# Calculation of Clay Permeability Using a Rectangular Particle-Water Film Model by the Double-Scale Asymptotic Expansion Method

Authors: Xiaowu Tang; Lipei Zhou; Zufeng Sun; Yue Yu; Xiaoqiu Yang
Journal: Advances in Materials Science and Engineering
 (2016)

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## Abstract

Permeability of soil plays an important role in geotechnical engineering and is commonly determined by methods combining measurements with theory. Using the double-scale asymptotic expansion method, the Navier-Stokes equation is numerically solved to calculate the permeability, based on the homogenization method and the assumption that the homogeneous microstructure of the relevant porous media is represented accurately as the Representative Elemental Volume (REV). In this study, the commonly used square model is tested in the calculation of sea clay permeability. The results show large deviations. It is suspected that the square model could not represent the flattened shape of the clay particles and the bound water film wrapping around them. Hence, the Rectangle Particle-Water Film Model (i.e., the R-W model) is proposed. After determining the horizontal and vertical characteristic length of the unit cell using two pairs of initial data, the permeabilities of other different void ratios could be inversely calculated. The results of three types of clay obtained using the R-W model agree well with the experimental data. This shows the efficient feasibility and accuracy of the R-W model by providing a good representation of the clay particles when using the double-scale asymptotic expansion method to calculate clay permeability.


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## Body

## 1. Introduction

Permeability of soil is of fundamental importance in geotechnical engineering. Experimental methods, such as the classical Darcy law, are commonly used to obtain the permeability of soil. These methods are convenient to be conducted but always require much time and effort. Moreover, the experimental methods focus only on the external phenomenon from the macroscopic view and ignore the seepage processes inside the porous materials at the microscopic scale. Actually, as a type of porous material, soils can be distinguished at three different scales: the microscopic scale, the Darcy scale, and the macroscopic scale [1]. To produce a more comprehensive and thorough analysis, the seepage process at both the macroscopic and the microscopic scale should be studied.The homogenization method [2], which is also called the multiscale asymptotic expansion method, is a powerful tool to investigate the characteristics of nonhomogeneous materials. Starting from the physical phenomenon at the microscopic scale, the homogenization method can obtain the characteristic descriptions of the material at the macroscopic scale using asymptotic expansion of the governing equations. The homogenization method has been widely used in the researches of characteristics of composite materials, which generally have a uniform and regular structure. Andreassen and Andreasen [3] used short and self-contained Matlab implementation to provide the calculation method of the elasticity tensor and fluid permeability of composite materials by homogenization. Keip et al. [4] presented a two-scale computational homogenization framework for the simulation of electroactive solids at finite strains. The results of these researches showed that the homogenization method was typically well suited to study composite materials.In geotechnical engineering, Wang et al. [5] proposed a simplified homogenization algorithm for composite soils to simulate the characteristics of soils via numerical calculations which assumed that the pressure in the microscopic scale was homogeneous. Specific to the seepage in soils, Tang et al. [6] proposed a multiscale method to calculate the permeability coefficient of soils. Based on the homogenization method and the assumption that the homogeneous microstructure of the soils is well represented by the Representative Elemental Volume (REV), the Navier-Stokes equation was numerically solved. Sun et al. [7] used the double-scale asymptotic expansion method to inversely calculate the permeability of clay using a square particle unit cell as the REV. The results were within the allowance but presented significant errors. Considering the calculation of permeability for kaolin clay as an example, the calculated permeability was kc=5.36×10-17 m2 at the largest void ratio em=2.05, while the measured permeability km=4.97×10-17 m2; also, the calculated value was kc=0.21×10-17 m2 when the smallest void ratio was determined to be em=0.97, while the measured value km=0.50×10-17 m2.In this paper, the existing square model, which was used in the inversed calculation by the double-scale asymptotic expansion method, was tested to find the defects of the model. Additionally, a new model would be proposed based on the real features of clay particles aiming to improve the calculated accuracy of clay permeability.


## 2. Calculation of Clay Permeability by Multiscale Method

### 2.1. Multiscale Expansion of Navier-Stokes Equations

Previous studies have shown that, for a given type of statistically homogeneous soil, an equivalent REV always exists to represent the structure of the soil. A similar description could be used for nonhomogeneous porous materials [8, 9]. The basic assumption of the calculation performed in this study was that the porous media are homogeneous, and the arrangement of their particles was periodic; thus, an REV should be chosen to represent the porous media, as shown in Figure 1. The pores are fully saturated by an incompressible Newtonian fluid with a small Reynolds number; Ωs denotes the solid part of the particle, Ωf the space of the fluid in the pore volume, and Γ the interface between the solid and the fluid.Figure 1
Sketch of porous media and unit cell.The Stokes flow through the porous media is governed by the Navier-Stokes equation, the continuity equation, and the no-slip boundary condition:(1a)μ∇2v-∇p=0inΩf,(1b)∇v=0inΩf,(1c)v=0onΓ,where v is the velocity vector, p is the pressure, and μ is the viscosity.Introduce two-scale coordinatesx as macroscopic variable and y as microscopic variable, which are linked by x=εy, where ε is an adequately small ratio between the characteristic lengths of the unit cell and the macroscopic sample. Then, the asymptotic expansions of the velocity v and the pressure p can be expanded as follows:(2)v=ε2v0x,y+ε3v1x,y+⋯,p=p0x,y+ε1p1x,y+⋯,where vi(x,y) and pi(x,y) are periodic. Incorporating expansions (2) in (1a)–(1c) and using ∇=∇x+ε-1∇y, (3a)-(3b) could be obtained:(3a)ε-1∇yp0+μ∇y2v0-∇xp0-∇yp1+⋯=0inΩf,(3b)ε∇yv0+ε2∇xv0-∇yv1+⋯=0inΩf,(3c)v0=0onΓ.From the mathematical view, (3a)–(3c) hold for any value of ε, which means that all the coefficients should be zero. Hence, ∇yp0=0 and p0=p0(x) could be obtained, with the following equations:(4a)μ∇y2v0-∇xp0-∇yp1=0inΩf,(4b)∇yv0=0inΩf,(4c)v0=0onΓ.Equations (4a)–(4c), which have a similar form to (1a)–(1c), could be regarded as a special Stokes flow problem in the unit cell. In this special Stokes flow, the macroscopic pressure gradient ∇xp0 is the external excitation, while the first-order velocity v0 and the second-order pressure p1 are the corresponding responses. Considering the linearity of (4b), the general solution v0 could be proposed to take the linear function as follows:(5)v0=-wμ∇xp0,where w is a pore-scale permeability tensor. Considering the ε2 term in (3b), it can be obtained that ∇xv0+∇yv1.Averaging overΩ in the unit cell, (6) could be obtained:(6)∇xv0=0,v0=1Ω∫Ωfv0dΩ=-Kμ∇xp0,K=w=1Ω∫ΩfwdΩ,where v0 is a volume average velocity in a macroscopic scale and K is a macroscopic permeability tensor which must take the form K=kI, where k is the scalar permeability and I is the unit tensor.


### 2.2. Calculation of the Permeability

Equations (4a)–(4c) could be solved once the unknowns v0 and p1 are Ω periodic, and ∇xp0 is a given source term. Then, averaging the resulting velocity v0 over the unit cell, the value of K could be determined as follows:(7)K=kI=-μ∇xp0v0.The value of v0 could be obtained from (6), and the calculative process could be operated numerically.


### 2.3. Inverse Calculation

For a given unit cell, as shown in Figure1, the soil permeability is a function of the void ratio and the characteristic length of the particles present. In a given type of porous media, the characteristic length is a constant; thus, using one pair of data points (i.e., void ratio and permeability), which is measured in the laboratory or in situ, the characteristic length could be calculated numerically. Finally, with the calculated characteristic length, the permeability for various void ratios could be computed by changing the distance between the particles.The specific procedure is as follows: according to the degrees of freedom of the REV, take one or more pairs of test data (void ratioem and the corresponding permeability km) as the initial data. Assign different values to the characteristic length of the REV and calculate the permeability kc via computer software (COMSOL in this study) until kc-km≤∂, where ∂ is an adequately small value to control the calculating accuracy. Once the characteristic length of the REV is confirmed, the permeability corresponding to other void ratios could be calculated by fixing the characteristic length and changing the distance between the REV particles.


## 2.1. Multiscale Expansion of Navier-Stokes Equations

Previous studies have shown that, for a given type of statistically homogeneous soil, an equivalent REV always exists to represent the structure of the soil. A similar description could be used for nonhomogeneous porous materials [8, 9]. The basic assumption of the calculation performed in this study was that the porous media are homogeneous, and the arrangement of their particles was periodic; thus, an REV should be chosen to represent the porous media, as shown in Figure 1. The pores are fully saturated by an incompressible Newtonian fluid with a small Reynolds number; Ωs denotes the solid part of the particle, Ωf the space of the fluid in the pore volume, and Γ the interface between the solid and the fluid.Figure 1
Sketch of porous media and unit cell.The Stokes flow through the porous media is governed by the Navier-Stokes equation, the continuity equation, and the no-slip boundary condition:(1a)μ∇2v-∇p=0inΩf,(1b)∇v=0inΩf,(1c)v=0onΓ,where v is the velocity vector, p is the pressure, and μ is the viscosity.Introduce two-scale coordinatesx as macroscopic variable and y as microscopic variable, which are linked by x=εy, where ε is an adequately small ratio between the characteristic lengths of the unit cell and the macroscopic sample. Then, the asymptotic expansions of the velocity v and the pressure p can be expanded as follows:(2)v=ε2v0x,y+ε3v1x,y+⋯,p=p0x,y+ε1p1x,y+⋯,where vi(x,y) and pi(x,y) are periodic. Incorporating expansions (2) in (1a)–(1c) and using ∇=∇x+ε-1∇y, (3a)-(3b) could be obtained:(3a)ε-1∇yp0+μ∇y2v0-∇xp0-∇yp1+⋯=0inΩf,(3b)ε∇yv0+ε2∇xv0-∇yv1+⋯=0inΩf,(3c)v0=0onΓ.From the mathematical view, (3a)–(3c) hold for any value of ε, which means that all the coefficients should be zero. Hence, ∇yp0=0 and p0=p0(x) could be obtained, with the following equations:(4a)μ∇y2v0-∇xp0-∇yp1=0inΩf,(4b)∇yv0=0inΩf,(4c)v0=0onΓ.Equations (4a)–(4c), which have a similar form to (1a)–(1c), could be regarded as a special Stokes flow problem in the unit cell. In this special Stokes flow, the macroscopic pressure gradient ∇xp0 is the external excitation, while the first-order velocity v0 and the second-order pressure p1 are the corresponding responses. Considering the linearity of (4b), the general solution v0 could be proposed to take the linear function as follows:(5)v0=-wμ∇xp0,where w is a pore-scale permeability tensor. Considering the ε2 term in (3b), it can be obtained that ∇xv0+∇yv1.Averaging overΩ in the unit cell, (6) could be obtained:(6)∇xv0=0,v0=1Ω∫Ωfv0dΩ=-Kμ∇xp0,K=w=1Ω∫ΩfwdΩ,where v0 is a volume average velocity in a macroscopic scale and K is a macroscopic permeability tensor which must take the form K=kI, where k is the scalar permeability and I is the unit tensor.


## 2.2. Calculation of the Permeability

Equations (4a)–(4c) could be solved once the unknowns v0 and p1 are Ω periodic, and ∇xp0 is a given source term. Then, averaging the resulting velocity v0 over the unit cell, the value of K could be determined as follows:(7)K=kI=-μ∇xp0v0.The value of v0 could be obtained from (6), and the calculative process could be operated numerically.


## 2.3. Inverse Calculation

For a given unit cell, as shown in Figure1, the soil permeability is a function of the void ratio and the characteristic length of the particles present. In a given type of porous media, the characteristic length is a constant; thus, using one pair of data points (i.e., void ratio and permeability), which is measured in the laboratory or in situ, the characteristic length could be calculated numerically. Finally, with the calculated characteristic length, the permeability for various void ratios could be computed by changing the distance between the particles.The specific procedure is as follows: according to the degrees of freedom of the REV, take one or more pairs of test data (void ratioem and the corresponding permeability km) as the initial data. Assign different values to the characteristic length of the REV and calculate the permeability kc via computer software (COMSOL in this study) until kc-km≤∂, where ∂ is an adequately small value to control the calculating accuracy. Once the characteristic length of the REV is confirmed, the permeability corresponding to other void ratios could be calculated by fixing the characteristic length and changing the distance between the REV particles.


## 3. Calculation of Clay Permeability

### 3.1. Calculations of Sea Clay Using Square Model

For the calculation of clay permeability, the REVs are commonly set as regular polygon particles. Sun et al. [7] used a circle particles model and a square particle model as the REVs to inversely calculate the permeability of sand and clay. The calculated values of sand agreed well with the measured values, while the calculated values and the measured values did not agree well for clay. This disagreement showed that there must exist some defects in the REVs of the clay. The defects should be studied and eliminated as far as possible.Firstly, the REV with square particle, which Sun et al. had used in their study, was tested again to help us to find the defects. As Figure2 showed, there are 2 parameters in the square model which are a and b. Since a could be calculated when b is confirmed along with the void ratio e, the REV has 1 degree of freedom. Using 1 pair of measured values (em,km), the characteristic length could be confirmed.Figure 2
Sketch of unit cell of the square model.For an equitable comparison, the Champlain sea clay of Louiseville [10] was chosen as the example in our studies, which Sun et al. [7] used in their studies as well. Firstly, the measured value (em=1.91, km=12.60×10-17 m2), which is the largest void ratio and the corresponding permeability tested in the reference, was used as the initial data point; these allowed the characteristic length of the square model to be obtained:(8)bl=7.533×10-8m.Holding the aforementioned characteristic length of the square model as a constant, the permeabilities corresponding to other void ratios could be calculated.Similarly, the measured value that has the smallest void ratio and the corresponding permeability (em=1.01, km=1.08×10-17 m2) was used to determine the characteristic length of the square model again:(9)bs=4.591×10-8m.Then, the permeabilities corresponding to other void ratios could be calculated in the same way. The 2 groups of calculated values are listed in Table 1, along with the measured values.Table 1
Calculated and measured permeabilities of sea clay using the square model.
e m k m / 10 - 17 m2 k c / 10 - 17 m2 b l  = 7.533 × 10 - 8 m b s = 4.591 × 10 - 8 m 1.91 12.60 12.60 4.72 1.82 10.06 11.43 4.25 1.73 7.93 10.22 3.80 1.64 6.48 9.07 3.37 1.55 5.29 7.99 2.97 1.49 4.59 7.30 2.71 1.37 3.37 6.02 2.24 1.31 2.85 5.43 2.02 1.25 2.39 4.86 1.81 1.19 1.93 4.33 1.61 1.13 1.63 3.83 1.42 1.07 1.37 3.36 1.25 1.01 1.08 2.93 1.08Using the measured void ratioem as the abscissa and the ratio of the calculated permeability to the measured permeability kc/km as the ordinate, the values in Table 1 could be shown in Figure 3.Figure 3
Comparison of the calculated and measured permeabilities of sea clay using the square model.From the documents published by ASTM [11–13], the values of km are generally between 1/3 and 3 times the accurate permeability for one type of clay. As shown in Figure 3, the ratios kc/km were within that range, which indicates that the double-scale asymptotic expansion method could be used effectively in the inverse calculation of the clay permeability. However, orderly deviations are also shown in Figure 3.Theoretically, if the accuracy of the REV is sufficient enough, the results of the characteristic length will not vary observably, irrespective of whichever the pair of data with the largest or smallest void ratio is chosen as the initial value. Comparing (8) and (9), the calculated characteristic length b=7.533×10-8 m when the initial em=1.91 and km=12.60×10-17 m2 was significantly larger than b=4.591×10-8 m when the initial em=1.01 and km=1.08×10-17 m2. Additionally, the values of kc calculated are all larger than the measured permeability km when the initial em=1.91 and km=12.60×10-17 m2; these deviations increased along with the differences between the used void ratio and the initial void ratio. Similarly, the values of kc calculated are all less than km when the initial em=1.01 and km=1.08×10-17 m2; the deviation also increases with the magnitude of the void ratio difference. Fitting the calculated results into straight lines, the slopes of the lines were -1.08 for b=7.533×10-8 m and -0.67 for b=4.591×10-8 m. The slopes were too large to control the calculated accuracy when the difference between the used void ratio and the initial void ratio was large.The inaccuracies described above should be attributed to the lack of representativeness of the square model. Generally speaking, clay is composed of particles with flattened shape [14]. Hence, the REV should not be in square shape and the model should be modified to represent the clay particles more accurately.


### 3.2. Calculations for Sea Clay Using the Rectangle Particle-Water Film Model

As Figure4 shows, clay particles are generally in flattened shape. Hence, the regular polygon shape of REV would reduce the representativeness. To improve the REV, the square particle model was modified into a rectangle one, which could represent the flattened shape of the clay particles.Figure 4
SEM results of clay particles.Additionally, a thin bound water film exists wrapping around the soil particles for both sand and clay at the microscopic scale. The water film acts as a solid due to its low energy level and its inability to move freely and dissolve solutes. During permeation, the water film can be regarded as part of the soil particles. However, during the measurement of the void ratio, the water film would be evaporated and could not be considered in the void ratio. Thus, for the same void ratio, the existence of the water film reduces the passage of permeation and decreases the permeability accordingly.Synthesizing the flattened shape of the clay particles and the bound water film, the Rectangle Particle-Water Film Model (R-W model) was proposed, as shown in Figure5. A lamina representing the water film was added to wrap around the rectangle model. The lamina is considered to be a part of the particle when calculating its permeability and is ignored when calculating its void ratio.Figure 5
Sketch of the unit cell of the R-W model.Figure5 shows that there are 6 variable factors to describe the rec. model: the vertical and horizontal characteristic lengths of the particle bv and bh, the vertical and horizontal characteristic lengths of the unit cell av and ah, and the vertical and horizontal characteristic thicknesses of the water lamina wv and wh. For convenience, the following assumptions were taken into consideration:(1)
The vertical and horizontal lengths of the unit cellav and ah maintained the same ratio to the particles, which indicates that(10)ahav=bhbv.(2)
Similarly, the vertical and horizontal thicknesses of the water laminawv and wh maintained the same ratio to the particles, which indicates that(11)whwv=bhbv.In Section 3.1, it had been found that the characteristic length of the square model bl=7.533×10-8 m, which was calculated using the initial data with the largest void ratio, would enlarge the results of permeability, while bs=4.591×10-8 m calculated using the initial data with the smallest void ratio would reduce the calculated results. It could be speculated that the accurate REV should have a characteristic length in between bl and bs. Assigning bh=bl and bv=bs, then the other 4 parameters could be calculated with void ratio e, the hygroscopicity index, and (10) and (11).From the hygroscopicity index [15], 0.1 cm3 of hygroscopic water is a typical average for every 1 cm3 soil particle for sea clay. This means that, in the progress of permeation, the solid part Ωs increases 1.1 times. Converting it to the R-W model, the size of the unit cell combined with the lamina is 1.05 (1.1) times the size of the unit cell without the lamina and it could be obtained that wh/wv=bh/bv=0.05. Then, using the modified R-W model, the results of the permeability could be calculated. The results are shown in Table 2 with the associated void ratio and measured permeabilities.Table 2
Calculated and measured permeabilities of sea clay using the R-W model.
e m k m / 10 - 17 m2 k c / 10 - 17 m2 1.91 12.60 12.68 1.82 10.06 10.73 1.73 7.93 8.99 1.64 6.48 7.44 1.55 5.29 6.09 1.49 4.59 5.18 1.37 3.37 3.90 1.31 2.85 3.22 1.25 2.39 2.63 1.19 1.93 2.11 1.13 1.63 1.67 1.07 1.37 1.30 1.01 1.08 0.98Similarly, usingem as the abscissa and kc/km of the rec. model and the R-W model as the ordinate, Figure 6 could be obtained.Figure 6
Comparison of the calculated and measured permeabilities of sea clay using the rec. model and the R-W model.From Figure6, it is shown that the calculated results for the permeability of the sea clay are improved significantly when using the modified R-W model. Fitting the results into a straight line, the slope was reduced to 0.12, which was much smaller than the square model in Figure 3 to control the calculation to be more accurate.


### 3.3. Calculations of Kaolin and Illite Clay Using R-W Model

To verify the applicability of the R-W model, the permeabilities of kaolin [16] and illite [17] clay were calculated. Using the hygroscopicity index of kaolin clay and illite clay [15], the size of the unit cell representing the kaolin clay combined with the lamina was 1.05 times the size of the unit cell without the lamina, while that of the illite clay was 1.10 times larger. The calculated results of the kaolin clay and illite clay are listed in Tables 3 and 4, respectively. The calculation of illite clay ignored the significantly inaccurate data pair that occurred when em=2.43 and km=11.28×10-18 m2.Table 3
Calculated and measured permeabilities of kaolin clay using the R-W model.
e m k m / 10 - 16 m2 k c / 10 - 16 m2 2.05 4.97 4.86 1.93 4.18 4.14 1.84 3.30 3.64 1.73 2.75 3.08 1.57 2.09 2.34 1.53 1.85 2.18 1.41 1.77 1.71 1.38 1.48 1.60 1.31 1.35 1.37 1.26 1.23 1.21 1.21 0.80 1.07 1.16 0.94 0.93 1.11 0.77 0.81 1.00 0.55 0.57 0.97 0.50 0.51Table 4
Calculated and measured permeabilities of illite clay using the R-W model.
e m k m / 10 - 18 m2 k c / 10 - 18 m2 3.72 11.53 11.42 3.28 7.25 8.65 2.87 4.56 6.36 2.60 3.42 5.02 2.43 11.28 — 2.28 3.57 3.61 2.17 2.10 3.18 1.85 1.48 2.05 1.45 0.71 0.97 1.36 0.40 0.77 1.25 0.38 0.56 1.15 0.36 0.39 1.12 0.27 0.35 0.98 0.22 0.16 0.91 0.12 0.08Usingem as the abscissa and kc/km of the rec. model and the R-W model as the ordinate for the kaolin clay and illite clay separately, Figure 7 can be obtained.Figure 7
Comparison of the calculated and measured permeabilities using R-W model.
(a)
Kaolin clay (b)
Illite clayFrom Figure7, the ratios of the calculated permeability to the measured permeability (kc/km) of the kaolin clay and illite clay using the R-W model were all between 1/3 and 3, which demonstrated the feasibility and accuracy of the R-W model in the permeability calculation for clay using the double-scale asymptotic expansion method.It should be pointed out that the measured permeability of the illite clay was indirectly derived by the consolidation curve of Terzaghi’s Consolidation Theory. This result is shown to have poor stability in the literature [18], which can cause large fluctuations in kc/km of illite clay, as shown in Figure 7(b). Conversely, the measured permeability of kaolin clay is obtained using the conventional or modified constant-head test, which produces more accurate results. Thus, the inverse calculation of kaolin clay using the double-scale asymptotic expansion method provides better stability and accuracy, as shown in Figure 7(a).


## 3.1. Calculations of Sea Clay Using Square Model

For the calculation of clay permeability, the REVs are commonly set as regular polygon particles. Sun et al. [7] used a circle particles model and a square particle model as the REVs to inversely calculate the permeability of sand and clay. The calculated values of sand agreed well with the measured values, while the calculated values and the measured values did not agree well for clay. This disagreement showed that there must exist some defects in the REVs of the clay. The defects should be studied and eliminated as far as possible.Firstly, the REV with square particle, which Sun et al. had used in their study, was tested again to help us to find the defects. As Figure2 showed, there are 2 parameters in the square model which are a and b. Since a could be calculated when b is confirmed along with the void ratio e, the REV has 1 degree of freedom. Using 1 pair of measured values (em,km), the characteristic length could be confirmed.Figure 2
Sketch of unit cell of the square model.For an equitable comparison, the Champlain sea clay of Louiseville [10] was chosen as the example in our studies, which Sun et al. [7] used in their studies as well. Firstly, the measured value (em=1.91, km=12.60×10-17 m2), which is the largest void ratio and the corresponding permeability tested in the reference, was used as the initial data point; these allowed the characteristic length of the square model to be obtained:(8)bl=7.533×10-8m.Holding the aforementioned characteristic length of the square model as a constant, the permeabilities corresponding to other void ratios could be calculated.Similarly, the measured value that has the smallest void ratio and the corresponding permeability (em=1.01, km=1.08×10-17 m2) was used to determine the characteristic length of the square model again:(9)bs=4.591×10-8m.Then, the permeabilities corresponding to other void ratios could be calculated in the same way. The 2 groups of calculated values are listed in Table 1, along with the measured values.Table 1
Calculated and measured permeabilities of sea clay using the square model.
e m k m / 10 - 17 m2 k c / 10 - 17 m2 b l  = 7.533 × 10 - 8 m b s = 4.591 × 10 - 8 m 1.91 12.60 12.60 4.72 1.82 10.06 11.43 4.25 1.73 7.93 10.22 3.80 1.64 6.48 9.07 3.37 1.55 5.29 7.99 2.97 1.49 4.59 7.30 2.71 1.37 3.37 6.02 2.24 1.31 2.85 5.43 2.02 1.25 2.39 4.86 1.81 1.19 1.93 4.33 1.61 1.13 1.63 3.83 1.42 1.07 1.37 3.36 1.25 1.01 1.08 2.93 1.08Using the measured void ratioem as the abscissa and the ratio of the calculated permeability to the measured permeability kc/km as the ordinate, the values in Table 1 could be shown in Figure 3.Figure 3
Comparison of the calculated and measured permeabilities of sea clay using the square model.From the documents published by ASTM [11–13], the values of km are generally between 1/3 and 3 times the accurate permeability for one type of clay. As shown in Figure 3, the ratios kc/km were within that range, which indicates that the double-scale asymptotic expansion method could be used effectively in the inverse calculation of the clay permeability. However, orderly deviations are also shown in Figure 3.Theoretically, if the accuracy of the REV is sufficient enough, the results of the characteristic length will not vary observably, irrespective of whichever the pair of data with the largest or smallest void ratio is chosen as the initial value. Comparing (8) and (9), the calculated characteristic length b=7.533×10-8 m when the initial em=1.91 and km=12.60×10-17 m2 was significantly larger than b=4.591×10-8 m when the initial em=1.01 and km=1.08×10-17 m2. Additionally, the values of kc calculated are all larger than the measured permeability km when the initial em=1.91 and km=12.60×10-17 m2; these deviations increased along with the differences between the used void ratio and the initial void ratio. Similarly, the values of kc calculated are all less than km when the initial em=1.01 and km=1.08×10-17 m2; the deviation also increases with the magnitude of the void ratio difference. Fitting the calculated results into straight lines, the slopes of the lines were -1.08 for b=7.533×10-8 m and -0.67 for b=4.591×10-8 m. The slopes were too large to control the calculated accuracy when the difference between the used void ratio and the initial void ratio was large.The inaccuracies described above should be attributed to the lack of representativeness of the square model. Generally speaking, clay is composed of particles with flattened shape [14]. Hence, the REV should not be in square shape and the model should be modified to represent the clay particles more accurately.


## 3.2. Calculations for Sea Clay Using the Rectangle Particle-Water Film Model

As Figure4 shows, clay particles are generally in flattened shape. Hence, the regular polygon shape of REV would reduce the representativeness. To improve the REV, the square particle model was modified into a rectangle one, which could represent the flattened shape of the clay particles.Figure 4
SEM results of clay particles.Additionally, a thin bound water film exists wrapping around the soil particles for both sand and clay at the microscopic scale. The water film acts as a solid due to its low energy level and its inability to move freely and dissolve solutes. During permeation, the water film can be regarded as part of the soil particles. However, during the measurement of the void ratio, the water film would be evaporated and could not be considered in the void ratio. Thus, for the same void ratio, the existence of the water film reduces the passage of permeation and decreases the permeability accordingly.Synthesizing the flattened shape of the clay particles and the bound water film, the Rectangle Particle-Water Film Model (R-W model) was proposed, as shown in Figure5. A lamina representing the water film was added to wrap around the rectangle model. The lamina is considered to be a part of the particle when calculating its permeability and is ignored when calculating its void ratio.Figure 5
Sketch of the unit cell of the R-W model.Figure5 shows that there are 6 variable factors to describe the rec. model: the vertical and horizontal characteristic lengths of the particle bv and bh, the vertical and horizontal characteristic lengths of the unit cell av and ah, and the vertical and horizontal characteristic thicknesses of the water lamina wv and wh. For convenience, the following assumptions were taken into consideration:(1)
The vertical and horizontal lengths of the unit cellav and ah maintained the same ratio to the particles, which indicates that(10)ahav=bhbv.(2)
Similarly, the vertical and horizontal thicknesses of the water laminawv and wh maintained the same ratio to the particles, which indicates that(11)whwv=bhbv.In Section 3.1, it had been found that the characteristic length of the square model bl=7.533×10-8 m, which was calculated using the initial data with the largest void ratio, would enlarge the results of permeability, while bs=4.591×10-8 m calculated using the initial data with the smallest void ratio would reduce the calculated results. It could be speculated that the accurate REV should have a characteristic length in between bl and bs. Assigning bh=bl and bv=bs, then the other 4 parameters could be calculated with void ratio e, the hygroscopicity index, and (10) and (11).From the hygroscopicity index [15], 0.1 cm3 of hygroscopic water is a typical average for every 1 cm3 soil particle for sea clay. This means that, in the progress of permeation, the solid part Ωs increases 1.1 times. Converting it to the R-W model, the size of the unit cell combined with the lamina is 1.05 (1.1) times the size of the unit cell without the lamina and it could be obtained that wh/wv=bh/bv=0.05. Then, using the modified R-W model, the results of the permeability could be calculated. The results are shown in Table 2 with the associated void ratio and measured permeabilities.Table 2
Calculated and measured permeabilities of sea clay using the R-W model.
e m k m / 10 - 17 m2 k c / 10 - 17 m2 1.91 12.60 12.68 1.82 10.06 10.73 1.73 7.93 8.99 1.64 6.48 7.44 1.55 5.29 6.09 1.49 4.59 5.18 1.37 3.37 3.90 1.31 2.85 3.22 1.25 2.39 2.63 1.19 1.93 2.11 1.13 1.63 1.67 1.07 1.37 1.30 1.01 1.08 0.98Similarly, usingem as the abscissa and kc/km of the rec. model and the R-W model as the ordinate, Figure 6 could be obtained.Figure 6
Comparison of the calculated and measured permeabilities of sea clay using the rec. model and the R-W model.From Figure6, it is shown that the calculated results for the permeability of the sea clay are improved significantly when using the modified R-W model. Fitting the results into a straight line, the slope was reduced to 0.12, which was much smaller than the square model in Figure 3 to control the calculation to be more accurate.


## 3.3. Calculations of Kaolin and Illite Clay Using R-W Model

To verify the applicability of the R-W model, the permeabilities of kaolin [16] and illite [17] clay were calculated. Using the hygroscopicity index of kaolin clay and illite clay [15], the size of the unit cell representing the kaolin clay combined with the lamina was 1.05 times the size of the unit cell without the lamina, while that of the illite clay was 1.10 times larger. The calculated results of the kaolin clay and illite clay are listed in Tables 3 and 4, respectively. The calculation of illite clay ignored the significantly inaccurate data pair that occurred when em=2.43 and km=11.28×10-18 m2.Table 3
Calculated and measured permeabilities of kaolin clay using the R-W model.
e m k m / 10 - 16 m2 k c / 10 - 16 m2 2.05 4.97 4.86 1.93 4.18 4.14 1.84 3.30 3.64 1.73 2.75 3.08 1.57 2.09 2.34 1.53 1.85 2.18 1.41 1.77 1.71 1.38 1.48 1.60 1.31 1.35 1.37 1.26 1.23 1.21 1.21 0.80 1.07 1.16 0.94 0.93 1.11 0.77 0.81 1.00 0.55 0.57 0.97 0.50 0.51Table 4
Calculated and measured permeabilities of illite clay using the R-W model.
e m k m / 10 - 18 m2 k c / 10 - 18 m2 3.72 11.53 11.42 3.28 7.25 8.65 2.87 4.56 6.36 2.60 3.42 5.02 2.43 11.28 — 2.28 3.57 3.61 2.17 2.10 3.18 1.85 1.48 2.05 1.45 0.71 0.97 1.36 0.40 0.77 1.25 0.38 0.56 1.15 0.36 0.39 1.12 0.27 0.35 0.98 0.22 0.16 0.91 0.12 0.08Usingem as the abscissa and kc/km of the rec. model and the R-W model as the ordinate for the kaolin clay and illite clay separately, Figure 7 can be obtained.Figure 7
Comparison of the calculated and measured permeabilities using R-W model.
(a)
Kaolin clay (b)
Illite clayFrom Figure7, the ratios of the calculated permeability to the measured permeability (kc/km) of the kaolin clay and illite clay using the R-W model were all between 1/3 and 3, which demonstrated the feasibility and accuracy of the R-W model in the permeability calculation for clay using the double-scale asymptotic expansion method.It should be pointed out that the measured permeability of the illite clay was indirectly derived by the consolidation curve of Terzaghi’s Consolidation Theory. This result is shown to have poor stability in the literature [18], which can cause large fluctuations in kc/km of illite clay, as shown in Figure 7(b). Conversely, the measured permeability of kaolin clay is obtained using the conventional or modified constant-head test, which produces more accurate results. Thus, the inverse calculation of kaolin clay using the double-scale asymptotic expansion method provides better stability and accuracy, as shown in Figure 7(a).


## 4. Conclusions

The double-scale asymptotic expansion method used in this study can numerically solve the Navier-Stokes equation and determine the soil permeability based on the assumption that the porous media are homogeneous, and the microstructure of the media is known to be an incompressible Newtonian fluid with a small Reynolds number. Conversely, using several measured values of the void ratio and the corresponding permeabilities of the media, the characteristic length of a reasonable REV can be calculated. Then, the permeability of the other void ratio can be calculated by changing the distance between the unit cells of the REV.For the calculation of sea clay permeability, the existing square model produced significant deviations. Using the measured value with the largest void ratio as the initial data would lead to a larger characteristic length of the REV and larger calculated results, while using the smallest void ratio as the initial data would lead to smaller results. The straight lines which were fitted by the calculated results had a large slope, which means the deviations would increase more significantly along with the differences between the used void ratio and the initial void ratio. It was speculated that the square model could not represent the flattened shape of the clay particle and ignored the bound water film wrapping around the clay particles.Thus, the R-W model was proposed, which could represent the flattened shape of the clay particles and the water film around them. Using the measured values with both the largest and the smallest void ratio along with the corresponding permeability and the known hygroscopicity index, the horizontal and vertical characteristic lengths of R-W model can be confirmed. Then, the permeabilities of the other void ratios can be inversely calculated by changing the distance between the unit cells based on the same ratio of the horizontal and vertical characteristic length. The example, where the same sea clay was used, shows higher accuracy and a smoother slope of the fitted straight line using the R-W model. Additionally, the permeabilities of two other types of clay, which were kaolin clay and illite clay, were also calculated. The calculations using R-W model also show satisfactory results, which prove the feasibility and accuracy of the R-W model for the calculation of clay permeabilities using the double-scale asymptotic expansion method.



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*Source: 5172148-2016-11-15.xml*