# Evaluation of Carbonation Effects on Cement-Solidified Contaminated Soil Used in Road Subgrade

Authors: Yundong Zhou; Lingling Pan; Qiang Tang; Yu Zhang; Na Yang; Cong Lu
Journal: Advances in Materials Science and Engineering
 (2018)

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## Abstract

Cement solidification/stabilization is widely used towards contaminated soil since it has a low price and significant improvement for the structural capacity of soil. To increase the usage of the solidified matrix, cement-solidified contaminated soil was used as road subgrade material. In this study, carbonation effect that reflected the durability on strength characteristics of cement-solidified contaminated soil and the settlement of pavement were evaluated through experimental and numerical analysis, respectively. According to results, compressive strengths of specimens with 1% Pb(II) under carbonation and standard curing range from 0.44 MPa to 1.17 MPa and 0.14 MPa to 2.67 MPa, respectively. The relatively low strengths were attributed to immobilization of heavy metal, which consumed part of SiO2, Al2O3, and CaO components in the cement or kaolin and reduced the hydration and pozzolanic reaction materials. This phenomenon further decreased the strength of solidified soils. The carbonation depth of 1% Cu(II) or Zn(II) contaminated soils was 18 mm, which significantly increased with the increase of curing time and contamination concentration. Furthermore, the finite element calculation results showed that surface settlements decreased with the increase of modulus of subgrade and the distance away from the center. At the center, the pavement settlement was proportional to the level of traffic load.


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## Body

## 1. Introduction

The development of industry and urbanization was accompanied with soil pollution, which attracts great attention in the recent years [1–4]. Heavy metal pollution in soils in various countries is summarized in Table 1. According to the site-investigation in Southern tailing area, France, the concentration of Pb(II) contained in soil reached around 9000 mg/kg, which was almost 281 times higher than that of natural soil [5]. Similarly, according to Seleznev and Yarmoshenko and CosKun et al., the soil in Turkey and Russia was also suffered with Pb(II) contamination [6, 7]. Besides, the concentration of Cu(II) in mining areas in Vietnam were founded as high as 1050 mg/kg [8]. In China, according to Zhang et al., the concentration of Cu(II) in Guangdong was founded as high as 4800 mg/kg [9]. Heavy metals are not only hazardous to the environment and public health but also lead to the degradation of mechanical properties of soils [10, 11]. Bochenek and Kurdowski found that the effect of solidification/stabilization of the waste is strongly related to the concentration of Pb(II) and Zn(II) [12]. The high concentration of heavy metals usually diminishes the solidification/stabilization of the waste.Table 1
Heavy metal pollution of soils in various regions.
Country
Location
Metal content (mg/kg)
References
Cr
Pb
Cu
Zn
Cd
Ni
China
Guangdong
2600
150
4800
330
1.21
480
[9]
China
A rural area, Jianghan plain
253.8
4.88
64.6
—
20.3
589.5
[13]
Russia
Ekaterinburg
—
1027
370
—
—
663
[6]
France
Southern tailing area
—
9000
—
16,000
—
—
[5]
Turkey
73 places
830
968
167
165
1.7
249
[7]
Greece
Landfill site
172
93
356
344
18.8
66
[14]
Vietnam
Mining areas
135
—
1050
—
284
76.9
[8]
India
Nuggihalli, Karnataka
4863
84.1
153.6
—
—
1398
[15]
Background value in soil
133
31.8
41
114
0.314
58
[16]Solidification/stabilization (S/S) is a commonly used remediation method towards heavy metal-contaminated soils. The S/S process is recognized by the U.S. Environmental Protection Agency (EPA) as the Best Demonstrated Available Technology (BDAT) for the land disposal of most toxic elements [10]. This method not only enhances the strength of soil effectively but also reduces the leaching of heavy metals [11]. Numerous researchers have studied S/S process to immobilize heavy metal by means of various S/S agents such as cement, quicklime, hydrated lime, fly ash, and cement kiln dust [17, 18]. Cement is widely used in S/S due to its relative low price and significant improvement for the structural capacity of soil [19].Conventionally, carbonation reaction of concrete is considered unfavorable, as it diminishes the durability of such materials, but for S/S system, this is different [20]. Exposure of S/S-treated waste to carbon dioxide resulted in physical and chemical transformations, which affected the long-term effectiveness of the S/S process. The microcracks were generated in the carbonated areas, which decreased the strength of concrete [21]. Gunning et al. demonstrated that accelerated carbonation could enhance the curing property of cement solidification and reduce the cost of disposal processes [22]. Although many studies investigated the carbonation reaction, its effects on the strength of contaminated soil that is solidified by cement still have not been systematically studied.Road is the main transport infrastructure and an important stimulator to the economy. In order to meet the increasing demands in terms of axle loads and frequency of traffic, the entire road network demands a substantial amount of aggregates, bituminous, and cementitious binders [23]. Recently, with the increase of scarcity of raw materials, the road pavement industry is facing new challenges in terms of resources. Numerous laboratory studies and field trials have shown that recycled materials can totally or partially replace natural materials in road construction [24]. Brooks and Cetin confirmed that using 30% recycled demolition waste and cement kiln dust to strengthen the subgrade and to prepare the subbase helps reducing the overall thickness of the pavement [25]. Bennert et al. studied the performance of recycled concrete aggregate in base and subbase courses and concluded that a mixture of 25% of recycled concrete aggregates with 75% of natural aggregate has the same resilient response [26]. In China, contaminated soils in industrial sites including power plants and boiler plants which stabilized by cement were used as road materials for Shanghai, World Expo. Potential saving in raw materials and storage space made the use of solidified soil, an attractive alternative to highway engineers.The solidified contaminated soil instead of raw material is used as subgrade material. In the field of practical engineering, due to the limitations of the construction environment, the contaminated soil is inevitably exposed to atmospheric carbon dioxide before strength formation. Carbon dioxide in the disposal environment enters into the pores of the contaminated soils during the curing period. Previous studies show that carbonation of S/S-treated material brings about physical and chemical transformations that can affect the long-term effectiveness of the S/S process [27]. Therefore, the simulation of the solidified contaminated soil after carbonation and the evaluation of its durability deserve to be studied.In this paper, soils spiked with high levels of Pb(II), Zn(II), and Cu(II) contaminants were treated by cement as subgrade material. The objectives of this study are to systematically investigate the effects of carbonation on the strength of the cement-stabilized soils through the laboratory tests. The influence factors included the type and content of heavy metals, cement content, moisture content, and curing time. The mechanisms of Zn(II), Pb(II), and Cu(II) immobilization with cement are interpreted based on the results of X-ray diffraction (XRD), Inductive Coupled Plasma Emission Spectrometer (ICP), nitrogen adsorption measurement (N2-BET), and scanning electron microscope (SEM) analysis. Subsequently, MIDAS/GTS finite element program is used to investigate the pavement settlements of application of solidified contaminated soil in subgrade. The final section summarizes the major findings of this study.


## 2. Materials and Methods

### 2.1. Raw Materials

The soils used in this study included one type of clay and one type of fine sand. The clay was commercial kaolin, obtained from Suzhou kaolin Co. Ltd., China. Commercial sand with diameters of approximately 1.0 mm was obtained from ShengFa Building Materials Co. Ltd., China. As the binder material, the commercially available OPC P·O42.5 was prepared, which consisted of 6%–15% active additive and 85%–94% cement. The natural moisture content of kaolin and sand was measured according to JIS A 1203. Grain size distribution of kaolin and sand was tested according to GB/T 50123-1999. Electrical conductivity (EC) and pH of the kaolin and sand was measured by pH/EC meter (PH-2603, Lohand, China) following JGS 0212 and JGS 0211, respectively. The N2-BET adsorption test was conducted to analyze specific surface area and average pore diameter of soil (NOVA2000e, Quantachrome, U.S.). The elemental and mineral composition of kaolin was analyzed by ICP-OES (Varian 720) and XRD (RAD-2B, Rigaku Corporation, Japan) correspondingly.Firstly, soils and H2O2 were directly weighed inside the quartz vessels. The rotor was positioned inside the SRC system, which was previously filled with 120 mL of water and 5 mL of H2SO4. Secondly, the microwave heating procedure was operated as follows: 10 min of ramp and hold for 20 min at 250°C. After cooling down (65°C), the chamber was depressurized, and the resultant solution was diluted in volumetric flasks up to 25 mL. After that, the residue was carefully transferred into microwave digestion system to which 8 mL of a mixture of 20%HNO3 + 5%HF + 5%H2O2 or 20%HNO3 + 0.4%NH4HF2 + 5%H2O2 was added [28]. Finally, the vessel was closed and clamped within a support module and placed inside the microwave digestion system.The heavy metal-contaminated soils were prepared artificially by adding Pb(NO3)2, Zn(NO3)2·6H2O, and Cu(NO3)2 (Analytical reagent, Sinopharm, China) as a source of pollutant. Zn(II) and Pb(II) were selected as the target heavy metals because they are commonly encountered in the contaminated sites worldwide, especially in China [29, 30]. The reason for choosing the source chemical in nitrate form was that the main chemical compositions of cement including Ca(II) and K(I) are very inert to react with nitrate anions. Besides, when compared to phosphate anions, nitrate anions have low sensitivity to the engineering characteristics of clay.


### 2.2. Specimen Preparation

Before the experiment, kaolin, cement, and sand samples were oven dried at 105°C for 24 hours (h) (101-A, Leao, China) and then cooled to room temperature in a desiccator [31, 32]. First of all, according to the ratio of sand/kaolin (7  :  3 by dry mass), samples were carried out and mixed manually for 4–5 minutes (min) in the vessel to achieve homogeneity. Second, cement was then added according to the ratios of cement/soils (5%/10%, on dry weight of soil basis), recorded as C5/C10. Third, based on the mixture proportion shown in Table 2, the heavy metal solutions were prepared artificially by adding Pb(NO3)2, Zn(NO3)2·6H2O, and Cu(NO3)2 (Analytical reagent, Sinopharm, China). After the mixing procedure, the mixture was transferred into a mold, which is 5 cm in diameter and 10 cm in height. At last, the specimens were extruded from the molds carefully with a hydraulic jack and were sealed with a polyethylene membrane to avoid severe dehydration.Table 2
Mixture composition of specimens.
No.
Heavy metal
Metal content (%)
Cement content (%)
Moisture content (%)
1
0
0
5
17
2
0
0
5
23
3
0
0
10
17
4
0
0
10
23
5
Pb
0.1
5
17
6
Pb
0.1
5
23
7
Pb
1
5
17
8
Pb
1
5
23
9
Pb
1
10
17
10
Pb
1
10
23
11
Zn
1
10
23
12
Cu
1
10
23After molding, partial samples were cured (≥95% humidity, 20 ± 2°C) for 1, 7, 14, and 28 days in a curing box (HBY-15B, Donghua, China). In addition, the rest of samples were placed in a carbonation testing apparatus (75 ± 5% humidity, 20 ± 2°C) containing CO2 gas at the concentration of 20 ± 2% for 1, 7, 14, and 28 days. According to Pu and Unluer, the demolded samples were subjected to accelerated carbonation at 30 ± 2°C and 80 ± 5% RH under a CO2 concentration of 10% for up to 28 days [33]. On the basis of Tang et al. (2017)’s research, the cement-fly ash mixtures were demoulded and placed in a carbonation testing apparatus containing CO2 gas concentration of 20 ± 3%, relative humidity of 70 ± 2%, and temperature of 20 ± 2°C for 7, 14, and 28 days, which in accordance with the experimental scheme in this study [34]. In this study, the accelerated carbonation (CO2 concentration of 20 ± 2%) was used to simulate the long-term effects of carbonation on the strength and leaching characteristics of cement-stabilized contaminated soils.


### 2.3. Compressive Strength Test

After curing, the unconfined compression tests were conducted as per ASTM D 2166-91 using a microcomputer-controlled electronic testing machine (LDS-50, Chenda, China), with a vertical displacement rate of 1 mm/min. The shape factor (height-to-diameter ratio) of the CPB specimens was 2.0. Total maximum loads were recorded, and the compressive strength was determined using the formulaqu = F/A, where qu is the compressive strength (MPa), F is the total maximum load (N), and A is the area of loaded surface (mm2). Based on the accuracy of the experiment, all of these tests were conducted in replicate, and the average values were reported.


### 2.4. Carbonation Depth Test

The carbonated specimens were cut in half on the basis of splitting method, which were followed by removing residual powder. The freshly cut surfaces were sprayed with phenolphthalein, which turned pink where the pore solution exceeded pH 9, that is, where the matrix had not yet become carbonated [35]. As shown in Figure 1, the depth of carbonation L was measured at four different locations along four edges, and the average value was used to determine the extent of carbonation according to GB/T 50082-2009 [36]:(1)L=L1+L2+L3+L44.Figure 1
Carbonation depth of specimen.


### 2.5. Numerical Simulation Model

Pavement is a multilayered structure composed of a concrete slab or an asphalt layer laid on a foundation system comprising various layers such as base and subgrade [37–43].MIDAS/GTS finite element software was adopted to assess the structural capacity of pavement with the use of cement-solidified contaminated soil used in subgrade. The influences of subgrade modulus and vehicle load on the structural surface deflection were analyzed. In this paper, schematic plot of road structure is shown in Figure2. The pavement structure is simplified as a two-dimensional (2D) axisymmetric plane strain case [44, 45].Figure 2
Schematic plot of road structure.In this model, the pavement length along the traffic direction was assumed infinite. The width of the subgrade was defined as 40 meters, while the road width was one-fourth of the subgrade. This setting was to eliminate the interference of boundary condition on the results. Besides, the depth of the model was 3 meters. The pavement structure comprised various layers including 18 cm asphalt layer, 40 cm cement treated base layer, and 242 cm cement-solidified contaminated soil layer. The details of the model (constitutive model, thickness, and basic properties of each layer) are shown in Table3.Table 3
Input parameters of finite element model.
Material
①
②
③
Asphalt mixture
Cement-steadied grit
Solidified contaminated soil
Constitutive model
Elasticity
Elasticity
Mohr–Coulomb
Thickness (m)
0.18
0.40
2.42
Bulk density (kN/m3)
19.6
23.5
17.4
Elasticity modulus (MPa)
1400
500
30
Cohesive force (kPa)
/
/
24
Internal friction angle (°)
/
/
30
Poisson’s ration
0.35
0.25
0.45In pavement structure design, the axial load is usually assumed to be uniformly distributed on the contact area [46]. According to BZZ-100 standard axle load, axle load was 100 kN and contact pressure was 0.7 MPa. The contact area between tire and road surface was 0.134 m2 in accordance with JTG D50-2006. The loading area was located at the center of the pavement illustrated in Figure 2, and the radius r0 was 0.152 m. In order to eliminate the boundary effect, the bottom boundary was set to be completely fixed, and the side boundary was fixed in the lateral direction.It is known that there is a correlation between modulus of cement-treated material and the strength of aggregate used [37]. Terashi et al. indicated that secant modulus (E50) had a linear correlation with qu expressed by (2) [47]. Experimental findings according to Du et al. were that the dimensionless fitting parameter η varies in the range of 18 to 53, depending on heavy metal concentration and cement content [48]. Yang and Zhao investigated the relationship between deformation modulus (ES) and modulus of elasticity (E), as shown in (3) and (4) [49]. Consequently, the elastic modulus of solidified contaminated soil was calculated based on (5).(2)E50=η∗qu,(3)E0=1+μ1−2μ1−μES,(4)E=2.5∼3.5ES,(5)E=2.5∼3.51−μ1+μ1−2μE0,where E50 is secant modulus (MPa); η is a dimensionless fitting parameter; according to Du et al. [48], values of η of uncontaminated soil, Pb0.1, and Pb1 are determined as 40, 28, and 18, respectively; E0 is deformation modulus (MPa), according to Gong (2008), the deformation modulus was replaced by E50 [50]; μ is Poisson ratio; ES is modulus of compressibility (MPa); and E is elastic modulus (MPa). The elastic modulus was applied to the numerical simulation in this paper.


## 2.1. Raw Materials

The soils used in this study included one type of clay and one type of fine sand. The clay was commercial kaolin, obtained from Suzhou kaolin Co. Ltd., China. Commercial sand with diameters of approximately 1.0 mm was obtained from ShengFa Building Materials Co. Ltd., China. As the binder material, the commercially available OPC P·O42.5 was prepared, which consisted of 6%–15% active additive and 85%–94% cement. The natural moisture content of kaolin and sand was measured according to JIS A 1203. Grain size distribution of kaolin and sand was tested according to GB/T 50123-1999. Electrical conductivity (EC) and pH of the kaolin and sand was measured by pH/EC meter (PH-2603, Lohand, China) following JGS 0212 and JGS 0211, respectively. The N2-BET adsorption test was conducted to analyze specific surface area and average pore diameter of soil (NOVA2000e, Quantachrome, U.S.). The elemental and mineral composition of kaolin was analyzed by ICP-OES (Varian 720) and XRD (RAD-2B, Rigaku Corporation, Japan) correspondingly.Firstly, soils and H2O2 were directly weighed inside the quartz vessels. The rotor was positioned inside the SRC system, which was previously filled with 120 mL of water and 5 mL of H2SO4. Secondly, the microwave heating procedure was operated as follows: 10 min of ramp and hold for 20 min at 250°C. After cooling down (65°C), the chamber was depressurized, and the resultant solution was diluted in volumetric flasks up to 25 mL. After that, the residue was carefully transferred into microwave digestion system to which 8 mL of a mixture of 20%HNO3 + 5%HF + 5%H2O2 or 20%HNO3 + 0.4%NH4HF2 + 5%H2O2 was added [28]. Finally, the vessel was closed and clamped within a support module and placed inside the microwave digestion system.The heavy metal-contaminated soils were prepared artificially by adding Pb(NO3)2, Zn(NO3)2·6H2O, and Cu(NO3)2 (Analytical reagent, Sinopharm, China) as a source of pollutant. Zn(II) and Pb(II) were selected as the target heavy metals because they are commonly encountered in the contaminated sites worldwide, especially in China [29, 30]. The reason for choosing the source chemical in nitrate form was that the main chemical compositions of cement including Ca(II) and K(I) are very inert to react with nitrate anions. Besides, when compared to phosphate anions, nitrate anions have low sensitivity to the engineering characteristics of clay.


## 2.2. Specimen Preparation

Before the experiment, kaolin, cement, and sand samples were oven dried at 105°C for 24 hours (h) (101-A, Leao, China) and then cooled to room temperature in a desiccator [31, 32]. First of all, according to the ratio of sand/kaolin (7  :  3 by dry mass), samples were carried out and mixed manually for 4–5 minutes (min) in the vessel to achieve homogeneity. Second, cement was then added according to the ratios of cement/soils (5%/10%, on dry weight of soil basis), recorded as C5/C10. Third, based on the mixture proportion shown in Table 2, the heavy metal solutions were prepared artificially by adding Pb(NO3)2, Zn(NO3)2·6H2O, and Cu(NO3)2 (Analytical reagent, Sinopharm, China). After the mixing procedure, the mixture was transferred into a mold, which is 5 cm in diameter and 10 cm in height. At last, the specimens were extruded from the molds carefully with a hydraulic jack and were sealed with a polyethylene membrane to avoid severe dehydration.Table 2
Mixture composition of specimens.
No.
Heavy metal
Metal content (%)
Cement content (%)
Moisture content (%)
1
0
0
5
17
2
0
0
5
23
3
0
0
10
17
4
0
0
10
23
5
Pb
0.1
5
17
6
Pb
0.1
5
23
7
Pb
1
5
17
8
Pb
1
5
23
9
Pb
1
10
17
10
Pb
1
10
23
11
Zn
1
10
23
12
Cu
1
10
23After molding, partial samples were cured (≥95% humidity, 20 ± 2°C) for 1, 7, 14, and 28 days in a curing box (HBY-15B, Donghua, China). In addition, the rest of samples were placed in a carbonation testing apparatus (75 ± 5% humidity, 20 ± 2°C) containing CO2 gas at the concentration of 20 ± 2% for 1, 7, 14, and 28 days. According to Pu and Unluer, the demolded samples were subjected to accelerated carbonation at 30 ± 2°C and 80 ± 5% RH under a CO2 concentration of 10% for up to 28 days [33]. On the basis of Tang et al. (2017)’s research, the cement-fly ash mixtures were demoulded and placed in a carbonation testing apparatus containing CO2 gas concentration of 20 ± 3%, relative humidity of 70 ± 2%, and temperature of 20 ± 2°C for 7, 14, and 28 days, which in accordance with the experimental scheme in this study [34]. In this study, the accelerated carbonation (CO2 concentration of 20 ± 2%) was used to simulate the long-term effects of carbonation on the strength and leaching characteristics of cement-stabilized contaminated soils.


## 2.3. Compressive Strength Test

After curing, the unconfined compression tests were conducted as per ASTM D 2166-91 using a microcomputer-controlled electronic testing machine (LDS-50, Chenda, China), with a vertical displacement rate of 1 mm/min. The shape factor (height-to-diameter ratio) of the CPB specimens was 2.0. Total maximum loads were recorded, and the compressive strength was determined using the formulaqu = F/A, where qu is the compressive strength (MPa), F is the total maximum load (N), and A is the area of loaded surface (mm2). Based on the accuracy of the experiment, all of these tests were conducted in replicate, and the average values were reported.


## 2.4. Carbonation Depth Test

The carbonated specimens were cut in half on the basis of splitting method, which were followed by removing residual powder. The freshly cut surfaces were sprayed with phenolphthalein, which turned pink where the pore solution exceeded pH 9, that is, where the matrix had not yet become carbonated [35]. As shown in Figure 1, the depth of carbonation L was measured at four different locations along four edges, and the average value was used to determine the extent of carbonation according to GB/T 50082-2009 [36]:(1)L=L1+L2+L3+L44.Figure 1
Carbonation depth of specimen.


## 2.5. Numerical Simulation Model

Pavement is a multilayered structure composed of a concrete slab or an asphalt layer laid on a foundation system comprising various layers such as base and subgrade [37–43].MIDAS/GTS finite element software was adopted to assess the structural capacity of pavement with the use of cement-solidified contaminated soil used in subgrade. The influences of subgrade modulus and vehicle load on the structural surface deflection were analyzed. In this paper, schematic plot of road structure is shown in Figure2. The pavement structure is simplified as a two-dimensional (2D) axisymmetric plane strain case [44, 45].Figure 2
Schematic plot of road structure.In this model, the pavement length along the traffic direction was assumed infinite. The width of the subgrade was defined as 40 meters, while the road width was one-fourth of the subgrade. This setting was to eliminate the interference of boundary condition on the results. Besides, the depth of the model was 3 meters. The pavement structure comprised various layers including 18 cm asphalt layer, 40 cm cement treated base layer, and 242 cm cement-solidified contaminated soil layer. The details of the model (constitutive model, thickness, and basic properties of each layer) are shown in Table3.Table 3
Input parameters of finite element model.
Material
①
②
③
Asphalt mixture
Cement-steadied grit
Solidified contaminated soil
Constitutive model
Elasticity
Elasticity
Mohr–Coulomb
Thickness (m)
0.18
0.40
2.42
Bulk density (kN/m3)
19.6
23.5
17.4
Elasticity modulus (MPa)
1400
500
30
Cohesive force (kPa)
/
/
24
Internal friction angle (°)
/
/
30
Poisson’s ration
0.35
0.25
0.45In pavement structure design, the axial load is usually assumed to be uniformly distributed on the contact area [46]. According to BZZ-100 standard axle load, axle load was 100 kN and contact pressure was 0.7 MPa. The contact area between tire and road surface was 0.134 m2 in accordance with JTG D50-2006. The loading area was located at the center of the pavement illustrated in Figure 2, and the radius r0 was 0.152 m. In order to eliminate the boundary effect, the bottom boundary was set to be completely fixed, and the side boundary was fixed in the lateral direction.It is known that there is a correlation between modulus of cement-treated material and the strength of aggregate used [37]. Terashi et al. indicated that secant modulus (E50) had a linear correlation with qu expressed by (2) [47]. Experimental findings according to Du et al. were that the dimensionless fitting parameter η varies in the range of 18 to 53, depending on heavy metal concentration and cement content [48]. Yang and Zhao investigated the relationship between deformation modulus (ES) and modulus of elasticity (E), as shown in (3) and (4) [49]. Consequently, the elastic modulus of solidified contaminated soil was calculated based on (5).(2)E50=η∗qu,(3)E0=1+μ1−2μ1−μES,(4)E=2.5∼3.5ES,(5)E=2.5∼3.51−μ1+μ1−2μE0,where E50 is secant modulus (MPa); η is a dimensionless fitting parameter; according to Du et al. [48], values of η of uncontaminated soil, Pb0.1, and Pb1 are determined as 40, 28, and 18, respectively; E0 is deformation modulus (MPa), according to Gong (2008), the deformation modulus was replaced by E50 [50]; μ is Poisson ratio; ES is modulus of compressibility (MPa); and E is elastic modulus (MPa). The elastic modulus was applied to the numerical simulation in this paper.


## 3. Experimental Results and Discussion

### 3.1. Characterization of the Materials

The physical and chemical characteristics of soils are summarized in Table4. As shown in Table 4, the moisture content of kaolin and sand are 2.90% and 0.39%, respectively. The pH value of kaolin is 4.70, which indicates its acid nature. The pH value of sand is 7.50, which is similar to the soil used in Du et al. [51]. EC values of kaolin and sand are 0.42 mS/cm and 0.06 mS/cm, respectively.Table 4
Physical and mechanical properties of kaolin and sand.
Properties
Standard
Unit
Kaolin
Sand
Natural water content
JIS A 1203
%
2.90
0.39
pH
JGS 0211
—
4.70
7.50
EC
JGS 0212
mS/cm
0.42
0.06
Grain size distribution
GB/T50123-1999
—
—
—
Clay fraction (≤0.005 mm)
—
%
56.40
0.10
Silt fraction (0.075–0.005 mm)
—
%
18.80
2.98
Sand fraction (2–0.075 mm)
—
%
24.80
96.92
Correlation coefficient (R)
—
—
0.99
—
Specific surface area
—
m2/g
29.41
—
Average pore size
—
nm
29.97
—
Total pore volume
—
cm3/g
0.22
—Concerning the N2-BET adsorption tests, the correlation coefficient is 0.99, indicating that the obtained results are reliable. The specific surface area of kaolin used in this experiment is 29.41 m2/g. In addition, the total pore volume and micropore aperture of kaolin are 0.22 cm3/g and 29.97 nm, respectively. ICP results of kaolin and sand are presented in Table 5. Based on the XRD spectra shown in Figure 3, kaolin is mainly composed of kaolinite (Al2Si2O5(OH)4) and lizardite (Mg3Si2O5(OH)4), which are observed at 2θ = 12.46°, 36.01°, and 24.97°. Considering the existence of Na(I) and Fe shown by ICP results, the characteristic peaks at 2θ = 26.73 and 20.43° indicate the presence of sodium phosphate hydrate (Na6P6O18·6H2O) and iron silicon carbide (Fe-Si-C).Table 5
Soil compounds identified by ICP.
Element
Unit
Concentration
Element
Unit
Concentration
Al
mg/kg
11,900.1
Na
mg/kg
3167.3
Ca
mg/kg
3024.41
Si
mg/kg
50,266.8
K
mg/kg
2303.5
Ti
mg/kg
3492.9
Fe
mg/kg
5520.2
Zn
mg/kg
344.76
Mg
mg/kg
171.02
Pb
mg/kg
116.99Figure 3
XRD analysis of kaolin.


### 3.2. Compressive Strength Analysis

Figure4 shows the variation in compressive strength values of the stabilized soils with different initial contamination species in which “C10” represent the uncontaminated soil with 10% cement content. The solid lines represent the carbonated specimens, while the dotted lines represent samples cured under standard conditions. As presented, initial contamination species have different effects on the compressive strength of stabilized soils. Under the standard curing condition, the uncontaminated soil after 1 day (d) of curing exhibits the highest compressive strength, which is 1.1 MPa. The strength of uncontaminated soil increases with curing time. As far as Pb(II) contaminated soil (Pb 1), the compressive strength is lower than that of clean soil during 28 days (d) curing periods. The compressive strength of Cu(II) or Zn(II) contaminated soil (Cu1/Zn1) shows no significant growth trend, which is only 5 percent of that of clean soil after 28 days (d) of curing. This is because the presence of Cu(II) or Zn(II) has a negative impact on the hydration reaction, which hinders the reactions of soils, cement, and contamination. Pb(II) exists mainly as Pb hydrate phases and Pb hydroxide (Pb(OH)2) precipitated on the surface of calcium hydroxide (Ca(OH)2) or calcium silicate hydrate (CSH). Compared to Pb(OH)2, pyromorphite has a much lower solubility and a greater capacity to resist acid or alkaline attack [52, 53]. In addition, the solubility of Zn3(PO4)2·4H2O or CaZn2(PO4)2·2H2O is much lower than zinc hydroxide (Zn(OH)2), which is the main product involved in the immobilization of Zn(II) with Portland cement [54].Figure 4
The unconfined compressive strength of solidified soil with different contaminations.Under carbonation condition, the compressive strength of soils with 1% Pb(II) or Cu(II) contamination increases slightly during the early stage (1–14 days), while decreases at the late stage (14–28 days). The typical SEM images for kaolin are shown in Figure5. It is obvious that the microstructure of kaolin is sheet-shaped, whose specific surface area is 29.41 m2/g. Therefore, CO2 trends to enter the stabilized soil at the early stage due to the large pore size and total pore volume of kaolin. As a result, calcium carbonate hydrate promoted by CO2 with heavy metal possesses high cementitious bonding strength and effectively fills soil macropores [55]. Carbonation mainly involves the primary hydration products: calcium silicate hydrate (CSH) and calcium hydroxide (Ca(OH)2), which are converted to calcium carbonate (CaCO3), according to the following stoichiometry [56]:(6)Ca2++2OH−+CO2aq→CaCO3s+H2OFigure 5
SEM images of kaolin. (a) 1μm. (b) 100 μm.
(a)
(b)This assumption is based on the abundance of calcium ions in the pore water due to the dissolution of portlandite. The carbonation reaction is supported by calcium hydroxide that is generated by the decalcification of CSH gel after the original level of portlandite formed during depletion of ordinary Portland cement (OPC) hydration [57]:(7)xCaO⋅SiO2⋅nH2O+yH2O→x−yCaO⋅SiO2⋅nH2O+yCaOH2(8)CSH+HCO3−→CaCO3+SiO2gel+H2OLong-term attack by carbonic acid decomposes the CSH gel into calcium carbonate, acid-insoluble silica gel, and water. However, soil environment changes along with time, resulting in the decrease of compressive strength of stabilized soil.Compared with carbonated specimens, the soil with 1% Pb(II) contamination cured under standard condition shows a higher compressive strength after 14 days of curing. This is attributed to its constant hydration reaction. Other researchers have reported similar strength gains caused by carbonation during curing. They attributed this increase to the transformation of calcium hydroxide (the most abundant cement hydration product after CSH) to calcium carbonate with lower density, which grows into and fills the cement matrix pores [58]. Meanwhile, the hydration reactions of Cu(II) or Zn(II) contaminated soils are delayed, so that the Cu(II) or Zn(II) contaminated soils (Cu1 or Pb1) during 28 days (d) curing periods show lower compressive strengths than those of carbonated specimens.The relationship between the compressive strength of stabilized soil and the concentration of heavy metal is presented in Figure6. The notion, “C5,” shown in Figure 6 represents the uncontaminated soil with 5% cement content. It is observed that the concentration of heavy metal has a remarkable effect on soil strength in both conditions. Under the standard curing condition, the compressive strengths of stabilized soils during 7–28 days (d) curing periods decline sharply when the concentration of Pb(II) increases from 0.1% to 1%. The strength of 0.1% Pb(II) contaminated soil is slightly lower than that of clean soil at the medium stage (7–14 days). At the same time, the soil with the concentration of 1% Pb(II) after 1 day (d) of curing exhibits the lowest strength, which is only 0.18 MPa. After carbonation, the specimens with 1% Pb(II) contamination declines from 0.97 MPa to 0.44 MPa at the late stage (14–28 days), which is more than twice of that uncontaminated soil. When the Pb(II) ions/soils ratio is small, the formation of lead oxide hydrate (xPbO·yH2O) will take place, which possess high cementitious bonding strength. As the Pb(II) concentration in soil increases, Pb(II) is bonded by OH− in pore water, and the hydration reaction is incomplete [59]. This leads to the decrease in compressive strength associated with high heavy metal concentration.Figure 6
The unconfined compressive strength of solidified soil with different heavy metal contents.The compressive strength values of the solidified soil with different cement contents are presented in Figure7, in which “Pb1 C5” or “Pb1 C10” represent the 1% Pb(II) contaminated soil with 5% or 10% cement content. Under the standard curing condition, the specimens with 10% cement content show significantly higher strengths than those with lower cement content. As far as carbonated specimens, the soils exhibit higher compressive strengths during the early stage (1–14 days), while show lower strengths at the late stage (14–28 days). This phenomenon is due to the components of kaolin and cement. As shown in Table 5, the concentration of Si(II) element is measured as high as 50,266.8 mg/kg. The XRD analysis demonstrates that the concentrations of Al(III) and Ca(II) in kaolin are 11,900.1 mg/kg and 3024.4 mg/kg, respectively. Note that PbO is capable of reacting with both acid and base. As a result, the formation of silicate, aluminate, and plumbite will occur through the reaction of PbO with SiO2, CaO, and Al2O3, respectively. When the cement/soils ratio is small, the immobilization of lead consumed large amounts of SiO2, CaO, and Al2O3, which results in the decrease of the occurrence of hydration reaction and pozzolanic reaction [60, 61].Figure 7
The unconfined compressive strength of solidified soil with different moisture contents. (a) Moisture content = 23%. (b) Moisture content = 17%. (c) Moisture content = 23%. (d) Moisture content = 17%.
(a)
(b)
(c)
(d)Figure8 draws the relationship between strengths and the moisture contents. The notions, “17% or 23%,” represent the uncontaminated soil with 17% or 23% moisture content. Besides, “Pb1 17% or Pb1 23%” shown in Figure 8 indicates 1% Pb(II) contaminated soil with 17% or 23% moisture content. It shows that the specimens with 17% moisture content have higher compressive strengths than those with 23% moisture content in most cases in both standard and carbonation conditions. In this study, the agent has been able to react completely associated with relatively few cement.Figure 8
The unconfined compressive strength of solidified soil with different cement contents. (a) Cement content = 5%. (b) Cement content = 10%. (c) Cement content = 5%. (d) Cement content = 10%.
(a)
(b)
(c)
(d)Compared with samples cured under standard condition, the compressive strengths of carbonated specimens decline at the late stage (7–28 days). On one hand, cement hydration products are covered by carbonation precipitation generated by the precarbonation, which hinders the further occurrence of carbonation reaction and thereby decreases the strength of solidified soils. On the other hand, the decrease of pore volume of carbonated specimens also decreases the strength of solidified soil. This is because of the following reasons: (a) the increase of soil density, (b) the reduction of diffusion rate of carbon dioxide in the solidified soil, and (c) the decrease of carbonation reaction rate.


### 3.3. Carbonation Depth Analysis

The carbonation depth test results show that the depth of the cement-solidified soil is significantly enhanced with curing time. As shown in Figure9, “M0” demonstrates the uncontaminated soil. The presence of heavy metal is beneficial to the carbonation depth of the solidified soil. At the moisture content of 23%, the depths of 1% Cu(II) or Zn(II) contaminated soils after 28 days (d) carbonation are 18 mm, which are 1.8 times higher than those of clean soils.Figure 9
Carbonation depths of contaminated soil with different contaminations.Figure10 presents the relationship between carbonation depth and heavy metal concentrations. At the early stage (7–14 days), the carbonation depth of the specimens with 23% moisture content and 5% cement content grew rapidly with the increasing of heavy metal concentration. While in the late stage, immobilization of heavy metal consumed parts of SiO2, Al2O3, and CaO components in the cement or kaolin, which reduces the hydration and pozzolanic reaction materials. That is why the carbonation reactions with high contamination concentration and 17% moisture content are lower than those with low concentration or clean soil.Figure 10
Carbonation depths of contaminated soil with different heavy metal contents. (a) Moisture content = 23%. (b) Moisture content = 17%.
(a)
(b)Figure11 demonstrates the carbonation depths of solidified soil under different cement contents. The density of soil and carbonation reaction rate is highly related with cement content. Under the same level of heavy metal concentration and curing time, the samples with 10% cement content show smaller carbonation depths than those with 5% cement content. Regarding the moisture content, the connectivity of the liquid phase in the solidified soil decreases due to the relative low moisture content, which leading to the increase of porosities of samples. This explains that the carbonation depths of specimens with 17% moisture content are higher than those with 23% moisture content.Figure 11
Carbonation depths of contaminated soil with different cement and moisture contents. (a) Pb2+ concentration = 0. (b) Pb2+ concentration = 1%.
(a)
(b)


## 3.1. Characterization of the Materials

The physical and chemical characteristics of soils are summarized in Table4. As shown in Table 4, the moisture content of kaolin and sand are 2.90% and 0.39%, respectively. The pH value of kaolin is 4.70, which indicates its acid nature. The pH value of sand is 7.50, which is similar to the soil used in Du et al. [51]. EC values of kaolin and sand are 0.42 mS/cm and 0.06 mS/cm, respectively.Table 4
Physical and mechanical properties of kaolin and sand.
Properties
Standard
Unit
Kaolin
Sand
Natural water content
JIS A 1203
%
2.90
0.39
pH
JGS 0211
—
4.70
7.50
EC
JGS 0212
mS/cm
0.42
0.06
Grain size distribution
GB/T50123-1999
—
—
—
Clay fraction (≤0.005 mm)
—
%
56.40
0.10
Silt fraction (0.075–0.005 mm)
—
%
18.80
2.98
Sand fraction (2–0.075 mm)
—
%
24.80
96.92
Correlation coefficient (R)
—
—
0.99
—
Specific surface area
—
m2/g
29.41
—
Average pore size
—
nm
29.97
—
Total pore volume
—
cm3/g
0.22
—Concerning the N2-BET adsorption tests, the correlation coefficient is 0.99, indicating that the obtained results are reliable. The specific surface area of kaolin used in this experiment is 29.41 m2/g. In addition, the total pore volume and micropore aperture of kaolin are 0.22 cm3/g and 29.97 nm, respectively. ICP results of kaolin and sand are presented in Table 5. Based on the XRD spectra shown in Figure 3, kaolin is mainly composed of kaolinite (Al2Si2O5(OH)4) and lizardite (Mg3Si2O5(OH)4), which are observed at 2θ = 12.46°, 36.01°, and 24.97°. Considering the existence of Na(I) and Fe shown by ICP results, the characteristic peaks at 2θ = 26.73 and 20.43° indicate the presence of sodium phosphate hydrate (Na6P6O18·6H2O) and iron silicon carbide (Fe-Si-C).Table 5
Soil compounds identified by ICP.
Element
Unit
Concentration
Element
Unit
Concentration
Al
mg/kg
11,900.1
Na
mg/kg
3167.3
Ca
mg/kg
3024.41
Si
mg/kg
50,266.8
K
mg/kg
2303.5
Ti
mg/kg
3492.9
Fe
mg/kg
5520.2
Zn
mg/kg
344.76
Mg
mg/kg
171.02
Pb
mg/kg
116.99Figure 3
XRD analysis of kaolin.


## 3.2. Compressive Strength Analysis

Figure4 shows the variation in compressive strength values of the stabilized soils with different initial contamination species in which “C10” represent the uncontaminated soil with 10% cement content. The solid lines represent the carbonated specimens, while the dotted lines represent samples cured under standard conditions. As presented, initial contamination species have different effects on the compressive strength of stabilized soils. Under the standard curing condition, the uncontaminated soil after 1 day (d) of curing exhibits the highest compressive strength, which is 1.1 MPa. The strength of uncontaminated soil increases with curing time. As far as Pb(II) contaminated soil (Pb 1), the compressive strength is lower than that of clean soil during 28 days (d) curing periods. The compressive strength of Cu(II) or Zn(II) contaminated soil (Cu1/Zn1) shows no significant growth trend, which is only 5 percent of that of clean soil after 28 days (d) of curing. This is because the presence of Cu(II) or Zn(II) has a negative impact on the hydration reaction, which hinders the reactions of soils, cement, and contamination. Pb(II) exists mainly as Pb hydrate phases and Pb hydroxide (Pb(OH)2) precipitated on the surface of calcium hydroxide (Ca(OH)2) or calcium silicate hydrate (CSH). Compared to Pb(OH)2, pyromorphite has a much lower solubility and a greater capacity to resist acid or alkaline attack [52, 53]. In addition, the solubility of Zn3(PO4)2·4H2O or CaZn2(PO4)2·2H2O is much lower than zinc hydroxide (Zn(OH)2), which is the main product involved in the immobilization of Zn(II) with Portland cement [54].Figure 4
The unconfined compressive strength of solidified soil with different contaminations.Under carbonation condition, the compressive strength of soils with 1% Pb(II) or Cu(II) contamination increases slightly during the early stage (1–14 days), while decreases at the late stage (14–28 days). The typical SEM images for kaolin are shown in Figure5. It is obvious that the microstructure of kaolin is sheet-shaped, whose specific surface area is 29.41 m2/g. Therefore, CO2 trends to enter the stabilized soil at the early stage due to the large pore size and total pore volume of kaolin. As a result, calcium carbonate hydrate promoted by CO2 with heavy metal possesses high cementitious bonding strength and effectively fills soil macropores [55]. Carbonation mainly involves the primary hydration products: calcium silicate hydrate (CSH) and calcium hydroxide (Ca(OH)2), which are converted to calcium carbonate (CaCO3), according to the following stoichiometry [56]:(6)Ca2++2OH−+CO2aq→CaCO3s+H2OFigure 5
SEM images of kaolin. (a) 1μm. (b) 100 μm.
(a)
(b)This assumption is based on the abundance of calcium ions in the pore water due to the dissolution of portlandite. The carbonation reaction is supported by calcium hydroxide that is generated by the decalcification of CSH gel after the original level of portlandite formed during depletion of ordinary Portland cement (OPC) hydration [57]:(7)xCaO⋅SiO2⋅nH2O+yH2O→x−yCaO⋅SiO2⋅nH2O+yCaOH2(8)CSH+HCO3−→CaCO3+SiO2gel+H2OLong-term attack by carbonic acid decomposes the CSH gel into calcium carbonate, acid-insoluble silica gel, and water. However, soil environment changes along with time, resulting in the decrease of compressive strength of stabilized soil.Compared with carbonated specimens, the soil with 1% Pb(II) contamination cured under standard condition shows a higher compressive strength after 14 days of curing. This is attributed to its constant hydration reaction. Other researchers have reported similar strength gains caused by carbonation during curing. They attributed this increase to the transformation of calcium hydroxide (the most abundant cement hydration product after CSH) to calcium carbonate with lower density, which grows into and fills the cement matrix pores [58]. Meanwhile, the hydration reactions of Cu(II) or Zn(II) contaminated soils are delayed, so that the Cu(II) or Zn(II) contaminated soils (Cu1 or Pb1) during 28 days (d) curing periods show lower compressive strengths than those of carbonated specimens.The relationship between the compressive strength of stabilized soil and the concentration of heavy metal is presented in Figure6. The notion, “C5,” shown in Figure 6 represents the uncontaminated soil with 5% cement content. It is observed that the concentration of heavy metal has a remarkable effect on soil strength in both conditions. Under the standard curing condition, the compressive strengths of stabilized soils during 7–28 days (d) curing periods decline sharply when the concentration of Pb(II) increases from 0.1% to 1%. The strength of 0.1% Pb(II) contaminated soil is slightly lower than that of clean soil at the medium stage (7–14 days). At the same time, the soil with the concentration of 1% Pb(II) after 1 day (d) of curing exhibits the lowest strength, which is only 0.18 MPa. After carbonation, the specimens with 1% Pb(II) contamination declines from 0.97 MPa to 0.44 MPa at the late stage (14–28 days), which is more than twice of that uncontaminated soil. When the Pb(II) ions/soils ratio is small, the formation of lead oxide hydrate (xPbO·yH2O) will take place, which possess high cementitious bonding strength. As the Pb(II) concentration in soil increases, Pb(II) is bonded by OH− in pore water, and the hydration reaction is incomplete [59]. This leads to the decrease in compressive strength associated with high heavy metal concentration.Figure 6
The unconfined compressive strength of solidified soil with different heavy metal contents.The compressive strength values of the solidified soil with different cement contents are presented in Figure7, in which “Pb1 C5” or “Pb1 C10” represent the 1% Pb(II) contaminated soil with 5% or 10% cement content. Under the standard curing condition, the specimens with 10% cement content show significantly higher strengths than those with lower cement content. As far as carbonated specimens, the soils exhibit higher compressive strengths during the early stage (1–14 days), while show lower strengths at the late stage (14–28 days). This phenomenon is due to the components of kaolin and cement. As shown in Table 5, the concentration of Si(II) element is measured as high as 50,266.8 mg/kg. The XRD analysis demonstrates that the concentrations of Al(III) and Ca(II) in kaolin are 11,900.1 mg/kg and 3024.4 mg/kg, respectively. Note that PbO is capable of reacting with both acid and base. As a result, the formation of silicate, aluminate, and plumbite will occur through the reaction of PbO with SiO2, CaO, and Al2O3, respectively. When the cement/soils ratio is small, the immobilization of lead consumed large amounts of SiO2, CaO, and Al2O3, which results in the decrease of the occurrence of hydration reaction and pozzolanic reaction [60, 61].Figure 7
The unconfined compressive strength of solidified soil with different moisture contents. (a) Moisture content = 23%. (b) Moisture content = 17%. (c) Moisture content = 23%. (d) Moisture content = 17%.
(a)
(b)
(c)
(d)Figure8 draws the relationship between strengths and the moisture contents. The notions, “17% or 23%,” represent the uncontaminated soil with 17% or 23% moisture content. Besides, “Pb1 17% or Pb1 23%” shown in Figure 8 indicates 1% Pb(II) contaminated soil with 17% or 23% moisture content. It shows that the specimens with 17% moisture content have higher compressive strengths than those with 23% moisture content in most cases in both standard and carbonation conditions. In this study, the agent has been able to react completely associated with relatively few cement.Figure 8
The unconfined compressive strength of solidified soil with different cement contents. (a) Cement content = 5%. (b) Cement content = 10%. (c) Cement content = 5%. (d) Cement content = 10%.
(a)
(b)
(c)
(d)Compared with samples cured under standard condition, the compressive strengths of carbonated specimens decline at the late stage (7–28 days). On one hand, cement hydration products are covered by carbonation precipitation generated by the precarbonation, which hinders the further occurrence of carbonation reaction and thereby decreases the strength of solidified soils. On the other hand, the decrease of pore volume of carbonated specimens also decreases the strength of solidified soil. This is because of the following reasons: (a) the increase of soil density, (b) the reduction of diffusion rate of carbon dioxide in the solidified soil, and (c) the decrease of carbonation reaction rate.


## 3.3. Carbonation Depth Analysis

The carbonation depth test results show that the depth of the cement-solidified soil is significantly enhanced with curing time. As shown in Figure9, “M0” demonstrates the uncontaminated soil. The presence of heavy metal is beneficial to the carbonation depth of the solidified soil. At the moisture content of 23%, the depths of 1% Cu(II) or Zn(II) contaminated soils after 28 days (d) carbonation are 18 mm, which are 1.8 times higher than those of clean soils.Figure 9
Carbonation depths of contaminated soil with different contaminations.Figure10 presents the relationship between carbonation depth and heavy metal concentrations. At the early stage (7–14 days), the carbonation depth of the specimens with 23% moisture content and 5% cement content grew rapidly with the increasing of heavy metal concentration. While in the late stage, immobilization of heavy metal consumed parts of SiO2, Al2O3, and CaO components in the cement or kaolin, which reduces the hydration and pozzolanic reaction materials. That is why the carbonation reactions with high contamination concentration and 17% moisture content are lower than those with low concentration or clean soil.Figure 10
Carbonation depths of contaminated soil with different heavy metal contents. (a) Moisture content = 23%. (b) Moisture content = 17%.
(a)
(b)Figure11 demonstrates the carbonation depths of solidified soil under different cement contents. The density of soil and carbonation reaction rate is highly related with cement content. Under the same level of heavy metal concentration and curing time, the samples with 10% cement content show smaller carbonation depths than those with 5% cement content. Regarding the moisture content, the connectivity of the liquid phase in the solidified soil decreases due to the relative low moisture content, which leading to the increase of porosities of samples. This explains that the carbonation depths of specimens with 17% moisture content are higher than those with 23% moisture content.Figure 11
Carbonation depths of contaminated soil with different cement and moisture contents. (a) Pb2+ concentration = 0. (b) Pb2+ concentration = 1%.
(a)
(b)


## 4. Simulation Results and Analysis

This study uses the cement-solidified contaminated soil as road subgrade and explores the influences of subgrade modulus and vehicle load on pavement settlements.


### 4.1. Analysis of the Influence of Subgrade Modulus

The modulus of cement-treated material is a key mechanical factor to pavement design. Based on the experimental results, elasticity moduli of solidified soils under different conditions are shown in Table6, in which the elasticity moduli of solidified Pb contaminated soil after 28 d curing under carbonation and standard condition range from 90.80 MPa to 210.28 MPa, from 36.87 MPa to 546.19 MPa, respectively. In this study, the elasticity moduli of subgrade are set from 50 MPa to 500 MPa.Table 6
Elasticity moduli of solidified soils under different conditions.
Heavy metal content (%)
Cement content (%)
Moisture content (%)
E (MPa)
Carbonation (d)
Standard condition (d)
1
7
14
28
1
7
14
28
0
5
17
356.5
711.6
327.7
382.3
279.2
434.7
537.1
775.3
5
23
329.2
411.2
374.7
318.6
377.8
417.2
490.1
650.9
10
17
975.6
2008.8
1159.1
1295.7
748.0
1547.5
2283.4
2547.4
10
23
834.5
1093.9
948.2
969.5
500.7
1109.1
1306.3
1652.2
Pb0.1
5
17
200.7
452.4
360.0
210.3
102.0
337.7
344.1
474.7
5
23
174.2
238.4
241.1
180.5
49.9
235.8
304.8
299.5
Pb1
5
17
168.6
165.2
141.3
149.5
113.3
107.2
106.5
91.5
5
23
150.2
198.7
150.9
90.8
28.7
34.8
33.3
36.9
10
17
190.5
239.0
202.1
159.1
128.4
149.5
223.3
546.2
10
23
161.8
226.7
240.3
153.6
58.0
122.9
316.1
449.9
Zn1
10
23
134.5
105.1
105.5
101.0
23.9
29.4
20.5
23.2
Cu1
10
23
134.5
213.0
215.1
140.0
35.5
38.2
45.7
37.6Figure12 shows the relationship between the elastic moduli of subgrade and the surface settlements of pavement. The surface settlement of the pavement decreases gradually with increasing of elastic modulus and the distance away from the load center. Comparing with the pavement settlements at the center, the settlements 2.5 m away from the center with elasticity moduli from 50 MPa to 500 MPa decline by 105.73%, 106.60%, 105.13%, and 104.62%, respectively, while the settlements at the edge decline by 109.92%, 103.77%, 102.56%, and 103.08%, respectively. Furthermore, along with the increase of elasticity moduli, surface settlements at the center decrease by 59.42%, 70.44%, and 75.24%, respectively. Thus, elasticity modulus plays a key role in the pavement settlement at the center.Figure 12
Settlements of the pavement with different subgrade moduli.


### 4.2. Analysis of the Influence of Traffic Load

On the basis of BZZ-100 standard axle load, the vehicle loads are set to 0.7 MPa (standard axle load), 1.1 MPa (overload 50%), and 1.4 MPa (overload 100%). Such settings aim to investigate the influence of the traffic load.The settlements of pavement with different traffic axle loads are presented in Figure13. It is observed that traffic loads have a remarkable effect on the pavement settlements. With axle load increasing from 0.7 MPa to 1.4 MPa, the surface settlements at the center increase rapidly by 57.14% and 100%. It is indicated that the settlement at the centerline is linearly proportional to the axle load. In addition, the settlements of pavement have an inverse relationship with the distance away from the centerline. Compared with surface settlements at the center, the settlements 2.5 meter away from the center with 0.7 MPa, 1.1 MPa, and 1.4 MPa decrease by 106.60%, 106.59%, and 106.57%, respectively. When the distance away from the center is more than 2.5 meter, traffic load is not the main factor affecting the pavement settlement.Figure 13
Settlements of the pavement with different axle loads.


## 4.1. Analysis of the Influence of Subgrade Modulus

The modulus of cement-treated material is a key mechanical factor to pavement design. Based on the experimental results, elasticity moduli of solidified soils under different conditions are shown in Table6, in which the elasticity moduli of solidified Pb contaminated soil after 28 d curing under carbonation and standard condition range from 90.80 MPa to 210.28 MPa, from 36.87 MPa to 546.19 MPa, respectively. In this study, the elasticity moduli of subgrade are set from 50 MPa to 500 MPa.Table 6
Elasticity moduli of solidified soils under different conditions.
Heavy metal content (%)
Cement content (%)
Moisture content (%)
E (MPa)
Carbonation (d)
Standard condition (d)
1
7
14
28
1
7
14
28
0
5
17
356.5
711.6
327.7
382.3
279.2
434.7
537.1
775.3
5
23
329.2
411.2
374.7
318.6
377.8
417.2
490.1
650.9
10
17
975.6
2008.8
1159.1
1295.7
748.0
1547.5
2283.4
2547.4
10
23
834.5
1093.9
948.2
969.5
500.7
1109.1
1306.3
1652.2
Pb0.1
5
17
200.7
452.4
360.0
210.3
102.0
337.7
344.1
474.7
5
23
174.2
238.4
241.1
180.5
49.9
235.8
304.8
299.5
Pb1
5
17
168.6
165.2
141.3
149.5
113.3
107.2
106.5
91.5
5
23
150.2
198.7
150.9
90.8
28.7
34.8
33.3
36.9
10
17
190.5
239.0
202.1
159.1
128.4
149.5
223.3
546.2
10
23
161.8
226.7
240.3
153.6
58.0
122.9
316.1
449.9
Zn1
10
23
134.5
105.1
105.5
101.0
23.9
29.4
20.5
23.2
Cu1
10
23
134.5
213.0
215.1
140.0
35.5
38.2
45.7
37.6Figure12 shows the relationship between the elastic moduli of subgrade and the surface settlements of pavement. The surface settlement of the pavement decreases gradually with increasing of elastic modulus and the distance away from the load center. Comparing with the pavement settlements at the center, the settlements 2.5 m away from the center with elasticity moduli from 50 MPa to 500 MPa decline by 105.73%, 106.60%, 105.13%, and 104.62%, respectively, while the settlements at the edge decline by 109.92%, 103.77%, 102.56%, and 103.08%, respectively. Furthermore, along with the increase of elasticity moduli, surface settlements at the center decrease by 59.42%, 70.44%, and 75.24%, respectively. Thus, elasticity modulus plays a key role in the pavement settlement at the center.Figure 12
Settlements of the pavement with different subgrade moduli.


## 4.2. Analysis of the Influence of Traffic Load

On the basis of BZZ-100 standard axle load, the vehicle loads are set to 0.7 MPa (standard axle load), 1.1 MPa (overload 50%), and 1.4 MPa (overload 100%). Such settings aim to investigate the influence of the traffic load.The settlements of pavement with different traffic axle loads are presented in Figure13. It is observed that traffic loads have a remarkable effect on the pavement settlements. With axle load increasing from 0.7 MPa to 1.4 MPa, the surface settlements at the center increase rapidly by 57.14% and 100%. It is indicated that the settlement at the centerline is linearly proportional to the axle load. In addition, the settlements of pavement have an inverse relationship with the distance away from the centerline. Compared with surface settlements at the center, the settlements 2.5 meter away from the center with 0.7 MPa, 1.1 MPa, and 1.4 MPa decrease by 106.60%, 106.59%, and 106.57%, respectively. When the distance away from the center is more than 2.5 meter, traffic load is not the main factor affecting the pavement settlement.Figure 13
Settlements of the pavement with different axle loads.


## 5. Conclusions

This study evaluated the carbonation effects on strength and settlement of cement-solidified contaminated soil for the use of road subgrade. The major findings are summarized as follows:(1)
As far as initial contamination species, the compressive strengths of Cu(II) or Zn(II) contaminated soil (Cu1/Zn1) were lower than that of Pb(II) 1 and uncontaminated soil. Under both standard and carbonation conditions, compressive strengths of stabilized soils increased with curing time and declined sharply when the concentration of Pb(II) increased from 0 to 1%. Regarding moisture content, specimens with 17% moisture content showed higher strengths compared to those with 23% moisture content under both standard and carbonation conditions.(2)
The carbonation depth was significantly enhanced with curing time and contamination concentration. Under the same condition, the samples with 10% cement content had smaller carbonation depth compared with those with 5% cement content. In addition, the carbonation depths of specimens with 17% moisture content were higher than those with 23% moisture content.(3)
In the simulation, the surface settlements of the pavement decreased with the increase of elastic modulus and the distance away from the load center. Regarding traffic load, the settlement at the centerline was linearly proportional to the axle load. When the distance away from the center was more than 2.5 meter, traffic load was not a significant factor affecting the pavement settlement.(4)
Based on experimental and numerical analysis results, the strengths of the carbonated contaminated soil meet the standard of subgrade material, resulting in low settlement deformations. Therefore, the contaminated soils after carbonation possess long durability and carbonation resistance.



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*Source: 5271324-2018-02-04.xml*