# A Constitutive Model of Sandy Gravel Soil under Large-Sized Loading/Unloading Triaxial Tests

Authors: Pengfei Zhang; Han Liu; Zhentu Feng; Chaofeng Jia; Rui Zhou
Journal: Advances in Civil Engineering
 (2021)

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## Abstract

Based on large-scale triaxial tests of sandy gravel materials, the strength and deformation characteristics under loading/unloading conditions are analyzed. At the same time, the applicability of the hyperbolic constitutive model to sandy gravel is studied using experimental data. The results indicate that sandy gravel under low confining pressures (0.2 and 0.4 MPa) shows a weak softening trend; the higher the confining pressure, the more obvious the hardening tendency (0.6 and 0.8 MPa) and the greater the peak strength. During unloading tests, strain softening occurs, and the peak strength increases with increasing confining pressure. During loading tests, dilatancy appears when the confining pressure is low (0.2 MPa). With increasing confining pressure (0.4, 0.6, and 0.8 MPa), the dilatancy trend gradually weakens, and the cumulative volume tric strain increases, which reflects the relevance of the stress paths. Through research, it is found that the hyperbolic constitutive model has good applicability to sandy gravel soils, and the corresponding model parameters are obtained.


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## Body

## 1. Introduction

With the rapid development of rail transit, shield tunnel construction has encountered many severe challenges in sandy gravel strata in China. For example, the first phase of the Luoyang Urban Rail Transit Line 2 project under construction uses the shield method to cross the sandy gravel stratum, which is particularly important for the ground settlement, seepage damage, and the stability of the excavation surface [1–3]. In addition to a large number of field tests, the mechanical characteristics and description of the stress-strain relationship of coarse-grained soil are hot topics [4, 5], which can provide necessary conditions for numerical calculations in practical engineering.The mechanical properties of soils are determined by many factors, including externally applied stress, soil type, microstructure damage [6], density, matrix suction caused by surface tension passing through the air in unsaturated environments [7], and temperature [8–10]. To date, many constitutive models of saturated/unsaturated soil have been proposed, but there are still many controversies regarding some basic problems [9, 11], such as the selection of state variables of stress and strain and the theoretical framework of hydraulic coupling processes [12, 13]. Alonso et al. [14] established a constitutive model of unsaturated soil materials by utilizing the double-stress variables of net stress and matrix suction. Many scholars [15, 16] have discussed the hydraulic coupling characteristics of saturated/unsaturated soil and even some basic thermo-hydromechanical coupling characteristics [17, 18]. These theoretical studies considered the influence of the volume water content on mechanical properties, such as irreversible compression during drying and changes in the water content during loading/unloading. Based on the principle of thermodynamics, some researchers [19–21] established the hydraulic coupling effects of three-phase unsaturated soil by analyzing the thermodynamic potential of the solid-liquid-gas phase and dissipated energy. Recently, Bai et al. [22] proposed a thermo-hydromechanical constitutive model for geomaterials in view of the concept of particle rearrangement during the thermodynamic process of porous granular materials, which is contributed to understand the mechanical properties of the particle movement of sandy gravel soils from the microscopic point of view.For subway tunnel projects in sandy gravel strata [23–25], when discussing settlement control and deformation characteristics, the constitutive relationship of sandy gravel is rarely mentioned, and the commonly used Mohr–Coulomb relationship is still utilized [26]. The actual sandy gravel is a kind of coarse-grained soil; however, it is not reasonable to use the Mohr–Coulomb relationship. Therefore, it is particularly important to study the deformation characteristics of shield tunneling in sandy gravel formations and to determine the appropriate constitutive model and parameters [27, 28]. It has important engineering significance in stratum settlement control and station foundation pit excavation [29].In this paper, a large-sized laboratory triaxial shear test is carried out on sandy gravel soil taken from the Luoyang subway site, and then triaxial shear tests on sandy gravel under different confining pressures are carried out to determine the appropriate sandy gravel constitutive model as well as the model parameters accordingly. This work can help with engineering design and practice. The established constitutive model can well reflect the loading process and unloading process of sandy gravel soil, which is also used for the numerical calculation during the unloading process in the shield tunnel excavation process.


## 2. Experiments of Large Sandy Gravel Soil under a Complex Stress Path

### 2.1. Test Schemes

This paper selects sandy gravel soil samples from the first phase of the project of Luoyang Urban Rail Transit Line 2 to conduct a large-scale triaxial test. The purpose is to investigate two typical stress state change processes (namely, loading and unloading stress paths) and then determine the stress-strain relationship characteristics and volumetric strain-axial strain characteristics, as well as the seepage effect [30, 31] and damage mechanism of the soil layer [24, 32, 33].Actually, the stress and deformation state changes of the surrounding stratum are very complicated during the shield tunnel excavation process [34, 35], even related to the effect of environmental temperature [36, 37] and the thermal-mechanical behavior of tunnel lining segments [38, 39]. For simplicity, this test simulates two extreme stress path change processes, namely, active failure and passive failure of the excavation surface. The specific test scheme is shown in Table 1, including 2 groups of tests. Among them, the sample size is 30 cm in diameter and 70 cm in height, and the test confining pressure is determined by the actual stress state at the site to be 200, 400, 600, and 800 kPa. The loading/unloading tests were accomplished by the stress-controlled method, and the shear rate was 0.2 kPa/s. This test primarily studies the strength and deformation characteristics of sandy gravel under triaxial compression and unloading conditions.Table 1
Test schemes for large-size specimens.
Test numberLoad pathLoading/unloadingConfining pressure (kPa)Number of soil samples1σ3 = constant,Loading200, 400, 600, 8004σ1 = increases2σ1 = constant,Unloading200, 400, 600, 8004σ3 = decreases


### 2.2. Preparation of Soil Samples

The soil layer in the project area is composed of silty clay, silt soil, a sand layer, and a gravel soil layer, which is a multilayer structure. According to the actual situation of the project, samples were taken at a depth of 10 m, and the dry density was controlled to be 2.27 g/cm3.Through particle analysis, the maximum particle size of sandy gravel tested was 80 mm, and its characteristic particle size is shown in Table2. The inhomogeneity coefficient of the soil is greater than 10, and the curvature coefficient is between 1 and 5. It belongs to coarse-grained soil with good gradation.Table 2
Particle gradation of sandy gravel samples.
Particle size (mm)80602010510.50.250.1Cumulative percentage (%)10096.958.942.934.530.529.116.850The test equipment was an SJ70 large-scale high-pressure triaxial shear tester. The test specimen has a diameter of 300 mm and a height of 700 mm. According to the sampling and sieving situation, the gravels that exceed the particle size limit of 60 mm account for only approximately 5%, so a particle size of 40−60 mm was used instead. The sample was prepared by splitting the soil into 5 layers. The sample preparation method uses a vibrator to vibrate. The static pressure of the vibrator bottom plate is 14 kPa, and the vibration frequency is 40 Hz. The vibration time is determined according to the dry density of the sample.According to the actual engineering conditions and the high water permeability of sandy gravel, this test adopts the consolidated drained shear (i.e., CD) test. The sample saturation method adopts the suction saturation method.


## 2.1. Test Schemes

This paper selects sandy gravel soil samples from the first phase of the project of Luoyang Urban Rail Transit Line 2 to conduct a large-scale triaxial test. The purpose is to investigate two typical stress state change processes (namely, loading and unloading stress paths) and then determine the stress-strain relationship characteristics and volumetric strain-axial strain characteristics, as well as the seepage effect [30, 31] and damage mechanism of the soil layer [24, 32, 33].Actually, the stress and deformation state changes of the surrounding stratum are very complicated during the shield tunnel excavation process [34, 35], even related to the effect of environmental temperature [36, 37] and the thermal-mechanical behavior of tunnel lining segments [38, 39]. For simplicity, this test simulates two extreme stress path change processes, namely, active failure and passive failure of the excavation surface. The specific test scheme is shown in Table 1, including 2 groups of tests. Among them, the sample size is 30 cm in diameter and 70 cm in height, and the test confining pressure is determined by the actual stress state at the site to be 200, 400, 600, and 800 kPa. The loading/unloading tests were accomplished by the stress-controlled method, and the shear rate was 0.2 kPa/s. This test primarily studies the strength and deformation characteristics of sandy gravel under triaxial compression and unloading conditions.Table 1
Test schemes for large-size specimens.
Test numberLoad pathLoading/unloadingConfining pressure (kPa)Number of soil samples1σ3 = constant,Loading200, 400, 600, 8004σ1 = increases2σ1 = constant,Unloading200, 400, 600, 8004σ3 = decreases


## 2.2. Preparation of Soil Samples

The soil layer in the project area is composed of silty clay, silt soil, a sand layer, and a gravel soil layer, which is a multilayer structure. According to the actual situation of the project, samples were taken at a depth of 10 m, and the dry density was controlled to be 2.27 g/cm3.Through particle analysis, the maximum particle size of sandy gravel tested was 80 mm, and its characteristic particle size is shown in Table2. The inhomogeneity coefficient of the soil is greater than 10, and the curvature coefficient is between 1 and 5. It belongs to coarse-grained soil with good gradation.Table 2
Particle gradation of sandy gravel samples.
Particle size (mm)80602010510.50.250.1Cumulative percentage (%)10096.958.942.934.530.529.116.850The test equipment was an SJ70 large-scale high-pressure triaxial shear tester. The test specimen has a diameter of 300 mm and a height of 700 mm. According to the sampling and sieving situation, the gravels that exceed the particle size limit of 60 mm account for only approximately 5%, so a particle size of 40−60 mm was used instead. The sample was prepared by splitting the soil into 5 layers. The sample preparation method uses a vibrator to vibrate. The static pressure of the vibrator bottom plate is 14 kPa, and the vibration frequency is 40 Hz. The vibration time is determined according to the dry density of the sample.According to the actual engineering conditions and the high water permeability of sandy gravel, this test adopts the consolidated drained shear (i.e., CD) test. The sample saturation method adopts the suction saturation method.


## 3. Test Results and Analysis

### 3.1. Stress-Strain-Strength Characteristics

From the stress-strain relationship curves of sandy gravel in Figures1 and 2, under the condition of the same shear rate, sandy gravel is loaded under low confining pressure (0.2 and 0.4 MPa), showing a weak softening trend. The higher the confining pressure, the more obvious the hardening tendency (0.6 and 0.8 MPa) and the greater the peak strength. For the unloading test, there is a more obvious softening phenomenon, and as the confining pressure increases, the peak value becomes more obvious. The deviator stress-strain curves of the two groups of sandy gravels show a strong nonlinear relationship when the stress and strain reach a certain value.Figure 1
Axial stress-strain curve of sandy gravel soil under loading conditions.Figure 2
Axial stress-strain curve of sandy gravel soil under unloading conditions.


### 3.2. Volume Deformation Characteristics

Figures3 and 4 give the εv−εa relationship of sandy gravel when loading and unloading under different confining pressures. From Figure 3, under conditions of low confining pressure (0.2 MPa), sandy gravels exhibit shear shrinkage first and then dilatancy. As the confining pressure increases (0.4, 0.6, and 0.8 MPa), the dilatancy trend gradually weakens, and the cumulative body strain increases. Under unloading conditions (Figure 4), the main manifestation is dilatancy, and with increasing confining pressure, the dilatancy phenomenon becomes more obvious, which fully reflects the relevance of the stress path.Figure 3
Curve of volumetric strain-axial strain under loading conditions.Figure 4
Curve of volumetric strain-axial strain under unloading conditions.


## 3.1. Stress-Strain-Strength Characteristics

From the stress-strain relationship curves of sandy gravel in Figures1 and 2, under the condition of the same shear rate, sandy gravel is loaded under low confining pressure (0.2 and 0.4 MPa), showing a weak softening trend. The higher the confining pressure, the more obvious the hardening tendency (0.6 and 0.8 MPa) and the greater the peak strength. For the unloading test, there is a more obvious softening phenomenon, and as the confining pressure increases, the peak value becomes more obvious. The deviator stress-strain curves of the two groups of sandy gravels show a strong nonlinear relationship when the stress and strain reach a certain value.Figure 1
Axial stress-strain curve of sandy gravel soil under loading conditions.Figure 2
Axial stress-strain curve of sandy gravel soil under unloading conditions.


## 3.2. Volume Deformation Characteristics

Figures3 and 4 give the εv−εa relationship of sandy gravel when loading and unloading under different confining pressures. From Figure 3, under conditions of low confining pressure (0.2 MPa), sandy gravels exhibit shear shrinkage first and then dilatancy. As the confining pressure increases (0.4, 0.6, and 0.8 MPa), the dilatancy trend gradually weakens, and the cumulative body strain increases. Under unloading conditions (Figure 4), the main manifestation is dilatancy, and with increasing confining pressure, the dilatancy phenomenon becomes more obvious, which fully reflects the relevance of the stress path.Figure 3
Curve of volumetric strain-axial strain under loading conditions.Figure 4
Curve of volumetric strain-axial strain under unloading conditions.


## 4. Constitutive Model of Sandy Gravel Considering the Loading/Unloading Process

Kondner [40] thought that the hyperbola can be used to fit the general triaxial test (σ1 − σ3)-ε1 curve, namely,(1)σ1−σ3=εaa+bεa,where a and b are test constants.For the conventional triaxial shear test,εa = ε1. Later, Duncan and Chang [41] proposed a widely used nonlinear elastic model, namely, the Duncan–Chang model, which was developed widely [42].


### 4.1. Conventional Triaxial Loading Test

Under conventional triaxial loading conditions, (1) can be written as(2)ε1σ1−σ3=a+bε1,where a is the intercept of the line and b is the slope of the line.Obviously, there is an approximately linear relationship betweenε1/(σ1 − σ3) and ε1. In the conventional triaxial shear test, the tangent elastic modulus can be expressed as(3)Et=dσ1−σ3dε1,=aa+bε1.Whenε1 = 0 and Et = Ei, the combination of (3) leads to(4)Ei=1a.Whenε1⟶∞, from (1), we can get(5)σ1−σ3ult=1b.In (4) and (5), a represents the reciprocal of the initial elastic modulus Ei, and b represents the reciprocal of the ultimate deviator stress (σ1 − σ3)ult corresponding to the asymptote of the hyperbola.In the conventional triaxial test, the shear strength (σ1 − σ3)f is determined according to the stress value corresponding to the strain value ε1 = 15%; for the stress-strain curve with a peak value, it generally takes its strength, that is, (σ1 − σ3)f = (σ1 − σ3)peak.In this way, the damage ratioRf can be defined as(6)Rf=σ1−σ3fσ1−σ3ult.Considering (5), one has(7)b=1σ1−σ3ult,=Rfσ1−σ3f.ConsiderEt as a function of stress, which can be obtained by transforming (2):(8)ε1=aσ1−σ31−bσ1−σ3.Substituting (8) into (3), we get(9)Et=1a1/1−bσ1−σ32.Substituting (4) and (7) into (9), we can get(10)Et=Ei1−Rfσ1−σ3σ1−σ3f2.According to the Mohr–Coulomb strength criterion, there is(11)σ1−σ3f=2ccosφ+2σ3sinφ1−sinφ.The expression of the initial elastic modulusEi with consolidation pressure σ3 can be described as(12)Ei=Kpaσ3pan,where pa is the atmospheric pressure (pa = 101.4 kPa) and K and n are experimental parameters, representing the intercept and slope of the straight line between log (Ei/pa) and log (σ3/pa).Substituting (11) and (12) into (10), we can obtain(13)Et=Kpaσ3paa1−Rfσ1−σ31−sinφ2ccosφ+2σ3sinφ2.In (13), the tangent elastic modulus Et contains five material parameters (K, n, c, φ, and Rf). There is a hyperbolic relationship between the axial strain ε1 and the confining strain −ε3 based on the conventional triaxial loading test data of the soil (Figure 5).Figure 5
Determination of the relevant parameters of tangent Poisson’s ratio: (a)ε1 and −ε3, (b) −ε3/ε1 and −ε3, and (c) ν and logσ3/Pa.
(a)(b)(c)The hyperbolic equation shown in Figure5(a) can be written as(14)ε1=−ε3f+D−ε3.The linear equation in Figure5(b) can be written as(15)−ε3ε1=f+D−ε3=f−Dε3.Whenε3 = 0, −ε3/ε1 = f = νi is initial Poisson’s ratio; when −ε3⟶∞, D = 1/(ε1)ult. The triaxial shear test shows that initial Poisson’s ratio is related to the confining pressure [9, 12]. As shown in Figure 5(c), it is assumed that(16)νi=f,=G−Flgσ3pa,where G and F are test constants.The difference of (14) induces(17)υt=−dε3dε1,=υi1−Dε12.Substituting (8) and (16) into (17), we get(18)vt=G−Flgσ3/pa1−Dσ1−σ3/Kpaσ3/pan1−Rfσ1−σ31−sinφ/2ccosφ+2σ3sinφ2.


### 4.2. Conventional Triaxial Unloading Test

Assuming that the soil is an isotropic medium, according to the generalized Hooke’s law, the stress-strain relationship can be written as(19)Et=ΔσaΔσa+Δσr−2Δσr2ΔεaΔσa+Δσr−2Δεrσr,where Δσa = Δσ1 is the axial stress increment, Δσr = Δσ3 is the lateral stress increment, Δεa = Δε1 is the axial strain increment, and Δεr = Δε3 is the lateral strain increment.When Δσa = 0 and Δσr ≠ 0, the tangent elastic modulus Et can be written as(20)Et=12ΔσrΔεa−2Δεr,=∂2σa−σr∂εa−2εr.Referring to the derivation process of the triaxial loading test, under the condition of lateral unloading, the relationship curve of 2(σrc − σr) − (εa − 2εr) is still satisfied with a hyperbolic relationship, namely, (εa − 2εr)/2(σrc − σr) − (εa − εr).Use (12) to establish the relationship between the initial tangent elastic modulus Ei and the axial consolidation pressure σac. Here, Ei is actually the slope of the curve between 2(σrc − σr) and (εa − 2εr) at the origin of the curve. Hence,(21)Ei=Kpaσacpan.During lateral unloading, the failure deviator stress can be deduced:(22)σa−σrf=2ccosφ+2σacsinφ1+sinφ.Becauseσa = σac is a constant during lateral unloading, it can be obtained from (20):(23)Et=Kpaσacpan1−Rfσrc−σr1+sinφ2ccosφ+2σacsinφ−σac−σrc1+sinφ.The tangential elastic modulusEt of the triaxial unloading test still contains 5 material constants (i.e., K, n, c, φ, and Rf). Comparing the unloading and loading paths, it can be seen that the axial strain ε1 increases and ε3 decreases. That is, the two effects on the test results are the same. From this point of view, the calculation formula of Poisson’s ratio for loading and unloading tests is the same. Therefore, the final expression of tangent Poisson’s ratio in the unloading test is(24)vt=G−Flgσ3/pa1−Dσ1−σ3/Kpaσ3/pan1−rfσ1−σ31−sinφ/2ccosφ+2σ3sinφ2.


## 4.1. Conventional Triaxial Loading Test

Under conventional triaxial loading conditions, (1) can be written as(2)ε1σ1−σ3=a+bε1,where a is the intercept of the line and b is the slope of the line.Obviously, there is an approximately linear relationship betweenε1/(σ1 − σ3) and ε1. In the conventional triaxial shear test, the tangent elastic modulus can be expressed as(3)Et=dσ1−σ3dε1,=aa+bε1.Whenε1 = 0 and Et = Ei, the combination of (3) leads to(4)Ei=1a.Whenε1⟶∞, from (1), we can get(5)σ1−σ3ult=1b.In (4) and (5), a represents the reciprocal of the initial elastic modulus Ei, and b represents the reciprocal of the ultimate deviator stress (σ1 − σ3)ult corresponding to the asymptote of the hyperbola.In the conventional triaxial test, the shear strength (σ1 − σ3)f is determined according to the stress value corresponding to the strain value ε1 = 15%; for the stress-strain curve with a peak value, it generally takes its strength, that is, (σ1 − σ3)f = (σ1 − σ3)peak.In this way, the damage ratioRf can be defined as(6)Rf=σ1−σ3fσ1−σ3ult.Considering (5), one has(7)b=1σ1−σ3ult,=Rfσ1−σ3f.ConsiderEt as a function of stress, which can be obtained by transforming (2):(8)ε1=aσ1−σ31−bσ1−σ3.Substituting (8) into (3), we get(9)Et=1a1/1−bσ1−σ32.Substituting (4) and (7) into (9), we can get(10)Et=Ei1−Rfσ1−σ3σ1−σ3f2.According to the Mohr–Coulomb strength criterion, there is(11)σ1−σ3f=2ccosφ+2σ3sinφ1−sinφ.The expression of the initial elastic modulusEi with consolidation pressure σ3 can be described as(12)Ei=Kpaσ3pan,where pa is the atmospheric pressure (pa = 101.4 kPa) and K and n are experimental parameters, representing the intercept and slope of the straight line between log (Ei/pa) and log (σ3/pa).Substituting (11) and (12) into (10), we can obtain(13)Et=Kpaσ3paa1−Rfσ1−σ31−sinφ2ccosφ+2σ3sinφ2.In (13), the tangent elastic modulus Et contains five material parameters (K, n, c, φ, and Rf). There is a hyperbolic relationship between the axial strain ε1 and the confining strain −ε3 based on the conventional triaxial loading test data of the soil (Figure 5).Figure 5
Determination of the relevant parameters of tangent Poisson’s ratio: (a)ε1 and −ε3, (b) −ε3/ε1 and −ε3, and (c) ν and logσ3/Pa.
(a)(b)(c)The hyperbolic equation shown in Figure5(a) can be written as(14)ε1=−ε3f+D−ε3.The linear equation in Figure5(b) can be written as(15)−ε3ε1=f+D−ε3=f−Dε3.Whenε3 = 0, −ε3/ε1 = f = νi is initial Poisson’s ratio; when −ε3⟶∞, D = 1/(ε1)ult. The triaxial shear test shows that initial Poisson’s ratio is related to the confining pressure [9, 12]. As shown in Figure 5(c), it is assumed that(16)νi=f,=G−Flgσ3pa,where G and F are test constants.The difference of (14) induces(17)υt=−dε3dε1,=υi1−Dε12.Substituting (8) and (16) into (17), we get(18)vt=G−Flgσ3/pa1−Dσ1−σ3/Kpaσ3/pan1−Rfσ1−σ31−sinφ/2ccosφ+2σ3sinφ2.


## 4.2. Conventional Triaxial Unloading Test

Assuming that the soil is an isotropic medium, according to the generalized Hooke’s law, the stress-strain relationship can be written as(19)Et=ΔσaΔσa+Δσr−2Δσr2ΔεaΔσa+Δσr−2Δεrσr,where Δσa = Δσ1 is the axial stress increment, Δσr = Δσ3 is the lateral stress increment, Δεa = Δε1 is the axial strain increment, and Δεr = Δε3 is the lateral strain increment.When Δσa = 0 and Δσr ≠ 0, the tangent elastic modulus Et can be written as(20)Et=12ΔσrΔεa−2Δεr,=∂2σa−σr∂εa−2εr.Referring to the derivation process of the triaxial loading test, under the condition of lateral unloading, the relationship curve of 2(σrc − σr) − (εa − 2εr) is still satisfied with a hyperbolic relationship, namely, (εa − 2εr)/2(σrc − σr) − (εa − εr).Use (12) to establish the relationship between the initial tangent elastic modulus Ei and the axial consolidation pressure σac. Here, Ei is actually the slope of the curve between 2(σrc − σr) and (εa − 2εr) at the origin of the curve. Hence,(21)Ei=Kpaσacpan.During lateral unloading, the failure deviator stress can be deduced:(22)σa−σrf=2ccosφ+2σacsinφ1+sinφ.Becauseσa = σac is a constant during lateral unloading, it can be obtained from (20):(23)Et=Kpaσacpan1−Rfσrc−σr1+sinφ2ccosφ+2σacsinφ−σac−σrc1+sinφ.The tangential elastic modulusEt of the triaxial unloading test still contains 5 material constants (i.e., K, n, c, φ, and Rf). Comparing the unloading and loading paths, it can be seen that the axial strain ε1 increases and ε3 decreases. That is, the two effects on the test results are the same. From this point of view, the calculation formula of Poisson’s ratio for loading and unloading tests is the same. Therefore, the final expression of tangent Poisson’s ratio in the unloading test is(24)vt=G−Flgσ3/pa1−Dσ1−σ3/Kpaσ3/pan1−rfσ1−σ31−sinφ/2ccosφ+2σ3sinφ2.


## 5. Determination of Loading/Unloading Parameters

### 5.1. Parameters of the Triaxial Loading

According to the stress-strain relationship shown in Figure2, three groups of confining pressures and corresponding failure stresses (σ1 − σ3)f are obtained, as shown in Table 3. Thus, we can obtain the cohesive force c = 19.2 kPa and the friction angle φ = 40°. In the coordinates of ε1 and ε1/(σ1 − σ3), the relationship between the two is approximately linear (Figure 6). In Figure 6, a and b are the intercept and slope obtained by fitting a straight line. Combining equation (24), the Ei value can be obtained as shown in Table 4.Table 3
Failure stress under loading conditions.
σ3 (kPa)(σ1 − σ3)f (kPa)(σ1)f (kPa)20080010004001529192960022382838Figure 6
Relationship betweenε1 and ε1/(σ1−σ3).Table 4
Model parameters of the triaxial loading test (unit: MPa).
σ3abEi0.20.00841.1296119.050.40.00740.6102135.140.60.00610.4091163.93Figure6 indicates that ε1 and ε1/(σ1 − σ3) of sandy gravel have a good linear relationship, which means a hyperbolic relationship between shear stress and strain. The determination parameter R2 values are all greater than 0.98, and the hyperbolic model has better applicability. Combining (7) can calculate the values of Rf to be 0.91, 0.93, and 0.92, and the average value is 0.92.According to (12), the following expression can be obtained:(25)lgEipa=lgk+nlgσ3pa.From the results in Table4, three sets of Ei and σ3 values can be obtained. According to the fitting results, we can obtain the intercept K = 97 and the slope n = 0.538. According to the relationship between the axial strain of sandy gravel and the volume tric strain, the relationship of −ε3/ε1 and −ε3 can be obtained as shown in Figure 7. Figure 7 indicates that there is a good linear relationship between −ε3/ε1 and −ε3. By fitting the result to a straight line, the average value of the slope D is 0.07.Figure 7
Relationship between−ε3/ε1 and −ε3.According to the three groups of values ofvi and σ3 in Figure 7, the relationship between vi and log(σ3/pa) is shown in Figure 8. Due to vi=G−Flgσ3/pa, the parameters G = 0.49 and F = 0.186 can be obtained.Figure 8
Relationship betweenvi and logσ3/Pa.


### 5.2. Parameters for Triaxial Unloading

A large number of experimental studies [13–15] show that the cohesion c and the friction angle φ in the unloading test are equal to those in the load test, that is, the cohesion c is 19.2 kPa and the friction angle φ is 40°. The damage ratio Rf of the unloading test is consistent with (26). In the coordinates (ε1 − 2ε3)/2(σ1 − σ3) − (ε1 − 2ε3) (Figure 9), the linear fitting results are poor. This is because high or low stress levels will cause the test point to deviate from the straight line.Figure 9
Relationship between (ε1−2ε3)/2(σ1−σ3) and (ε1−2ε3).The relevant values obtained according to this method are shown in Table5, and the fitted straight line relationship is shown in Figure 10. Combining the stress paths of the unloading test, there are(26)Ei=1a,(27)2σ1−σ3ult=1b,where a and b are the intercepts and slopes obtained by fitting in Figure 4.Table 5
Failure stress under unloading conditions.
ε1ε1 − ε3ε1 − 2ε3(ε1 − 2ε3)/2(ε1 − ε3)70%90%70%90%70%90%0.20.290.371.93.83.35.20.40.550.72.485.22.23.70.60.750.973.46.22.03.14Figure 10
Relationship between (ε1−2ε3)/2(σ1−σ3) and (ε1−2ε3).Combining the results in Figure4, the relevant parameters of the unloading test and Ei and Rf can be obtained (Table 6). Finally, the average value of Rf in the sandy gravel unloading test can be obtained from Table 6, namely, Rf = 0.43. Using (21), the following equation can be obtained:(28)lgEipa=lgK+lgσ1pa,where K represents the intercept and n represents the slope.Table 6
Model parameters of the triaxial unloading test (unit: MPa).
σ1abEiRf0.20.014171.430.420.40.00780.56128.210.430.60.00620.41162.600.43According to Table6, three groups of Ei and σ1 values can be obtained to fit a straight line, and the expression is(29)lgEipa=1⋅6322+0⋅759lgσ1pa.Comparing (28) and (29), we can obtain that intercept K = 43 and slope n = 0.759. Finally, the parameters G, F, and D related to tangent Poisson’s ratio are determined. Figure 5 shows the relationship between the axial strain and the body strain and the relationship between −ε3/ε1 and −ε3 (Figure 11).Figure 11
Relationship between −ε3/ε1 and −ε3.Figure11 indicates that there is an obvious linear relationship between −ε3/ε1 and −ε3, indicating that the assumption that the axial strain ε1 and the lateral strain ε3 are hyperbolic in the unloading test is applicable. The average value of the slope D of the fitted straight line is −0.015. According to Figure 11, three groups of values of vi and σ3 can be obtained, and the corresponding relationship between vi and log(σ3/pa) can be drawn, as shown in Figure 12.Figure 12
Relationship betweenvi and log(σ3/pa).Due to(30)vi=G−Flgσ3pa,the equation of the fitted straight line in Figure 12 is(31)vi=0⋅47+0⋅145lgσ3pa.Comparing (30) and (31), the value of G is 0.47, and the value of F is −0.145.


### 5.3. The Tangent Elastic Modulus and Tangent Poisson’s Ratio

For triaxial loading, according to the relevant parameters determined above, the tangent elastic modulusEt and tangent Poisson’s ratio vt of sandy gravel under triaxial loading can be obtained as(32)Et=97paσ3pa0⋅5381−0⋅92σ1−σ31−sinφ38⋅4cos400+2σ3sin400,(33)vt=0⋅49−0⋅186lgσ3/pa1−0⋅07σ1−σ3/97paσ3/pa0⋅5381−0⋅92σ1−σ31−sinφ/38⋅4cos400+2σ3sin4002.For triaxial unloading,Et and vt during the unloading test are(34)Et=43paσ3pa0⋅7591−0⋅43σ1−σ31−sinφ38⋅4cos400+2σ3sin4002,(35)vt=0⋅47+0⋅145lgσ3/pa−0⋅015σ1−σ3/43paσ3/pa0⋅7591−0⋅43σ1−σ31−sinφ/38⋅4cos400+2σ3sin4002.


## 5.1. Parameters of the Triaxial Loading

According to the stress-strain relationship shown in Figure2, three groups of confining pressures and corresponding failure stresses (σ1 − σ3)f are obtained, as shown in Table 3. Thus, we can obtain the cohesive force c = 19.2 kPa and the friction angle φ = 40°. In the coordinates of ε1 and ε1/(σ1 − σ3), the relationship between the two is approximately linear (Figure 6). In Figure 6, a and b are the intercept and slope obtained by fitting a straight line. Combining equation (24), the Ei value can be obtained as shown in Table 4.Table 3
Failure stress under loading conditions.
σ3 (kPa)(σ1 − σ3)f (kPa)(σ1)f (kPa)20080010004001529192960022382838Figure 6
Relationship betweenε1 and ε1/(σ1−σ3).Table 4
Model parameters of the triaxial loading test (unit: MPa).
σ3abEi0.20.00841.1296119.050.40.00740.6102135.140.60.00610.4091163.93Figure6 indicates that ε1 and ε1/(σ1 − σ3) of sandy gravel have a good linear relationship, which means a hyperbolic relationship between shear stress and strain. The determination parameter R2 values are all greater than 0.98, and the hyperbolic model has better applicability. Combining (7) can calculate the values of Rf to be 0.91, 0.93, and 0.92, and the average value is 0.92.According to (12), the following expression can be obtained:(25)lgEipa=lgk+nlgσ3pa.From the results in Table4, three sets of Ei and σ3 values can be obtained. According to the fitting results, we can obtain the intercept K = 97 and the slope n = 0.538. According to the relationship between the axial strain of sandy gravel and the volume tric strain, the relationship of −ε3/ε1 and −ε3 can be obtained as shown in Figure 7. Figure 7 indicates that there is a good linear relationship between −ε3/ε1 and −ε3. By fitting the result to a straight line, the average value of the slope D is 0.07.Figure 7
Relationship between−ε3/ε1 and −ε3.According to the three groups of values ofvi and σ3 in Figure 7, the relationship between vi and log(σ3/pa) is shown in Figure 8. Due to vi=G−Flgσ3/pa, the parameters G = 0.49 and F = 0.186 can be obtained.Figure 8
Relationship betweenvi and logσ3/Pa.


## 5.2. Parameters for Triaxial Unloading

A large number of experimental studies [13–15] show that the cohesion c and the friction angle φ in the unloading test are equal to those in the load test, that is, the cohesion c is 19.2 kPa and the friction angle φ is 40°. The damage ratio Rf of the unloading test is consistent with (26). In the coordinates (ε1 − 2ε3)/2(σ1 − σ3) − (ε1 − 2ε3) (Figure 9), the linear fitting results are poor. This is because high or low stress levels will cause the test point to deviate from the straight line.Figure 9
Relationship between (ε1−2ε3)/2(σ1−σ3) and (ε1−2ε3).The relevant values obtained according to this method are shown in Table5, and the fitted straight line relationship is shown in Figure 10. Combining the stress paths of the unloading test, there are(26)Ei=1a,(27)2σ1−σ3ult=1b,where a and b are the intercepts and slopes obtained by fitting in Figure 4.Table 5
Failure stress under unloading conditions.
ε1ε1 − ε3ε1 − 2ε3(ε1 − 2ε3)/2(ε1 − ε3)70%90%70%90%70%90%0.20.290.371.93.83.35.20.40.550.72.485.22.23.70.60.750.973.46.22.03.14Figure 10
Relationship between (ε1−2ε3)/2(σ1−σ3) and (ε1−2ε3).Combining the results in Figure4, the relevant parameters of the unloading test and Ei and Rf can be obtained (Table 6). Finally, the average value of Rf in the sandy gravel unloading test can be obtained from Table 6, namely, Rf = 0.43. Using (21), the following equation can be obtained:(28)lgEipa=lgK+lgσ1pa,where K represents the intercept and n represents the slope.Table 6
Model parameters of the triaxial unloading test (unit: MPa).
σ1abEiRf0.20.014171.430.420.40.00780.56128.210.430.60.00620.41162.600.43According to Table6, three groups of Ei and σ1 values can be obtained to fit a straight line, and the expression is(29)lgEipa=1⋅6322+0⋅759lgσ1pa.Comparing (28) and (29), we can obtain that intercept K = 43 and slope n = 0.759. Finally, the parameters G, F, and D related to tangent Poisson’s ratio are determined. Figure 5 shows the relationship between the axial strain and the body strain and the relationship between −ε3/ε1 and −ε3 (Figure 11).Figure 11
Relationship between −ε3/ε1 and −ε3.Figure11 indicates that there is an obvious linear relationship between −ε3/ε1 and −ε3, indicating that the assumption that the axial strain ε1 and the lateral strain ε3 are hyperbolic in the unloading test is applicable. The average value of the slope D of the fitted straight line is −0.015. According to Figure 11, three groups of values of vi and σ3 can be obtained, and the corresponding relationship between vi and log(σ3/pa) can be drawn, as shown in Figure 12.Figure 12
Relationship betweenvi and log(σ3/pa).Due to(30)vi=G−Flgσ3pa,the equation of the fitted straight line in Figure 12 is(31)vi=0⋅47+0⋅145lgσ3pa.Comparing (30) and (31), the value of G is 0.47, and the value of F is −0.145.


## 5.3. The Tangent Elastic Modulus and Tangent Poisson’s Ratio

For triaxial loading, according to the relevant parameters determined above, the tangent elastic modulusEt and tangent Poisson’s ratio vt of sandy gravel under triaxial loading can be obtained as(32)Et=97paσ3pa0⋅5381−0⋅92σ1−σ31−sinφ38⋅4cos400+2σ3sin400,(33)vt=0⋅49−0⋅186lgσ3/pa1−0⋅07σ1−σ3/97paσ3/pa0⋅5381−0⋅92σ1−σ31−sinφ/38⋅4cos400+2σ3sin4002.For triaxial unloading,Et and vt during the unloading test are(34)Et=43paσ3pa0⋅7591−0⋅43σ1−σ31−sinφ38⋅4cos400+2σ3sin4002,(35)vt=0⋅47+0⋅145lgσ3/pa−0⋅015σ1−σ3/43paσ3/pa0⋅7591−0⋅43σ1−σ31−sinφ/38⋅4cos400+2σ3sin4002.


## 6. Conclusions

Consolidation and drainage shear tests of sandy gravel under different confining pressures under loading/unloading conditions are carried out. The differences in the strength and deformation of sandy gravel are analyzed. In using the proposed model, the parameters are few and can be obtained from normal geotechnical tests, which has high application value in practical engineering. The main conclusions drawn are as follows:(1)
The relationships betweenσ1 − σ3 and ε1 and εv and εa of sandy gravel soil under loading conditions are all nonlinear. The smaller the confining pressure, the weaker the stress-strain relationship. The stress-strain relationship exhibits a softening phenomenon, and the bulk strain undergoes dilatancy deformation. In contrast, it shows strain hardening and shear shrinkage deformation.(2)
Under unloading conditions, the sandy gravel soil softens significantly with increasing confining pressure, and the peak strength increases. In the meantime, the tric strain response exhibits dilatancy characteristics. The strength and deformation characteristics of sandy gravel soil have a high dependence on the stress path.(3)
The Duncan–Chang hyperbolic model has good applicability for simulating sandy gravel soils, and the model parameters are calculated according to the test results, which can provide help for engineering design and practice.



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