Time-Dependent Deformation Behavior of Jiangsu Marine Clay

Miao, Linchang; Zhang, Junhui; Wang, Fei; Houston, Sandra L.

doi:10.1080/10641190801952394

Cited by 10 publications

(6 citation statements)

References 15 publications

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“…Secondary consolidation just has bulk creep; however, triaxial creep is the coupling between shear creep and volume creep of soil. Bishop and Lovenbury [5] did experiments to investigate the creep characteristics of undisturbed clays, which were further studied by other researches [6–9]. …”

Section: Introductionmentioning

confidence: 99%

Experimental Research on Creep Characteristics of Nansha Soft Soil

Luo

Chen

2014

The Scientific World Journal

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A series of tests were performed to investigate the creep characteristics of soil in interactive marine and terrestrial deposit of Pearl River Delta. The secondary consolidation test results show that the influence of consolidation pressure on coefficient of secondary consolidation is conditional, which is decided by the consolidation state. The ratio of coefficient of secondary consolidation and coefficient of compressibility C a/C c is almost a constant, and the value is 0.03. In the shear-box test, the direct sheer creep failure of soil is mainly controlled by shear stress rather than the accumulation of shear strain. The triaxial creep features are closely associated with the drainage conditions, and consolidation can weaken the effect of creep. When the soft soil has triaxial creep damage, the strain rate will increase sharply.

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Section: Introductionmentioning

confidence: 99%

Experimental Research on Creep Characteristics of Nansha Soft Soil

Luo

Chen

2014

The Scientific World Journal

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“…In previous studies [1][2][3][4][5][6][7][8][9][10][11][12][13][14][15][16][17][18][19][20], undisturbed and reconstituted soil samples were tested to investigate their creep behaviors under different loading paths, stress levels, etc. Also, influential factors, such as temperature and strain rate, were identified [21][22][23][24]. Augustesen et al [1] and Zhu et al [2] elucidated that clay under constant effective stress manifests significant secondary consolidation, with the axial strain or void ratio linearly correlating with the logarithm of time.…”

Section: Introductionmentioning

confidence: 99%

“…They formulated equations to characterize both fading and non-fading creep, incorporating the effects of expansiveness on the soil's volumetric strain. Maria et al [21], Miao et al [22], Mesri [23], and Newland et al [24] identified strain rate as a key determinant of clayey soil creep behavior. Collectively, their research showed that soil remolding attenuates creep rates, with visco-plastic models adeptly characterizing viscosity during primary consolidation and the elastoplastic strain's influence on yield.…”

Section: Introductionmentioning

confidence: 99%

Creep Characteristics of Reconstituted Silty Clay under Different Pre-Loading Path Histories

Xiao,

Zhou,

2024

Buildings

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Due to the long-term deformation settlement of foundations, issues such as damage and functional failure of buildings and structures have long been a concern in the engineering field. The creep of soil is one of the primary causes leading to long-term deformation of foundations. In this paper, the consolidation deformation, creep characteristics, and creep model of reconstituted saturated silty clay were studied using the isotropic consolidation creep test and triaxial compression creep test. The results show that for the isotropic consolidation creep test, although the applied load adopted different stages of loading, as long as the final applied confining pressure was the same, the number of stages applied by the confining pressure had little effect on the final isotropic consolidation deformation of the sample and the triaxial undrained shear strength after creep. However, for the triaxial shear creep test, it was found that under the same final deviatoric stress, the final deviatoric strain of the sample was closely related to the number of loading stages of deviatoric stress. The test showed that the more loading stages with the same deviatoric stress, the smaller the final deviatoric strain, and the triaxial undrained shear strength of the sample after creep increased. In addition, it was reasonable to set the pore pressure dissipation of the sample at 95% ((u0 − u)/u0 = 95%) as the time (t100) at which the primary consolidation of the soil sample was completed. The isotropic consolidation creep curves and the triaxial compression creep curves showed certain non-linearity. Then, the logarithmic model and the hyperbolic model were used to fit the creep curves of the samples. It was found that the hyperbolic model had a better fitting effect than the logarithmic model, but for the triaxial compression creep test, the creep parameters of the sample changed greatly. Therefore, studying the creep characteristics of soil under different pre-loading steps is of significant engineering importance for evaluating the long-term deformation of underground structures.

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“…In previous studies [1][2][3][4][5][6][7][8][9][10][15][16][17][18][19][20]28,29,31], undisturbed and reconstituted soil samples were tested to investigate their creep behaviors under different loading paths and stress levels, etc. Also, influential factors, such as temperature and strain rate, were identified [11][12][13][14]. Wang et al [15], Zeng et al [16], and Wu et al [17] conducted one-dimensional consolidation compression tests on different types of reconstituted soils.…”

Section: Introductionmentioning

confidence: 99%

Creep Characteristics of Reconstituted Silty Clay Under Different Pre-loading Path Histories

Xiao,

Zhou,

2024

Preprint

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Due to the long-term deformation settlement of foundations, issues such as damage and functional failure of buildings and structures have long been of concern in the engineering field. The creep of soil is one of the primary causes leading to long-term deformation of foundations. In this paper, the consolidation deformation, creep characteristics, and creep model of reconstituted saturated silty clay were studied by isotropic compression test and triaxial shear creep test. The results show that for the isotropic compression test, although the applied load adopts different stages of loading, as long as the final applied confining pressure is the same, the number of stages applied by the confining pressure has little effect on the final isotropic consolidation deformation of the sample and the triaxial undrained shear strength after creep. However, for the triaxial shear creep test, it is found that under the same final deviatoric stress, the final deviatoric strain of the sample is closely related to the number of loading stages of deviatoric stress. It shows that the more loading stages of the sample loaded with the same deviatoric stress, the smaller the final deviatoric strain, and the triaxial undrained shear strength of the sample after creep will increase. In addition, it is reasonable to determine the pore pressure dissipation of the sample to 95%((u0-u0)/u0=95%) as the main consolidation end time (tEOP) of the sample. The isotropic consolidation creep curves and the triaxial shear creep curves show certain nonlinearity. Then the logarithmic model and the hyperbolic model were used to fit the creep curves of the samples. It is found that the hyperbolic model has a better fitting effect than the logarithmic model, but for the triaxial shear creep test, the creep parameters of the sample change greatly. Therefore, studying the creep characteristics of soil under different pre-loading steps is of significant engineering importance for evaluating the long-term deformation of underground structures.

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Time-Dependent Deformation Behavior of Jiangsu Marine Clay

Cited by 10 publications

References 15 publications

Experimental Research on Creep Characteristics of Nansha Soft Soil

Experimental Research on Creep Characteristics of Nansha Soft Soil

Creep Characteristics of Reconstituted Silty Clay under Different Pre-Loading Path Histories

Creep Characteristics of Reconstituted Silty Clay Under Different Pre-loading Path Histories

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