# A Simplified Approach to Estimating the Collapsible Behavior of Loess

Authors: Hua Wen; Songyin Deng; Wei Zhang; Qiangong Cheng; Jiujiang Wu; Dailin Hu
Journal: Advances in Civil Engineering
 (2020)

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## Abstract

Due to the particularity and complexity of loess, it is challenging to estimate its collapsible behavior numerically at present. This paper aims to propose a simplified approach, which is named as the modulus reduction method, to estimate the collapsible behavior of loess. For loess upon wetting, the modulus reduction method assumes that loess collapses as a result of strength reduction due to the additional stress induced by increasing bulk density. Thus, special attention is given to the confirmation and determination approaches of bulk density and deformation modulus of loess upon wetting. Subsequently, a comparative numerical analysis based on the modulus reduction method and the force-water equivalent method, which is commonly used for the analysis of negative skin friction on piles in collapsible soil, is investigated. It turns out that the result obtained by the modulus reduction method is more consistent with the collapse mechanism of loess compared with that derived by the force-water equivalent method. Finally, a case history concerning a published field test of loess upon wetting is studied, and the result shows that the simulated deformation characteristics by adopting the modulus reduction method agree excellently well with the measured data. The case study validates that the modulus reduction method is feasible to analyze the collapse of loess and suitable for the numerical simulation involving collapsible loess.


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## Body

## 1. Introduction

As the essential collapsible soil, loess and its collapsibility are constantly concerned by engineers and researchers. There are many methods that can be used to investigate the collapsibility of loess. For instance, the in situ test and field wetting test can directly measure the deformation amount and estimate the deformation characteristics of collapsible loess, and the obtained test data are accurate and reliable. Scholars [1–5] have implemented a significant number of field wetting tests in different areas to collect valuable measured data. The field wetting test conducted in Pucheng Power Plant in Shaanxi Province, China, is one of the representatives [2]. Nevertheless, field test requires high expense, considerable manpower, and long duration.Numerical simulation is widely used to study the negative skin friction (NSF) of pile foundations, and a significant number of these numerical simulations are focused on soft soil foundation [6–10]. In order to realize the occurrence of negative skin friction, the uniform load is applied on the surface of the soil to ensure that the vertical displacement of soil is more significant than that of the pile in these simulations. With respect to pile foundations in collapsible loess, it is unreasonable to apply the commonly used methods for piles in the softs soil to simulate the NSF induced by the collapse of loess under overburden pressure. Due to the particularity and complexity of the collapse mechanism of loess, it is challenging to simulate its collapsible behavior, and relevant numerical analysis concerning NSF of pile foundation induced by collapsible loess under overburden pressure is rarely reported [11]. The behavior estimation of collapsible loess under overburden pressure is critical to facilitate the numerical analysis of NSF on piles in collapsible loess.At present, numerous efforts have been made to estimate the collapsible behavior of loess under overburden pressure. Many constitutive models of collapsible loess have been developed accordingly. Zhou et al. [12] established an incremental constitutive relation based on the generalized plasticity through analyzing the plastic properties of collapsible deformation of loess. Garakani et al. [13] presented an empirical model for explaining the load-collapse behavior of lime-stabilized tested soil, and the results show excellent conformance between the laboratory test results and model prediction. Hu et al. [14] proposed a constitutive mathematical model of unsaturated natural loess in which the loading process and other properties can be simulated. Xu et al. [15] proposed an elastoplastic constitutive model considering the effects of temperature and strain rate to describe the strength and deformation behavior of frozen Helin loess. It should be noted that most of the constitutive models are developed based on the results from conventional tests and consists of complex forms/matrix and numerous parameters which hinder their application. Considering these, some simplified methods, which can be conveniently used in the numerical analysis software, are generated. Li [16] attempted to simulate the loess collapse by applying additional gravity on the collapsible soil layers, which did not conform to the actual condition. For collapsible loess with stable deformation (compressive deformation and shear deformation), the deformation of loess is strengthened or the strength of loess is reduced only by increasing the stress level or the water content of the loess at a specific stress level (normal stress and shear stress). Mustayev [17] suggested that the collapse of loess can be transformed into the deformation induced by the uniform load applied on the surface of loess. This perspective, whose principle conforms to the NSF analysis of piles in soft soil, was then developed into a simplified approach to estimating the collapsible deformation of loess and can be named as the force-water equivalent method. However, the collapse of loess under overburden pressure belongs to plastic deformation induced by wetting instead of external loading on the surface.In this paper, the physical and mechanical properties of loess, as well as its collapsible mechanism and deformation characteristics, are investigated and discussed initially. Subsequently, a simplified method named as the modulus reduction method based on the principle of strength reduction is proposed to simulate the collapsible behavior of loess. Concerning loess upon wetting, the proposed approach assumes that loess collapses as a result of strength reduction due to the additional stress induced by increasing bulk density. Thus, special attention is given to the discussion on the bulk density and deformation modulus of loess upon wetting. By utilizing the finite-differential-element code of FLAC3D, comparative numerical analyses that adopt the modulus reduction method as well as a commonly used method are carried out based on the same numerical model. Finally, a case history concerning the field test of loess upon wetting in Pucheng Power Plant is studied, and the calculated results derived by the modules reduction method are compared with the measured data accordingly.


## 2. The Proposal of the Modulus Reduction Method

### 2.1. Outline of the Modulus Reduction Method

During the collapse process of loess upon wetting, that is, loess from partly saturated to fully saturated, the void ratio of loess reduces while the bulk density increases. Moreover, the compressive strength (deformation modulus) and shear strength of loess continually decrease as the water content increases. In other words, all the strength parameters (including deformation modulusE0, cohesion c, and internal friction angle φ) decrease with the increment of water content while the bulk density ascends as water content increases [18, 19]. At this point, a new simplified method based on the principle of strength reduction to simulate the collapse of loess under overburden pressure can be proposed by assuming that the bulk density of loess increases while the strength parameters reduce due to wetting. Under this circumstance, the deformation of loess with reduced strength parameters under the additional stress induced by increasing bulk density can be treated as the collapsible deformation.Typically, the reduction of strength parameters can be divided into three conditions:(1)
Reduction of shear strengths forc and φ.(2)
The reduction of compressive strengthE0.(3)
The reduction ofE0, c, and φ.The first condition involves the well-known strength reduction method, which is frequently applied in the stability analysis of slope engineering. The shear strength parametersc and φ are mainly used to analyze the stability of soil and foundation while the compressive strength (deformation modulus) E0 is intensively applied to calculate the deformation of foundation [19]. In this paper, the reduction of strength parameter on loess is conducted on the second condition, that is, only reducing the deformation modulus E0. Therefore, the simplified approach proposed in this paper can be named as the modulus reduction method.Through the above analysis, it can be seen that the bulk density and deformation modulus of loess are the most crucial parameters of the modulus reduction method to simulate the collapsible loess under overburden pressure. Therefore, the modulus reduction method can be simply expressed by the following two formulae:(1)γs=γ0+Δγ,(2)E0s=ζ⋅E0,where γs and E0s represent the bulk density of loess and the deformation modulus of loess upon wetting, respectively. γ0, Δγ, ζ, and E0 refer to the initial bulk density, increased bulk density induced by wetting, reduction factor (generally less than 1), and the initial deformation modulus, respectively.Concerning the modulus reduction method, the changes of shear strengths (c and φ), Poisson’s ratio v, and void ratio e are not taken into account. In other words, when conducting model calculation by using numerical simulation software (such as FLAC3D), the collapse of loess under overburden pressure is simulated only by adjusting the bulk density and deformation modulus of soil in a specific area, and the values of c and φ as well as v and e will remain unchanged.


### 2.2. Determination of Bulk Density

According to equations (1) and (2), the key to the modulus reduction method is to determine the two parameters, that is, γs and E0s. To obtain the bulk density γs, the increased bulk density Δγ should be calculated in advance as(3)Δγ=γs−γ0.It is assumed that the void ratioe remains unchanged during the collapse process of loess. When the water content of loess increases from ω0 to ωs during the collapse process, the saturability of loess increases from Sr0 to Srs accordingly. Based on the conversion relation between the bulk density and saturability [20], the following formulae can be acquired:(4)γ0=ds+Sγ0⋅e1+eγw,(5)γs=ds+Sγs⋅e1+eγw,where ds and γw refer to the specific gravity of soil particles and natural gravity of water, respectively.By substituting equations (4) and (5) into equation (3), equation (6) can be attained.(6)Δγ=e⋅Sγs−Sγ01+eγw.According to the relationship between the saturation and the water content, equation (7) can be acquired.(7)Sγ=ω⋅dse.Substitute equation (7) into equation (6), then(8)Δγ=e⋅Sγs−ω⋅ds1+eγω.Based on equation (8), the increased bulk density Δγ can be calculated. If the initial water content and void ratio of loess and the saturability of loess after the collapse are known, the increased bulk density Δγ can be attained through equation (8), and then the bulk density γs of collapsible loess can be obtained at last.


### 2.3. Determination of Deformation ModulusE0

#### 2.3.1. Confirmation of Deformation Modulus

For FLAC3D, all material models are supposed to have isotropic material behavior in the elastic stage except for the transversely isotropic elastic model and orthogonal anisotropic elastic model. Moreover, the elastic behavior is characterized by bulk modulusK and shear modulus G, which can be obtained through conversion based on Young’s modulus E and Poisson’s ratio v [21]:(9)K=E31−2ν,G=E21+ν.For soil, the deformation modulusE0 of soil shows the same definition as the elastic modulus (Young’s modulus) E in general elastic theory [20]. However, the soil is not always subjected to elastic deformation and likely undergoes plastic deformation. Therefore, the elastic modulus of soil is generally called the deformation modulus.


#### 2.3.2. Relationship between Compressive and Deformation Modulus for Loess

The compressive modulusEs denotes the ratio of stress σz on soil under lateral confinement to the unit strain εz, which is expressed as follows:(10)ES=σZεZ.In a triaxial compression test,σz=Δp=p2−p1 and εz=ΔH/H0=Δe/1+e0. Based on the compression law, the compressibility a=Δe/Δp. Then, equation (10) can be transformed into(11)ES=ΔpΔe/1+e0=1+e0a.The deformation modulusE0 of soil represents the ratio of the stress acting on homogeneous isotropic linear-elastic soil in half-space without lateral confinement to the unit strain. E0 can be derived from Es [19] by(12)E0=ES1−2ν21−ν=ES1−2νk0,where k0 is the intermediate variable, which equals v/1−v.Setβ=1−2ν2/1−ν=1−2νk0, and then(13)E0=βES.Theoretically, the value ofβ should always be lower than 1. Nevertheless, the measured E0 of soil is practically more substantial than Es, which indicates that β is generally larger than 1. Guan [22] has investigated the values of E0 and Es, as well as β in different areas of China, as shown in Table 1. Additionally, the empirical value of β with variable e based on a large amount of computational analysis is given by the China Architectural Design and Research Institute [23] as listed in Table 2.Table 1
Empirical values ofE0, Es, and β for loess.
AreasLiquidity indexILE0(MPa)ES(MPa)βShaanxi ProvinceIL = 0.10731.92.6512.0IL = 0.0938.73.532.5IL < 02.085.10.4IL = 0.0313.9743.5IL = 0.3974.53.819.6IL = 0.4816.78.432.0IL = 0.238.553.082.8Gansu ProvinceIL < 012.2227.80.4IL < 044.919.32.3IL = 0.56243.237.4IL < 031.665.3IL < 07.07110.6IL < 014.410.61.4IL = 0.22212.219.5Qinghai ProvinceIL < 080.931.82.5IL < 076.2184.2IL < 055.520.42.7IL < 067.237.61.8IL < 064.717.43.7IL = 0.431.88.93.6IL < 031.18.733.6Table 2
The relationship betweenβ and e.
ItemsVoid ratioe0.41∼0.500.51∼0.600.61∼0.700.71∼0.800.81∼0.900.91∼1.001.01∼1.101.11∼1.201.21∼1.301.31∼1.401.41∼1.50Clay (β)4.24.23.73.02.2——————Silty clay (β)5.04.84.53.93.22.62.1————Silt (β)——6.06.05.85.44.84.13.42.72.0


#### 2.3.3. Determination Approaches of Deformation ModulusE0

(1)Plate Load Test. According to the plate load test, the following formula can be given as [24](14)E0=ξ1−ν2p1BS1,where ξ refers to the shape factor of the load plate, which can be 0.88 for a square plate and 0.79 for a circular plate; B denotes the side length or diameter of the load plate; S1 represents the settlement at the proportional limit p1 according to the p-S curve. If the straight section of the p-S curve is not significant, then make S1 = 0.02 B for clay and S1 = (0.01∼0.015) B for sandy soil.(2)Pressuremeter Test. According to the pressuremeter test, the following formula can be given:(15)E0=M1−ν2p1a2S1,where p1 refers to the proportional limit of the straight section of the test curve and S1 denotes the stable value of the reduced water level in the buret at p1; a and M are the radius of the borehole and the lateral pressure coefficient, respectively; and M = 2930 m−1 for Quaternary clay.(3)Empirical Approaches Based on β. If the plate load test and pressuremeter test cannot be carried out, the value of Es can be measured by an indoor laboratory test. Afterward, E0 can be calculated by referring to the empirical values of β summarized in Section 2.3.2.


### 2.4. Determination of Deformation ModulusE0S of Loess upon Wetting

The deformation modulusE0S of loess upon wetting can be measured directly by a field load test if it is possible. According to the practical statistical analysis based on numerous load tests [25], the curves of compressive modulus ES and deformation modulus E0S versus water content ω for loess with the void ratio of e = 1.0 under a ranged pressure from 50 to 150 kPa can be illustrated in Figure 1.Figure 1
Curves ofE0 (Es) versus ω (e = 1.0).As shown in Figure1, the deformation modulus E0S is constantly larger than the compressive modulus ES and the difference between E0S and ES decreases as the water content ω increases. The relationship between the ratio of E0S to ES, which is labeled as m, and water content ω under different void ratios is shown in Figure 2.Figure 2
The relationship betweenm and ω under different e.It can be seen from Figure2 that a majority of the deformation modulus E0S are more significant than the compressive modulus ES. The value of m varies in the following range: e = 1.0, m = 1.98∼3.83, with a mean of 2.90; e = 1.1, m = 1.20∼3.86, with a mean of 2.03; e = 1.2, m = 0.61∼4.39, with a mean of 2.50. According to the statistic data [25], the following relationship between m and e for loess can be established as(16)m⋅e=2.718,Based on a large number of test results [26], the relationship between the compressibility a and the water content ω for loess can be concluded as lga = 0.0814w− 3.580, e = 0.5∼0.7; lga = 0.1039w− 3.975, e = 0.7∼0.9; lga = 0.0935w− 3.252, e = 0.9∼1.1; lga = 0.0950w− 2.856, e = 1.1∼1.3. At this point, the compressibility of loess upon wetting can be estimated accordingly. Then the compressive modulus Es can be calculated by equation (11), and the deformation modulus E0s of loess upon wetting can be attained through conversion based on the empirical ratio m recommended in equation (16) as(17)E0s=mEs=2.7181+e0ae.In addition, Jiao [27] proposed a new parameter (chord modulus Ec) to calculate the nonlinear deformation of foundation according to the incremental method for solving the nonlinear problem. Jiao [27] suggested that the chord modulus Ec is closely related to the physical indices of soil based on numerous data concerning the relationships of the chord modulus with void ratio and water content of ordinary loess obtained through load tests. The parameter Ec is obtained by utilizing the principle that the deformation is piecewise calculated and then superposed to obtain the total deformation based on the deformation curve:(18)Ec=1−v2ΔPi⋅FΔSi⋅d,where ΔPi refers to the increment in the last section of the additional stress point Pi in a P–S curve, which can be 25 kPa in general; ΔSi represents the incremental settlement corresponding to ΔPi; F and d denote the converted area and diameter of the load plate, respectively.With the increment of water content, the chord modulus reduces, and the specific values can be found in Jiao’s literature [27]. It has been proven effective in multiple practical engineering by using chord modulus to calculate the deformation of loess upon wetting. Therefore, it is feasible to obtain Es0 based on the chord modulus when there is no testing data.


## 2.1. Outline of the Modulus Reduction Method

During the collapse process of loess upon wetting, that is, loess from partly saturated to fully saturated, the void ratio of loess reduces while the bulk density increases. Moreover, the compressive strength (deformation modulus) and shear strength of loess continually decrease as the water content increases. In other words, all the strength parameters (including deformation modulusE0, cohesion c, and internal friction angle φ) decrease with the increment of water content while the bulk density ascends as water content increases [18, 19]. At this point, a new simplified method based on the principle of strength reduction to simulate the collapse of loess under overburden pressure can be proposed by assuming that the bulk density of loess increases while the strength parameters reduce due to wetting. Under this circumstance, the deformation of loess with reduced strength parameters under the additional stress induced by increasing bulk density can be treated as the collapsible deformation.Typically, the reduction of strength parameters can be divided into three conditions:(1)
Reduction of shear strengths forc and φ.(2)
The reduction of compressive strengthE0.(3)
The reduction ofE0, c, and φ.The first condition involves the well-known strength reduction method, which is frequently applied in the stability analysis of slope engineering. The shear strength parametersc and φ are mainly used to analyze the stability of soil and foundation while the compressive strength (deformation modulus) E0 is intensively applied to calculate the deformation of foundation [19]. In this paper, the reduction of strength parameter on loess is conducted on the second condition, that is, only reducing the deformation modulus E0. Therefore, the simplified approach proposed in this paper can be named as the modulus reduction method.Through the above analysis, it can be seen that the bulk density and deformation modulus of loess are the most crucial parameters of the modulus reduction method to simulate the collapsible loess under overburden pressure. Therefore, the modulus reduction method can be simply expressed by the following two formulae:(1)γs=γ0+Δγ,(2)E0s=ζ⋅E0,where γs and E0s represent the bulk density of loess and the deformation modulus of loess upon wetting, respectively. γ0, Δγ, ζ, and E0 refer to the initial bulk density, increased bulk density induced by wetting, reduction factor (generally less than 1), and the initial deformation modulus, respectively.Concerning the modulus reduction method, the changes of shear strengths (c and φ), Poisson’s ratio v, and void ratio e are not taken into account. In other words, when conducting model calculation by using numerical simulation software (such as FLAC3D), the collapse of loess under overburden pressure is simulated only by adjusting the bulk density and deformation modulus of soil in a specific area, and the values of c and φ as well as v and e will remain unchanged.


## 2.2. Determination of Bulk Density

According to equations (1) and (2), the key to the modulus reduction method is to determine the two parameters, that is, γs and E0s. To obtain the bulk density γs, the increased bulk density Δγ should be calculated in advance as(3)Δγ=γs−γ0.It is assumed that the void ratioe remains unchanged during the collapse process of loess. When the water content of loess increases from ω0 to ωs during the collapse process, the saturability of loess increases from Sr0 to Srs accordingly. Based on the conversion relation between the bulk density and saturability [20], the following formulae can be acquired:(4)γ0=ds+Sγ0⋅e1+eγw,(5)γs=ds+Sγs⋅e1+eγw,where ds and γw refer to the specific gravity of soil particles and natural gravity of water, respectively.By substituting equations (4) and (5) into equation (3), equation (6) can be attained.(6)Δγ=e⋅Sγs−Sγ01+eγw.According to the relationship between the saturation and the water content, equation (7) can be acquired.(7)Sγ=ω⋅dse.Substitute equation (7) into equation (6), then(8)Δγ=e⋅Sγs−ω⋅ds1+eγω.Based on equation (8), the increased bulk density Δγ can be calculated. If the initial water content and void ratio of loess and the saturability of loess after the collapse are known, the increased bulk density Δγ can be attained through equation (8), and then the bulk density γs of collapsible loess can be obtained at last.


## 2.3. Determination of Deformation ModulusE0

### 2.3.1. Confirmation of Deformation Modulus

For FLAC3D, all material models are supposed to have isotropic material behavior in the elastic stage except for the transversely isotropic elastic model and orthogonal anisotropic elastic model. Moreover, the elastic behavior is characterized by bulk modulusK and shear modulus G, which can be obtained through conversion based on Young’s modulus E and Poisson’s ratio v [21]:(9)K=E31−2ν,G=E21+ν.For soil, the deformation modulusE0 of soil shows the same definition as the elastic modulus (Young’s modulus) E in general elastic theory [20]. However, the soil is not always subjected to elastic deformation and likely undergoes plastic deformation. Therefore, the elastic modulus of soil is generally called the deformation modulus.


### 2.3.2. Relationship between Compressive and Deformation Modulus for Loess

The compressive modulusEs denotes the ratio of stress σz on soil under lateral confinement to the unit strain εz, which is expressed as follows:(10)ES=σZεZ.In a triaxial compression test,σz=Δp=p2−p1 and εz=ΔH/H0=Δe/1+e0. Based on the compression law, the compressibility a=Δe/Δp. Then, equation (10) can be transformed into(11)ES=ΔpΔe/1+e0=1+e0a.The deformation modulusE0 of soil represents the ratio of the stress acting on homogeneous isotropic linear-elastic soil in half-space without lateral confinement to the unit strain. E0 can be derived from Es [19] by(12)E0=ES1−2ν21−ν=ES1−2νk0,where k0 is the intermediate variable, which equals v/1−v.Setβ=1−2ν2/1−ν=1−2νk0, and then(13)E0=βES.Theoretically, the value ofβ should always be lower than 1. Nevertheless, the measured E0 of soil is practically more substantial than Es, which indicates that β is generally larger than 1. Guan [22] has investigated the values of E0 and Es, as well as β in different areas of China, as shown in Table 1. Additionally, the empirical value of β with variable e based on a large amount of computational analysis is given by the China Architectural Design and Research Institute [23] as listed in Table 2.Table 1
Empirical values ofE0, Es, and β for loess.
AreasLiquidity indexILE0(MPa)ES(MPa)βShaanxi ProvinceIL = 0.10731.92.6512.0IL = 0.0938.73.532.5IL < 02.085.10.4IL = 0.0313.9743.5IL = 0.3974.53.819.6IL = 0.4816.78.432.0IL = 0.238.553.082.8Gansu ProvinceIL < 012.2227.80.4IL < 044.919.32.3IL = 0.56243.237.4IL < 031.665.3IL < 07.07110.6IL < 014.410.61.4IL = 0.22212.219.5Qinghai ProvinceIL < 080.931.82.5IL < 076.2184.2IL < 055.520.42.7IL < 067.237.61.8IL < 064.717.43.7IL = 0.431.88.93.6IL < 031.18.733.6Table 2
The relationship betweenβ and e.
ItemsVoid ratioe0.41∼0.500.51∼0.600.61∼0.700.71∼0.800.81∼0.900.91∼1.001.01∼1.101.11∼1.201.21∼1.301.31∼1.401.41∼1.50Clay (β)4.24.23.73.02.2——————Silty clay (β)5.04.84.53.93.22.62.1————Silt (β)——6.06.05.85.44.84.13.42.72.0


### 2.3.3. Determination Approaches of Deformation ModulusE0

(1)Plate Load Test. According to the plate load test, the following formula can be given as [24](14)E0=ξ1−ν2p1BS1,where ξ refers to the shape factor of the load plate, which can be 0.88 for a square plate and 0.79 for a circular plate; B denotes the side length or diameter of the load plate; S1 represents the settlement at the proportional limit p1 according to the p-S curve. If the straight section of the p-S curve is not significant, then make S1 = 0.02 B for clay and S1 = (0.01∼0.015) B for sandy soil.(2)Pressuremeter Test. According to the pressuremeter test, the following formula can be given:(15)E0=M1−ν2p1a2S1,where p1 refers to the proportional limit of the straight section of the test curve and S1 denotes the stable value of the reduced water level in the buret at p1; a and M are the radius of the borehole and the lateral pressure coefficient, respectively; and M = 2930 m−1 for Quaternary clay.(3)Empirical Approaches Based on β. If the plate load test and pressuremeter test cannot be carried out, the value of Es can be measured by an indoor laboratory test. Afterward, E0 can be calculated by referring to the empirical values of β summarized in Section 2.3.2.


## 2.3.1. Confirmation of Deformation Modulus

For FLAC3D, all material models are supposed to have isotropic material behavior in the elastic stage except for the transversely isotropic elastic model and orthogonal anisotropic elastic model. Moreover, the elastic behavior is characterized by bulk modulusK and shear modulus G, which can be obtained through conversion based on Young’s modulus E and Poisson’s ratio v [21]:(9)K=E31−2ν,G=E21+ν.For soil, the deformation modulusE0 of soil shows the same definition as the elastic modulus (Young’s modulus) E in general elastic theory [20]. However, the soil is not always subjected to elastic deformation and likely undergoes plastic deformation. Therefore, the elastic modulus of soil is generally called the deformation modulus.


## 2.3.2. Relationship between Compressive and Deformation Modulus for Loess

The compressive modulusEs denotes the ratio of stress σz on soil under lateral confinement to the unit strain εz, which is expressed as follows:(10)ES=σZεZ.In a triaxial compression test,σz=Δp=p2−p1 and εz=ΔH/H0=Δe/1+e0. Based on the compression law, the compressibility a=Δe/Δp. Then, equation (10) can be transformed into(11)ES=ΔpΔe/1+e0=1+e0a.The deformation modulusE0 of soil represents the ratio of the stress acting on homogeneous isotropic linear-elastic soil in half-space without lateral confinement to the unit strain. E0 can be derived from Es [19] by(12)E0=ES1−2ν21−ν=ES1−2νk0,where k0 is the intermediate variable, which equals v/1−v.Setβ=1−2ν2/1−ν=1−2νk0, and then(13)E0=βES.Theoretically, the value ofβ should always be lower than 1. Nevertheless, the measured E0 of soil is practically more substantial than Es, which indicates that β is generally larger than 1. Guan [22] has investigated the values of E0 and Es, as well as β in different areas of China, as shown in Table 1. Additionally, the empirical value of β with variable e based on a large amount of computational analysis is given by the China Architectural Design and Research Institute [23] as listed in Table 2.Table 1
Empirical values ofE0, Es, and β for loess.
AreasLiquidity indexILE0(MPa)ES(MPa)βShaanxi ProvinceIL = 0.10731.92.6512.0IL = 0.0938.73.532.5IL < 02.085.10.4IL = 0.0313.9743.5IL = 0.3974.53.819.6IL = 0.4816.78.432.0IL = 0.238.553.082.8Gansu ProvinceIL < 012.2227.80.4IL < 044.919.32.3IL = 0.56243.237.4IL < 031.665.3IL < 07.07110.6IL < 014.410.61.4IL = 0.22212.219.5Qinghai ProvinceIL < 080.931.82.5IL < 076.2184.2IL < 055.520.42.7IL < 067.237.61.8IL < 064.717.43.7IL = 0.431.88.93.6IL < 031.18.733.6Table 2
The relationship betweenβ and e.
ItemsVoid ratioe0.41∼0.500.51∼0.600.61∼0.700.71∼0.800.81∼0.900.91∼1.001.01∼1.101.11∼1.201.21∼1.301.31∼1.401.41∼1.50Clay (β)4.24.23.73.02.2——————Silty clay (β)5.04.84.53.93.22.62.1————Silt (β)——6.06.05.85.44.84.13.42.72.0


## 2.3.3. Determination Approaches of Deformation ModulusE0

(1)Plate Load Test. According to the plate load test, the following formula can be given as [24](14)E0=ξ1−ν2p1BS1,where ξ refers to the shape factor of the load plate, which can be 0.88 for a square plate and 0.79 for a circular plate; B denotes the side length or diameter of the load plate; S1 represents the settlement at the proportional limit p1 according to the p-S curve. If the straight section of the p-S curve is not significant, then make S1 = 0.02 B for clay and S1 = (0.01∼0.015) B for sandy soil.(2)Pressuremeter Test. According to the pressuremeter test, the following formula can be given:(15)E0=M1−ν2p1a2S1,where p1 refers to the proportional limit of the straight section of the test curve and S1 denotes the stable value of the reduced water level in the buret at p1; a and M are the radius of the borehole and the lateral pressure coefficient, respectively; and M = 2930 m−1 for Quaternary clay.(3)Empirical Approaches Based on β. If the plate load test and pressuremeter test cannot be carried out, the value of Es can be measured by an indoor laboratory test. Afterward, E0 can be calculated by referring to the empirical values of β summarized in Section 2.3.2.


## 2.4. Determination of Deformation ModulusE0S of Loess upon Wetting

The deformation modulusE0S of loess upon wetting can be measured directly by a field load test if it is possible. According to the practical statistical analysis based on numerous load tests [25], the curves of compressive modulus ES and deformation modulus E0S versus water content ω for loess with the void ratio of e = 1.0 under a ranged pressure from 50 to 150 kPa can be illustrated in Figure 1.Figure 1
Curves ofE0 (Es) versus ω (e = 1.0).As shown in Figure1, the deformation modulus E0S is constantly larger than the compressive modulus ES and the difference between E0S and ES decreases as the water content ω increases. The relationship between the ratio of E0S to ES, which is labeled as m, and water content ω under different void ratios is shown in Figure 2.Figure 2
The relationship betweenm and ω under different e.It can be seen from Figure2 that a majority of the deformation modulus E0S are more significant than the compressive modulus ES. The value of m varies in the following range: e = 1.0, m = 1.98∼3.83, with a mean of 2.90; e = 1.1, m = 1.20∼3.86, with a mean of 2.03; e = 1.2, m = 0.61∼4.39, with a mean of 2.50. According to the statistic data [25], the following relationship between m and e for loess can be established as(16)m⋅e=2.718,Based on a large number of test results [26], the relationship between the compressibility a and the water content ω for loess can be concluded as lga = 0.0814w− 3.580, e = 0.5∼0.7; lga = 0.1039w− 3.975, e = 0.7∼0.9; lga = 0.0935w− 3.252, e = 0.9∼1.1; lga = 0.0950w− 2.856, e = 1.1∼1.3. At this point, the compressibility of loess upon wetting can be estimated accordingly. Then the compressive modulus Es can be calculated by equation (11), and the deformation modulus E0s of loess upon wetting can be attained through conversion based on the empirical ratio m recommended in equation (16) as(17)E0s=mEs=2.7181+e0ae.In addition, Jiao [27] proposed a new parameter (chord modulus Ec) to calculate the nonlinear deformation of foundation according to the incremental method for solving the nonlinear problem. Jiao [27] suggested that the chord modulus Ec is closely related to the physical indices of soil based on numerous data concerning the relationships of the chord modulus with void ratio and water content of ordinary loess obtained through load tests. The parameter Ec is obtained by utilizing the principle that the deformation is piecewise calculated and then superposed to obtain the total deformation based on the deformation curve:(18)Ec=1−v2ΔPi⋅FΔSi⋅d,where ΔPi refers to the increment in the last section of the additional stress point Pi in a P–S curve, which can be 25 kPa in general; ΔSi represents the incremental settlement corresponding to ΔPi; F and d denote the converted area and diameter of the load plate, respectively.With the increment of water content, the chord modulus reduces, and the specific values can be found in Jiao’s literature [27]. It has been proven effective in multiple practical engineering by using chord modulus to calculate the deformation of loess upon wetting. Therefore, it is feasible to obtain Es0 based on the chord modulus when there is no testing data.


## 3. Comparison of Modulus Reduction Method and Force-Water Equivalent Method

In order to further investigate the applicability of the modulus reduction method, a simple calculation model is established based on FLAC3D, as shown in Figure3. The numerical model has a full mesh of 20 × 20 × 10, of which the central part is the loess unit being subjected to collapse, and the rest of the mesh represents noncollapsible loess units. The mechanical behavior of the soil obeys the rule of the Mohr-Coulomb model.Figure 3
Mesh layout of the calculation model (unit: m).Concerning the modulus reduction method, the deformation of soil is triggered by additional stress generated by increased bulk density, which belongs to body force, distributed in the whole body of the deformed soil (soil with reduced modulus). In the modulus reduction method, the deformation occurs with no dependence on any external force but the changing parameters of the soil. In the force-water equivalent method, the uniform load applied on the soil triggers the deformation of soil while the soil parameters remain unchanged. The principle of the force-water equivalent method is to apply pressure on the surface of the soil layer to simulate the collapsible deformation of loess upon wetting. Therefore, the uniform pressure applied on the surface of the soil, as illustrated in Figure4(b), is not caused by the superstructure. The application of uniform pressure is equivalent to the effect of water on loess to some extent to force the occurrence of displacement, which can be used to analyze the equivalent amount of collapsible deformation [4, 5]. The schematic diagram of the two methods is illustrated in Figure 4, and the input calculation parameters are displayed in Table 3. To facilitate the comparison, the maximum calculated displacements on the surface of the soil, that is, the displacement of the central point, based on the two methods, are approximately the same. In other words, the value of the pressure applied to the model in Figure 4(b) can be backcalculated by trial simulations based on the maximum displacement of the model in Figure 4(b), which should be approximately the same as the maximum displacement of the model in Figure 4(a).Figure 4
Schematic diagram of two calculation methods (unit: m): (a) modulus reduction method and (b) force-water equivalent method.
(a)(b)Table 3
Input parameters comparison.
ItemsOriginal parameters of loessModulus reduction methodForce-water equivalent methodBulk density in modulus reduced area (kN/m3)202220Bulk density in other areas (kN/m3)202020Cohesion (kPa)151515Internal frictional angle (°)303030Deformation modulus in modulus reduced area (MPa)25.75.1425.7Deformation modulus in other areas (MPa)25.725.725.7Poisson’s ratio0.290.290.29Uniform load applied to the surface of the soil (kPa)——20Figures5 and 6 show the settlement contours calculated by the modulus reduction method and force-water equivalent method sliced from the middle section, respectively. It can be seen that both the maximum displacements of soil by two methods appear at the middle point on the surface. Meanwhile, the displacement contour derived by the modulus reduction method mainly developed at the depth range of 0∼5 m (i.e., the range with collapsible loess) and the displacement in the area of noncollapsible loess is minimal. The trend can also be observed in the result of the force-water equivalent method, as illustrated in Figure 7. Nevertheless, the effective contour area obtained by the force-water equivalent method is significantly larger than that derived by the modulus reduction method.Figure 5
Calculation result of the modulus reduction method.Figure 6
Calculation result of the force-water equivalent method.Figure 7
Numerical model (units: m): (a) grid and mesh and (b) distribution of soil layers.
(a)(b)Table4 displays the z-directional displacements of soil layers at different depths calculated by the two methods. The maximum deformation appears in the soil layers at the depth range of 4∼5 m (i.e., bottom soil layers of collapsible loess) obtained from the modulus reduction method. By contrast, the maximum deformation appears at the upper soil layers of collapsible loess based on the force-water equivalent method. The reason is that the distribution of additional stress in the soil is different along the direction of depth under the effects of body force and surface uniform load. To be specific, the additional stress induced by increased bulk density gradually increases along the direction of depth while that caused by surface uniform load declines along the direction of the depth.Table 4
Compressive deformation of soil layers at different depths (unit: mm).
ItemsDepth range of soil layers (m)Deformation of collapsible loess layersTotal deformation0∼11∼22∼33∼44∼55∼66∼77∼88∼99∼10Modulus reduction method0.201.753.144.34.610.220.210.180.170.161414.94Force-water equivalent method1.982.202.282.222.010.980.900.830.770.7510.6914.92It can be seen from Table4 that the deformation of collapsible loess layers is 14.0 mm by using the modulus reduction method, which takes up 93.71% of the total amount (14.94 mm), and the deformation of noncollapsible soil layers only accounts for 6.29%. By contrast, the deformation of collapsible loess layers is 10.69 mm by applying the force-water equivalent method, which takes up 71.65% of the total (14.92 mm) and that of noncollapsible soil layers reaches about 30% of the total. The results obtained from the force-water equivalent method do not conform to the conclusion obtained through field tests that no or only insignificant settlement can be observed in the noncollapsible soil layers during the wetting test [11]. In general, the result obtained by the modulus reduction method is more consistent with the collapse mechanism of loess upon wetting compared with that derived by the force-water equivalent method.


## 4. Case Study

### 4.1. Brief Introduction of the Field Wetting Test

Li et al. [2] have reported a full-scale field wetting test of Pucheng Power Plant, which is located in Weibei loess tableland, Shaanxi Province, China, with vast flat terrain. The elevation of the site above sea level is approximately 495 m. The site soil comprises loess and paleosol, which are interactively distributed layer by layer. The upper part of the soil with a thickness of 6 m is Malan loess (Q3), while the lower part exhibits Lishi loess (Q1) with a total thickness of 60 m. The foundation is composed of loess with considerable thickness, and the layout and characteristics of different layers of foundation soil are shown in Table 5 [2]. According to the survey report, the collapsible loess under overburden pressure at the test site is at grade II based on the accumulative amount of deformation under overburden pressure through laboratory compression test.Table 5
Layout of soil layers.
Stratigraphic chronologyLayersSoil typeDepth (m)Thickness (m)DescriptionQ3L1Loess5.25.2The slightly wet brown-yellow loess is hard and plastic and shows uniform quality, developed pores, and visible wormholes and snail shellsF1Paleosoil6.41.2The slightly wet bronzing hard paleosoil is hard and plastic and shown as fragments. The soil is loosened and contains medium-developed pores and plenty of calcareous concretionsQ2L2Loess10.44.0The slightly wet brown-yellow loess is hard and plastic and shows nonuniform structure, with calcareous concretions, minor snail shells, and developed poresF2Paleosoil13.83.4The hard and plastic paleosoil in brown to maroon color (slightly wet to wet) with nonuniform quality shows few macropores and plenty of calcareous concretions at the middle and lower partsL3Loess19.96.1The slightly wet brown-yellow loess with nonuniform structure is hard and plastic and contains relatively developed pores and a high content of calcareous concretions at the bottomF3Paleosoil21.41.5The slightly wetting bronzing hard and plastic paleosoil with uniform soil quality is dense and shows less developed pores and plenty of calcareous concretions at the lower partL4Loess26.55.1The slightly wet pale yellow loess is hard and plastic and exhibits uniform quality and medium-developed poresF4Paleosoil27.40.9The slightly wet bronzing hard and plastic paleosoil with uniform quality contains less developed macropores and few calcareous concretions at the lower partL5Loess33.35.9The slightly wet tawny loess which has uniform quality and is dense is hard and plastic and hardly shows macropores, with calcareous concretions in local zoneF5Paleosoil35.21.9The slightly wet maroon paleosoil with nonuniform quality is hard and plastic and exhibits fragment structure, nondeveloped macropores, and many calcareous concretionsL6Loess39.03.8The slightly wet isabellinus loess is hard, plastic, and dense and shows uniform quality and nondeveloped poresL7Loess>41.0>2.0The slightly wet bronzing loess (hard and plastic to hard) presents uniform quality and is dense. It contains minor calcareous concretionsThe test pit is a cylinder with a diameter of 40 m and a depth of 1 m, and a 30 cm thickness of pebble is paved at the bottom. In order to accelerate the saturation of soil in the pit, 140 water-injection holes with a radius of 157 mm and depth of 32∼40 m are distributed, in which the spacing between the holes is set as 3 m. The influence range of collapse at the horizontal direction is calculated according to the isoline of surface collapse [2]. The moistening boundary extends to the range 45∼50 m from the edge of the test pit. Moreover, according to the resistivity method for geophysical field prospecting and the test result obtained by electromagnetic induction, the moistening boundary of the test pit being wet is approximately distributed as a circular truncated cone along with the test pit and its vicinity. The influence boundary is about 40 to 50 m outside the test pit, and the angle of lateral diffusion and permeation of the moistening boundary is about 40°.


### 4.2. Numerical Modeling Based on Modulus Reduction Method

According to the field test, the test pit has a radius of 20 m. The influence boundary of wetting and collapse extends 40 m outwards the test pit and is 20 m from the calculation boundary. At the vertical direction upwards, the thickness of collapsible soil layers is 40 m, while that of noncollapsible soil layers takes 20 m along the vertical direction downwards. On this basis, a calculation model with its dimension of 160 m × 160 m × 60 m (length × width × height) is established, totally containing 67,200 zones and 68,381 grid points, as shown in Figure7(a). The test pit and the external influence zone of immersion and collapse outside the test pit are distributed as a circle, as shown in Figure 7(a). In the calculation model, the soil is partitioned into 13 layers from top to bottom; as shown in Figure 7(b), the physical and mechanical parameters of various soil layers are displayed in Table 6.Table 6
The calculation parameters of various soil layers.
LayersDepth (m)Thickness (m)Cohesion (kPa)Internal frictional angle (°)Natural bulk density (kN/m3)Saturated bulk density (kN/m3)Compressive modulus (MPa)Deformation modulus (MPa)Poisson’s ratioL155152414.317.2360.37F161402517.519.020300.37L2104401817.018.725380.41F2144502417.619.020300.37L3206402516.518.510150.37F3211702517.519.025380.37L4265402016.819.012180.40F4282702518.018.320300.37L5335502517.219.315270.37F5352752418.518.845540.37L6394503018.519.540480.33L7401803019.019.580800.33L76020803019.019.580800.33In the investigations of literature [28], the water contents of soil in the vicinity of the multiple test pits of loess upon wetting at different depths were measured, and the result showed that the influence range of immersion generally extended from the edge of test pits to the periphery at the angle of 40°∼50°. In the test concerning loess collapse in Pucheng Power Plant, the angle of lateral diffusion and permeation of moistening boundary was about 40°, which conformed to the range of diffusion angle obtained in the literature [29]. For the convenience of modeling, the diffusion angle is set as 45° in the calculation model. The reduction of deformation modulus is based on the description in Section 2.4, and the relevant results can be found in Table 7.Table 7
Reduction of deformation modulus (unit: MPa).
LayersL1F1L2F2L3F3L4F4L5F5L6L7E063038301538183027544880ζ1.000.400.260.440.590.420.570.691.000.710.920.83E0s6121013.38.915.810.220.62738.54466.7After establishing the numerical model, the material parameters in Table6 are assigned to the soil blocks. After setting the gravitational acceleration and boundary, the stress field of the model under the effect of overburden pressure is first calculated. Subsequently, the displacement is reset to increase bulk density and reduce the modulus of collapsible loess. The calculated displacement of soil is the deformation after rebalancing.


### 4.3. Analysis of the Calculation Results

Figures8 and 9 show the z-directional (vertical) displacements obtained through numerical simulation. On the surface, the center of the test pits exhibits the largest amount of deformation during the collapse, and the influence range of wetting gradually extends from the edge of the test pits to periphery, appearing like a circle. The vertical deformation of the surface (settlement) during collapse also gradually decreases from the test pits to the periphery, as shown in Figure 9. In the vertical direction, the area with the largest deformation can be found on the surface of the central pit. Along the direction of depth downwards, the z-directional displacement of soil gradually decreases and approaches zero at the boundary between the collapsible and noncollapsible loess. In other words, the collapse of soil only appeared in collapsible loess layers.Figure 8
Contour ofz-directional (vertical) displacement at the section of y = 0.Figure 9
Contour ofz-directional (vertical) displacement (top view).Figure10 shows the displacement vector of soil in the area influenced by wetting around the test pits at the section of y = 0. In the test pits and the area below (i.e., area I, as illustrated in Figure 10), the soil moves downwards along the vertical direction. Extending outwards from the edge of the test pits, the soil in area II near the surface does not directly undergo collapse. However, the soil in area II is subjected to displacement downwards inclined to the direction of area I under the pull-down effect due to the collapse of soil in area I and the collapsing effect in area III. Moreover, the soil upon wetting in the middle and lower parts of area III undergoes not only downward displacement but also certain lateral displacement. The trend becomes increasingly significant while extending horizontally outwards from the edge of the test pits. These disciplines reflected by the numerical results are highly consistent with the measured results by Liu [25] and Meng [24].Figure 10
Thez-directional displacement vector at the section of y = 0.Figure11 displays the vertical displacements at the central point of the test pits and the points below the central point at which the dividing point of collapsible soil layers locates. It can be clearly seen from Figure 11 that the result obtained by using the modulus reduction method agrees excellently well with the measured result.Figure 11
Comparison of the vertical layered displacements at and below the central point.


## 4.1. Brief Introduction of the Field Wetting Test

Li et al. [2] have reported a full-scale field wetting test of Pucheng Power Plant, which is located in Weibei loess tableland, Shaanxi Province, China, with vast flat terrain. The elevation of the site above sea level is approximately 495 m. The site soil comprises loess and paleosol, which are interactively distributed layer by layer. The upper part of the soil with a thickness of 6 m is Malan loess (Q3), while the lower part exhibits Lishi loess (Q1) with a total thickness of 60 m. The foundation is composed of loess with considerable thickness, and the layout and characteristics of different layers of foundation soil are shown in Table 5 [2]. According to the survey report, the collapsible loess under overburden pressure at the test site is at grade II based on the accumulative amount of deformation under overburden pressure through laboratory compression test.Table 5
Layout of soil layers.
Stratigraphic chronologyLayersSoil typeDepth (m)Thickness (m)DescriptionQ3L1Loess5.25.2The slightly wet brown-yellow loess is hard and plastic and shows uniform quality, developed pores, and visible wormholes and snail shellsF1Paleosoil6.41.2The slightly wet bronzing hard paleosoil is hard and plastic and shown as fragments. The soil is loosened and contains medium-developed pores and plenty of calcareous concretionsQ2L2Loess10.44.0The slightly wet brown-yellow loess is hard and plastic and shows nonuniform structure, with calcareous concretions, minor snail shells, and developed poresF2Paleosoil13.83.4The hard and plastic paleosoil in brown to maroon color (slightly wet to wet) with nonuniform quality shows few macropores and plenty of calcareous concretions at the middle and lower partsL3Loess19.96.1The slightly wet brown-yellow loess with nonuniform structure is hard and plastic and contains relatively developed pores and a high content of calcareous concretions at the bottomF3Paleosoil21.41.5The slightly wetting bronzing hard and plastic paleosoil with uniform soil quality is dense and shows less developed pores and plenty of calcareous concretions at the lower partL4Loess26.55.1The slightly wet pale yellow loess is hard and plastic and exhibits uniform quality and medium-developed poresF4Paleosoil27.40.9The slightly wet bronzing hard and plastic paleosoil with uniform quality contains less developed macropores and few calcareous concretions at the lower partL5Loess33.35.9The slightly wet tawny loess which has uniform quality and is dense is hard and plastic and hardly shows macropores, with calcareous concretions in local zoneF5Paleosoil35.21.9The slightly wet maroon paleosoil with nonuniform quality is hard and plastic and exhibits fragment structure, nondeveloped macropores, and many calcareous concretionsL6Loess39.03.8The slightly wet isabellinus loess is hard, plastic, and dense and shows uniform quality and nondeveloped poresL7Loess>41.0>2.0The slightly wet bronzing loess (hard and plastic to hard) presents uniform quality and is dense. It contains minor calcareous concretionsThe test pit is a cylinder with a diameter of 40 m and a depth of 1 m, and a 30 cm thickness of pebble is paved at the bottom. In order to accelerate the saturation of soil in the pit, 140 water-injection holes with a radius of 157 mm and depth of 32∼40 m are distributed, in which the spacing between the holes is set as 3 m. The influence range of collapse at the horizontal direction is calculated according to the isoline of surface collapse [2]. The moistening boundary extends to the range 45∼50 m from the edge of the test pit. Moreover, according to the resistivity method for geophysical field prospecting and the test result obtained by electromagnetic induction, the moistening boundary of the test pit being wet is approximately distributed as a circular truncated cone along with the test pit and its vicinity. The influence boundary is about 40 to 50 m outside the test pit, and the angle of lateral diffusion and permeation of the moistening boundary is about 40°.


## 4.2. Numerical Modeling Based on Modulus Reduction Method

According to the field test, the test pit has a radius of 20 m. The influence boundary of wetting and collapse extends 40 m outwards the test pit and is 20 m from the calculation boundary. At the vertical direction upwards, the thickness of collapsible soil layers is 40 m, while that of noncollapsible soil layers takes 20 m along the vertical direction downwards. On this basis, a calculation model with its dimension of 160 m × 160 m × 60 m (length × width × height) is established, totally containing 67,200 zones and 68,381 grid points, as shown in Figure7(a). The test pit and the external influence zone of immersion and collapse outside the test pit are distributed as a circle, as shown in Figure 7(a). In the calculation model, the soil is partitioned into 13 layers from top to bottom; as shown in Figure 7(b), the physical and mechanical parameters of various soil layers are displayed in Table 6.Table 6
The calculation parameters of various soil layers.
LayersDepth (m)Thickness (m)Cohesion (kPa)Internal frictional angle (°)Natural bulk density (kN/m3)Saturated bulk density (kN/m3)Compressive modulus (MPa)Deformation modulus (MPa)Poisson’s ratioL155152414.317.2360.37F161402517.519.020300.37L2104401817.018.725380.41F2144502417.619.020300.37L3206402516.518.510150.37F3211702517.519.025380.37L4265402016.819.012180.40F4282702518.018.320300.37L5335502517.219.315270.37F5352752418.518.845540.37L6394503018.519.540480.33L7401803019.019.580800.33L76020803019.019.580800.33In the investigations of literature [28], the water contents of soil in the vicinity of the multiple test pits of loess upon wetting at different depths were measured, and the result showed that the influence range of immersion generally extended from the edge of test pits to the periphery at the angle of 40°∼50°. In the test concerning loess collapse in Pucheng Power Plant, the angle of lateral diffusion and permeation of moistening boundary was about 40°, which conformed to the range of diffusion angle obtained in the literature [29]. For the convenience of modeling, the diffusion angle is set as 45° in the calculation model. The reduction of deformation modulus is based on the description in Section 2.4, and the relevant results can be found in Table 7.Table 7
Reduction of deformation modulus (unit: MPa).
LayersL1F1L2F2L3F3L4F4L5F5L6L7E063038301538183027544880ζ1.000.400.260.440.590.420.570.691.000.710.920.83E0s6121013.38.915.810.220.62738.54466.7After establishing the numerical model, the material parameters in Table6 are assigned to the soil blocks. After setting the gravitational acceleration and boundary, the stress field of the model under the effect of overburden pressure is first calculated. Subsequently, the displacement is reset to increase bulk density and reduce the modulus of collapsible loess. The calculated displacement of soil is the deformation after rebalancing.


## 4.3. Analysis of the Calculation Results

Figures8 and 9 show the z-directional (vertical) displacements obtained through numerical simulation. On the surface, the center of the test pits exhibits the largest amount of deformation during the collapse, and the influence range of wetting gradually extends from the edge of the test pits to periphery, appearing like a circle. The vertical deformation of the surface (settlement) during collapse also gradually decreases from the test pits to the periphery, as shown in Figure 9. In the vertical direction, the area with the largest deformation can be found on the surface of the central pit. Along the direction of depth downwards, the z-directional displacement of soil gradually decreases and approaches zero at the boundary between the collapsible and noncollapsible loess. In other words, the collapse of soil only appeared in collapsible loess layers.Figure 8
Contour ofz-directional (vertical) displacement at the section of y = 0.Figure 9
Contour ofz-directional (vertical) displacement (top view).Figure10 shows the displacement vector of soil in the area influenced by wetting around the test pits at the section of y = 0. In the test pits and the area below (i.e., area I, as illustrated in Figure 10), the soil moves downwards along the vertical direction. Extending outwards from the edge of the test pits, the soil in area II near the surface does not directly undergo collapse. However, the soil in area II is subjected to displacement downwards inclined to the direction of area I under the pull-down effect due to the collapse of soil in area I and the collapsing effect in area III. Moreover, the soil upon wetting in the middle and lower parts of area III undergoes not only downward displacement but also certain lateral displacement. The trend becomes increasingly significant while extending horizontally outwards from the edge of the test pits. These disciplines reflected by the numerical results are highly consistent with the measured results by Liu [25] and Meng [24].Figure 10
Thez-directional displacement vector at the section of y = 0.Figure11 displays the vertical displacements at the central point of the test pits and the points below the central point at which the dividing point of collapsible soil layers locates. It can be clearly seen from Figure 11 that the result obtained by using the modulus reduction method agrees excellently well with the measured result.Figure 11
Comparison of the vertical layered displacements at and below the central point.


## 5. Conclusions

From the perspective of mechanism and deformation characteristics of collapsible loess, a simplified method named modulus reduction method, which is based on the principle of strength reduction, is proposed in this paper to estimate the collapsible behavior of loess. The modulus reduction method simulates the loess collapse under overburden pressure by reducing the deformation modulus and increasing the bulk density.Subsequently, the feasibility of the modulus reduction method is first compared with the force-water equivalent method, which is commonly used in the NSF analysis of piles, based on the same numerical model. The results derived from the modulus reduction method are found to be more consistent with the mechanism of collapsible loess.At last, a published case history concerning the field test of loess upon wetting is used to validate the calculation results of modulus reduction. The result obtained through numerical simulation shows that the collapse of soil only appears in collapsible loess layers, and the center of the test pits shows the most significant amount of deformation during the collapse. The influence range of wetting extends as a circle from the edge of the test pits to the periphery, and the amount of deformation during collapse gradually declines. The deformation characteristics of collapsible soil layers obtained based on numerical simulation are consistent with the result of the field test.In the case of providing reasonable and accurate calculation parameters, the modulus reduction method can quantitatively analyze the deformation behaviors of collapsible loess under overburden pressure. Moreover, the method can also accurately calculate the total deformation of collapsible loess under overburden pressure and deformation of various soil layers. The modulus reduction method favorably solves the numerical simulation on the collapse of loess. It can provide a favorable basis for conducting the numerical simulation, especially for the analysis of NSF, on various deep foundations such as pile foundation in collapsible loess.



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*Source: 3712595-2020-12-10.xml*