increases accordingly.Table5 summarizes the number of contact points between coarse aggregates of different sizes. It is noted that when the gravel content is 30%–40%, the number of contacts between coarse aggregates of each size is less and not all go up with the increase in gravel content. When coarse aggregates are suspended in the soil, they have less chance to contact each other, and thus the resilient modulus increases slowly as the gravel content increases. When the gravel content is 45%–50%, interlocking is likely to happen between coarse aggregates, causing the formation of gravel skeleton. The number of contact points between coarse aggregates with different sizes goes up obviously. With the increase in gravel content, the number of coarse aggregates of each size increases; the chance of contact between each other increases. Therefore, the contact number and the resilient modulus increase.Table 5
Number of contact points between coarse aggregates of different sizes.
Grain sizeFactorGravel contentGravel gradation type30%35%40%45%#1#2#3#44.75 mm–4.75 mm4857391231772182252534.75 mm–9.5 mm98901021551952842963114.75 mm–13.2 mm4170661691632542662714.75 mm–16 mm3935321521422112452429.5 mm–9.5 mm1341883173742993903984109.5 mm–13.2 mm1701462193962863984024149.5 mm–16 mm939811215313323224427913.2 mm–13.2 mm13012912729423632533037413.2 mm–16 mm538513315416417619421216 mm–16 mm1832479689136147130When the gravel gradation approaches the lower type, coarse aggregates gradually form a skeleton. As the content of coarse aggregates increases, the number of contact points between coarse aggregates with different sizes generally increases and the resilient modulus increases accordingly. However, the number of contact points between coarse aggregates with different sizes in the sample with a gravel content of 50% and #1-type gravel gradation is mostly smaller than that of the sample with a gravel content of 45% and #3-type gravel gradation. This is why the modulus of the former is also smaller than that of the latter.The difference in gravel content and gravel gradation type can alter the gradation of high plasticity soil-gravel mixture, which further leads to the change of contact number of coarse aggregates at the mesoscopic level. Consequently, the resilient modulus of high plasticity soil-gravel mixture varies. When the content of coarse aggregates is large (e.g., the gravel content is large or the gravel gradation approaches the lower type), coarse aggregates are interlocked to form a skeleton structure. In this case, the soil has a larger resilient modulus.


## 4. Case Study

In order to better illustrate the influence of gradation on the resilient modulus of high plastic soil-gravel mixtures, a case study was carried out.The Wanning-Yangpu expressway is 163 km long, located in Hainan Province, China. Approximately 2.4 million m3 high plasticity soils were excavated and used as filling materials for the subgrade construction.The subgrade was divided into two parts. The lower part was the prepared roadbed, and the upper part included three layers. According to the Chinese specification for pavement design (JTG D50-2017), the comprehensive resilient modulus of the top surface of a subgrade should be not less than 120 MPa [25]. Through in situ tests, the subgrade directly filled with high plasticity soil had a resilient modulus of 24.5 MPa, which did not meet the standard.Therefore, the high plasticity soil-gravel mixture was filled in the upper part to improve the overall modulus of the subgrade. The moduli of high plasticity soil-gravel mixtures with different gravel contents and gradation types are shown in Table4. The modulus of the mixture with a gravel content of 30% or 35% is small, which has limited improvement effects on the overall modulus of the subgrade. Thus, the first layer and the second layer of the upper part were filled with high plasticity soils treated by 40% and 45% gravel (#3-type gradation), respectively. Prior to compaction, the high plasticity soil-gravel mixture in each layer was blended by the WBZ21 road mixer (Shaanxi Construction Machinery, China) to make the mixture fully homogeneous. For the top layer of the upper part, the mixture with over 50% gravel must be used to satisfy the design requirement, but the construction cost will be highly increased accordingly. Therefore, for the purpose of reducing costs, the top layer was filled with 4% cement-treated high plasticity soil instead. The cross section of the subgrade is shown in Figure 15. The in situ test results showed that the resilient modulus of the top surface of the subgrade was 169 MPa, which was larger than the required value (i.e., 120 MPa). The case study suggests that the desired gravel content is 40%–45% when the gravel mixing method is used to improve high plasticity soils.Figure 15
Cross section of treated subgrade.


## 5. Conclusions

In this study, the resilient modulus of high plasticity soil-gravel mixture was obtained by dynamic triaxial tests. The structure of the soil mixture was determined by testing the voids in coarse aggregate. Moreover, the mesostructure of the soil-gravel mixture was analyzed using X-ray CT scans. The influence of gravel mixing on the resilient modulus of high plasticity soil-gravel mixture was analyzed considering different gravel contents and gravel gradation types. The following conclusions can be drawn:(1)
The resilient modulus of the mixture increases with the increase in gravel content and gradually increases as the gravel gradation approaches the lower type, suggesting that the gradation of high plasticity soil-gravel mixture has a great influence on its resilient modulus.(2)
When the gravel content is less than 44.1%,VCAmix > VCAdrc, and the resilient modulus increases slowly with increasing gravel content. When gravel content is greater than 44.1%, VCAmix < VCAdrc, and the resilient modulus increases rapidly with increasing gravel content. The result indicates that 44.1% is a critical gravel content. As the gravel content exceeds this critical value, the modulus increases faster with the increase in gravel content.(3)
As the gravel gradation tends to the lower type, the quantity of coarse aggregates increases and the resilient modulus increases accordingly. As the gravel gradation approaches the upper type, coarse aggregates decrease in quantity and tend to suspend in the soil, so the modulus decreases.(4)
When the content of coarse aggregates is large, coarse aggregates are able to contact each other to form a skeleton. The dense skeleton structure is continuously improved with the increase in contact number. As a result, the soil shows a large resilient modulus.(5)
The contact analysis revealed that the fundamental reason for the improvement of the resilient modulus of the soil mixture is the increase in the number of contacts between coarse aggregates.(6)
The use of high plasticity soil-gravel mixtures with different gradations is effective in improving the resilient modulus of a road subgrade. This method can make rational use of high plasticity soil to reduce soil abandonment and construction costs. So, it is environmentally friendly and economical.



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*Source: 8887628-2020-05-14.xml*