# Calculation of Tangent Modulus of Soils under Different Stress Paths

Authors: Hua Huang; Min Huang; Jiangshu Ding
Journal: Mathematical Problems in Engineering
 (2018)

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## Abstract

During excavation of foundation pit, soils of different sites may undergo different unloading paths. This study focuses on the tangent modulus of soil under different stress paths and provides theoretical basis for the deformation calculation of soil. In this paper, conventional triaxial compression test andK0 consolidation unloading test were conducted with mucky soil and silty clay to obtain the deformation characteristics of soils under different stress paths. Experiment results show that the soil samples exhibit distinct stress-strain characteristics under different stress paths, but they all show nonlinearity. The initial tangent modulus increases as the consolidation confining pressure intensifies. Then, based on the test data, the power function relationship between initial tangent modulus and confining pressure under unloading was verified. Simultaneously, a hyperbola function to express stress-strain relation of soils under the K0 consolidation unloading condition was proposed and proved. Finally, the formulas of the tangent modulus under K0 consolidation unloading were established referring to the derivation of that in Duncan–Chang model. The theoretical calculation results agree well with the test results. It can expand the use of the Duncan–Chang model and improve its application to engineering practice.


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## Body

## 1. Introduction

Excavations alter the initial stress states of soil around the foundation pit and unavoidably have varying degrees of impacts to surrounding existing structures. Studying the mechanical characteristics of soils on different sites during deep excavation is greatly significant to its design and construction.Many researchers have studied the mechanical characteristics of soils under different loading stress paths [1–6]. However, in practice, soils may be in a state of unloading stress path during the construction of earthen structures, such as foundations, tunnels, and pit excavations. Ng [7] pointed out that the mechanical behaviors of many soils, such as stiff clays, depend on their current effective–stress states and stress history. Other researchers [8–14] have also carried out a series of stress-path triaxial tests and verified the path dependency of soil.To account for the deformation characteristics of soils, many models have been put forward. For example, Jardine [15], Al-Tabbaa and Wood [16], Mair [17], and Stallebrass and Taylor [18] suggested various bounding surface models. Duncan and Chang [19] put forward the Duncan–Chang model. Among them, the Duncan–Chang model is the most typically and widely used, because it can not only reflect the nonlinear characteristics of soil but also be suitable for a wide range of soils. However, existing models do not take the effect of stress paths into account, and the Duncan–Chang model is only applicable to conventional triaxial tests. In practice, soils may undergo various complex stress paths that can differ greatly from conventional stress paths. Therefore, further study on such issues has been conducted. Chen et al. [20] compared the characteristics of rock salt exposed to loading and unloading of confining pressure and proposed a constitutive model of rock salt damage based on unloading theory. Masin et al. [21, 22] proposed a hypoplastic model for clays considering the influence of stress paths. However, the applicability of these models has been verified only in a few soils, limiting the range of their application. Thus, to predict the characteristics of a wide range of soils under complex stress state, the Duncan–Chang model was investigated and revised. For example, Chen et al. [23], Li [24], and He et al. [25] obtained the stress-strain relationship of soil under lateral unloading and derived the tangent modulus under lateral unloading stress path on the basis of the Duncan–Chang model. Liu et al. [26] referred to the Duncan–Chang model to develop a recursion of formulas, which shows the relationship between the stress-path condition of excavation and tangent modulus. However, the scope of the aforementioned studies is narrow. They focus mainly on the stress-strain relation and modulus formula under lateral unloading stress path. To date, studies on the stress-strain relation of soil under axial unloading are limited. In addition, few researchers systematically study the modulus formulas under different stress paths. With the increasing number of foundation pits, obtaining the tangent modulus of soil under different stress paths is important to satisfactorily predict the deformation of soil during excavation.In this study, in order to derive the calculation formulas of tangent modulus under different stress paths, the conventional triaxial compression test and theK0 consolidation unloading test were conducted on the representative mucky soil and silty clay. The mechanical properties of soils under different stress paths were discussed. Then, based on the test results, an equation about stress-strain relation was set up and verified. Finally, the tangent modulus of soil under different stress paths was derived, which improves the analytical precision for determining the deformation characteristics of soil during excavation.This paper is organized as follows. Section2 compares the mechanical properties of soils under K0 consolidation unloading condition with that under conventional loading condition. And based on the experiment results, an equation on stress-strain relation under unloading condition is proposed and verified in this section. Meanwhile, in Section 3, the power function relation between initial tangent modulus and confining pressure under unloading condition is also verified. Section 4 presents the process of deduction for tangent modulus under unloading, and they are in good accordance with test results shown in Section 5.


## 2. Mechanical Properties of Soil under Different Stress Paths

This section details the conventional triaxial compression, lateral unloading, and axial unloading tests that were carried out on silty clay and mucky soil. Simultaneously, the stress-strain curves under different stress paths were obtained. The mechanical properties of soil under different stress paths were then analyzed. The hyperbolic relation between stress and strain under the unloading condition was proposed and verified. Then the tangent modulus of the soil under different stress path can be deduced.


### 2.1. Introduction of the Experiment

During the excavation of foundation pit, the physical characteristics, such as the stress-strain relation of soil, change in varying degrees. Figure1 shows the division of areas affected during excavation to realistically respond to and study the mechanical properties of soil after excavation. These areas are divided into four parts according to the stress paths of soil under p-q stress space as shown in Figure 2.Figure 1
Soil stress state within the influencing scope of foundation pit.Figure 2
p - q stress space and path.Lateral unloading zone (I): with the excavation of the foundation pit, the stress of soil remains unchanged in the vertical direction while decreasing gradually in the horizontal direction. In this area, the mean principal stressp of soil decreases, while the generalized shear stress q of soil increases during excavation. Figure 2 presents the stress path of lateral unloading zone as shown by line AC. The mechanical properties of soil in this area can be studied by lateral unloading test.Axial unloading zone (II): as the overlying soil is gradually excavated, the stress of soil remains unchanged in the horizontal direction while decreasing gradually in the vertical direction. In this area, the mean principal stressp and generalized shear stress q of soil decrease. Figure 2 presents the stress path of axial unloading zone as shown by line AS.Transitional region (III): during excavation, the stress of soil in this area decreases in the horizontal and vertical directions, and the principal stress axis rotates. Figure2 presents the stress path of transitional region shown between line AC and line AS in Figure 2.Nonunloading area (IV): vertical stress remains constant, whereas horizontal stress obtains a minor change.


### 2.2. Test Apparatus

The SLB–1 stress-strain controlled triaxial shear infiltration testing apparatus was used in the experiment. Figure3 shows its basic structure. In this experiment, silty clay and mucky soil were used as materials. By drilling the undisturbed soil at different depths, three silty and three mucky soil samples were obtained under different stress paths. The consolidation pressure adopted was 50, 100, and 200 kPa for the consolidation stress-path test. Foundation pit engineering was a temporary project, and the test samples were silty clay and mucky soil with a low permeability coefficient. Therefore, undrained conditions were adopted in the progress of the unloading test. First, to restore the stress history of soil, each sample was K0 consolidated to the in situ stress state, and different paths were utilized in the experiment. K0 is also called static lateral pressure coefficient, which can be approximately calculated by K0=1-sin⁡φ′; φ′ is the effective angle of internal friction; it can be tested by undrained conventional triaxial experiment.Figure 3
SLB-1 stress-strain controlled triaxial shear penetration apparatus.


### 2.3. Experimental Results

The stress-strain curves of silty clay and mucky soil under different stress paths were tested and illustrated in Figures4–9. In Figures 4–9, σ1, σ3 are axial pressure and lateral pressure, separately. ε1 denotes axial strain.Figure 4
( σ 1 - σ 3 )-ε1 curves of silty clay under conventional triaxial test.Figure 5
( σ 1 - σ 3 )-ε1 curves of mucky soil under conventional triaxial test.Figure 6
( σ 1 - σ 3 )-ε1 curves of silty clay under lateral unloading.Figure 7
( σ 1 - σ 3 )-ε1 curves of mucky soil under lateral unloading.Figure 8
( σ 1 - σ 3 )-ε1 curves of silty clay under axial unloading.Figure 9
( σ 1 - σ 3 )-ε1 curves of mucky soil under axial unloading.In the figures, the following conclusions can be drawn.( 1 ) The stress-strain curves of soil under different stress paths exhibit obvious nonlinear quality.( 2 ) The stress-strain curves of silty clay and mucky soil show fairly similar deformation trend.( 3 ) Figures 4 and 5 illustrate that, for conventional triaxial compression test, stress increases with the increase in strain in the initial stage of external loads. When stress increases to a certain value, its increasing margin rapidly slows down, while the strain increases rapidly, the curves present work hardening. For the same type of soil samples, the stress-strain curve steepens, initial tangent modulus increases, and limiting stress increases as consolidation pressure intensifies.( 4 ) Figures 6 and 7 illustrate that, during lateral unloading, the peak value of the deviatoric stress increases with the increase of consolidation pressure for the same type of soil samples.( 5 ) Figures 8 and 9 present that, during axial unloading, the failure model of soil does not present a compression–shear failure but presents axial elongated failure. The development law of axial unloading stress-strain curves is obviously different from that of axial loading and lateral unloading stress-strain curves.


### 2.4. Verification of the Hyperbolic Relation between Stress and Strain of Soil under Unloading

Figures4–9 show that the stress-strain relation of soil under different stress paths exhibits nonlinear quality and can approximately be modeled by hyperbolic function. In 1963, Kondner proposed a hyperbolic equation on the basis of a significant quantity of triaxial tests as follows:(1)σ1-σ3=ε1a+bε1,where parameters a and b are test constants.Compared with soil under conventional isotropic consolidation, that underK0 consolidation is not on the isotropic consolidation condition. An initial axial stress difference (3(1-K0)/(1+2K0))σm exists; σm is average consolidation pressure. In addition, the axial strain of the soil is related to the axial stress difference. According to the test results, stress-strain curves under the K0 consolidation condition are similar to those under conventional isotropic consolidation condition. Consulting (1), the stress-strain relation of soil under different stress paths in the K0 consolidation condition can be assumed to be expressed as follows:(2)σ1-σ3-31-K01+2K0σm=ε1a+bε1,where a is the reciprocal of the initial tangent modulus, b is the reciprocal of hyperbolic asymptotic values (σ1-σ3)ult-(3(1-K0)/1+2K0)σm, and σ1-σ3ult is the deviatoric stress when the strain tends to infinity. Rearranging (2), the following equation can be obtained:(3)ε1σ1-σ3-31-K0/1+2K0σm=a+bε1.Takingε1 and ε1/[σ1-σ3-(3(1-K0)/1+2K0)σm] as the abscissa and ordinate, respectively, the stress-strain curves in Figures 6–9 can be converted into a series of corresponding straight lines as shown in Figures 10–13. Thus, the stress-strain relation in the K0 consolidation condition provided by (2) is verified. From (3), a is the linear intercept, and b denotes the line’s slope.Figure 10
Lateral unloading relation curves of silty clay.Figure 11
Lateral unloading relation curves of mucky soil.Figure 12
Axial unloading relation curves of silty clay.Figure 13
Axial unloading relation curves of mucky soil.


## 2.1. Introduction of the Experiment

During the excavation of foundation pit, the physical characteristics, such as the stress-strain relation of soil, change in varying degrees. Figure1 shows the division of areas affected during excavation to realistically respond to and study the mechanical properties of soil after excavation. These areas are divided into four parts according to the stress paths of soil under p-q stress space as shown in Figure 2.Figure 1
Soil stress state within the influencing scope of foundation pit.Figure 2
p - q stress space and path.Lateral unloading zone (I): with the excavation of the foundation pit, the stress of soil remains unchanged in the vertical direction while decreasing gradually in the horizontal direction. In this area, the mean principal stressp of soil decreases, while the generalized shear stress q of soil increases during excavation. Figure 2 presents the stress path of lateral unloading zone as shown by line AC. The mechanical properties of soil in this area can be studied by lateral unloading test.Axial unloading zone (II): as the overlying soil is gradually excavated, the stress of soil remains unchanged in the horizontal direction while decreasing gradually in the vertical direction. In this area, the mean principal stressp and generalized shear stress q of soil decrease. Figure 2 presents the stress path of axial unloading zone as shown by line AS.Transitional region (III): during excavation, the stress of soil in this area decreases in the horizontal and vertical directions, and the principal stress axis rotates. Figure2 presents the stress path of transitional region shown between line AC and line AS in Figure 2.Nonunloading area (IV): vertical stress remains constant, whereas horizontal stress obtains a minor change.


## 2.2. Test Apparatus

The SLB–1 stress-strain controlled triaxial shear infiltration testing apparatus was used in the experiment. Figure3 shows its basic structure. In this experiment, silty clay and mucky soil were used as materials. By drilling the undisturbed soil at different depths, three silty and three mucky soil samples were obtained under different stress paths. The consolidation pressure adopted was 50, 100, and 200 kPa for the consolidation stress-path test. Foundation pit engineering was a temporary project, and the test samples were silty clay and mucky soil with a low permeability coefficient. Therefore, undrained conditions were adopted in the progress of the unloading test. First, to restore the stress history of soil, each sample was K0 consolidated to the in situ stress state, and different paths were utilized in the experiment. K0 is also called static lateral pressure coefficient, which can be approximately calculated by K0=1-sin⁡φ′; φ′ is the effective angle of internal friction; it can be tested by undrained conventional triaxial experiment.Figure 3
SLB-1 stress-strain controlled triaxial shear penetration apparatus.


## 2.3. Experimental Results

The stress-strain curves of silty clay and mucky soil under different stress paths were tested and illustrated in Figures4–9. In Figures 4–9, σ1, σ3 are axial pressure and lateral pressure, separately. ε1 denotes axial strain.Figure 4
( σ 1 - σ 3 )-ε1 curves of silty clay under conventional triaxial test.Figure 5
( σ 1 - σ 3 )-ε1 curves of mucky soil under conventional triaxial test.Figure 6
( σ 1 - σ 3 )-ε1 curves of silty clay under lateral unloading.Figure 7
( σ 1 - σ 3 )-ε1 curves of mucky soil under lateral unloading.Figure 8
( σ 1 - σ 3 )-ε1 curves of silty clay under axial unloading.Figure 9
( σ 1 - σ 3 )-ε1 curves of mucky soil under axial unloading.In the figures, the following conclusions can be drawn.( 1 ) The stress-strain curves of soil under different stress paths exhibit obvious nonlinear quality.( 2 ) The stress-strain curves of silty clay and mucky soil show fairly similar deformation trend.( 3 ) Figures 4 and 5 illustrate that, for conventional triaxial compression test, stress increases with the increase in strain in the initial stage of external loads. When stress increases to a certain value, its increasing margin rapidly slows down, while the strain increases rapidly, the curves present work hardening. For the same type of soil samples, the stress-strain curve steepens, initial tangent modulus increases, and limiting stress increases as consolidation pressure intensifies.( 4 ) Figures 6 and 7 illustrate that, during lateral unloading, the peak value of the deviatoric stress increases with the increase of consolidation pressure for the same type of soil samples.( 5 ) Figures 8 and 9 present that, during axial unloading, the failure model of soil does not present a compression–shear failure but presents axial elongated failure. The development law of axial unloading stress-strain curves is obviously different from that of axial loading and lateral unloading stress-strain curves.


## 2.4. Verification of the Hyperbolic Relation between Stress and Strain of Soil under Unloading

Figures4–9 show that the stress-strain relation of soil under different stress paths exhibits nonlinear quality and can approximately be modeled by hyperbolic function. In 1963, Kondner proposed a hyperbolic equation on the basis of a significant quantity of triaxial tests as follows:(1)σ1-σ3=ε1a+bε1,where parameters a and b are test constants.Compared with soil under conventional isotropic consolidation, that underK0 consolidation is not on the isotropic consolidation condition. An initial axial stress difference (3(1-K0)/(1+2K0))σm exists; σm is average consolidation pressure. In addition, the axial strain of the soil is related to the axial stress difference. According to the test results, stress-strain curves under the K0 consolidation condition are similar to those under conventional isotropic consolidation condition. Consulting (1), the stress-strain relation of soil under different stress paths in the K0 consolidation condition can be assumed to be expressed as follows:(2)σ1-σ3-31-K01+2K0σm=ε1a+bε1,where a is the reciprocal of the initial tangent modulus, b is the reciprocal of hyperbolic asymptotic values (σ1-σ3)ult-(3(1-K0)/1+2K0)σm, and σ1-σ3ult is the deviatoric stress when the strain tends to infinity. Rearranging (2), the following equation can be obtained:(3)ε1σ1-σ3-31-K0/1+2K0σm=a+bε1.Takingε1 and ε1/[σ1-σ3-(3(1-K0)/1+2K0)σm] as the abscissa and ordinate, respectively, the stress-strain curves in Figures 6–9 can be converted into a series of corresponding straight lines as shown in Figures 10–13. Thus, the stress-strain relation in the K0 consolidation condition provided by (2) is verified. From (3), a is the linear intercept, and b denotes the line’s slope.Figure 10
Lateral unloading relation curves of silty clay.Figure 11
Lateral unloading relation curves of mucky soil.Figure 12
Axial unloading relation curves of silty clay.Figure 13
Axial unloading relation curves of mucky soil.


## 3. Initial Tangent Modulus of Soil under Unloading Condition

In the Duncan–Chang model, the initial tangent modulus is a key parameter. This section discusses the relationship between the initial tangent modulus and soil performance, consolidation confining pressure, and stress path. Figures14 to 17 and Tables 1 and 2 present the results.Table 1
Initial tangent modulus of silty clay underK0 consolidation unloading condition.
Silty clay Confining pressureσa  (kPa) Initial tangent modulusEi  (kPa) Lateral unloading 50 2.08 × 104 100 2.94 × 104 200 3.33 × 104 Axial unloading 50 3.33 × 104 100 1.00 × 105 200 1.18 × 105Table 2
Initial tangent modulus of mucky soil underK0 consolidation unloading condition.
Mucky soil Confining pressureσa  (kPa) Initial tangent modulusEi  (kPa) Lateral unloading 50 2.17 × 104 100 2.68 × 104 200 3.57 × 104 Axial unloading 50 4.55 × 104 100 6.67 × 104 200 1.32 × 105Figure 14
Relationship between initial tangent modulus and confining pressure of silty clay under the lateral unloadingK0 consolidation condition.The following conclusions can be drawn from Figures14–17 and Tables 1 and 2.Figure 15
Relationship between initial tangent modulus and confining pressure of silty clay under the axial unloadingK0 consolidation condition.Figure 16
Relationship between initial tangent modulus and confining pressure of mucky soil under the lateral unloadingK0 consolidation condition.Figure 17
Relationship between initial tangent modulus and confining pressure of mucky soil under the axial unloadingK0 consolidation condition.( 1 ) For the same type of soil, the initial tangent modulus of soil increases with the consolidation confining pressure. In addition, the relationships between the initial tangent modulus and confining pressure under unloading can be fitted with power functions.( 2 ) For the same type of soil, the initial tangent modulus of soil under axial unloading stress path is larger than that in lateral unloading stress path.


## 4. Calculation Formula of Tangent Modulus

Based on the previous discussion, the stress-strain curves under different stress paths can be fitted by hyperbola whereas the stress-strain functions under unloading condition vary from that under conventional loading condition. Therefore, this section deduces the calculation formulas of tangent modulus under lateral and axial unloading stress paths on the basis of the Duncan–Chang model, expanding the application of the Duncan–Chang model to engineering practice.The slope of stress-strain curvesE0 can be calculated as follows:(4)E0=Δσ1-σ3Δε1=Δσ1-Δσ3Δε1.Δ σ 1, Δσ3 are axial pressure increment and lateral pressure increment, separately. Δε1 is axial strain increment.During the excavation of the foundation pit, the stress paths of soil are usually divided into two types: axial and lateral unloading. In the case of lateral unloading,Δσ1=0. The parameter E0 in (4) can be expressed as follows:(5)E0=-Δσ3Δε1.Based on the generalized Hooke’s law, the following equations are obtained:(6)Δε3=1EtΔσ3-μΔσ3+Δσ1(7)Δε1=1EtΔσ1-μΔσ3+Δσ3,where Et is the tangent modulus of soil, Δε3 is lateral strain increment, and μ is Poisson’s ratio.Comparing (6) and (7) yields the following:(8)Et=Δσ1-Δσ3Δσ1+2Δσ3Δε1Δσ1+Δσ3Δε1-2Δε3(9)Δε3=-1-μ2μΔε1.ConsideringΔσ1=0 and Δσ3≠0 under the lateral unloading zone, substituting (9) into (8) yields(10)Et=-2uΔσ3Δε1=2uE0.E0 can be obtained by taking the derivative with respect to the stress-strain curves as follows:(11)E0=dσ1-σ3dε1=1a+bε1-bε1a+bε12=aa+bε12.Simplifying (2) yields(12)ε1=a1/σ1-σ3-31-K0/1+2K0σm-b.Inserting (12) into (11) yields(13)E0=1a1-bσ1-σ3-31-K01+2K0σm2.In Section2, the relationship between initial tangent modulus and confining pressure can be fitted with power functions, which are as follows:(14)Ei=KPaσaPan,where Pa is the atmospheric pressure and K and n can be calculated by the following equations: (15)lgEiPa=lgK+nlgσaPa(16)n=ΔlgEi/PaΔlgσa/Pa.By refiningRf as failure ratio when parameter Rf<1, Rf can be calculated through the following formula:(17)Rf=σ1-σ3f-31-K0/1+2K0σmσ1-σ3ult-31-K0/1+2K0σm.Submitting (17) and a=1/Ei, b=1/σ1-σ3ult-31-K0/1+2K0σm into (13), the following equation can be obtained:(18)E0=1-RfS2Ei(19)S=σ1-σ3-31-K0/1+2K0σmσ1-σ3f-31-K0/1+2K0σm,where S denotes stress level.The following equation can be obtained based on the relationship between the Mohr–Coulomb failure criterion and confining pressure:(20)σ1-σ3f2=ccos⁡φ+σ1-σ3f2sin⁡φ,where c, φ are cohesion and the effective angle of internal friction under lateral unloading condition, separately.For soil under the lateral unloading condition, its destruction deviator stress can be computed as follows:(21)σ1-σ3f=2σrsinφ+2ccos⁡φ1-sin⁡φ.σ r is the axial consolidation confining pressure.By substituting (21) into (19), stress level S can be expressed as follows:(22)S=σ1-σ3-31-K0/1+2K0σm2σrsinφ+2ccos⁡φ/1-sin⁡φ-31-K0/1+2K0σm=1+2K0σ1-σ3-31-K0σm1-sin⁡φ21+2K0σrsinφ+ccos⁡φ-31-K01-sin⁡φσm.Likewise,E0 can be determined by substituting (14) and (22) into (18):(23)E0=KPaσaPan1-Rf×1+2K0σ1-σ3-31-K0σm1-sin⁡φ21+2K0σrsinφ+ccos⁡φ-31-K01-sin⁡φσm2.E t can be derived by substituting (23) into (10):(24)Et=2μKPaσaPan1-Rf×1+2K0σ1-σ3-31-K0σm1-sin⁡φ21+2K0σrsinφ+ccos⁡φ-31-K01-sin⁡φσm2.In the case of axial unloading,Δσ3=0, E0 in (4) can be expressed as follows:(25)E0=Δσ1Δε1.Based on the generalized Hooke’s law and (7), the following equation is obtained:(26)Δε1=Δσ1Et.Comparing (25) with (26) yields(27)Et=E0.The destruction deviator stress under axial unloading can be obtained based on the Mohr–Coulomb failure criterion:(28)σ1-σ3f=-2σasinφ-2ccos⁡φ1+sin⁡φ,where c, φ are cohesion and effective angle of internal friction under axial unloading condition, separately.By substituting (28) into (19), stress level S can be expressed as follows:(29)S=σ1-σ3-31-K0/1+2K0σm-2σasinφ-2ccos⁡φ/1+sin⁡φ-31-K0/1+2K0σm=1+2K0σ1-σ3-31-K0σm1+sin⁡φ-21+2K0σasinφ+ccos⁡φ-31-K01+sin⁡φσm.Likewise,E0 can be determined by substituting (14) and (29) into (18):(30)E0=KPaσaPan1-Rf×1+2K0σ1-σ3-31-K0σm1+sin⁡φ-21+2K0σasinφ+ccos⁡φ-31-K01+sin⁡φσm2.E t can be derived by substituting (30) into (27):(31)Et=KPaσaPan1-Rf×1+2K0σ1-σ3-31-K0σm1+sin⁡φ-21+2K0σasinφ+ccos⁡φ-31-K01+sin⁡φσm2.The expression of the tangent modulus in the Duncan–Chang model is(32)Et=KPaσaPan1-Rfσ1-σ31-sin⁡φ2ccos⁡φ+2σasinφ2.Comparing (24), (31), and (32), we conclude that variations exist between the three tangent moduli under different stress paths.


## 5. Verification for the Tangent Modulus under Unloading

By substituting (24) and (31) into (10) and (26), respectively, the stress-strain formulas of soils under lateral unloading and axial unloading can be obtained. Figures 18–21 present the comparison between the theoretical curve and test data.Figure 18
Theoretical model versus testing results for mucky soil under lateral unloading condition.Figure 19
Theoretical model versus testing results for mucky soil under axial unloading condition.Figure 20
Theoretical model versus testing results for silty clay under axial unloading condition.Figure 21
Theoretical model versus testing results for silty clay under axial unloading condition.From Figures18–21, we can conclude that the difference between the theoretical curve and the test data for mucky soil is less than 3% and that for silty clay is less than 5%. Therefore, the formulas of (24) and (31) can be well applied to the constitutive model of soil, which provides a theoretical basis for accurately predicting the deformation characteristics of soil under different stress paths during excavation.


## 6. Conclusions

( 1 ) The stress-strain curves of soils under different stress paths are obtained by experiments, and the curves exhibit nonlinear quality. However, the development law of axial unloading stress-strain curves clearly differs from that of axial loading and lateral unloading stress-strain curves.( 2 ) During axial unloading, the failure model of soil does not present compression–shear failure but presents axial elongated failure.( 3 ) A hyperbola equation on stress-strain relation of soil under unloading is proposed and verified by the experiment.( 4 ) For the same type of soil, the initial tangent modulus of soil increases with the consolidation pressure. The relationship between initial tangent modulus and confining pressure under unloading can be fitted with power functions.( 5 ) With the analysis of the test results as basis, the tangent modulus formulas of soil with the actual stress paths under lateral unloading and axial unloading in the foundation pit are deduced by revising the Duncan–Chang model.( 6 ) Calculation results of theoretical model under unloading condition are found to be in good agreement with test results.



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