# Influence of Freeze-Thaw Cycles on Mechanical Response of Levee Pavement

Authors: Shuan Guo; Zheng Lu; Guokun Liu; Baoli Zhuang; Yongfeng Fan; Zuen Zheng
Journal: Advances in Civil Engineering
 (2021)

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## Abstract

The freeze-thaw cycles cause deterioration in mechanical properties of levee soil and further endanger the pavement structure on the embankment. This study attempts to comprehensively understand the mechanical response of pavement after freeze-thaw cycles. In this paper, the freeze-thaw cycles test under an open system was carried out, and then the triaxial compression test was conducted. Based on the test results, the effects of freeze-thaw cycles, temperature range, initial dry density, and initial moisture content of embankment soil on the mechanical response of road structure after freeze-thaw were calculated and analyzed. Finally, the stability of the slope of the levee was evaluated. The results show that the number of freeze-thaw cycles has the most significant impact on the mechanical response of pavement, the stress and strain of the structural layers vary in different ranges, and the pavement deflection increases by 5 times after 7 freeze-thaw cycles. However, the initial dry density and initial moisture content of the soil have little influence on the pavement structure, and the temperature range will exert an influence when it exceeds a certain threshold.


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## Body

## 1. Introduction

The Songhua River levee is located in the seasonal frozen regions in Northeast China. The parts that pass across the urban area need to be used as the subgrade of urban roads with transportation. Most of the levees are filled with fine-grained soil, which is sensitive to frost. Besides, the compaction degree of levees is typically low that will lead to the upward migration of groundwater. Unfortunately, the most important factors in frost heave are presented: frost-susceptible soils, sufficiently freezing temperatures, and water supply [1]. The frost heave in winter and the thawing in summer result in the deterioration of the levee’s performance, which causes the uneven settlement of the subgrade and pavement damage under the action of traffic load [2]. In addition, some levee slopes become unstable under the influence of freezing and thawing.The pavement is most susceptible to the influence of seasonal changes in temperature in road structure, so the mechanical properties of pavement materials after the freeze-thaw cycle are widely concerned [3, 4]. The pavement performance is mainly influenced by two factors: the vertical deflection that causes rutting and the tensile stress at the bottom of the surface courses that causes cracking [5]. Many scholars have carried out researches on the two aspects. Janoo and Berg [6] studied the bearing capacity of the concrete airport pavement during the spring thawing through the field test and found that the tensile stress at the bottom of the surface layer has a certain relationship with the elastic modulus of the subgrade. Simonsen et al. [7] calculated the response of pavement in the process of freezing and melting based on the mechanical parameters of pavement material and subgrade soil and found that the maximum strain of asphalt surface and subgrade increased about 90% and 70% than that before freezing, respectively. Simonsen and Isacsson [8] analyzed the mechanism of cracking and settlement of flexible pavements in the spring thaw. Salour and Erlingsson [9] found that subgrade had a greater decrease in the stiffness during the spring thaw than the granular base and subbase. Moreover, the reduction of subgrade performance after freeze-thaw cycles will lead to a serious reduction in pavement bearing capacity [10]. The investigations of subgrade bearing capacity in the literatures mostly focused on the change of elastic modulus [11, 12] and the California bearing ratio (CBR) [13, 14]. According to the results of freeze-thaw indoor tests under the closed system, the elastic modulus of fine-grained soils usually decreases by 50%–60% after freeze-thaw cycles [8]. However, only limited researches involve the changes in the stress and deformation of pavement structure caused by the deterioration of subgrade fill materials after freeze-thaw cycles. And, few researches are studying the mechanical response of pavement caused by the performance degradation of subgrade soil under different initial conditions and different atmospheric temperatures. Actually, the subgrade is the foundation of the pavement structure. The strong and stable subgrade provides an important guarantee for the pavement structure to bear the effect of long-term traffic load. The initial state of subgrade soil (dry density and moisture content), the number of freeze-thaw cycles, and the temperature range all will affect the subgrade performance after freeze-thaw cycles, which certainly lead to different pavement responses [15]. Konrad and Roy [1] considered that the surface heave and longitudinal cracking of pavement were related to the frost susceptibility of subgrade soils from the perspective of geotechnical engineering. Therefore, in order to improve the design level of the pavement in the seasonal frozen regions, it is urgent to study the response of the pavement structure under the deterioration of the mechanical properties in the subgrade after freeze-thaw cycles.In this paper, the fill soil of Songhua River levee was taken as the research object, and the variations of elastic modulus, cohesion, and internal friction angle of the soil after freezing and thawing cycles are studied by freeze-thaw tests and triaxial compression tests. Then, based on the experiment results, a physical model of pavement-embankment interaction was established to study the influence of embankment performance deterioration caused by freeze-thaw cycles on the pavement structure.


## 2. Experimental Procedure

### 2.1. Materials and Sample Preparation

The soil samples used in the test were taken from the levee construction site in the mainstream of Songhua River. The main physical properties are shown in Table1. The soils can be classified as low liquid limit clay (CL) according to the specification of soil test (SL237-1999). The soil samples were dried and crushed and then were passed through a 2 mm round-hole sieve. Quantitative distilled water was added to the samples with the required weight and sealed in plastic bags for 24 h. After the moisture content of the soil samples reached the specified value, the soil samples were prepared into cylindrical specimens with 76 mm height and 38 mm diameter. The initial moisture content of the specimens was set at 18.2%, 20%, and 22.2% respectively, and the initial dry density was set at 1.50 g/cm3, 1.57 g/cm3, and 1.63 g/cm3, respectively.Table 1
Basic physical properties of the soil sample.
Physical indexDataSpecific gravity2.71Maximum dry density (g/cm3)1.65Optimum moisture content (%)20.2Liquid limit (%)38.4Plastic limit (%)23.5Plastic index14.9Grain size distribution (%)>0.05 mm4.20.005–0.05 mm61.4<0.00534.4


### 2.2. Freeze-Thaw Cycle Test

The top and side of the specimen were sealed with plastic film, while the bottom was exposed in order to ensure the water can migrate upwards. The specimen was installed in a nylon cylinder that was installed in the freeze-thaw cycle device. The freeze-thaw cycle device schematic diagram is shown in Figure1(a). The specimen was frozen and thawed from top to bottom through regulating the temperature (the maximum range of temperature is from −40°C to 40°C) of the circulating alcohol in a steel container at the top of the specimen. The alcohol at the bottom was kept at a constant temperature of about 1°C. During the freezing, the water was supplied to the specimen through a Mariotte bottle, and no water was supplied during the thawing. The water level in the Mariotte bottle was maintained at the same height as the base of the specimen so that the water could be supplied without pressure. The rubber and plastic foam board was wrapped outside the cylinder to isolate heat exchange. The deformation of the specimen was monitored by the displacement sensor continuously. The 4 freeze-thaw cylinders were integrated together and placed into an environmental chamber with a constant temperature of about 2°C, as shown in Figure 1(b).Figure 1
Apparatus for the freeze-thaw test: (a) schematic diagram; (b) environmental chamber.
(a)(b)The specimens with the moisture content of 20.2% were set 3 kinds of dry density to study the effect of initial dry density on the elastic modulus; the effect of initial moisture content on elastic modulus was studied by setting 3 kinds of moisture content for specimens with a dry density of 1.57 g/cm3. In order to study the influence of temperature ranges and the number of freeze-thaw cycles on the mechanical properties of soil, the specimens with the moisture content of 20.2% and dry density of 1.57 g/cm3 were tested under different freeze-thaw cycles and four temperature ranges. The freezing and thawing times were, respectively, chosen as 8 and 4 h because the temperature inside the samples can reach a stable state after that time period. After each freeze-thaw test, 4 specimens were taken out from the cylinder and subjected to an undrained unconsolidated triaxial compression test. The axial strain rate of the compression test was 0.5%/min, and the confining pressures were 50, 100, and 150 kPa, respectively. The experimental scheme is shown in Table 2.Table 2
Experimental scheme of the triaxial compression test.
Initial dry density (g/cm3)Initial moisture content (%)Confining pressure (kPa)Temperature range (°C)Number of freeze-thaw cycles1.5020.250, 100, 150±30318.250, 100, 150±3031.5720.250, 100, 150±30, ±20, ±10, ±50, 1, 3, 5, 722.250, 100, 150±3031.6320.250, 100, 150±303


## 2.1. Materials and Sample Preparation

The soil samples used in the test were taken from the levee construction site in the mainstream of Songhua River. The main physical properties are shown in Table1. The soils can be classified as low liquid limit clay (CL) according to the specification of soil test (SL237-1999). The soil samples were dried and crushed and then were passed through a 2 mm round-hole sieve. Quantitative distilled water was added to the samples with the required weight and sealed in plastic bags for 24 h. After the moisture content of the soil samples reached the specified value, the soil samples were prepared into cylindrical specimens with 76 mm height and 38 mm diameter. The initial moisture content of the specimens was set at 18.2%, 20%, and 22.2% respectively, and the initial dry density was set at 1.50 g/cm3, 1.57 g/cm3, and 1.63 g/cm3, respectively.Table 1
Basic physical properties of the soil sample.
Physical indexDataSpecific gravity2.71Maximum dry density (g/cm3)1.65Optimum moisture content (%)20.2Liquid limit (%)38.4Plastic limit (%)23.5Plastic index14.9Grain size distribution (%)>0.05 mm4.20.005–0.05 mm61.4<0.00534.4


## 2.2. Freeze-Thaw Cycle Test

The top and side of the specimen were sealed with plastic film, while the bottom was exposed in order to ensure the water can migrate upwards. The specimen was installed in a nylon cylinder that was installed in the freeze-thaw cycle device. The freeze-thaw cycle device schematic diagram is shown in Figure1(a). The specimen was frozen and thawed from top to bottom through regulating the temperature (the maximum range of temperature is from −40°C to 40°C) of the circulating alcohol in a steel container at the top of the specimen. The alcohol at the bottom was kept at a constant temperature of about 1°C. During the freezing, the water was supplied to the specimen through a Mariotte bottle, and no water was supplied during the thawing. The water level in the Mariotte bottle was maintained at the same height as the base of the specimen so that the water could be supplied without pressure. The rubber and plastic foam board was wrapped outside the cylinder to isolate heat exchange. The deformation of the specimen was monitored by the displacement sensor continuously. The 4 freeze-thaw cylinders were integrated together and placed into an environmental chamber with a constant temperature of about 2°C, as shown in Figure 1(b).Figure 1
Apparatus for the freeze-thaw test: (a) schematic diagram; (b) environmental chamber.
(a)(b)The specimens with the moisture content of 20.2% were set 3 kinds of dry density to study the effect of initial dry density on the elastic modulus; the effect of initial moisture content on elastic modulus was studied by setting 3 kinds of moisture content for specimens with a dry density of 1.57 g/cm3. In order to study the influence of temperature ranges and the number of freeze-thaw cycles on the mechanical properties of soil, the specimens with the moisture content of 20.2% and dry density of 1.57 g/cm3 were tested under different freeze-thaw cycles and four temperature ranges. The freezing and thawing times were, respectively, chosen as 8 and 4 h because the temperature inside the samples can reach a stable state after that time period. After each freeze-thaw test, 4 specimens were taken out from the cylinder and subjected to an undrained unconsolidated triaxial compression test. The axial strain rate of the compression test was 0.5%/min, and the confining pressures were 50, 100, and 150 kPa, respectively. The experimental scheme is shown in Table 2.Table 2
Experimental scheme of the triaxial compression test.
Initial dry density (g/cm3)Initial moisture content (%)Confining pressure (kPa)Temperature range (°C)Number of freeze-thaw cycles1.5020.250, 100, 150±30318.250, 100, 150±3031.5720.250, 100, 150±30, ±20, ±10, ±50, 1, 3, 5, 722.250, 100, 150±3031.6320.250, 100, 150±303


## 3. Results and Discussion

### 3.1. Elastic Modulus

The elastic modulus is defined as the ratio of the increment of deviator stress to the increment of axial strain when the axial strain is 1% of the three axial compression test, which can be expressed by(1)E=ΔσΔε=σ1.0%−σ0ε1.0%−ε0,where Δσ is the increment of deviator stress, Δε is the increment of axial strain, σ1.0% is the corresponding deviator stress at the axial strain of 1.0%, and σ0 and ε0 are the initial stress and strain, respectively [16].The variations of elastic modulus of specimens with different freeze-thaw cycles under 3 confining pressures are shown in Figure2. The elastic modulus decreases with the increase of freeze-thaw cycles and changes little after 3 freeze-thaw cycles. The maximum reduction occurs after the first freeze-thaw cycle. The elastic modulus decreases by about 90% when it reaches stability. The effects of various factors on the elastic modulus of soil were analyzed by the results of 3 freeze-thaw cycles in the following sections.Figure 2
Variation of elastic modulus with the number of freeze-thaw cycles.Figures3 and 4, respectively, describe the influence of initial dry density and initial moisture content on the elastic modulus of soil after freeze-thaw cycles. It can be seen that the elastic modulus increases approximately linearly with the increase of initial dry density and moisture content, even with different confining pressure. However, the effect of increasing soil dry density on the elastic modulus is more significant.Figure 3
Variation of elastic modulus with the initial dry density.Figure 4
Variation of elastic modulus with the initial moisture content.Figure5 illustrates the elastic modulus of specimens after freeze-thaw cycles under different temperature ranges. It is obvious from Figure 5 that when the temperature range varies from ±5°C to ±20°C, the elastic modulus of the specimens changes very little. However, the elastic modulus increases significantly once the temperature range changes to ±30°C.Figure 5
Variation of elastic modulus with different temperature ranges.


### 3.2. Cohesion and Friction Angle

According to the actual temperature distribution of the levee, the change of the cohesion and the internal friction angle with the number of freeze-thaw cycles was investigated under the condition of 4 kinds of temperature ranges. The results are shown in Figures6 and 7, respectively. The cohesion and internal friction angle decrease with the increase of freeze-thaw cycles and stabilize gradually with different temperature ranges. The cohesion reaches a stable state after 3 freeze-thaw cycles, while the internal friction angle gradually stabilizes after 5 cycles. The decrease of cohesion is about 90%, and the decrease of the internal friction angle is between 64%–90% after 7 freeze-thaw cycles, which indicates that the freeze-thaw deterioration effect of the external environment is more significant on cohesion. Moreover, the differentiation of cohesion and internal friction angle caused by different temperature ranges is remarkable.Figure 6
Variation of cohesion with the number of freeze-thaw cycles.Figure 7
Variation of internal friction angle with the number of freeze-thaw cycles.


## 3.1. Elastic Modulus

The elastic modulus is defined as the ratio of the increment of deviator stress to the increment of axial strain when the axial strain is 1% of the three axial compression test, which can be expressed by(1)E=ΔσΔε=σ1.0%−σ0ε1.0%−ε0,where Δσ is the increment of deviator stress, Δε is the increment of axial strain, σ1.0% is the corresponding deviator stress at the axial strain of 1.0%, and σ0 and ε0 are the initial stress and strain, respectively [16].The variations of elastic modulus of specimens with different freeze-thaw cycles under 3 confining pressures are shown in Figure2. The elastic modulus decreases with the increase of freeze-thaw cycles and changes little after 3 freeze-thaw cycles. The maximum reduction occurs after the first freeze-thaw cycle. The elastic modulus decreases by about 90% when it reaches stability. The effects of various factors on the elastic modulus of soil were analyzed by the results of 3 freeze-thaw cycles in the following sections.Figure 2
Variation of elastic modulus with the number of freeze-thaw cycles.Figures3 and 4, respectively, describe the influence of initial dry density and initial moisture content on the elastic modulus of soil after freeze-thaw cycles. It can be seen that the elastic modulus increases approximately linearly with the increase of initial dry density and moisture content, even with different confining pressure. However, the effect of increasing soil dry density on the elastic modulus is more significant.Figure 3
Variation of elastic modulus with the initial dry density.Figure 4
Variation of elastic modulus with the initial moisture content.Figure5 illustrates the elastic modulus of specimens after freeze-thaw cycles under different temperature ranges. It is obvious from Figure 5 that when the temperature range varies from ±5°C to ±20°C, the elastic modulus of the specimens changes very little. However, the elastic modulus increases significantly once the temperature range changes to ±30°C.Figure 5
Variation of elastic modulus with different temperature ranges.


## 3.2. Cohesion and Friction Angle

According to the actual temperature distribution of the levee, the change of the cohesion and the internal friction angle with the number of freeze-thaw cycles was investigated under the condition of 4 kinds of temperature ranges. The results are shown in Figures6 and 7, respectively. The cohesion and internal friction angle decrease with the increase of freeze-thaw cycles and stabilize gradually with different temperature ranges. The cohesion reaches a stable state after 3 freeze-thaw cycles, while the internal friction angle gradually stabilizes after 5 cycles. The decrease of cohesion is about 90%, and the decrease of the internal friction angle is between 64%–90% after 7 freeze-thaw cycles, which indicates that the freeze-thaw deterioration effect of the external environment is more significant on cohesion. Moreover, the differentiation of cohesion and internal friction angle caused by different temperature ranges is remarkable.Figure 6
Variation of cohesion with the number of freeze-thaw cycles.Figure 7
Variation of internal friction angle with the number of freeze-thaw cycles.


## 4. Analysis of Mechanical Response in Pavement

### 4.1. Mechanical Response of Pavement Structure

The horizontal stress of its structure determines the service life of the pavement. The increase of tensile stress at the bottom of the surface will shorten the fatigue life of the pavement. Cracks at the base when the bottom tensile stress exceeds its tensile strength will result in reflection cracks on the asphalt surface. The compressive strain at the top of the subgrade is an important index to control the permanent deformation of the granular base and the rutting of the pavement. BISAR 3.0 is a calculation system for asphalt pavement structure, and it can calculate the stress, strain, and displacement of elastic layered system under different kinds of static loads. In this paper, BISAR 3.0 was adopted to analyze the maximum tensile stress and strain in the bottom of surface and subbase course, the maximum compressive stress and strain at the top of the embankment, and the maximum deflection of pavement with the dual-wheel single-axle load of 100 kN as an example.A simplified model of pavement-embankment interaction was established, as shown in Figure8. The base course and subbase course were merged into a single layer as they were relatively thin with similar material properties [9]. The main calculation parameters are shown in Table 3 [17]. Since pavement structure responses were calculated after thawing, we assumed that the modulus of the surface and base materials were constant. The elastic modulus of embankment soils was the experimental results with the confining pressure of 50 kPa.Figure 8
Schematic diagram of the pavement-embankment structure.Table 3
Material parameters of each structural layer.
LayerThickness (m)Density (kg/m3)Elastic modulus (MPa)Poisson’s ratioSurface course0.15210091500.33Base course0.418002000.5Embankment—ρVaried0.4


### 4.2. Influence of Freeze-Thaw Cycles

The mechanical response of pavement structure caused by the degradation of soil mechanical properties induced by different freeze-thaw cycles is shown in Figure9. Figures 9(a) and 9(b) indicate that the maximum horizontal tensile stress and tensile strain at the bottom of the surface and base both increase first and then stabilize with the increase of freeze-thaw cycles contrary to the elastic modulus of soil. The variation of tensile stress and tensile strain at the bottom of the base is larger than that of the surface, with a doubling in the amount. Therefore, the freeze-thaw cycles have a greater impact on the internal force of the base layer. The variation of maximum compressive stress at the top of the embankment is similar to the soil modulus and decreases significantly and then gradually stabilizes with a final decrease of 85%. Quite the contrary, the peak strain at the top of the embankment increases first and then gradually stabilized with an increase of 120% (Figure 9(c)). These suggest that the tensile stress of the surface layer and base is consistent with the tensile strain, while the variation trend of compressive stress and compressive strain at the top of the embankment is opposite. Figure 9(d) shows that the maximum deflection increases with the increase of freeze-thaw cycles and tends to be stable after the 5 cycles. After 7 cycles, the deflection increases by 5 times than that before freezing and thawing. And, the pavement deflection is mainly caused by the deformation of the embankment soil, so the control of the deformation of the compacted soil of embankment plays a key role in ensuring the smoothness of the pavement.Figure 9
Mechanical response of pavement structure under different freeze-thaw cycles: (a) bottom of surface, (b) bottom of base, (c) top of the embankment, (d) deflection of the pavement.
(a)(b)(c)(d)


### 4.3. Influence of Initial Dry Density

The effect of initial dry density on the mechanical response of pavement structure is shown in Figure10. It can be seen that the stress-strain of each structural layer and deflection vary linearly with the change of dry density. Although the tensile stress and tensile strain at the bottom of each structural layer decrease with the increase of dry density, the mechanical response of the surface layer and the base is not significant (Figures 10(a) and 10(b)). However, the increase of compressive stress at the top of the embankment reaches 65%, and the corresponding strain reduction is only 17% (Figure 10(c)). The pavement deflection decreases by about 40% when the embankment soil density increases from 1.50 g/cm3 to 1.63 g/cm3 (Figure 10(d)).Figure 10
Mechanical response of pavement structure under different initial dry densities: (a) bottom of surface, (b) bottom of base, (c) top of the embankment, (d) deflection of the pavement.
(a)(b)(c)(d)


### 4.4. Influence of Initial Moisture Content

The effect of initial moisture content on the mechanical response of pavement structure is shown in Figure11. Similar to the situation affected by dry density, the mechanical response of the surface layer and the base changes little in magnitude (Figures 11(a) and 11(b)), but as a whole, the tensile stress and tensile strain at the bottom of each structural layer decrease with the increase of moisture content. When the moisture content of embankment soil increases from 18.2% to 22.2%, the increase of compressive stress at the top of the embankment is 30% and the corresponding strain reduction is only 9% (Figure 11(c)). Meanwhile, the pavement deflection decreases by 20% (Figure 11(d)). It indicates that the influence of moisture content of embankment soil on the mechanical response of pavement is less than that of soil dry density.Figure 11
Mechanical response of pavement structure under different initial dry densities: (a) bottom of surface, (b) bottom of base, (c) top of the embankment, (d) deflection of the pavement.
(a)(b)(c)(d)


### 4.5. Influence of Temperature Range

The mechanical response of pavement structure caused by the degradation of soil mechanical properties induced by different temperature ranges is shown in Figure12. As can be seen from Figure 12, the mechanical property and deformation of the various structural layers change significantly when the temperature range increases to ± 30°C and change little for the temperature range less than ± 30°C.Figure 12
Mechanical response of pavement structure under different temperature ranges: (a) bottom of surface, (b) bottom of base, (c) top of the embankment, (d) deflection of the pavement.
(a)(b)(c)(d)


## 4.1. Mechanical Response of Pavement Structure

The horizontal stress of its structure determines the service life of the pavement. The increase of tensile stress at the bottom of the surface will shorten the fatigue life of the pavement. Cracks at the base when the bottom tensile stress exceeds its tensile strength will result in reflection cracks on the asphalt surface. The compressive strain at the top of the subgrade is an important index to control the permanent deformation of the granular base and the rutting of the pavement. BISAR 3.0 is a calculation system for asphalt pavement structure, and it can calculate the stress, strain, and displacement of elastic layered system under different kinds of static loads. In this paper, BISAR 3.0 was adopted to analyze the maximum tensile stress and strain in the bottom of surface and subbase course, the maximum compressive stress and strain at the top of the embankment, and the maximum deflection of pavement with the dual-wheel single-axle load of 100 kN as an example.A simplified model of pavement-embankment interaction was established, as shown in Figure8. The base course and subbase course were merged into a single layer as they were relatively thin with similar material properties [9]. The main calculation parameters are shown in Table 3 [17]. Since pavement structure responses were calculated after thawing, we assumed that the modulus of the surface and base materials were constant. The elastic modulus of embankment soils was the experimental results with the confining pressure of 50 kPa.Figure 8
Schematic diagram of the pavement-embankment structure.Table 3
Material parameters of each structural layer.
LayerThickness (m)Density (kg/m3)Elastic modulus (MPa)Poisson’s ratioSurface course0.15210091500.33Base course0.418002000.5Embankment—ρVaried0.4


## 4.2. Influence of Freeze-Thaw Cycles

The mechanical response of pavement structure caused by the degradation of soil mechanical properties induced by different freeze-thaw cycles is shown in Figure9. Figures 9(a) and 9(b) indicate that the maximum horizontal tensile stress and tensile strain at the bottom of the surface and base both increase first and then stabilize with the increase of freeze-thaw cycles contrary to the elastic modulus of soil. The variation of tensile stress and tensile strain at the bottom of the base is larger than that of the surface, with a doubling in the amount. Therefore, the freeze-thaw cycles have a greater impact on the internal force of the base layer. The variation of maximum compressive stress at the top of the embankment is similar to the soil modulus and decreases significantly and then gradually stabilizes with a final decrease of 85%. Quite the contrary, the peak strain at the top of the embankment increases first and then gradually stabilized with an increase of 120% (Figure 9(c)). These suggest that the tensile stress of the surface layer and base is consistent with the tensile strain, while the variation trend of compressive stress and compressive strain at the top of the embankment is opposite. Figure 9(d) shows that the maximum deflection increases with the increase of freeze-thaw cycles and tends to be stable after the 5 cycles. After 7 cycles, the deflection increases by 5 times than that before freezing and thawing. And, the pavement deflection is mainly caused by the deformation of the embankment soil, so the control of the deformation of the compacted soil of embankment plays a key role in ensuring the smoothness of the pavement.Figure 9
Mechanical response of pavement structure under different freeze-thaw cycles: (a) bottom of surface, (b) bottom of base, (c) top of the embankment, (d) deflection of the pavement.
(a)(b)(c)(d)


## 4.3. Influence of Initial Dry Density

The effect of initial dry density on the mechanical response of pavement structure is shown in Figure10. It can be seen that the stress-strain of each structural layer and deflection vary linearly with the change of dry density. Although the tensile stress and tensile strain at the bottom of each structural layer decrease with the increase of dry density, the mechanical response of the surface layer and the base is not significant (Figures 10(a) and 10(b)). However, the increase of compressive stress at the top of the embankment reaches 65%, and the corresponding strain reduction is only 17% (Figure 10(c)). The pavement deflection decreases by about 40% when the embankment soil density increases from 1.50 g/cm3 to 1.63 g/cm3 (Figure 10(d)).Figure 10
Mechanical response of pavement structure under different initial dry densities: (a) bottom of surface, (b) bottom of base, (c) top of the embankment, (d) deflection of the pavement.
(a)(b)(c)(d)


## 4.4. Influence of Initial Moisture Content

The effect of initial moisture content on the mechanical response of pavement structure is shown in Figure11. Similar to the situation affected by dry density, the mechanical response of the surface layer and the base changes little in magnitude (Figures 11(a) and 11(b)), but as a whole, the tensile stress and tensile strain at the bottom of each structural layer decrease with the increase of moisture content. When the moisture content of embankment soil increases from 18.2% to 22.2%, the increase of compressive stress at the top of the embankment is 30% and the corresponding strain reduction is only 9% (Figure 11(c)). Meanwhile, the pavement deflection decreases by 20% (Figure 11(d)). It indicates that the influence of moisture content of embankment soil on the mechanical response of pavement is less than that of soil dry density.Figure 11
Mechanical response of pavement structure under different initial dry densities: (a) bottom of surface, (b) bottom of base, (c) top of the embankment, (d) deflection of the pavement.
(a)(b)(c)(d)


## 4.5. Influence of Temperature Range

The mechanical response of pavement structure caused by the degradation of soil mechanical properties induced by different temperature ranges is shown in Figure12. As can be seen from Figure 12, the mechanical property and deformation of the various structural layers change significantly when the temperature range increases to ± 30°C and change little for the temperature range less than ± 30°C.Figure 12
Mechanical response of pavement structure under different temperature ranges: (a) bottom of surface, (b) bottom of base, (c) top of the embankment, (d) deflection of the pavement.
(a)(b)(c)(d)


## 5. Conclusion

In the present study, the variations of elastic modulus, cohesion, and internal friction angle of the soil after freezing and thawing cycles are investigated by freeze-thaw tests and triaxial compression tests. Based on the experimental data, the pavement-embankment interaction has been studied by calculation, considering the deterioration of soil caused by freeze-thaw cycles. Although the experiment was performed on a single kind of soil in the mainstream of Songhua River, the variation law obtained from experiment results has some degree of universality. However, further verification should be conducted by a series of field monitoring data. From the experimental results and the calculation results, the major conclusions can be drawn:(1)
The freeze-thaw cycles and initial dry density significantly affect the elastic modulus of the soil. When the temperature exceeds a certain threshold, the elastic modulus will be affected obviously by the temperature range. The cohesion and internal friction angle vary greatly due to the different temperature ranges.(2)
The number of freeze-thaw cycles has a great influence on the mechanical response of pavement. Tensile stress and strain at the bottom of the surface and base both increase firstly and then stabilize with the increase of freeze-thaw cycles. After 7 cycles, the tensile stress and tensile strain at the bottom of the base double, the maximum compressive stress at the embankment top decreases by 85%, while the maximum pressure strain increases by 120%. And, the pavement deflection increases by 5 times than that before freeze-thaw cycles.(3)
The stress-strain of each structural layer and deflection varies linearly with the change of soil dry density. Moreover, the dry density has little influence on the mechanical indexes of the surface and base course but greatly influences the mechanical indexes and deformation of the embankment.(4)
The influence of moisture content of embankment soil on the mechanical response of pavement is less than that of soil dry density. The mechanical property and deformation of the various structural layers change significantly when the temperature range exceeds ±20°C.



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