Research Article  Open Access
Jinbo Jia, Yansen Wang, Yangguang Leng, "Unloading Creep Characteristics of Frozen Clay Subjected to LongTerm HighPressure K_{0} Consolidation before Freezing", Advances in Civil Engineering, vol. 2019, Article ID 7192845, 18 pages, 2019. https://doi.org/10.1155/2019/7192845
Unloading Creep Characteristics of Frozen Clay Subjected to LongTerm HighPressure K_{0} Consolidation before Freezing
Abstract
Artificial ground freezing has been widely applied in the construction of vertical shafts in deep and thick alluvia. As an important factor, the in situ creep behavior of deep, frozen soil affects the mechanical properties of frozen walls and the safety and stability of shaft linings. Acquiring creep characteristics and deep soil parameters by methods that ignore the engineering and geological situations is currently inadvisable. A series of triaxial unloading tests were conducted with frozen clay subjected to longterm highpressure K_{0} consolidation before freezing to research the unloading creep characteristics, creep strength, and other parameters of the clay, and the results indicated the following: (1) The creep behaviors of frozen clay are affected by the consolidation time and consolidation stress. Longterm highpressure K_{0} consolidation reduces the creep strain and creep rate of frozen clay. (2) The decrease in the ice and the unfrozen water contents of frozen clay caused by the prolongation of consolidation time result in an increase in the longterm strength and instantaneous strength. Consolidation time has an obvious effect on longterm strength and weakens the creep property of frozen clay. Consolidation stress significantly affects the instantaneous strength. (3) The deformation resistance capability of frozen clay is enhanced by compaction; thus, E_{1}, η_{1}, and η_{2} increase with prolonged consolidation, and the nonlinearity of the accelerated creep increases.
1. Introduction
Artificial ground freezing is frequently prescribed for constructing vertical shafts in deep and thick alluvia. Evidence suggests that interactions between the frozen soil and shaft lining, which are subjected to the effect of creep, are among the important factors controlling stability. Therefore, it is essential for the stability of shaft construction to evaluate the creep properties of frozen, deep clay. In an investigation into deep clay, Cui [1] found that the creep properties of frozen, deep clay cannot be obtained accurately by traditional soil mechanics tests because the high density, low ice content, and special microstructure exhibited under longterm high K_{0} stress. This work is especially complex because creep properties are affected by sedimentary conditions and consolidationfreeze modes [2]; the acquired creep characteristics and parameters would be inaccurate if these factors were ignored.
To date, a considerable number of studies have been published on the creep behavior characteristics of frozen soils. Ladanyi [3] and Takegawa et al. [4] studied the creep characteristics of frozen clay, and the results indicated that nonattenuated and attenuated creep occurred in frozen soil subjected to different stresses due to the strengthening and weakening effects caused by the damage and healing of the microstructure. Zhu and Carbee [5] performed creep testing, the results of which showed that nonattenuated creep occurred due to the predominance of structural strengthening in frozen soil when the stresses were less than the longterm strength; attenuated creep occurred owing to the prominence of the weakening effect under stresses greater than the longterm strength. Therefore, it is necessary to study the longterm strength in more detail. Yang et al. [6] proposed that the longterm strength first decreased and then increased with increasing ice content based on the results of uniaxial tests of frozen soil with ice contents of 40%–120%. Fish [7] established an equation that described the decrease in the longterm strength of frozen soil with creep time. Nadezhdin and Sorokin [8] investigated the strength characteristics of deep, frozen clay by the method of freezing before K_{0} consolidation, and the results revealed that preloading had different effects on the ultimate longterm strength and instantaneous strength: the ultimate longterm strength of soil increased but the instantaneous strength decreased. Roman and Krivov [9] conducted uniaxial compression and spherical plate indentation tests to determine the longterm strength of frozen soil, and a reasonable prediction equation was selected to describe the variation in the longterm strength. The initial moisture content, freezing temperature, and creep stress were regarded as influence factors in a number of investigations about the creep and strength properties of deep, frozen clay. Reconstituted frozen soils that underwent ephemeral consolidation under high pressure before freezing were mostly used in these tests. However, the initial consolidation state, engineering stress path, and test mode should be considered comprehensively in the study of deep, frozen clay. Otherwise, the applicability of test results will be limited. Hence, the influence of highpressure K_{0} consolidation age should not be neglected.
To define the creep mechanism of frozen soils, many scholars have made important contributions to the creep constitutive model of frozen soils. Component combination theory was frequently applied to studies on creep models of frozen soils, e.g., the Kelvin model, the Burgers model, and the Nishihara model [10]. Li et al. [11] proposed that the parabolic yield criterion was suitable for artificially frozen soil under high and complex stress and established a creep model based on viscoelasticplastic damage theory [12]. Subsequently, numerical simulations and laboratory tests were conducted, and the results illustrated the applicability of the strength criterion and the rationality of this creep model [13, 14]. Li et al. [15] proposed an improved Nishihara model that considered the effects of hardening and weakening caused by temperature and external stress during creep, which could produce a reasonable prediction of three creep stages of frozen soil. Nevertheless, the effects of consolidation stress and consolidation age on creep modes and parameters have not been thoroughly considered.
When studying the creep properties of deep artificially frozen clay, it is crucial to consider the characteristics of longterm highpressure consolidation and then freezing. Thus, in this paper, the variation rules of the unloading creep characteristics and the longterm strength of deep, frozen clay are analyzed with consideration of the consolidation time and stress by the experimental mode of “longterm K_{0} consolidatedfreezingconstant axial pressure and unloading confining pressure.” In addition, the improved Nishihara model is applied to reasonably describe the creep behavior, and the influences of the consolidation time on the creep parameters are analyzed. This study provides a basis for further revealing the creep mechanism of deep, artificially frozen clay.
2. Experimental Program
2.1. Materials and Experimental Apparatus
The clay investigated in the present study was derived from a mine shaft at a depth of approximately 520–550 m, and the physical parameters are listed in Table 1. The reconstituted specimens were prepared as cylinders with diameters of 61.8 mm and heights of 125 mm. The initial water content and the dry density of the specimens tested were 27.8% and 1.49 g/cm^{3}, respectively. These specimens were saturated with airfree water under vacuum for 24 hours to achieve a saturation of 0.98.

Consolidation tests of reconstituted clay specimens were conducted on an SKA1 K_{0} consolidation instrument and a custom highpressure levertype loading system (0.05–60 kN), and the K_{0} values were monitored; a DL4050 cryogenic cooling circulating pump (−40–0°C) was applied to freeze the specimens under constant axial load; in addition, constant axial pressure and unloading confining pressure creep tests of frozen clay specimens were conducted with the TATW500 subzero dynamic and static highpressure triaxial test system, whose confining and axial pressure can be controlled simultaneously to a maximum axial pressure and confining pressure of 500 kN and 20 MPa, respectively. The schematic diagrams of the test apparatus are shown in Figures 1 and 2.
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2.2. Experimental Procedure and Conditions
(1)The unfrozen specimens underwent K_{0} consolidation tests to simulate the formation of deep clay in alluvia. Meanwhile, the K_{0} value and water content were measured. The consolidation time (t_{c}) and pressure (σ1) were 3–28 days and 8–10 MPa, respectively.(2)After the specimens had been consolidated for the predetermined time, loadingfreezing tests were conducted at −15°C. In these tests, the temperature of the internal central position and the axial frost heaving deformation of the specimens were monitored. After the temperature and the axial deformation stabilized, freezing lasted for almost 24 hours to ensure uniformity. The frozen specimens removed from the mold were preserved in a thermostat box. The rebound deformations were very small before and after stripping in these tests.(3)The frozen specimen was placed into the pressure cell of the TATW500 highpressure triaxial test system, and silicone oil was used as a filler. Then, the test temperature was recovered by the circulating cryogenic liquids and kept for 12 hours. Furthermore, during the creep tests, a constant temperature was maintained. Thereafter, a triaxial pressure state was applied to the frozen specimen to recover the K_{0} stress state.(4)According to the test requirements, the confining pressure was unloaded in three steps. The load values were determined based on k_{i}σ_{s}, where σ_{s} represents the difference between the instantaneous shear strength and the initial deviator stress of a frozen specimen under the same condition, which were obtained from the shear strength test under the triaxial unloading stress path and the K_{0} consolidation test, respectively, and k_{i} is the stress coefficients (i.e., k_{i} = 0.2, 0.4 and 0.6 or k_{i} = 0.3, 0.5, and 0.7). After maintaining the target deviator stress for 10 hours, the next stage of unloading was performed. The test ended when the specimen had been destroyed or a test time of 30 hours had been reached.(5)The confining and axial pressures were gradually released, the samples were removed, and the steps above were repeated to continue the tests.
The detailed unloading creep test arrangements are listed in Table 2.

3. Experimental Results and Analysis
3.1. Axial Creep Strain Characteristics
Figures 3(a)–3(c) and 4(a)–4(d) demonstrate variations in axial creep strain and axial creep rate with time for specimens that were frozen at −15°C and subjected to various consolidation conditions. From these figures, the following conclusions can be reached.
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The average creep rate based on the steady creep stage in the creep rate curve is taken as the steady creep rate . The steady creep rates of each specimen under various deviator stresses are listed in Table 3.

The relationship between the creep rate and the deviator stress of frozen clay can be described with the exponential equation (1) [16, 17]. According to the data on the steady creep rate of the specimens with various consolidation conditions, the regression curves of −(σ_{1} − σ_{3}) were determined, as shown in Figure 5, and the regression parameters are listed in Table 4.where represents the steady creep rate, σ_{1} − σ_{3} is the creep deviator stress, and a and b are the material constants related to the consolidation time and consolidation stress.
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For frozen specimens subjected to longterm highpressure K_{0} consolidation before freezing, the steady creep rate increases with creep deviator stress; under the same deviator stress, the steady creep rate decreases with the extension of the consolidation time. The regression parameter a increases with the extension of the consolidation time, while b decreases; on the contrary, a decreases with the increase in the consolidation stress, whereas b increases.
3.2. LongTerm Strength
During the exposure duration of the shaft excavation section, the longterm strength of the artificially frozen, deep clay has an important influence on the longterm mechanical stability of the frozen wall. However, human error makes it very difficult to determine the stress inflection point of frozen clay accurately with the conventional stressstrain isochronal curve method. More accurate longterm measurements of strength are obtained from the creep tests in this paper by applying the relationship between the experimental steady creep rate and creep deviator stress and the method of equal interval tangent to eliminate human error.
The specific methods for this approach are as follows:(1)According to the creep tests, the steady creep rate under different deviator stresses was obtained.(2)The exponential equation shown as equation (1) was applied to fit the relationship between steady creep rate and deviator stress.(3)Tangent lines were drawn every 5° in the range from 5 to 85° on the fitting curve. The intersection points of each tangent line with the deviator stress axis were marked as A, B, C, D, E, and so on. The upper and lower limits of the longterm strength correspond to the two creep deviator stresses of the intersection points with the smallest spacing.(4)Tangent lines were drawn every 1° between the two intersection points with the smallest spacing on the fitting curve. Step (3) was repeated to obtain a more accurate range of the longterm strength, and then the average value was taken as the longterm strength of the frozen clay specimen.
A schematic diagram of this method is shown in Figure 6.
K_{0} values, moisture contents, instantaneous strengths, longterm strengths, and strength decay rates based on the highpressure K_{0} consolidation tests, triaxial shear tests, and triaxial creep tests of frozen clay were determined, as listed in Table 5σ_{f} represents the instantaneous strength, and σ_{f∞} represents the longterm strength. The strength decay rate is expressed as σ, i.e., σ = (σ_{f} − σ_{f∞})/σ_{f}.

To analyze the evolution and mechanisms of the instantaneous and longterm strengths, their variations and rates of increase are shown in Figures 7 and 8, respectively. Figure 9 shows the variations in the strength decay rates.
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The following conclusions were reached:(1)The instantaneous and longterm strengths of the specimens subjected to consolidation under 8 MPa increase by 0.53 MPa and 0.67 MPa, respectively, which are within consolidation times of 1 to 14 days, and those under 10 MPa increase by 0.81 MPa and 1.14 MPa with consolidation times of 1 to 28 days. The strengths increase rapidly for consolidation times of 3 to 7 days, and as the consolidation time increases, the rates of increase in the strengths tend to be stable.(2)The longterm strengths and instantaneous strengths of specimens consolidated under 10 MPa are higher than those consolidated under 8 MPa.(3)The water contents of saturated specimens subjected to longterm consolidation at 8 MPa and 10 MPa are 25.9%–29.57% and 23.77%–26.7%, respectively. The increase in dry density caused by the prolongation of consolidation time results in the decrease in the saturated ice content of the specimen. Meanwhile, the cohesion and friction between soil particles increase, as well as the cementation between the soil and ice. The contribution of compaction to the instantaneous and longterm strengths of the frozen specimens increases gradually, and the effect on the longterm strength is prominent.(4)The K_{0} values decrease with the consolidation time. Consequently, with the decrease in excess pore water pressure and the increase in effective stress between clay particles, the unfrozen water content in frozen specimens decreases. Meanwhile, the friction force of the soil particles increases, and the relative motion under the deviator stress decreases. As indicated by the test results, the instantaneous and longterm strengths decrease with the K_{0} value.(5)The consolidation timerelated increase rates in the instantaneous and longterm strengths gradually decrease with the extension of the consolidation time. In addition, the increase rates of the longterm strength are higher than those of the instantaneous strength, i.e., the longterm strength of frozen clay is more greatly affected. In contrast, the consolidation stressrelated increase rates of the instantaneous and longterm strengths increase with the consolidation time. In addition, the instantaneous strength is affected more than the longterm strength.(6)The longterm strengths of the specimens consolidated under 8 MPa and 10 MPa are 31.35%–26.31% and 31.28%–20.49% less than the instantaneous strengths, respectively. The decay rates of strength are reduced with the consolidation time, and the strengths of the specimens consolidated under 8 MPa decay more drastically. It can be inferred that the creep time effect on the strength of frozen clay is weakened by longterm highpressure consolidation before freezing, i.e., the creep property weakens.
3.3. LongTerm Mohr–Coulomb Strength Parameters
In previous studies, the strength criterion of frozen soil under triaxial stress paths followed the Mohr–Coulomb strength criterion [18]. Based on triaxial shear tests and triaxial creep tests of frozen clay, strength envelopes following the Mohr–Coulomb strength criterion are shown in Figure 10, and the Mohr–Coulomb strength parameters are listed in Table 6.
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From the analysis, the following results were found:(1)As shown in Figure 11, the instantaneous and longterm Mohr–Coulomb strength parameters increased with the consolidation time, and the instantaneous internal friction angles and cohesions are greater than the longterm internal friction angles and cohesions.(2)The decay rates of the longterm internal friction angles and cohesions, compared to those of the instantaneous internal friction angles and cohesions, are reduced by longterm consolidation before freezing. It is illustrated that the creep property of frozen clay is weakened under these conditions.
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4. Creep Equation of Deep, Frozen Clay
Consisting of a Hooke body, viscoelastic body, and viscoplastic body, the Nishihara model can describe the variation in different creep types, thus reflecting the internal characteristics and creep mechanism of frozen clay. The mechanical model is shown in Figure 12, where E_{0} represents the elastic modulus of the Hooke body, E_{1} is the elastic modulus of the viscoelastic body, η_{1} and η_{2} are the viscosity coefficients of the viscoelastic and viscoplastic bodies, and σ_{∞} is the longterm strength of the frozen clay.
The creep equations corresponding to the triaxial stress state are shown in the following equation:
A power function that reflects the nonlinearity of the viscoplastic body is applied to improve the creep constitutive equations (see equation (3)), where e is the nonlinear accelerated creep index. In addition, the variation rules of the attenuation creep, stable creep, and acceleration creep stages are mainly analyzed in this paper. Instantaneous creep, the instantaneous deformation under triaxial deviator stress, is neglected in this study to facilitate analysis:
The improved model is verified through the data of creep tests and shown as Figures 13 and 14. The fitting parameters are listed in Table 7.
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Variations in the creep regression parameters of the frozen clay with the deviator stress are shown in Figures 15 and 16. Considering that the deviator stress of each group test is different, as is the longterm strength, the variations in creep parameters with σ_{1} − σ_{3} − σ_{f∞} taken as abscissa are analyzed.
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Taking the case of the specimen consolidated for 7 days before freezing, viscoelastic deformation and viscoplastic deformation are analyzed under different deviator stresses according to the improved creep model. The results are shown in Figure 17.
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The analysis results above suggest the following conclusions:(1)On the basis of Figures 15(a) and 16(a), E_{1} first increasing and then decreasing reflect that the creep deformation of frozen clay under a low deviator stress is composed of only viscoelastic deformation, and strengthening effects occur. Viscoelastic deformation and viscoplastic deformation coexist, and the ratio of deviator stress to viscoelastic strain (E_{1}) increases when the deviator stress exceeds the longterm strength. With a continual increase in the deviator stress, the effect of strengthening is weakened; therefore, the viscoelastic deformation increases, and E_{1} decreases accordingly.(2)On the basis of Figures 15(b) and 16(b), η_{1} first increasing and then decreasing reflects that, compared with the stabilization time of viscoelastic deformation at a low deviator stress, the stabilization time increases when the deviator stress exceeds the longterm strength, i.e., η_{1} increases. With a continual increase in the deviator stress, viscoelastic deformation stabilizes more quickly, i.e., η_{1} decreases.(3)When the deviator stress exceeds the longterm strength, viscoplastic deformation increases gradually with the deviator stress; thus, the deformation resistance and the nonlinearity of the viscoplastic body decrease gradually, which causes the decrease in η_{2} and e.(4)The increase in contact between clay particles, the thinning of the pore ice and the decrease in the unfrozen water result in the enhancement of longterm deformation resistance with the extension of consolidation time, which causes the increases in E_{1}, η_{1}, and η_{2}. In addition, the nonlinear accelerated creep index e increases with consolidation time.
5. Conclusions
To lay a foundation for research of creep behaviors and revealing creep mechanism of artificially frozen, deep clay under complex stress states, a series of studies on the evolution of creep properties, strength, and creep parameters based on the experimental mode of “longterm K_{0} consolidatedfreezingconstant axial pressure and unloading confining pressure” have been carried out in this paper. The following conclusions can be drawn:(1)Longterm highpressure K_{0} consolidation reduces the creep strain and creep rate of specimens under the same deviator stress at the same creep time. Thus, consolidation time and consolidation stress both are important factors affecting the creep properties of frozen clay.(2)The increase in dry density and the decrease in excess pore water pressure caused by the prolongation of consolidation time result in the decrease in the ice and the unfrozen water contents of the specimen. Meanwhile, the cohesion and friction between soil particles increase, in addition to the increased cementation between the soil and ice, thus decreasing their relative motion under the deviator stress. The instantaneous strengths and longterm strengths both increase rapidly with consolidation times from 3 to 7 days, and as the consolidation time increases, the variations in the strengths tend to be stable. With the extension of consolidation time, the decay rates of strength decrease from 31.35% to 26.31% (σ_{1} = 8 MPa) and from 31.28% to 20.49% (σ_{1} = 10 MPa), respectively, and the creep property weakens.(3)According to the rates of increase in the instantaneous and longterm strengths of the frozen specimens, which are related to consolidation time and consolidation stress, the consolidation time has an obvious influence on the longterm strength of frozen clay, and the consolidation stress clearly affects the instantaneous strength.(4)This study presents an improved Nishihara model that accounts for the nonlinearity in the accelerated creep stage and rationally reflects the creep behavior characteristics of the deep, frozen clay. With a low deviator stress, creep deformations are only elastic. When the deviator stress exceeds the longterm strength, the soilice cementation (i.e., the bonding element) is weakened, soil particles are crushed, unfrozen water content is increased, and friction becomes influential; thus, viscoelastic and viscoplastic deformation are both observed. Therefore, the viscoelastic modulus E_{1} and viscoelastic viscosity coefficient η_{1} increase in this stage. However, with a continued increase in the deviator stress, the bonding and friction elements are rapidly destroyed, and the viscoplastic deformation increases; thus, E_{1}, η_{1}, and η_{2} decrease in this deviator stress stage.(5)The creep parameters E_{1}, η_{1}, η_{2}, and e all increase with consolidation time, thus illustrating that compaction before freezing enhances the longterm deformation resistance of frozen clay and increases the nonlinearity of accelerated creep.
Data Availability
The data used to support the findings of this study are available from the corresponding author upon request.
Conflicts of Interest
The authors declare that there are no conflicts of interest regarding the publication of this paper.
Acknowledgments
This work was supported by the National Natural Science Foundation of China (grant no. 51174194), the National Key Research and Development Program of China (grant no. 2016YFC0600903), and the Fundamental Research Funds for the Central Universities (grant no. 2018ZZCX04).
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Copyright © 2019 Jinbo Jia et al. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.