Abstract
Introduction: The stress-strain relationship of clays characterized by strain hardening exhibits varying curves under different confining pressures and dry densities.
Methods: Considering the viscoelastic properties of clays, a normalized viscoelastic model of strain-hardening clay was established based on fractional derivatives, and normalization factors were proposed.
Results: The experimental results showed that the stress-strain relationship of the clay was strain hardening. It shows that Chengdu clay has better normalization conditions. Furthermore, the normalized analysis of this clay through the viscoelastic normalization model revealed that the straight line of normalized data displayed a goodness-of-fit of over 0.98. The obtained values were consistent with experimental results, suggesting the reasonability of the normalized strain-hardening parameters and elastic moduli.
Discussion: In addition, the superiority of the developed model was verified by testing the strain-hardening clays in Wuhan, China and Bangkok, Thailand. After analyzing the strain-hardening parameters and normalization factors of our model, it was found that the slope of the normalized line can accurately reflect the strain-hardening ability of the clay. These findings demonstrated that the proposed normalization factor is preferred for a normalized viscoelastic model. It shows that the model proposed in this paper has clearer physical meaning and advancement.
1 Introduction
Clays significantly influence human activities with their wide distribution worldwide (; ; ; ; ). The physicomechanical properties of clays depend on the interplay of factors such as mineral composition, gradation, structure, density, water content, stress characteristics, and temperature, exhibiting complex mechanical properties (; ; ; ; ; ; ; ). Several studies have investigated the stress-strain relationships of clays. For example, measured the stress-strain characteristics of red clay in China under different consolidation stresses through undrained triaxial compression tests. Under high stress, a significant decrease was observed in the stress-strain curves and shear strength of this clay after reaching peak values. probed into the mechanical properties of clay in Osaka, Japan in undrained triaxial tests. According to their findings, the stress-strain relationship of Osaka clay exhibited strain-softening characteristics, and strain rates exerted obvious effects on the stress-strain relationship of lightly consolidated clays. assessed the mechanical properties of Lower Crorner Till based on triaxial tests and determined the total stress, effective stress strength, and stress-strain characteristics under different triaxial test conditions. The stress-strain and strength properties of two clays, considering different water contents under triaxial tensile and compression loadings, were examined by . Furthermore, evaluated the mechanical properties of soft clay under traffic loading and reported that traffic loads significantly affected the deformation of soft clay. considered the influence of time on the stress-strain relationship and strength of clays and summarized that clay plasticity and stress history were not responsible for the impact of strain rates on the stress-strain relationship and undrained shear strength. By investigating the triaxial compression and tensile stress-strain relationship of saturated remolded clay under various stress paths, discovered that stress paths and conditions markedly impacted the stress-strain relationship of this clay and proposed a new method for predicting clay stress-strain relationships.
Clay is a typical soil with pronounced viscoelasticity. compared the elasticity and viscoelastic mechanical properties of clays under dry conditions and observed that the actual mechanical properties of clays highly conformed to viscoelastic mechanical properties. introduced a generalized Kelvin-Voigt model to analyze the viscoelastic properties of marine clay. They reported that this clay possessed good viscoelasticity, significantly affected by the degree of consolidation. Based on the influence law of three pure clay minerals (kaolinite, montmorillonite, and illite) on viscoelasticity, discovered that mineral composition had the maximum influence on the viscoelasticity of clays. Specifically, montmorillonite exerted a greater effect on clay viscoelasticity than the other two minerals. Studies also analyzed the viscoelastic properties of clays, considering their rheological properties (; ).
Strain hardening of clay is an important indicator of stress-strain relationships and viscoelastic properties. Strain-hardening curves are influenced by confining pressure, dry density, etc., typically constituting a family of similar curves. On this basis, a normalized model of strain-hardening clay was proposed to describe the strain-hardening relationship. pointed out that normalized analysis of stress-strain curves could be achieved using effective consolidation stress as a normalization factor in their study on the undrained stress-strain characteristics of marine clay under irregular cyclic simple shear loading. studied the stress-strain relationship and elastic modulus Eu50 of stiff clay and proposed an improved normalized model. established two normalized models to predict the compressive behavior of high plastic clay, considering the void ratio and consolidation pressure. The results showed that both models had a good predictive effect. By investigating the mechanical behavior of normally consolidated and over-consolidated clays under cyclic loading, found that clay shows good normalization behavior under consolidation stress and proposed corresponding normalization methods. explored the influencing pattern of structure and depth on the stress-strain relationship of red clay and devised a new normalization method to determine the mechanical law of clays.
Despite diverse perspectives from current studies delving into stress-strain relationships and normalization methods of clays, a research gap on the normalized model characterizing the stress-strain relationship of clays considering viscoelasticity remains. To address this research gap, we developed a normalized viscoelastic model of strain-hardening clay, and the rationality and applicability of this model were analyzed utilizing clays from Chengdu and Wuhan in China and Bangkok in Thailand under varying dry densities and confining pressures. It is found that the normalized linear slope can accurately describe the strain-hardening ability of the clay, conferring a preferred alternative for normalization factors. This paper provides a novel reference for exploring the normalized viscoelastic model of clays, effectively promoting research on the mechanical properties of clays.
2 Stress-strain relationship of the clay
In traditional triaxial compression shear tests, stress-strain relationships of clays under deviatoric shear mainly include strain-hardening, strain-softening, and ideal elastoplastic relationships (1963). The strain-hardening relationship curves exhibit identical trends under different confining pressures, and normalization factors can be employed to unify these curves, allowing for a simplified relationship. Common normalized models for strain hardening of clays are derived from the hyperbolic strain-hardening model by Konder [30], as expressed in Eq. 1.where a and b represent the hyperbolic parameters, σ1 and σ3 are the axial stress and confining pressure of the triaxial test, respectively, and ε1 stands for the axial shear strain.
According to the property of the hyperbolic strain-hardening relationship, common normalization factors and conditions are listed in Table 1.
TABLE 1
| Normalization factor | Normalization condition |
|---|---|
| Confining pressure | ; |
| Mean principal stress | ; |
| Extreme value of deviatoric stress | |
| Exponential relation of confining pressure | ; |
Normalization factors and conditions for Konder hyperbolic strain-hardening curves.
Note: k1, k2, km1, km2, ku, kn1, and kn2 indicate the scale factors.
Although normalization of strain-hardening curves using the Konder hyperbolic model provides a good fitting effect, it has shortcomings such as lacking physical significance, excess restrictions on normalization conditions, and poor performance in reflecting the influence of stress history.
Given the memory effect of fractional calculus on the stress history of materials, it is widely applied to describe the mechanical properties of viscoelastic materials. In this paper, fractional calculus was introduced to reveal the viscoelasticity of clay featuring a strain-hardening relationship.
According to the Riemann-Liouville fractional calculus theory, the integral of the α-order function f(t) is defined as in Eq. 2.
Fractional calculus is expressed as in Eq. 5.where α > 0 indicates a fractional order, is a Gamma function defined as .
The viscoelastic model for strain-hardening of clay is shown in Eq. 4.where E indicates the elastic modulus of clay, α reflects the viscoelasticity and strain-hardening ability of clay, and 0<α < 1.
In triaxial tests, constant strain rate loading is typically used, and the strain-time relationship is described as follows:where v0 denotes the applied strain rate in triaxial compression tests.
Substituting Eq. 5 into Eq. 4, a clay viscoelastic model in triaxial tests can be derived in Eq. 6.
3 Normalized viscoelastic model
3.1 Normalized model
To establish a normalized model of strain-hardening clay, the logarithms of Eq. 6 are taken from both sides, and the outputs are shown in Eq. 7.where A and B are model parameters, calculated according to Eq. 8.
N is defined as the normalization factor of the model and introduced into Eq. 7 can be obtained as in Eq. 9.where AN and BN are illustrated in Eq. 10.
AN and BN are taken as normalization constants when analyzing the normalized strain-hardening curves.
3.2 Normalization factors
According to Eq. 10, the normalization conditions for the viscoelastic model is that N is inversely proportional to both (1-α) and ln [E0v0α/Г(2-α)]. The normalization factor of clay viscoelasticity can be expressed by Eq. 11.where (σ1-σ3)f is the deviatoric stress-induced damage in triaxial tests or the deviatoric stress applied to clays under different strain conditions, depending on the needs of the normalized analysis.
Given the plane strain conditions of the triaxial shear test, when (σ1-σ3)f is determined by the deviatoric stress, (σ1-σ3)f can be calculated as Eq. 12.where AF and BF are the criterion parameters of soil failure strength.
After substituting Eq. 11 into Eq. 9, we obtain the clay normalized viscoelastic model, as shown in Eq. 13, where AN and BN are illustrated in Eq. 14.
4 Triaxial tests
4.1 Basic properties of the clay
The clay from the construction site in Dayun Village, Chengdu was utilized. Its basic physical properties are shown in Table 2.
TABLE 2
| Clay sample site | Water content/% | Dry density/g⋅cm-3 | Liquid limit/% | Plastic limit/% |
|---|---|---|---|---|
| Chengdu | 23.58 | 1.64 | 46.81 | 20.34 |
| Wuhan | 44.16 | 1.22 | 51.22 | 24.10 |
| Bangkok | 122–130 | 0.72–0.74 | 118 | 43 |
Basic physical properties of the clay in Dayun Village, Chengdu.
4.2 Test methods
The triaxial shear tests under axisymmetric test conditions are performed: 1) Specimen preparation. The specimens were prepared at 76 mm in height and 38 mm in diameter. Dry densities were determined at 1.60 g cm−3, 1.64 g cm−3, and 1.68 g cm−3, and water content was 23%. Since the samples are fine-grained clays that cannot be easily saturated, specimen 2d (2 days) was saturated by water filling under vacuum conditions, followed by backpressure saturation using GDS. 2) Consolidation. Confining pressure of 100 kPa was applied to the loaded samples at 0.1 kPa/min. After that, the specimens started to consolidate, and this process was completed when the pore water pressures dropped to backpressures, and the corresponding history curve became stable. 3) Consolidated undrained (CU) triaxial shear tests. CU triaxial shear tests were conducted with confining pressures under different dry densities of 100 kPa, 200 kPa, and 300 kPa, a maximum shear strain of 15%, and a shear rate of 0.01%/min.
4.3 Experimental results
Figure 1 shows the deviator stress-strain curves of the clay in Dayun Village. It can be seen that under tested confining pressures, the stress-strain relationship curves of the clay belong to strain hardening, and the deviatoric stress increases with the increasing strain. When the confining pressure elevates, the deviatoric stress upgrades noticeably under the same strain conditions. The cohesive forces and internal friction angles of Chengdu clay under different dry densities are described in Table 3.
FIGURE 1
TABLE 3
| Clay sample site | Dry density/g·cm-3 | Cohesive force/kPa | Angle of internal friction/° |
|---|---|---|---|
| Chengdu | 1.60 | 43.566 | 11.160 |
| 1.64 | 52.968 | 13.342 | |
| 1.68 | 55.359 | 17.500 | |
| Wuhan | 1.22 | 10.600 | 18.000 |
| Bangkok | 0.72–0.74 | 0 | 21.700 |
Cohesive forces and internal friction angles of Chengdu clay at different dry densities.
5 Analysis of normalized properties of the strain-hardening relationship
5.1 Normalized analysis of Chengdu clay
The soil failure strength was determined following the Mohr-Coulomb failure criterion, and the normalized parameters AF and BF are expressed in Eq. 15.
From Eqs 12, 15, (σ1-σ3)f can be obtained, as expressed by Eq. 16.
The strain-hardening curves of the clay under dry densities and confining pressures in Figure 1 were normalized and analyzed according to Eqs 7–16, and the results are summarized in Figure 2.
FIGURE 2
The viscoelastic parameters E0 and α of the clay under different dry densities and confining pressures are calculated according to the fitting results in Figure 2 and Eq. 14, and the calculations are given in Table 4.
TABLE 4
| Dry density/g·cm-3 | Confining pressure/kPa | Calculation parameters | |
|---|---|---|---|
| E0/MPa | α | ||
| 1.60 | 100 | 3.7554 | 0.8151 |
| 200 | 4.5879 | 0.8050 | |
| 300 | 5.3359 | 0.7973 | |
| 1.64 | 100 | 4.4395 | 0.8066 |
| 200 | 5.4131 | 0.7966 | |
| 300 | 6.4405 | 0.7878 | |
| 1.68 | 100 | 5.1332 | 0.7993 |
| 200 | 6.1641 | 0.7900 | |
| 300 | 7.6275 | 0.7792 | |
Calculations of viscoelastic parameters with various dry densities and confining pressures.
Under normalization conditions, the elastic modulus E0 of Chengdu clay increases with the elevated dry densities and confining pressures. The strain-hardening index α decreases with the increment in dry densities and confining pressures, demonstrating that the soil-hardening ability is enhanced under the influence of dry density and confining pressure. These findings indicate that the viscoelastic mechanical parameters solved under normalization conditions are scientifically reasonable.
The resulting values from tests and the normalized viscoelastic model were compared, and the results are depicted in Figure 3.
FIGURE 3
The compared values are in good agreement. The computed results can accurately describe the whole process of strain hardening of the clay under different dry density and confinement pressure conditions, indicating the reasonability of the present normalized model.
5.2 Normalized analyses of clays in Wuhan, China and Bangkok, Thailand
To validate the applicability of the proposed model, the strain-hardening curves of clays in Wuhan ()and Bangkok () were normalized, and (σ1-σ3)f represents the deviatoric stress under the maximum strain conditions. The basic physical properties of the two kinds of clay are shown in Table 2 and Table 3. The stress-strain curves for the two clays are plotted in Figure 4. And the relationship curves between the normalized factor and confining pressure of Wuhan clay and Bangkok clay are plotted in Figure 5.
FIGURE 4
FIGURE 5
The two clays are characterized by strain hardening. Normalized analyses were conducted on their strain-hardening curves according to Eqs 7–14, and the outcomes are illustrated in Figure 6.
FIGURE 6
Referring to the normalized results, the experimental values for strain hardening of the two clays were compared with the calculated values of the normalized viscoelastic model. The comparison results are described in Figure 7.
FIGURE 7
The test values of both strain-hardening clays are highly consistent with the calculated ones of the proposed model, indicating that this model can accurately describe the clay strain-hardening law. In summary, the present normalized viscoelastic model is applicable to strain-hardening clay.
6 Discussion
6.1 Strain-hardening parameter α
From Eq. 6 and Table 3, α decreases with the increasing confining pressure and dry density, indicating that strain hardening is correlated to both factors. In addition, α reflects the strain-hardening ability of the clay, which is also enhanced with the elevation of the two mentioned variables.
The normalized viscoelastic curves under different α values are shown in Figure 8. Curve families under various α rotate in the stress-strain plane with ln (ε1) = 0 as the center under normalization conditions. When ln (ε1) < 0, ln (σ1-σ3)/ln (σ1-σ3)f increases with the increasing α; otherwise, it decreases with the rising α. Despite the growth at ln (ε1) < 0 (ε1 < 1%), the strain-hardening ability of clays is mainly observed after ε1 > 1%. It can be concluded that α can reflect the strain-hardening ability of clay when the strain is greater than 1%. Within the total strain range, the linear slope of the normalized viscoelastic model decreases with the increasing α, indicating no effects on strain curves. The slope of the straight line can reflect the strain-hardening ability of clay with relatively high accuracy.
FIGURE 8
6.2 Normalization factors
Taking Chengdu clay, Wuhan clay and Bangkok clay as an example, ln (σ3), ln (σ1-σ3)f, and ln (σm) were selected as normalization factors to analyze their influences on the model, and the results are presented in Figure 9. In the case of ln (σ3), the normalized data for clay of Chengdu and Wuhan are highly discrete. In the case of ln (σm), the results of the experimental data of Chengdu clay are poor, but the results of the experimental data of Wuhan clay and Bangkok clay are good. In the case of ln (σ1-σ3)f, the normalization of test data of three kinds of clay is the best. Based on the above analysis, ln (σ1-σ3)f is recommended as the preferred normalization factor for normalized viscoelastic models of clays.
FIGURE 9
7 Conclusion
In this paper, a normalized viscoelastic model for clays under strain-hardening conditions was proposed to investigate the viscoelastic properties and strain-hardening relationships. The main findings are summarized as follows.
(1) A viscoelastic model for strain-hardening clays in triaxial shear tests was established according to fractional calculus theory. Additionally, ln (σ1-σ3)f was selected as the normalization factor to construct a normalized viscoelastic model.
(2) The viscoelastic normalized model is used to normalize the strain hardening test data of clay in different sites. It is found that the fractional derivative viscoelastic normalized model proposed in this paper can accurately describe the strain hardening relationship of clay, indicating that the model proposed in this paper is scientific, applicable and superior.
(3) Through the discussion of strain hardening parameter α and normalization factor of clay, it is found that the normalized linear slope can describe the strain hardening ability of clay more accurately. ln (σ1-σ3) f is the preferred normalization factor of clay viscoelastic normalization model. It further shows that the model proposed in this paper has clearer physical meaning and advancement.
Statements
Data availability statement
The raw data supporting the conclusion of this article will be made available by the authors, without undue reservation.
Author contributions
YT: Conceptualization, Funding acquisition, Methodology, Writing–original draft. PW: Funding acquisition, Methodology, Resources, Supervision, Writing–original draft. PR: Data curation, Funding acquisition, Resources, Writing–review and editing. HZ: Methodology, Writing–review and editing, Resources.
Funding
The author(s) declare financial support was received for the research, authorship, and/or publication of this article. This research was financially supported by SichuanHuaxiGroup Co., Ltd. (Nos HXKX 2020/021, HXKX 2019/015, and HXKX 2019/019), and the Open Fund of Sichuan Engineering Research Center for Mechanical Properties and Engineering Technology of Unsaturated Soils (No. SC-FBHT2022-04).
Conflict of interest
The authors declare that the research was conducted in the absence of any commercial or financial relationships that could be construed as a potential conflict of interest.
Publisher’s note
All claims expressed in this article are solely those of the authors and do not necessarily represent those of their affiliated organizations, or those of the publisher, the editors and the reviewers. Any product that may be evaluated in this article, or claim that may be made by its manufacturer, is not guaranteed or endorsed by the publisher.
References
1
AdachiT.OkaF.HirataT.HashimotoT.NagayaJ.MimuraM.et al (1995). Stress-strain behavior and yielding characteristics of Eastern Osaka clay. Soils Found.35 (3), 1–13. 10.3208/sandf.35.1
2
AjazA.ParryR.-H.-G. (1975). Stress–strain behaviour of two compacted clays in tension and compression. Geotechnique25 (3), 495–512. 10.1680/geot.1975.25.3.495
3
BaiB.BaiF.NieQ.JiaX. (2023a). A high-strength red mud–fly ash geopolymer and the implications of curing temperature. Powder Technol.416, 118242. 10.1016/j.powtec.2023.118242
4
BaiB.ZhouR.YangG.ZouW.YuanW. (2023b). The constitutive behavior and dissociation effect of hydrate-bearing sediment within a granular thermodynamic framework. Ocean. Eng.268, 113408. 10.1016/j.oceaneng.2022.113408
5
BiswasA.KrishnaA.-M. (2018). Behaviour of geocell–geogrid reinforced foundations on clay subgrades of varying strengths. Int. J. Phys. Model. Geotechnics18 (6), 301–314. 10.1680/jphmg.17.00013
6
CaiY.-Q.GuoL.JardineR.-J.YangZ.-X.WangJ. (2017). Stress–strain response of soft clay to traffic loading. Géotechnique67 (5), 446–451. 10.1680/jgeot.15.p.224
7
ChenY.LiB.XuY.XuJ. (2019). Field study on the soil water characteristics of shallow layers on red clay slopes and its application in stability analysis. Arabian J. Sci. Eng.44, 5107–5116. 10.1007/s13369-018-03716-3
8
ChenZ.ZhouH.YeF.LiuB.FuW. (2021). The characteristics, induced factors, and formation mechanism of the 2018 Baige landslide in Jinsha River, Southwest China. Catena203, 105337. 10.1016/j.catena.2021.105337
9
GensA. (1982). Stress-strain and strength characteristics of a low plasticity clay. London: University of London.
10
GrahamJ.CrooksJ.-H.-A.BellA.-L. (1983). Time effects on the stress-strain behaviour of natural soft clays. Géotechnique33 (3), 327–340. 10.1680/geot.1983.33.3.327
11
GurtugY. (2011). Prediction of the compressibility behavior of highly plastic clays under high stresses. Appl. clay Sci.51 (3), 295–299. 10.1016/j.clay.2010.12.003
12
HammoudaI.MihoubiD. (2014). Modelling of drying induced stress of clay: elastic and viscoelastic behaviours. Mech. Time-Dependent Mater.18, 97–111. 10.1007/s11043-013-9216-2
13
KamounJ.BouassidaM. (2018). Creep behavior of unsaturated cohesive soils subjected to various stress levels. Arabian J. Geosciences11 (4), 77. 10.1007/s12517-018-3399-4
14
KondnerR.-L. (1963). Hyperbolic stress-strain response: cohesive soils. J. Soil Mech. Found. Div.89 (1), 115–143. 10.1061/jsfeaq.0000479
15
LiJ.YangY. (2018). Matric suction creep characteristics of reticulated red clay. KSCE J. Civ. Eng.22, 3837–3842. 10.1007/s12205-018-0650-1
16
LiuB.ZhangD.-W.YangC.ZhangQ.-B. (2020). Long-term performance of metro tunnels induced by adjacent large deep excavation and protective measures in NanJing silty clay. Tunn. Undergr. space Technol.95, 103147. 10.1016/j.tust.2019.103147
17
LiuJ.-C.LeiG.-H.WangX.-D. (2015). One-dimensional consolidation of visco-elastic marine clay under depth-varying and time-dependent load. Mar. Georesources Geotechnol.33 (4), 337–347. 10.1080/1064119x.2013.877109
18
LiuZ.ShaoJ. (2016). Moisture effects on damage and failure of Bure claystone under compression. Geotech. Lett.6 (3), 182–186. 10.1680/jgele.16.00054
19
LyuH.GuJ.LiW.LiuF. (2020). Analysis of compressibility and mechanical behavior of red clay considering structural strength. Arabian J. Geosciences13, 411–11. 10.1007/s12517-020-05352-4
20
MalehmirA.BastaniM.KrawczykC.-M.GurkM.IsmailN.PolomU.et al (2013). Geophysical assessment and geotechnical investigation of quick‐clay landslides–a Swedish case study. Near Surf. Geophys.11 (3), 341–352. 10.3997/1873-0604.2013010
21
MiddelhoffM.CuisinierO.MasrouriF.TalandierJ. (2021). Hydro-mechanical path dependency of claystone/bentonite mixture samples characterized by different initial dry densities. Acta Geotech.16 (10), 3161–3176. 10.1007/s11440-021-01246-1
22
MitachiT.KitagoS. (1979). The influence of stress history and stress system on the stress-strain-strength properties of saturated clay. Soils Found.19 (2), 45–61. 10.3208/sandf1972.19.2_45
23
NiH.HuangY. (2020). Rheological study on influence of mineral composition on viscoelastic properties of clay. Appl. Clay Sci.187, 105493. 10.1016/j.clay.2020.105493
24
RenP.WangP.TangY.ZhangH. (2021). A viscoelastic-plastic constitutive model of creep in clay based on improved nonlinear elements. Soil Mech. Found. Eng.58 (1), 10–17. 10.1007/s11204-021-09701-7
25
ShanY.MengQ.YuS.Moh.LiY. (2020). Energy based cyclic strength for the influence of mineral composition on artificial marine clay. Eng. Geol.274, 105713. 10.1016/j.enggeo.2020.105713
26
ShangX.ZhouG.LuY. (2015). Stress-dependent undrained shear behavior of remolded deep clay in East China. J. Zhejiang University-SCIENCE A3 (16), 171–181. 10.1631/jzus.a1400255
27
StróżykJ.TankiewiczM. (2016). The elastic undrained modulus Eu50 for stiff consolidated clays related to the concept of stress history and normalized soil properties. Studia Geotechnica Mech.38 (3), 67–72. 10.1515/sgem-2016-0025
28
SunL.CaiY.GuC.WangJ.GuoL. (2015). Cyclic deformation behaviour of natural K 0-consolidated soft clay under different stress paths. J. Central South Univ.22 (12), 4828–4836. 10.1007/s11771-015-3034-4
29
SurarakC.LikitlersuangS.WanatowskiD.BalasubramaniamA.OhE.GuanaH. (2012). Stiffness and strength parameters for hardening soil model of soft and stiff Bangkok clays. Soils Found.52 (4), 682–697. 10.1016/j.sandf.2012.07.009
30
VuceticM. (1988). Normalized behavior of offshore clay under uniform cyclic loading. Can. Geotechnical J.25 (1), 33–41. 10.1139/t88-004
31
VuceticM. (1990). Normalized behavior of clay under irregular cyclic loading. Can. Geotechnical J.27 (1), 29–46. 10.1139/t90-004
32
WangL.ChenK. (2019). Study on failure mechanism of red clay slope under dry and wet cycles. IOP Conf. Ser. Earth Environ. Sci. IOP Publ.330 (3), 032015. 10.1088/1755-1315/330/3/032015
33
ZhangH.WanZ.MaD.ZhouP. (2017). Coupled effects of moisture content and inherent clay minerals on the cohesive strength of remodelled coal. Energies10 (8), 1234. 10.3390/en10081234
34
ZhangY.KongL.-W.MengQ.-S.ChenJ.-B. (2006). Normalized stress-strain behavior of Wuhan soft clay. Yantu Lixue Rock Soil Mech.27 (9), 1509–1513.
Summary
Keywords
clay, strain hardening, viscoelasticity, normalized model, fractional derivative
Citation
Tang Y, Wang P, Ren P and Zhang H (2024) Fractional derivative-based normalized viscoelastic model of strain-hardening clays. Front. Mater. 11:1338251. doi: 10.3389/fmats.2024.1338251
Received
14 November 2023
Accepted
29 January 2024
Published
16 February 2024
Volume
11 - 2024
Edited by
Zhuo Chen, Sichuan Agricultural University, China
Reviewed by
Bing Bai, Beijing Jiaotong University, China
Xiaodong Pan, Zhejiang University of Technology, China
Updates
Copyright
© 2024 Tang, Wang, Ren and Zhang.
This is an open-access article distributed under the terms of the Creative Commons Attribution License (CC BY). The use, distribution or reproduction in other forums is permitted, provided the original author(s) and the copyright owner(s) are credited and that the original publication in this journal is cited, in accordance with accepted academic practice. No use, distribution or reproduction is permitted which does not comply with these terms.
*Correspondence: Peng Wang, wrypscre@163.com
Disclaimer
All claims expressed in this article are solely those of the authors and do not necessarily represent those of their affiliated organizations, or those of the publisher, the editors and the reviewers. Any product that may be evaluated in this article or claim that may be made by its manufacturer is not guaranteed or endorsed by the publisher.