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

Zhang, Pengfei; Liu, Han; Feng, Zhentu; Jia, Chaofeng; Zhou, Rui

doi:https://doi.org/10.1155/2021/4998351

Advances in Civil Engineering

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Volume 2021 | Article ID 4998351 | https://doi.org/10.1155/2021/4998351

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

Pengfei Zhang,¹Han Liu,¹Zhentu Feng,²Chaofeng Jia,²and Rui Zhou³

Academic Editor: Faming Huang

Received23 Apr 2021

Accepted02 Jun 2021

Published14 Jun 2021

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.

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.

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 Table 2. 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.

The 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 Figures 1 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.

3.2. Volume Deformation Characteristics

Figures 3 and 4 give the 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.

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,where a and b are test constants.

For the conventional triaxial shear test, ε_a = 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 aswhere a is the intercept of the line and b is the slope of the line.

Obviously, there is an approximately linear relationship between ε₁/(σ₁ − σ₃) and ε₁. In the conventional triaxial shear test, the tangent elastic modulus can be expressed as

When ε₁ = 0 and E_t = E_i, the combination of (3) leads to

When ε₁⟶∞, from (1), we can get

In (4) and (5), a represents the reciprocal of the initial elastic modulus E_i, 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 ratio R_f can be defined as

Considering (5), one has

Consider E_t as a function of stress, which can be obtained by transforming (2):

Substituting (8) into (3), we get

Substituting (4) and (7) into (9), we can get

According to the Mohr–Coulomb strength criterion, there is

The expression of the initial elastic modulus E_i with consolidation pressure σ₃ can be described aswhere p_a is the atmospheric pressure (p_a = 101.4 kPa) and K and n are experimental parameters, representing the intercept and slope of the straight line between log (E_i/p_a) and log (σ₃/p_a).

Substituting (11) and (12) into (10), we can obtain

In (13), the tangent elastic modulus E_t contains five material parameters (K, n, c, , and R_f). 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).

(a)

(b)

(c)

The hyperbolic equation shown in Figure 5(a) can be written as

The linear equation in Figure 5(b) can be written as

When ε₃ = 0, −ε₃/ε₁ = f = ν_i 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 thatwhere G and F are test constants.

The difference of (14) induces

Substituting (8) and (16) into (17), we get

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 aswhere Δσ_a = Δσ₁ is the axial stress increment, Δσ_r = Δσ₃ is the lateral stress increment, Δε_a = Δε₁ is the axial strain increment, and Δε_r = Δε₃ is the lateral strain increment.

When Δσ_a = 0 and Δσ_r ≠ 0, the tangent elastic modulus E_t can be written as

Referring to the derivation process of the triaxial loading test, under the condition of lateral unloading, the relationship curve of 2(σ_rc − σ_r) − (ε_a − 2ε_r) is still satisfied with a hyperbolic relationship, namely, (ε_a − 2ε_r)/2(σ_rc − σ_r) − (ε_a − ε_r).

Use (12) to establish the relationship between the initial tangent elastic modulus E_i and the axial consolidation pressure σ_ac. Here, E_i is actually the slope of the curve between 2(σ_rc − σ_r) and (ε_a − 2ε_r) at the origin of the curve. Hence,

During lateral unloading, the failure deviator stress can be deduced:

Because σ_a = σ_ac is a constant during lateral unloading, it can be obtained from (20):

The tangential elastic modulus E_t of the triaxial unloading test still contains 5 material constants (i.e., K, n, c, , and R_f). 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

5. Determination of Loading/Unloading Parameters

5.1. Parameters of the Triaxial Loading

According to the stress-strain relationship shown in Figure 2, 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 E_i value can be obtained as shown in Table 4.

Figure 6 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 R_f 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:

From the results in Table 4, three sets of E_i 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.

According to the three groups of values of and σ₃ in Figure 7, the relationship between and log(σ₃/p_a) is shown in Figure 8. Due to , the parameters G = 0.49 and F = 0.186 can be obtained.

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 R_f 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.

The relevant values obtained according to this method are shown in Table 5, and the fitted straight line relationship is shown in Figure 10. Combining the stress paths of the unloading test, there arewhere a and b are the intercepts and slopes obtained by fitting in Figure 4.

Combining the results in Figure 4, the relevant parameters of the unloading test and E_i and R_f can be obtained (Table 6). Finally, the average value of R_f in the sandy gravel unloading test can be obtained from Table 6, namely, R_f = 0.43. Using (21), the following equation can be obtained:where K represents the intercept and n represents the slope.

According to Table 6, three groups of E_i and σ₁ values can be obtained to fit a straight line, and the expression is

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 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 and σ₃ can be obtained, and the corresponding relationship between and log(σ₃/p_a) can be drawn, as shown in Figure 12.

Due tothe equation of the fitted straight line in Figure 12 is

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 modulus E_t and tangent Poisson’s ratio of sandy gravel under triaxial loading can be obtained as

For triaxial unloading, E_t and during the unloading test are

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 between σ₁ − σ₃ and ε₁ and and ε_a 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.

Abbreviations

ε₁, ε₃:	Principal strains
ε_r:	Lateral strain
:	Bulk strain
σ₁, σ₃:	Principal stresses
σ_rc:	Lateral consolidation pressure
σ_r:	Lateral pressure
E_t:	Tangent elastic modulus
E_i:	Initial modulus of elasticity
c:	Cohesion
φ:	Internal friction angle
p_a:	Atmospheric pressure
K, n, G, F:	Material test constants
ν_i:	Initial Poisson’s ratio.

Data Availability

The data used to support the findings of this study are available from the corresponding author upon request.

Conflicts of Interest

The authors declare that they have no conflicts of interest.

Acknowledgments

This research was supported by the Hebei Province Postdoctoral Research Project Merit-Based Funding Program (B2020005008).

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