# HKCV Rheological Constitutive Model of Mudstone under Dry and Saturated Conditions

Authors: Xingang Wang; Lei Huang; Changbin Yan; Baoqin Lian
Journal: Advances in Civil Engineering
 (2018)

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## Abstract

Triaxial rheological tests are performed on mudstones collected from the soft interlayer in the Three Gorges Reservoir Area. In the tests, both dry and saturated conditions are considered, and a complete rheological process is then observed. Based on such laboratory observations of stress-strain, a four-element rheological constitutive model is developed, which is composed of (i) the Hook element, (ii) the Kelvin element, (iii) the viscoelastic-plastic body, and (iv) the nonlinear viscous body (HKCV model). The HKCV model adopts the one-dimensional and three-dimensional equations that are derived. The rheological parameters required are identified, allowing the successful development of the HKCV model. A comparison with the laboratory test observations and the existing model estimates shows that the estimates of the HKCV model are relatively consistent with the observations of the triaxial rheological test. The HKCV model better characterizes the rheological process than the three existing models. However, the HKCV model has the limitation of requiring more parameters than the existing models.


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## Body

## 1. Introduction

Many rocks involve moisture [1]. Moisture has multiple effects on a rock, such as softening and lubrication [2, 3]. Moisture-dependent rheological deformation is found in many rock masses [4, 5], where the long-term effect of moisture aggravates the rheological properties of rocks [6], causes changes in the physical properties and microstructure of rocks, and, in turn, results in rock strength reduction or damage [7, 8]. A significant example of this effect is that of the rock mass in the Three Gorges Reservoir Area [9]. According to incomplete statistics, approximately 69% of the reservoir area suffered rockslide hazard during the impoundment of the Three Gorges Reservoir [10, 11], which is closely related to the rheological effect under water-rock interaction of the mudstone formation.Rheological mechanical characteristics have attracted extensive research. For instance, Lipponen et al. [12] studied the effect of water on the long-term stability of the tunnel surrounding the rock. Okubo et al. [13] performed a long-term creep test on aqueous tuff. A triaxial creep experiment was conducted on limestone under saturated condition [14]. A creep constitutive model was proposed to describe the deterioration of the hydraulic properties of sandstone [15]. The mechanism of creep damage under water-rock interaction of red-bed soft rock was also clarified [11]. Despite numerous rheological constitutive models for multiple types of rock [15, 16, 17], a special model for mudstone, considering moisture content, is still required.This paper aims to develop a new rheological constitutive model of mudstone, which allows the incorporation of the effect of moisture. First, the laboratory triaxial rheological tests are conducted on the mudstone specimens collected from the interlayer in the Three Gorges Reservoir Area. Both dry and saturated conditions are considered. Based on these test observations of stress-strain, a rheological constitutive model, namely, the HKCV model, is then developed. Finally, the developed model estimates are compared with the laboratory test observations and the existing model estimates.


## 2. Test Equipment and Method

### 2.1. Test Equipment

The triaxial rheological test equipment is a rock triaxial rheometer (Figure1), which consists of (1) a control system, (2) an oil source, (3) an axial pressure system, (4) a confining pressure system, (5) a seepage system, (6) a temperature system, and (7) sensors. The sensors include those for measuring (a) deformation, (b) load, (c) pressure, and (d) temperature. For the axial and lateral deformation, we used LVDT and ring deformation sensors, respectively.Figure 1
Triaxial rheological instrument. (a) Photograph. (b) Schematic diagram.
(a)
(b)


### 2.2. Test Method

Mudstone specimens used for the rheological tests were collected from the soft interlayer in the Majiagou landslide in the Three Gorges Reservoir Area, China. Standard sizes with diameters of 50 mm and lengths of 100 mm were prepared.Complete saturation is accomplished by means of vacuum saturation equipment, using the following procedure:(i)
Dry the rock specimens for 12 hours (h) in a dryer, and then cool down naturally(ii)
Saturate the specimens in a sealed container, using distilled water(iii)
Use a vacuum pump to extract air from the container in order to create a vacuum(iv)
Maintain the negative air pressure of 0.1 MPa for 24 h.Although the degree of saturation was not measured in the current work, much previous literature, such as [18, 19], has experimentally proven that such a saturation method allows complete saturation.The seepage system at the bottom of the triaxial cell controls the maintenance of the saturated condition of rock specimens during tests. The confining pressure used in the rheological tests is 3 MPa, which is close to the in situ pressure of the rock. Axial load is applied level by level, according to the results of the conventional triaxial compression tests (Table1). If the deformation rate is no more than 0.001 mm/24 h for 72 h, then the rheological deformation is recognized to be stable, and the next level of axial load can be applied.Table 1
Level of axial load.
Condition
Density (g/cm3)
Longitudinal wave velocity (m/s)
Axial load (MPa)
First stage
Second stage
Third stage
Fourth stage
Fifth stage
Sixth stage
Dry
2.47
2931
10
20
30
35
40
45
Saturated
2.71
2986
10
20
30
35
40
45


### 2.3. Test Results

Strain-time curves for the whole process of rheological deformation are obtained from the tests, as shown in Figure2 (for dry condition) and Figure 3 (for saturated condition).Figure 2
Strain of mudstone over time (under dry condition).Figure 3
Strain of mudstone over time (under saturated condition).The following findings are drawn from Figures2 and 3:(1)
Each time the axial load is applied, the instantaneous elastic strain is produced.(2)
Under low axial load, the axial strain rate begins to decrease, and after a short time, the strain levels off.(3)
Under high axial load, the axial strain experiences continuous accumulation, and the strain rate is greater than zero. Once the strain accumulation exceeds a critical value, mudstone rapidly enters the accelerated rheological stage, until rheological failure.Interestingly, the volumetric strain appeared to increase at the beginning of the 10 MPa pressure application. As is well known, volumetric strain occurs as a result of two opposite factors: (a) radial expansion, which contributes to the increase of volumetric strain, and (b) axial shrink, which contributes to the decrease of volumetric strain. A possible reason for such volumetric strain increase is that the contribution of radial expansion exceeds that of axial shrink. Consequently, the volumetric strain, as an overall measure of deformation, increased.Figures4 and 5 show the axial strain and strain rate over time, for dry and saturated conditions, respectively. They are obtained after the application of the last level of axial load (45 MPa). As shown in Figures 4 and 5, before final failure, the mudstone experiences three typical rheological stages, namely: (1) a decelerated rheological stage, (2) a stable rheological stage, and (3) an accelerated rheological stage. During the decelerated rheological stage, the strain continuously accumulates, and the accumulation gradually increases, but the strain increase rate reduces continuously, that is, ε>0, ε˙>0, and ε¨<0. During the stable rheological stage, the strain continuously accumulates over time, but the strain increase rate is constant, that is, ε>0, ε˙>0, and ε¨=0. During the accelerated rheological stage, the strain develops rapidly, and the strain increase rate shows a trend of increase, that is, ε>0, ε˙>0, and ε¨>0. Since tP, microcracks and pores in the rock specimens propagate, converge, and get connected, leading to final failure at the time point of tF.Figure 4
Strain of mudstone and strain rate over time (under dry condition).tS is the time point when the rock specimens enter the stable rheological stage from the decelerated rheological stage. εS is the strain value at this moment. tP is the time point when the rock specimens enter the accelerated rheological stage from the stable rheological stage. εP is the strain value at the boundary point between the stable rheological stage and the accelerated rheological stage. tF is the time point when the final failure of rock specimens occurs. εF is the strain value at the time of failure.Figure 5
Strain of mudstone and strain rate over time (under saturated condition).Table2 lists the increment values of total strain (comprising instantaneous strain and rheological strain) under each level of axial load. As shown in this table, under the same level of axial load, both the values of total axial and circumferential strains of saturated mudstone are greater than those of dry mudstone. The total cumulative axial strain of saturated mudstone before failure is 0.143, 168% larger than that of dry mudstone, which is 0.085. The total cumulative circumferential strain of saturated mudstone before failure is 0.409, 371% larger than that of dry mudstone, which is 0.110. The total cumulative volumetric strain of saturated mudstone before failure is 0.675, 503% larger than that of dry mudstone, which is 0.134. An interpretation for such phenomena is that water seepage through the microcracks of saturated mudstone softens the mudstone, thus reducing the mudstone strength and relatively increasing the total strain of the mudstone in each direction. Comparison with previous literature such as [20] shows that the different sampling positions or loading methods would produce different test results.Table 2
Strain increment values.
Condition
Axial load (MPa)
Total strain increment
Ratio
Condition
Axial load (MPa)
Total strain increment
Ratio
Δ
ε
1 (10−6)
Δ
ε
2 (10−6)
Δ
ε
v (10−6)
Δ
ε
2
/
Δ
ε
1
Δ
ε
v
/
Δ
ε
1
Δ
ε
1 (10−6)
Δ
ε
2 (10−6)
Δ
ε
v (10−6)
Δ
ε
2
/
Δ
ε
1
Δ
ε
v
/
Δ
ε
1
Dry
10
1230.6
−624.1
−17.6
0.51
0.01
Saturated
5
1747.2
−864
19.2
0.49
0.011
20
1778.3
−2651.6
−3525.0
1.49
1.98
10
1808.3
−1392.3
−976.4
0.77
0.54
30
1861.0
−2567.6
−3274.1
1.38
1.76
15
1708.8
−2684.2
−3659.6
1.57
2.14
35
785.0
−1042.5
−1300.0
1.33
1.66
20
1528
−2795.8
−4063.6
1.83
2.66
40
568.6
−1718.6
−2868.6
3.02
5.05
25
1003.7
−2588.8
−4173.8
2.58
4.16
45
2309.4
−2371.8
−2434.3
1.03
1.05
30
6540.8
−30610.7
−54680.5
4.68
8.36
Cumulation
N/A
8532.8
−10976.2
−13419.6
N/A
N/A
N/A
N/A
14336.7
−40935.7
−67534.6
N/A
N/A
Note:ε1, ε2, and εv represent axial strain, circumferential strain, and volumetric strain, respectively. Circumferential strain is negative at outward expansion.Figure6 shows Δε1/Δε2 and Δε1/Δεv against axial load, for both dry and saturated conditions. As axial load increases, the increase rates of circumferential and volumetric strains gradually exceed the increase rate of axial strain, and eventually the rock deformation shifts to volumetric expansion from volumetric compression. Under the same level of axial load, the saturated mudstone undergoes higher circumferential and volumetric strains than in the dry condition, suggesting that mudstone under the long-term effect of water is prone to more significant circumferential and volumetric expansions.Figure 6
Ratio of strain against axial load.


## 2.1. Test Equipment

The triaxial rheological test equipment is a rock triaxial rheometer (Figure1), which consists of (1) a control system, (2) an oil source, (3) an axial pressure system, (4) a confining pressure system, (5) a seepage system, (6) a temperature system, and (7) sensors. The sensors include those for measuring (a) deformation, (b) load, (c) pressure, and (d) temperature. For the axial and lateral deformation, we used LVDT and ring deformation sensors, respectively.Figure 1
Triaxial rheological instrument. (a) Photograph. (b) Schematic diagram.
(a)
(b)


## 2.2. Test Method

Mudstone specimens used for the rheological tests were collected from the soft interlayer in the Majiagou landslide in the Three Gorges Reservoir Area, China. Standard sizes with diameters of 50 mm and lengths of 100 mm were prepared.Complete saturation is accomplished by means of vacuum saturation equipment, using the following procedure:(i)
Dry the rock specimens for 12 hours (h) in a dryer, and then cool down naturally(ii)
Saturate the specimens in a sealed container, using distilled water(iii)
Use a vacuum pump to extract air from the container in order to create a vacuum(iv)
Maintain the negative air pressure of 0.1 MPa for 24 h.Although the degree of saturation was not measured in the current work, much previous literature, such as [18, 19], has experimentally proven that such a saturation method allows complete saturation.The seepage system at the bottom of the triaxial cell controls the maintenance of the saturated condition of rock specimens during tests. The confining pressure used in the rheological tests is 3 MPa, which is close to the in situ pressure of the rock. Axial load is applied level by level, according to the results of the conventional triaxial compression tests (Table1). If the deformation rate is no more than 0.001 mm/24 h for 72 h, then the rheological deformation is recognized to be stable, and the next level of axial load can be applied.Table 1
Level of axial load.
Condition
Density (g/cm3)
Longitudinal wave velocity (m/s)
Axial load (MPa)
First stage
Second stage
Third stage
Fourth stage
Fifth stage
Sixth stage
Dry
2.47
2931
10
20
30
35
40
45
Saturated
2.71
2986
10
20
30
35
40
45


## 2.3. Test Results

Strain-time curves for the whole process of rheological deformation are obtained from the tests, as shown in Figure2 (for dry condition) and Figure 3 (for saturated condition).Figure 2
Strain of mudstone over time (under dry condition).Figure 3
Strain of mudstone over time (under saturated condition).The following findings are drawn from Figures2 and 3:(1)
Each time the axial load is applied, the instantaneous elastic strain is produced.(2)
Under low axial load, the axial strain rate begins to decrease, and after a short time, the strain levels off.(3)
Under high axial load, the axial strain experiences continuous accumulation, and the strain rate is greater than zero. Once the strain accumulation exceeds a critical value, mudstone rapidly enters the accelerated rheological stage, until rheological failure.Interestingly, the volumetric strain appeared to increase at the beginning of the 10 MPa pressure application. As is well known, volumetric strain occurs as a result of two opposite factors: (a) radial expansion, which contributes to the increase of volumetric strain, and (b) axial shrink, which contributes to the decrease of volumetric strain. A possible reason for such volumetric strain increase is that the contribution of radial expansion exceeds that of axial shrink. Consequently, the volumetric strain, as an overall measure of deformation, increased.Figures4 and 5 show the axial strain and strain rate over time, for dry and saturated conditions, respectively. They are obtained after the application of the last level of axial load (45 MPa). As shown in Figures 4 and 5, before final failure, the mudstone experiences three typical rheological stages, namely: (1) a decelerated rheological stage, (2) a stable rheological stage, and (3) an accelerated rheological stage. During the decelerated rheological stage, the strain continuously accumulates, and the accumulation gradually increases, but the strain increase rate reduces continuously, that is, ε>0, ε˙>0, and ε¨<0. During the stable rheological stage, the strain continuously accumulates over time, but the strain increase rate is constant, that is, ε>0, ε˙>0, and ε¨=0. During the accelerated rheological stage, the strain develops rapidly, and the strain increase rate shows a trend of increase, that is, ε>0, ε˙>0, and ε¨>0. Since tP, microcracks and pores in the rock specimens propagate, converge, and get connected, leading to final failure at the time point of tF.Figure 4
Strain of mudstone and strain rate over time (under dry condition).tS is the time point when the rock specimens enter the stable rheological stage from the decelerated rheological stage. εS is the strain value at this moment. tP is the time point when the rock specimens enter the accelerated rheological stage from the stable rheological stage. εP is the strain value at the boundary point between the stable rheological stage and the accelerated rheological stage. tF is the time point when the final failure of rock specimens occurs. εF is the strain value at the time of failure.Figure 5
Strain of mudstone and strain rate over time (under saturated condition).Table2 lists the increment values of total strain (comprising instantaneous strain and rheological strain) under each level of axial load. As shown in this table, under the same level of axial load, both the values of total axial and circumferential strains of saturated mudstone are greater than those of dry mudstone. The total cumulative axial strain of saturated mudstone before failure is 0.143, 168% larger than that of dry mudstone, which is 0.085. The total cumulative circumferential strain of saturated mudstone before failure is 0.409, 371% larger than that of dry mudstone, which is 0.110. The total cumulative volumetric strain of saturated mudstone before failure is 0.675, 503% larger than that of dry mudstone, which is 0.134. An interpretation for such phenomena is that water seepage through the microcracks of saturated mudstone softens the mudstone, thus reducing the mudstone strength and relatively increasing the total strain of the mudstone in each direction. Comparison with previous literature such as [20] shows that the different sampling positions or loading methods would produce different test results.Table 2
Strain increment values.
Condition
Axial load (MPa)
Total strain increment
Ratio
Condition
Axial load (MPa)
Total strain increment
Ratio
Δ
ε
1 (10−6)
Δ
ε
2 (10−6)
Δ
ε
v (10−6)
Δ
ε
2
/
Δ
ε
1
Δ
ε
v
/
Δ
ε
1
Δ
ε
1 (10−6)
Δ
ε
2 (10−6)
Δ
ε
v (10−6)
Δ
ε
2
/
Δ
ε
1
Δ
ε
v
/
Δ
ε
1
Dry
10
1230.6
−624.1
−17.6
0.51
0.01
Saturated
5
1747.2
−864
19.2
0.49
0.011
20
1778.3
−2651.6
−3525.0
1.49
1.98
10
1808.3
−1392.3
−976.4
0.77
0.54
30
1861.0
−2567.6
−3274.1
1.38
1.76
15
1708.8
−2684.2
−3659.6
1.57
2.14
35
785.0
−1042.5
−1300.0
1.33
1.66
20
1528
−2795.8
−4063.6
1.83
2.66
40
568.6
−1718.6
−2868.6
3.02
5.05
25
1003.7
−2588.8
−4173.8
2.58
4.16
45
2309.4
−2371.8
−2434.3
1.03
1.05
30
6540.8
−30610.7
−54680.5
4.68
8.36
Cumulation
N/A
8532.8
−10976.2
−13419.6
N/A
N/A
N/A
N/A
14336.7
−40935.7
−67534.6
N/A
N/A
Note:ε1, ε2, and εv represent axial strain, circumferential strain, and volumetric strain, respectively. Circumferential strain is negative at outward expansion.Figure6 shows Δε1/Δε2 and Δε1/Δεv against axial load, for both dry and saturated conditions. As axial load increases, the increase rates of circumferential and volumetric strains gradually exceed the increase rate of axial strain, and eventually the rock deformation shifts to volumetric expansion from volumetric compression. Under the same level of axial load, the saturated mudstone undergoes higher circumferential and volumetric strains than in the dry condition, suggesting that mudstone under the long-term effect of water is prone to more significant circumferential and volumetric expansions.Figure 6
Ratio of strain against axial load.


## 3. The Developed HKCV Rheological Constitutive Model

Previous rheological constitutive models for rocks fall into three major categories: (1) empirical models, (2) rheological models based on damage mechanism, and (3) element models. The element models describe the elastic, plastic, viscoelastic, viscoplastic, and other rheological mechanical characteristics of rock and soil by combining the Hookean solid (H), Newtonian fluid (N), St. Venant solid (S), and so on.Generally, elasticity, plasticity, viscoelasticity, and viscoplasticity coexist in soft rocks such as mudstone [21]. As revealed in Figures 2 and 3, the mudstone has instantaneous elastic strain at the beginning of shear stress application, suggesting that the rheological element model for mudstone contains an independent elastic element. After instantaneous deformation, their strain gradually increases and gradually levels off under low axial load, suggesting that the constitutive model for mudstone should contain a viscous element which is combined with the elastic element. Under high axial load, the strain increases continually, suggesting that the rheological model for mudstone should contain a plastic element. During the accelerated rheological stage, the strain accelerates and shows a nonlinear feature, suggesting that the model should contain a nonlinear viscous element.Based on the above analysis, a rheological element combination model consisting of the Hook element, the Kelvin element, the viscoelastic-plastic body, and the nonlinear viscous body connected in series (referred to as HKCV model) is proposed. It is used as the rheological model for the mudstone to describe the nonlinear viscoelastic-plastic feature (Figure7). In this model, a nonlinear Newtonian fluid is introduced as the element of the nonlinear viscous body, which is necessary for accurate description of the accelerated rheological stage.Figure 7
HKCV model.E1 is the instantaneous elastic modulus. E2 and E3 are the viscoelastic moduli. η1, η2, and η3 are the viscoelastic coefficients. ε1, ε2, ε3, and ε4 are the strains corresponding to the rheological bodies. σS is the yield stress of rock. εP is the strain value at the boundary point between the stable rheological stage and the accelerated rheological stage.The constitutive equation for Newtonian fluid is written as(1)ε=σηt,where ηt is a time function of viscosity coefficient η.Letηt=η3t−a2, where η3 is the initial viscosity coefficient during the accelerated rheological deformation. a is the characteristic value determined by fitting the rheological test curve. Then, η is expressed as(2)ηt=η3t−a2=η3t−a2t02,where t0 is the unit reference time, which is set to 1.Accordingly, the constitutive equation for the element of the nonlinear viscous body in the HKCV model is rewritten as(3)εt=0,ifε<εPση3t−a2/t02=ση3t−a2,ifε≥εP.


### 3.1. One-Dimensional Rheological Equation for HKCV Model

Three cases are involved:(1)
Ifσ<σs and ε<εP, keeping σ=σ0  = constant, and carrying out Laplace and inverse Laplace transforms, then the rheological equation for the HKCV model is obtained as follows:(4)εt=σ0E1+σ0E21−e−E2/η1t.(2)
Ifσ0≥σs and ε<εP, then the rheological equation for the HKCV model is(5)εt=σ0E1+σ0E21−e−E2/η1t+σ0−σSE31−e−E3/η2t.(2)
Ifσ0≥σs and ε≥εP, then the rheological equation for the HKCV model is(6)εt=σ0E1+σ0E21−e−E2/η1t+σ0−σSE31−e−E3/η2t+σ0t−a−2η3.


### 3.2. Three-Dimensional Rheological Equation for HKCV Model

In a three-dimensional stress state, let the spherical stress tensor in rocks beσm, the deviatoric stress tensor be Sij, the Kronecker symbol be δij, the spherical strain tensor be εm, the deviatoric strain tensor be eij, the shear modulus of rocks be G, and the bulk modulus be K. Assuming that the bulk modulus keeps constant in the rheological process and is equal to the bulk modulus K during elastic deformation, the rheological equation for the HKCV model in a three-dimensional stress state can be obtained, as formulated below:(7)εij=Sij02G1+σmδij3K+Sij02G21−e−G2/η1t,ifSij0<σs,εij<εPSij02G1+Sij02G21−e−G2/η1t+σmδij3K+Sij0−σS2G31−e−G3/η2t,ifSij0≥σS,εij<εPSij02G1+Sij02G21−e−G2/η1t+σmδij3K+Sij0−σS2G31−e−G3/η2t+Sij02η3t−a2,ifSij0≥σS,εij≥εP.


## 3.1. One-Dimensional Rheological Equation for HKCV Model

Three cases are involved:(1)
Ifσ<σs and ε<εP, keeping σ=σ0  = constant, and carrying out Laplace and inverse Laplace transforms, then the rheological equation for the HKCV model is obtained as follows:(4)εt=σ0E1+σ0E21−e−E2/η1t.(2)
Ifσ0≥σs and ε<εP, then the rheological equation for the HKCV model is(5)εt=σ0E1+σ0E21−e−E2/η1t+σ0−σSE31−e−E3/η2t.(2)
Ifσ0≥σs and ε≥εP, then the rheological equation for the HKCV model is(6)εt=σ0E1+σ0E21−e−E2/η1t+σ0−σSE31−e−E3/η2t+σ0t−a−2η3.


## 3.2. Three-Dimensional Rheological Equation for HKCV Model

In a three-dimensional stress state, let the spherical stress tensor in rocks beσm, the deviatoric stress tensor be Sij, the Kronecker symbol be δij, the spherical strain tensor be εm, the deviatoric strain tensor be eij, the shear modulus of rocks be G, and the bulk modulus be K. Assuming that the bulk modulus keeps constant in the rheological process and is equal to the bulk modulus K during elastic deformation, the rheological equation for the HKCV model in a three-dimensional stress state can be obtained, as formulated below:(7)εij=Sij02G1+σmδij3K+Sij02G21−e−G2/η1t,ifSij0<σs,εij<εPSij02G1+Sij02G21−e−G2/η1t+σmδij3K+Sij0−σS2G31−e−G3/η2t,ifSij0≥σS,εij<εPSij02G1+Sij02G21−e−G2/η1t+σmδij3K+Sij0−σS2G31−e−G3/η2t+Sij02η3t−a2,ifSij0≥σS,εij≥εP.


## 4. Comparison with the Observation of Test and the Estimates of Existing Models

In the test, the rheological stress state under triaxial compression isσ2=σ3 and keeps constant. Each level of load σ1 is also constant after application. Hence, the rheological equation for the HKCV model in this situation can be rewritten as follows:(8)ε11=σ1+2σ39K+σ1−σ33G1+σ1−σ33G21−e−G2/η1t,ifσ1−σ3<σSσ1+2σ39K+σ1−σ33G1+σ1−σ33G21−e−G2/η1t+σ1−σ3−σS3G31−e−G3/η2t,ifσ1−σ3≥σS,ε<εPσ1+2σ39K+σ1−σ33G1+σ1−σ33G21−e−G2/η1t+σ1−σ3−σS3G31−e−G3/η2t+σ1−σ33η3t−a2,ifσ1−σ3≥σS,ε≥εP.The triaxial rheological test curves of the mudstone under dry and saturated conditions were processed with the Boltzmann superposition principle. The results of parameter identification are shown in Table3.Table 3
Rheological parameters required for the HKCV model.
Condition
Axial load (MPa)
G
1 (GPa)
G
2 (GPa)
G
3 (GPa)
η
1 (GPa·h)
η
2 (GPa·h)
η
3 (GPa·h)
a
Dry
45
2.36
77.22
30.353
5.42
3.79
285.27
2.43
Saturated
45
1.70
13.12
444.04
2.64
2.01
91.13
40.8Take the axial strain-time curves of dry and saturated mudstone after the application of the last level of axial load as an example. The HKCV model was compared with the H-K three-component model [22, 23], the Burgers model [24, 25], the seven-element model [5, 26], and the test observation (Figures 8 and 9). Comparison between the HKCV model estimate and the test observation shows that the HKCV model estimate is relatively consistent with the triaxial rheological test observation, demonstrating that the proposed HKCV model allows accurate description for the rheological process of the mudstone. Comparison between the HKCV model estimate and the three existing models shows that the HKCV model fits the test observation better than the three existing models, revealing more accurate description. However, it should be noted that the HKCV model has the limitation of requiring more parameters than the three existing models.Figure 8
Comparison between test value and model values (under dry condition,σ1 = 45 MPa).Figure 9
Comparison between test value and model values (under saturated condition,σ1 = 35 MPa).


## 5. Conclusion

The developed HKCV model of mudstone closely matches the laboratory triaxial rheological test observations. The HKCV model better characterizes the rheological process of mudstone than the three existing models, namely, the three-parameter model, the Burgers model, and the seven-element model. However, the HKCV model has the limitation of requiring more parameters than the existing models.



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*Source: 2621658-2018-04-01.xml*