Abstract
A soil water characteristic curve (SWCC) model named as discrete-continuous multimodal van Genuchten model with a convenient parameter calibration method is developed to describe the relationship between soil suction and the water content of a soil with complex pore structure. The modality number N of the SWCC in the proposed model can be any positive integer (the so-called multimodal or N-modal SWCC). A unique set of parameters is determined by combining curve fitting and a graphical method based on the shape features of the SWCC in the log s–log Se plane. In addition, a modality number reduction method is proposed to minimize the number of parameters and simplify the form of SWCC function. The proposed model is validated using a set of bimodal and trimodal SWCC measurements from different soils, which yield a strong consistency between the fitted curves and the measured SWCC data. The uniqueness in the set of parameters provides the possibility to further improve the proposed model by correlating the parameters to soil properties and state parameters.
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1 Introduction
The soil water characteristic curve (SWCC) describes the relationship between soil suction and water content (e.g., volumetric water content θ, gravity water content w or degree of saturation Sr) of a soil. In unsaturated soil mechanics, SWCC predominates the hydro-mechanical coupling of unsaturated soils [14, 25, 39], since mechanical properties like the shear modulus, compression index, and yielding stress are often related to suction [1, 3, 31, 38, 45] or degree of saturation [27, 50, 51]. Additionally, soil properties, which are time-consuming to determine, like the unsaturated hydraulic conductivity and pore size distribution, can be derived from SWCC [2, 16, 26, 33]. Thus, a precise description for SWCC of soils is significant for geotechnical and geo-environmental engineering, soil science as well as agriculture engineering.
A number of empirical models have been developed to reproduce the unimodal SWCC, for example, Brooks and Corey Model (BCM) [6], van Genuchten Model (VGM) [16], as well as Fredlund and Xing Model (FXM) [13]. Parameters of these models are usually obtained by best-fitting SWCC data or obtained indirectly from soil properties by using the so-called pedotransfer functions [5, 19, 22, 36, 42, 43].
In recent studies, two or more pore series, resulting from the gap-graded grain size distribution or the aggregation of fine particles, have been widely observed in undisturbed soils [28], mixed soils [7, 8, 35] and compacted fine-grained soils [10, 32]. The SWCC of such soils can thus be bimodal or even multimodal, which cannot be appropriately described by unimodal SWCC models. Therefore, a set of bimodal SWCC models, as a piecewise function [8, 40, 47] or a continuous function [9, 11, 12, 23, 28, 34, 46], have been developed for the soils with heterogeneous pore structure.
The first piecewise bimodal SWCC model was developed by Smettem, Kirkby [40], who introduced two independent closed-form analytical solutions to describe the macro- and microporosity of an aggregated loam. Afterward, Wilson et al. [47] extended the method to model the hydraulic properties of a soil with three pore families by using its SWCC data. Following the framework suggested by Smettem, Kirkby [40], Burger, Shackelford [8] proposed a piecewise function to describe the bimodal SWCC of a pelletized diatomaceous earth. In their work, bimodal SWCC was divided into a macro- and a micro-sub-curve using a chosen delimiting point, leading to a piecewise bimodal SWCC function as
where \(S_{r}\) represents the degree of saturation; \(S_{r,\max }\) is the maximum degree of saturation; \(S_{{r,{\text{res}}}}\) is the degree of saturation at residual state; \(s_{j}\) is the delimiting suction; \(S_{r,j}\) is the degree of saturation at delimiting point; \(S_{r,1}\) and \(S_{r,2}\) represent the independent closed-form analytical solutions for the local degree of saturation in the macro- and microporosity, respectively, which can be described by a unimodal SWCC function (e.g., BCM, VGM or FXM). After choosing an appropriate delimiting point, the parameters are obtained by fitting the individual unimodal function for subporosity to their corresponding SWCC data. However, in spite of the convenience in the parameter calibration process, the discontinuity feature is not expected for the numerical applications and the incorporation into a constitutive modeling.
A general framework for a continuous bimodal SWCC was proposed by Ross, Smettem [34] using ‘volumetric fraction approach’ [21, 46]. The overall pore space of the soil is regarded as the superposition of two overlapping subporosities, i.e., the micro- and macroporosity, and the bimodal SWCC function in terms of effective degree of saturation Se can be expressed as
Herein, R1 and R2 represent the volumetric fraction of micro- and macroporosity, respectively; \(S_{r,1}\) and \(S_{r,2}\) represent the sub-SWCC curves for the macro- and microporosity, respectively, which can be described by a unimodal SWCC function. Based on this framework, a number of continuous bimodal SWCC model have been developed [9, 11, 12, 28, 34]. Details of these continuous bimodal SWCC models are summarized in Table 1. In comparison with the piecewise form, continuous bimodal SWCC model is more convenient for numerical and practical applications, but the parameters involved in these models are highly correlated, resulting in difficulties in the calibration process [18, 46]. Durner [12] pointed out that the parameters should be regarded as curve shape coefficients instead of parameters with physical meanings. To best fit the parameters, a specific curve fitting procedure associated with a proper initial approximation of the parameters and appropriate constraint conditions are required. Nevertheless, identical SWCC may be reproduced by different sets of parameters [18, 46], due to the possible intercorrelations among the parameters.
To overcome the difficulties in parameter calibration, another type of continuous bimodal SWCC functions has been developed based on the independent parameters related to the SWCC shape features, referred to as ‘unique parameter approach’ [21, 46]. Gitirana and Fredlund [18] presented a bimodal model with the parameters determined with bending points from the shape of SWCC, which requires only one additional curve fitting parameter. Using a similar approach, Li et al. [23] proposed another empirical bimodal SWCC function that directly incorporates the suction and gravity water content of bending points of SWCC into the model. Wijaya and Leong [46] decomposed SWCCs into several linear segments and employed the Heaviside function to smooth the junctions of the linear segments. In this manner, all the parameters involved can be graphically determined without curve fitting procedure. Details of these models developed with the ‘unique parameter approach’ are summarized in Table 1. The major advantage of this type of bimodal SWCC model is the direct graphical determination of the parameters, which enables sensitivity analyses of SWCC parameters, making it possible to extend the SWCC model by relating the parameters to other soil properties and state parameters [18, 46]. However, this type of model usually requires a rather complex mathematical form for the SWCC function, as shown in Table 1.
For continuous bimodal SWCC, the simple volumetric fraction models show difficulty in parameter determination, while the unique parameter approach requires a rather complex SWCC function. This problem is more significant for multimodal SWCCs. Recent studies have reported that the pore structures in unsaturated fine-grained soils are more complex than to be represented by a bimodal pore size distribution [24, 30, 41, 44], resulting in multimodal SWCCs. To describe multimodal SWCCs, the existing bimodal SWCC models can be extended to N-modal SWCC functions. However, the parameter determination procedure is more complicated due to the significant increase in the number of parameters and the intercorrelations among them. So far, however, a general continuous N-modal SWCC model (‘general’ means that the modality number N can be any positive integer) is still lacking. The objective of this paper is to develop a N-modal SWCC model in a simple mathematical form with a convenient parameter calibration method.
2 Multimodal SWCC models
Similar to the bimodal SWCC models, multimodal SWCC models can be developed in piecewise or continuous form. In this section, a piecewise N-modal SWCC model named as discrete multimodal van Genuchten model (DMVGM) is derived based on the piecewise bimodal SWCC model proposed by Burger and Shackelford [8], and a continuous N-modal SWCC model named as continuous multimodal van Genuchten model (CMVGM) is extended from the continuous bimodal SWCC model proposed by Ross and Smettem [34].
2.1 A piecewise multimodal SWCC model—DMVGM
In this section, the piecewise bimodal SWCC function proposed by Burger, Shackelford [8] is extended to describe the multimodal SWCC. As shown in Fig. 1, the whole pore space Vvoid of a multimodal soil is assumed to contain a permanent saturated part Vres, a permanent dry part Vdry, and an unsaturated part Vunsat:
Herein, Vdry represents the volume of isolated pores in the soil, which are not accessible from outside. Vres represents the volume occupied by the adsorbed water, which is strongly bonded on the soil particle surface. Thus, Vres is fully saturated even at a very high suction level. Vunsat represents the volume of the interconnected pores, which show varying degrees of saturation during wetting and drying cycles. From Eq. (3), the maximum degree of saturation Sr,max can be determined as
and the residual degree of saturation Sr,res is expressed as
Assuming that the unsaturated volume Vunsat consists of N subporosities
volumetric fraction Ri for the ith subporosity can be defined as
Dividing the both sides of Eq. (6) by Vunsat gives
The concept of Burger, Shackelford [8] for bimodal soils can be extended to establish the Sr–s relationship for a multimodal soil by assuming an idealized N-modal pore structure as following (see Fig. 2a). For a N-modal soil, we may introduce N−1 delimiting points si (2 ≤ i ≤ N) to divide the SWCC into N subcurves. One subcurve represents one subporosity. In addition, two additional ‘delimiting’ suctions s1 = 0 and sN+1 = \(\infty\) are employed for mathematical convenience. For an imposed suction \(s \in \left[ {s_{i} ,s_{i + 1} } \right)\), it is assumed that the 1st to the (i−1)th subporosity are completely desaturated, whereas the (i + 1)th to the Nth subporosity are fully saturated. The ith subporosity is under desaturation process, and the water volume in the ith subporosity Vw,i is expressed as
where \(S_{r,i}\) represents the local degree of saturation of the ith subporosity and is described by a unimodal SWCC model (e.g., VGM). From Eqs. (3)–(9), the total water volume in the soil at a suction level \(s \in \left[ {s_{i} ,s_{i + 1} } \right)\), can be expressed as
The degree of saturation gives
Substituting Eqs. (4) and (5) into (11) gives
From Eq. (12), it is not hard to find that SWCC in terms of the effective degree of saturation Se can be expressed as
In this paper, VGM (with the constraint m + 1/n = 1 suggested by Van Genuchten and Nielsen [17]) is adopted to describe \(S_{r,i}\):
where \(\alpha_{i}\) and \(m_{i}\) are the VGM parameters for the ith subporosity. From Eqs. (12)–(14), we get the degree of saturation of a N-modal soil in a piecewise form
and the effective degree of saturation
The piecewise SWCC function in Eq. (16) is named as discrete multimodal van Genuchten model (DMVGM). From the left limit of a delimiting point s = si
and the right limit
we get the following inequality
Therefore, DMVGM predicts a point of discontinuity at each delimiting points, as shown in Fig. 2a. For a bimodal soil (s1 = 0, s2 = sj, s3 = \(\infty\)), Eq. (16) degrades to
and the volumetric fraction of macro (R1)- and micro (R2)-porosity can be expressed as
Substituting Eqs. (21) in (20), it is not hard to see that the Burger, Shackelford [8] bimodal model (using VGM to describe Sr,i) is equivalent to DMVGM with N = 2, as shown in Fig. 2b.
2.2 A continuous multimodal SWCC model—CMVGM
In order to derive a continuous multimodal SWCC model, the whole pore space of the soil is regarded as a superposition of a set of overlapping subporosities, each of which occupies a volumetric fraction Ri [12, 34, 48]. The continuous multimodal SWCC model in terms of effective degree of saturation \(S_{e}\) is obtained by extending the bimodal function (Eq. 2) as
where again N is the modality number, \(R_{i}\) is the volumetric fraction of each subporosity with \(\mathop \sum \limits_{1}^{N} R_{i} = 1\), and \(S_{r,i}\) is the local degree of saturation of a subporosity. This general concept was first proposed by Ross and Smettem [34]. They pointed out that \(S_{r,i}\) may be described by any unimodal SWCC model (e.g., BCM and VGM). For the aim of simplicity, \(S_{r,i}\) is replaced by VGM (with the constraint m + 1/n = 1) in this study. A continuous N-modal SWCC model is then expressed as
where again \(\alpha_{i}\) and \(m_{i}\) are the VGM parameters for each subporosity. The SWCC function in Eq. (23) is named as continuous multimodal van Genuchten model (CMVGM).
3 Development of discrete-continuous multimodal Van Genuchten model (D-CMVGM)
In Sect. 2, two N-modal SWCC functions in piecewise form [DMVGM in Eq. (16)] and continuous form [CMVGM in Eq. (23)] are introduced. For practical applications of these models, convenient parameter calibration methods are required. In comparison with CMVGM, the parameter determination method for DMVGM is relatively simple due to the independence of the parameters for each subporosity, but the numerical implementation is inconvenient since DMVGM generates N−1 discontinuity points in the SWCC. Furthermore, the discontinuity feature is more significant with increasing modality number N. In contrast, CMVGM describes a continuous SWCC with convenient numerical implementation. However, including the Sr,max and Sr,res, the totally 3 N + 2 parameters can be hardly determined through solely a best fitting procedure due to the strong intercorrelation among the parameters.
Note that the CMVGM and DMVGM possess identical set of parameters except for the additional delimiting suctions si for DMVGM, it is possible to calibrate the common parameters in DMVGM and use CMVGM to describe a continuous multimodal SWCC. This framework, utilizing both advantages of DMVGM (convenient parameter determination method) and CMVGM (simple and continuous mathematical function), is named as D-CMVGM. The detailed properties in D-CMVGM are shown in Table 1. In this section, the feasibility of the D-CMVGM framework for bimodal SWCCs is validated in Sect. 3.1; the determination procedure for the modality number N, delimiting suctions for DMVGM, as well as the common 3 N + 2 parameters for DMVGM and CMVGM, is shown in Sect. 3.2; an example for reproducing a multimodal SWCC of a silty sand by D-CMVGM is demonstrated in Sect. 3.3; the development of a modality number reduction method (MNRM) is shown in Sect. 3.4.
3.1 Feasibility of D-CMVGM framework for bimodal SWCCs
The feasibility of D-CMVGM framework is validated by using CMVGM and DMVGM with identical parameters to simulate the same bimodal SWCCs, as shown in Fig. 3. Additionally, for DMVGM, the point at Se = R2 is chosen as the delimiting point. For the silty sand [49] in Fig. 3a with a relative high ratio of α1/α2 = 77 (distinct bimodal pore structure), DMVGM and CMVGM reproduce almost identical SWCC. For the undisturbed loams [28] in Fig. 3b, c with relative low ratios of α1/α2 = 46 and 24, respectively, as well as the coarse sand [37] in Fig. 3d with an extreme low ratio of α1/α2 = 3.6, the SWCCs reproduced by CMVGM and DMVGM are in good agreement with a slight discrepancy near the delimiting point. In general, DMVGM and CMVGM with the same set of parameters reproduce almost identical bimodal SWCC despite a slight discrepancy in a small range near delimiting point. The more pronounced the bimodal feature is, the less remarkable is the discrepancy. This phenomenon revealed a crucial fact that the parameters in CMVGM can be obtained with DMVGM based on SWCC data. Substituting the determined parameters in CMVGM then gives a continuous SWCC over the entire suction range. In fact, the parameter set of CMVGM for a multimodal SWCC may be not unique [18, 46], which will be discussed in Sect. 5. The unique parameter set determined by DMVGM is regarded as one of the suitable parameter sets of CMVGM. This common parameter set of DMVGM and CMVGM can be conveniently determined in the proposed D-CMVGM framework, which is introduced in the following subsections.
3.2 Parameter calibration method for the D-CMVGM framework
3.2.1 Determination of S max and S res
Under the framework of D-CMVGM, the effective degree of saturation Se of a soil with complex pore structure is described by Eq. (23), while SWCC is usually represented in terms of gravity water content w, volumetric water content θ or degree of saturation Sr. Thus, a complete multimodal SWCC model can be generally expressed as
where S is defined as general water content representing w, θ or Sr; Smax and Sres are the maximum and residual values of that general water content, respectively. The maximum value of the water content measured during SWCC tests is adopted for the parameter Smax. The parameter Sres representing the residual water content at high suction range is set equal to zero. From Eq. (24), we obtain
The SWCC data are then represented in terms of Se by using Eq. (25) and replotted in the log s–log Se plane to determine the other parameters.
3.2.2 Determination of N and R i
Figure 4a shows a set of unimodal and multimodal SWCCs divided into several linear segments (slope not equal to zero) and horizontal segments in the logs–logSe plane (In this paper, log X represents the base 10 logarithm of X). Under the framework of D-CMVGM, a linear segment in the logs–logSe plane is regarded as a ‘subporosity’, i.e., the modality number N is identical with the number of the linear segments (horizontal segments occupy zero volumetric fraction). As shown in Fig. 4a, the SWCC of silty loam [6] is unimodal; the SWCCs of kaolin–sand mixture [35], coarse sand [37] and undisturbed loam [28] are bimodal. Particularly, the SWCC of silty sand with gravel [49] is trimodal. The first linear segment represents the macroporosity, and the third linear segment represents the microporosity within the aggregations of fine particles. The second ‘transition’ linear segment, which is determined by the pore space in the overlapping range of macro- and microporosity, can be regarded as an extra porosity, although it occupies a small volumetric fraction. A similar finding has also been reported by Lloret and Villar [24]. They treated the microstructure of the heavily compacted ‘FEBEX’ bentonite as an assemblage of two distinguished porosities (macro- and microporosity) and an extra porosity in their overlapping range.
In the logs–logSe plane, the cross-points of each adjacent linear segments and horizontal segments are chosen as delimiting points, and the volumetric fraction Ri for each ‘subporosity’ is graphically determined. Based on this concept, a general procedure to separate a N-modal SWCC into N linear segments in the logs–logSe plane is demonstrated in Fig. 4b.
3.2.3 Determination of m and α for unimodal case (N = 1)
For the case of N = 1, both DMVGM and CMVGM degrade to VGM, which means that D-CMVGM with N = 1 is equivalent to VGM. The SWCC in terms of effective degree of saturation \(S_{e}\) is
The slope k of the SWCC in the logs–logSe plane is defined as
From Eq. (27), it is not hard to see that the slope k monotonically increases with increasing suction. Thus, the maximum slope kmax is reached, when suction trends to infinite:
Taking the logarithm of both sides of Eq. (26) gives
When suction trends to infinite, the third term on the right-hand side of Eq. (29) vanishes, indicating a linear asymptote of VGM in the logs–logSe plane as
where \(S_{e}^{*}\) is the value of effective degree of saturation on the asymptote. When the soil is saturated, the suction value \(s_{ae}\) on the asymptote is solved from Eq. (30) by setting \(S_{e}^{*} = 1\), which gives
This suction \(s_{ae}\) is usually regarded as the air entry value of the soil. These features of VGM expressed in Eqs. (26)–(31) can also be found in [15, 20].
The evolution of VGM in the logs–logSe plane is schematically demonstrated in Fig. 5a. When suction exceeds the air entry value, VGM rapidly trends to its asymptote and the slope k increases up to m/(1−m). That means, for a unimodal SWCC, the linear asymptote can be approximated by using the measured SWCC data and the parameter m is back calculated as
where k is the slope of the approximated asymptote. The parameter α is the inverse of sae (Eq. 31), which can be graphically determined, as shown in Fig. 5a. An example is shown in Fig. 5b, the SWCC of a compacted silty sand (data from [29]) is accurately reproduced by VGM with the parameters determined by the proposed calibration method.
3.2.4 Determination of m i and α i for multimodal case (N ≥ 2)
For the case of N ≥ 2, the N-modal SWCC presented in the logs–logSe plane is divided into N linear segments, as shown in Fig. 4. The parameters mi and αi are determined based on the slope and position of each linear segment. In DMVGM, the slope ki of the ith subcurve in the log s–log Se plane is defined as
Taking the derivative with respective to \(s\) in Eq. (16) gives
Combining Eqs. (13), (14), (33) and (34), we obtain
Details in the derivation of Eq. (35) are shown in Appendix A. Note that
Equation (35) may be rewritten as
Let us define the effective volumetric fraction Reff,i for the ith subporosity as
Substituting Eqs. (38) in (37) gives
For the ith subporosity, it shall be noted that the parameters mi and Reff,i are two constants. The parameter mi is characterized by the pore size distribution of the ith subporosity. That means, the slope ki solely depends on the local degree of saturation Sr,i according to Eq. (39). As suction increases from si to si+1, Sr,i gradually decreases from 1 (fully saturated ith subporosity) to 0 (fully desaturated ith subporosity). From mathematical point of view, Eq. (39) predicts a maximum for the slope ki during the desaturation process. Furthermore, it is proved that the maximum slope ki,max exists for any combination of Reff,i (0 < Reff,i ≤ 1) and mi (0 < mi < 1) (see Appendix B). An example of the ki evolutions for different combinations of mi and Reff,iis shown in Fig. 6a (mi = 0.8) and b (Reff,i = 0.8). Thus, the maximum slope ki,max can be generally expressed as a function of mi and Reff,i:
The analytical expression for the function \(f\left( {m_{i} ,R_{{{\text{eff}},i}} } \right)\) is difficult to determine, but the evolution of ki,max, depending on Reff,i and mi, can be numerically obtained according to Eq. (39), which are plotted in Fig. 7a (for 0 ≤ ki,max ≤ 0.5) and b (for 0.5 ≤ ki,max ≤ 2.5).
The mean slope ki,mean, which is graphically determined from the ith linear segment in the logs–log Se plane, is approximated by the maximum slope ki,max for each subporosity (such an approximation is proved to be adequate to describe the SWCC accurately, see the subsequent sections):
Consequently, mi can be back calculated by Eq. (41) using the prior determined mean slope ki,mean and the effective volumetric fraction Reff,i for each subporosity. Equivalently, the parameter mi can be directly determined from Fig. 7a, b with graphically determined values of ki,mean and Reff,i.
In order to determine \(\alpha_{i}\), CMVGM with prior determined Ri and mi is fitted to the overall SWCC data. As shown Fig. 4b, the initial approximation for \(\alpha_{1}\) (denoted as \(\alpha_{1}^{*}\)) is regarded as the inverse of the suction of the point on the first linear segment by Se = 1. For i ≥ 2, the inverse of delimiting suctions is adopted as the initial approximation for \(\alpha_{i}\) (denoted as \(\alpha_{i}^{*}\)). It is worth to emphasize that such an approximation is already close to \(\alpha_{i}\). For this reason, the best fitting procedure is stable and converges rapidly. In this paper, the parameter \(\alpha_{i}\) (in the unit of kPa−1) is presented as the inverse of a suction value.
3.2.5 Summary for the parameterization of SWCCs by using the D-CMVGM framework
A general procedure to reproduce unimodal or multimodal SWCCs by using the D-CMVGM framework is summarized as following:
-
1.
Determine Smax and Sres based on the measured SWCC data and calculate the effective degree of saturation Se
-
2.
Plot the SWCC data in the logs–log Se plane
-
3.
Divide the SWCC data into N linear segments and determine the delimiting points
-
4.
Calculate the volumetric fraction Ri and effective volumetric fraction Reff,i of each subporosity
-
5.
Measure the mean slope ki,mean of each linear segment
-
6.
Determine the parameters mi with prior determined ki,mean and Reff,i from the diagram in Fig. 7.
-
7.
Determine \(\alpha_{i}^{*}\) from the SWCC in the log s–log Se plane. Adopt \(\alpha_{i}^{*}\) as initial approximation for \(\alpha_{i}\). and fit CMVGM to all of the measured SWCC data with prior determined Ri and mi.
-
8.
Use CMVGM with the determined parameters to reproduce SWCC
For the case of N = 1, D-CMVGM is equivalent to VGM, and Eq. (40) degrades to Eq. (28), which corresponds to the curve for Reff,i = 1 in Fig. 7. The proposed parameter calibration method is automatically adapted to that for VGM, and hence the above described procedure is also valid for unimodal SWCCs.
3.3 Example of the reproduction of the SWCC for a silty sand with a trimodal function
The fitted SWCC of a silty sand (SW-SM with gravel according to [49]) by using D-CMVGM framework is demonstrated in Fig. 8. The maximum and residual degree of saturation Sr,max and Sr,res are set equal to 0.92 and 0, respectively (see Fig. 8a). Replotting the data in the logS –logSe plane, the SWCC shows a pronounced multimodal characterization. Dividing the SWCC into three linear segments (see Fig. 8b), denoted as S1, S2 and S3, respectively, a trimodal function (N = 3) is adopted to reproduce the SWCC. Setting the delimiting points at the two cross-points of the linear segments (see Fig. 8c), the volumetric fraction Ri of each subporosity is graphically determined (R1 = 0.47; R2 = 0.07; R3 = 0.46) and the effective volumetric fraction Reff,i is calculated (Reff,1 = 0.47; Reff,2 = 0.13; Reff,3 = 1.0). Measuring the mean slope ki,mean of each linear segment (k1,mean = 0.62; k2,mean = 0.04; k3,mean = 0.19), the parameters mi are directly obtained from Fig. 7 (m1 = 0.78; m2 = 0.42; m3 = 0.17, see Fig. 8d, e). Eventually, the \({\alpha }_{i}^{*}\) (initial approximation for \({\alpha }_{i}\)) are directly graphically determined, and the parameters \({\alpha }_{i}\) are obtained by fitting CMVGM to the overall SWCC data (α1 = 1/0.12; α2 = 1/0.50; α3 = 1/15.5). As shown in Fig. 8f, the fitted curve is in good agreement with the SWCC data.
3.4 Modality number reduction method (MNRM) for D-CMVGM framework
In the previous subsections, the procedure of reproducing a multimodal SWCC by using D-CMVGM framework has been introduced. However, the modality number N can be further reduced by regarding the subporosity with relatively low volumetric fraction as the overlap of its adjacent subporosities. Such a subporosity is named as ‘transition subporosity’, and its linear segment is named as ‘transition segment (TS)’. In this study, the subporosity, whose volumetric fraction is lower than 0.1, is regarded as the transition subporosity. The middle point of a transition segment is chosen as a delimiting point to split the transition segment. By incorporating half of the volume into the former adjacent subporosity and the other half into the latter adjacent subporosity, the modality number is reduced (modality number coincides with the number of linear segments). This method is named as modality number reduction method (MNRM), which simplifies the form of SWCC function and reduces the number of unknown parameters. A schematic representation for dividing a N-modal SWCC into linear segments and transition segments in the log s–log Se plane by using MNRM is shown in Fig. 9.
The procedure for reproducing the SWCC of a silty sand (SW–SM with gravel according to [49]) by using D-CMVGM framework incorporating MNRM is shown in Fig. 10. The second subporosity with a volumetric fraction of 0.07 is regarded as a transition subporosity and its linear segment as transition segment. The corresponding parameter calibration procedure is shown in Fig. 10. As can be seen, the SWCC is precisely reproduced, while the SWCC function is simpler, and less parameters are required.
4 Applications of the D-CMVGM framework
4.1 Simulation of bimodal and trimodal SWCCs of mixed soils
In Fig. 11, the measured SWCCs of four mixed soils (S1–S4) from [35] are demonstrated. The four artificial soils were prepared by mixing coarse kaolin and Ottawa sand with different fines contents, and therefore they have different pore structures and different SWCCs. As shown in Fig. 11a, the SWCC of S1 can be regarded as an assembly of three linear segments. The second subporosity occupies a volumetric fraction of 0.08, which is less than 0.1. However, in order to validate the ability of the D-CMVGM to reproduce a trimodal SWCC and improve the accuracy of the curve fitting, this subporosity is not seen as a transition subporosity, and a trimodal function is used to reproduce the SWCC of S1. In Fig. 11b, the SWCC of S2 splits into four linear segments. As the second linear segment is almost horizontal (the volumetric fraction of second subporosity is close to zero), MNRM is applied, and the middle point of the second linear segment is chosen as a delimiting point. Therefore, a trimodal function is used to describe the SWCC of S2. The SWCCs of S3 and S4 splits into three linear segments, as shown in Fig. 11c, d, respectively. For the same reason as Fig. 11b, the second linear segments of both SWCCs are regarded as a transition segment, and delimiting points are set in the middle of the transition segments, i.e., a bimodal function is adequate to reproduce the SWCCs of S3 and S4.
The volumetric fraction Ri, the mean slope ki,mean as well as \({\alpha }_{i}^{*}\) (as the initial approximation of \({\alpha }_{i}\)) for each subporosity are presented in Fig. 11. The parameters for D-CMVGM framework as well as the θmax and θres for each sample are listed in Table 2. Figure 12a, b demonstrate a good consistency between the fitted curves and the measured SWCCs.
4.2 Simulation of bimodal SWCCs of a silty sand
Angerer [4] prepared a set of reconstituted samples of low plasticity silty sand, which were statically compacted to different initial densities (Id = 0.5, 0.7 and 0.9) at different water contents (w = 3%, 6% and 10%). The fine content of the soil is 9.5%, including 1% clay and 8.5% silt. The SWCCs of the samples were measured over a wide suction range up to about 1 × 106 kPa by using both suction tensiometers (for suction lower than 1 × 103 kPa) and a chilled mirror hygrometer (for suction higher than 1 × 103 kPa). In this paper, only the SWCCs of the samples compacted at a medium density of Id = 0.7 are presented and reproduced.
In Fig. 13a, the SWCC for the soil compacted at w = 3% is demonstrated in the log s–log Se plane, which consists of two linear segments and a transition segment. A delimiting point is set in the middle of the transition segment according to MNRM. Therefore, a bimodal function is used to describe the SWCC. A similar approach is applied to the SWCCs for the samples compacted at w = 6% and w = 10% in Fig. 13b, c, respectively. The parameters of the three SWCCs are shown in Table 3. With the Sr,max and Sr,res, the fitted SWCCs in terms of degree of saturation along with the SWCC data are presented in a conventional log s–Sr plane in Fig. 13d, by which a good agreement between the fitted curves and measured SWCCs is shown.
In addition, the influence of the compaction water content on the SWCCs can be investigated from the variations of the parameters in Table 3. It is noted that the parameters R1, R2, α1 and α2 are affected, while the other parameters remain almost constant. When regression analysis is conducted and parameters R1, R2, α1 and α2 are related to compaction water content, the SWCC for the soil compacted at other water content can be estimated.
5 Discussion of the uniqueness of the set of parameters
As mentioned in Sect. 3, the parameters involved in CMVGM are highly correlated, and thus the use of the least square fitting approach for parameter determination might cause convergence problems in the optimization process [18, 46, 52]. Gitirana Jr and Fredlund [18] pointed out that a unique set of parameters may not exist, when the fitting parameters is not related to the shape features of curves. In this work, this issue is analyzed by reproducing the identical SWCC using CMVGM with two different set of parameters.
In Fig. 14a, the SWCC of a silty sand (SM with gravel according to [23]), presented in the log s–log Se plane (wmax = 0.176 and wres = 0), is approximated by three linear segments. Two delimiting points are set at the cross-points of the linear segments. The parameters determined for a trimodal SWCC function are referred to as ‘solution 1’. In order to find another set of parameters, a specific SWCC separation approach is introduced in Fig. 14b, where the second linear segment is regarded as a transition segment. One delimiting point is set in the middle of the transition segment, and the other delimiting point is used to divide the former first linear segment into two parts. Based on this specific separation approach, the determined parameters are referred to as ‘solution 2’. The parameters in both solutions are shown in Table 4.
The fitted SWCCs with both sets of parameters are demonstrated in Fig. 14c (in terms of effective degree of saturation Se) and d (in terms of gravity water content w). Despite the different parameters, the two fitted curves are almost identical and consistent with the SWCC data, revealing a crucial fact that the set of parameters for CMVGM may be not unique for identical SWCC. Potentially causing the convergence problem and uncertainties in the curve fitting procedure, this shortcoming of CMVGM is overcome under the proposed D-CMVGM framework. A unique set of parameters can be determined with a predefined SWCC linearization and separation procedure in the log s–log Se plane. This feature provides the possibility to extend D-CMVGM by relating the parameters to soil properties or state parameters (for instance, compaction water content, see the example shown in Sect. 4.2).
6 Conclusion
A continuous N-modal SWCC model D-CMVGM with a convenient parameter calibration method is proposed, by which the modality number N can be any positive integer. The CMVGM provides a continuous function to describe the multimodal SWCC of the soils with heterogeneous pore structure. However, the determination of all the parameters solely with a curve fitting procedure leads to convergence problems and enhanced uncertainties, due to the none-uniqueness in the parameters of CMVGM. This problem is overcome under the developed D-CMVGM framework. A unique set of parameters are conveniently determined by a prior SWCC linearization and separation procedure in the log s–log Se plane. The modality number N corresponds to the number of linear segments of the SWCC presented in the log s–log Se plane. In addition, MNRM is proposed to reduce the number of parameters and simplify the form of SWCC function. The parameters Ri and mi can be graphically determined, and the parameters \({\alpha }_{i}\) are determined using a curve-fitting procedure with known parameters Ri and mi. Eventually, the parameters are substituted into CMVGM to reproduce a continuous multimodal SWCC.
The mathematical form of D-CMVGM is relatively simple in comparison with other multimodal (bimodal) SWCC model developed with unique parameter approach. In this work, a total of 9 bimodal SWCCs and 3 trimodal SWCCs from different soils are reproduced, and the fitted curves show good consistency with the SWCC data. In addition, the D-CMVGM framework can be further improved by correlating the parameters to other soil properties or state parameters.
Availability of data and material
The data used to support the findings of this study are available from the corresponding author upon request.
Code availability
The code used to support the findings of this study are available from the corresponding author upon request.
References
Alonso EE, Gens A, Josa A (1990) A constitutive model for partially saturated soils. Géotechnique 40(3):405–430
Alonso EE, Pinyol NM, Gens A (2013) Compacted soil behaviour: initial state, structure and constitutive modelling. Géotechnique 63(6):463–478. https://doi.org/10.1680/geot.11.P.134
Alonso E, Vaunat J, Gens A (1999) Modelling the mechanical behaviour of expansive clays. Eng Geol 54(1–2):173–183
Angerer L (2020) Experimental evaluation of the suction-induced effective stress and the shear strength of as-compacted silty sands. Technische Universität München
Arya LM, Paris JF (1981) A physicoempirical model to predict the soil moisture characteristic from particle-size distribution and bulk density data. Soil Sci Soc Am J 45(6):1023–1030
Brooks R, Corey T (1964) HYDRAU uc properties of porous media. Hydrol Pap Colorado State Univ 24:37
Burger CA, Shackelford CD (2001) Soil-water characteristic curves and dual porosity of sand–diatomaceous earth mixtures. J Geotech Geoenviron Eng 127(9):790–800
Burger CA, Shackelford CD (2001) Evaluating dual porosity of pelletized diatomaceous earth using bimodal soil-water characteristic curve functions. Can Geotech J 38(1):53–66
Coppola A (2000) Unimodal and bimodal descriptions of hydraulic properties for aggregated soils. Soil Sci Soc Am J 64(4):1252–1262
Delage P, Lefebvre G (1984) Study of the structure of a sensitive Champlain clay and of its evolution during consolidation. Can Geotech J 21(1):21–35
Dexter AR, Czyż EA, Richard G, Reszkowska A (2008) A user-friendly water retention function that takes account of the textural and structural pore spaces in soil. Geoderma 143(3–4):243–253. https://doi.org/10.1016/j.geoderma.2007.11.010
Durner W (1994) Hydraulic conductivity estimation for soils with heterogeneous pore structure. Water Resour Res 30(2):211–223
Fredlund DG, Xing A (1994) Equations for the soil-water characteristic curve. Can Geotech J 31(4):521–532
Fuentes W, Triantafyllidis T (2013) Hydro-mechanical hypoplastic models for unsaturated soils under isotropic stress conditions. Comput Geotech 51:72–82
Gallipoli D (2012) A hysteretic soil-water retention model accounting for cyclic variations of suction and void ratio. Geotechnique 62(7):605–616
Van Genuchten MT (1980) A closed-form equation for predicting the hydraulic conductivity of unsaturated soils 1. Soil Sci Soc Am J 44(5):892–898
Van Genuchten MT, Nielsen D (1985) On describing and predicting the hydraulic properties. Ann Geophys 5:615–628
Gitirana G Jr, Fredlund DG (2004) Soil-water characteristic curve equation with independent properties. J Geotech Geoenviron Eng 130(2):209–212
Gupta S, Larson W (1979) Estimating soil water retention characteristics from particle size distribution, organic matter percent, and bulk density. Water Resour Res 15(6):1633–1635
Hu R, Chen Y-F, Liu H-H, Zhou C-B (2013) A water retention curve and unsaturated hydraulic conductivity model for deformable soils: consideration of the change in pore-size distribution. Géotechnique 63(16):1389–1405
Leong E-C (2019) Soil-water characteristic curves-determination, estimation and application. Jap Geotech Soc Spec Publ 7(2):21–30
Leong EC, Rahardjo H, Tinjum JM, Benson CH, Blotz LR (1999) Soil-water characteristic curves for compacted clays. J Geotech Geoenviron Eng 125(7):629–630
Li X, Li J, Zhang L (2014) Predicting bimodal soil–water characteristic curves and permeability functions using physically based parameters. Comput Geotech 57:85–96
Lloret A, Villar MV (2007) Advances on the knowledge of the thermo-hydro-mechanical behaviour of heavily compacted “FEBEX” bentonite. Phys Chem Earth Parts A/B/C 32(8–14):701–715. https://doi.org/10.1016/j.pce.2006.03.002
Mašín D (2013) Double structure hydromechanical coupling formalism and a model for unsaturated expansive clays. Eng Geol 165:73–88
Mualem Y (1976) A new model for predicting the hydraulic conductivity of unsaturated porous media. Water Resour Res 12(3):513–522
Mun W, McCartney JS (2015) Compression mechanisms of unsaturated clay under high stresses. Can Geotech J 52(12):2099–2112
Othmer H, Diekkrüger B, Kutilek M (1991) Bimodal porosity and unsaturated hydraulic conductivity. Soil Sci 152(3):139–150
Patil UD, Puppala AJ, Hoyos LR, Pedarla A (2017) Modeling critical-state shear strength behavior of compacted silty sand via suction-controlled triaxial testing. Eng Geol 231:21–33
Přikryl R, Weishauptová Z (2010) Hierarchical porosity of bentonite-based buffer and its modification due to increased temperature and hydration. Appl Clay Sci 47(1–2):163–170
Qian X, Gray DH, Woods RD (1993) Voids and granulometry: effects on shear modulus of unsaturated sands. J Geotech Eng 119(2):295–314
Romero E, DELLA VECCHIA G, Jommi C, (2011) An insight into the water retention properties of compacted clayey soils. Géotechnique 61(4):313–328
Romero E, Gens A, Lloret A (1999) Water permeability, water retention and microstructure of unsaturated compacted Boom clay. Eng Geol 54(1–2):117–127
Ross PJ, Smettem KR (1993) Describing soil hydraulic properties with sums of simple functions. Soil Sci Soc Am J 57(1):26–29
Satyanaga A, Rahardjo H, Leong E-C, Wang J-Y (2013) Water characteristic curve of soil with bimodal grain-size distribution. Comput Geotech 48:51–61
Scheinost A, Sinowski W, Auerswald K (1997) Regionalization of soil water retention curves in a highly variable soilscape, I. Developing a new pedotransfer function. Geoderma 78(3):129–143
Schnellmann R, Rahardjo H, Schneider HR (2013) Unsaturated shear strength of a silty sand. Eng Geol 162:88–96
Sheng D, Fredlund DG, Gens A (2008) A new modelling approach for unsaturated soils using independent stress variables. Can Geotech J 45(4):511–534
Sheng D, Zhou A-N (2011) Coupling hydraulic with mechanical models for unsaturated soils. Can Geotech J 48(5):826–840
Smettem K, Kirkby C (1990) Measuring the hydraulic properties of a stable aggregated soil. J Hydrol 117(1–4):1–13
Sun H, Mašín D, Najser J, Neděla V, Navrátilová E (2019) Fractal characteristics of pore structure of compacted bentonite studied by ESEM and MIP methods. Acta Geotech. https://doi.org/10.1007/s11440-019-00857-z
Tinjum JM, Benson CH, Blotz LR (1997) Soil-water characteristic curves for compacted clays. J Geotech Geoenviron Eng 123(11):1060–1069
Vereecken H, Maes J, Feyen J, Darius P (1989) Estimating the soil moisture retention characteristic from texture, bulk density, and carbon content. Soil Sci 148(6):389–403
Wang Q, Cui Y-J, Minh Tang A, Xiang-Ling L, Wei-Min Y (2014) Time- and density-dependent microstructure features of compacted bentonite. Soils Found 54(4):657–666. https://doi.org/10.1016/j.sandf.2014.06.021
Wheeler S, Sivakumar V (1995) An elasto-plastic critical state framework for unsaturated soil. Géotechnique 45(1):35–53
Wijaya M, Leong E (2016) Equation for unimodal and bimodal soil–water characteristic curves. Soils Found 56(2):291–300
Wilson G, Jardine P, Gwo J (1992) Modeling the hydraulic properties of a multiregion soil. Soil Sci Soc Am J 56(6):1731–1737
Zhang L, Chen Q (2005) Predicting bimodal soil-water characteristic curves. J Geotech Geoenviron Eng 131(5):666–670
Zhao H, Zhang L, Fredlund D (2013) Bimodal shear-strength behavior of unsaturated coarse-grained soils. J Geotechn Geoenviron Eng 139(12):2070–2081
Zhou A-N, Sheng D, Sloan SW, Gens A (2012) Interpretation of unsaturated soil behaviour in the stress–saturation space, I: volume change and water retention behaviour. Comput Geotech 43:178–187
Zhou A-N, Sheng D, Sloan SW, Gens A (2012) Interpretation of unsaturated soil behaviour in the stress–saturation space: II: constitutive relationships and validations. Comput Geotech 43:111–123
Zurmühl T, Durner W (1998) Determination of parameters for bimodal hydraulic functions by inverse modeling. Soil Sci Soc Am J 62(4):874–880
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The support of the China Scholarship Council (Number 201608080128) is greatly acknowledged by the first Author.
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Appendices
Appendix
Appendix A: details in the derivation of Eq. (35)
Substituting Eqs. (34) in (33) gives
Applying VGM for the ith subporosity (Eq. 14) to Eq. (42), we obtain
Substituting Eqs. (13) in (43), we have
Rewrite Eq. (14) in the form
and substituting Eqs. (45) in (44) gives Eq. (35).
Appendix B: proof for the existence of the maximum slope k i,max
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a)
For the case 0 < Reff,i < 1 (i < N)
In Eq. (39), ki is continuous on Sr,i ∈ [0,1] and differentiable on Sr,i ∈ (0,1). After the Lagrange’s mean value theorem, there is a value \(\xi\) of Sr,i ∈ (0,1) such that
Thus, the slope ki at \(S_{r,i} = \xi\) is the maximum slope ki,max.
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b)
For the case Reff,i = 1 (i = N or unimodal SWCC)
If Reff,i = 1, Eq. (39) degrades to
Thus, the slope at \(S_{r,i} = 0\) is the maximum slope ki,max.
Combining a) and b), the existence of the maximum slope ki,max for any combination of mi ∈ (0,1) and Reff,i ∈ (0,1] is proved.
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Yan, W., Birle, E. & Cudmani, R. A new framework to determine general multimodal soil water characteristic curves. Acta Geotech. 16, 3187–3208 (2021). https://doi.org/10.1007/s11440-021-01245-2
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DOI: https://doi.org/10.1007/s11440-021-01245-2