Solutions for One-Dimensional Rheological Consolidation of a Clay Layer with Threshold Hydraulic Gradient under Multistage Loading

2020 ◽  
Vol 20 (11) ◽  
pp. 06020031
Author(s):  
Chuanxun Li ◽  
Mengmeng Lu ◽  
Haotian Ma
Géotechnique ◽  
1970 ◽  
Vol 20 (2) ◽  
pp. 212-214
Author(s):  
T. J. Poskitt ◽  
J. B. Burland ◽  
K. H. Roscoe

2018 ◽  
Vol 2018 ◽  
pp. 1-15 ◽  
Author(s):  
Chuanxun Li ◽  
Jinyang Xiao ◽  
Yang Yang ◽  
Wenbing Wu

The existence of the threshold hydraulic gradient in clays under a low hydraulic gradient has been recognized by many studies. Meanwhile, most nature clays to some extent exist in an overconsolidated state more or less. However, the consolidation theory of overconsolidated clays with the threshold hydraulic gradient has been rarely reported in the literature. In this paper, a one-dimensional large-strain consolidation model of overconsolidated clays with consideration of the threshold hydraulic gradient is developed, and the finite differential method is adopted to obtain solutions for this model. The influence of the threshold hydraulic gradient and the preconsolidation pressure of overconsolidated clay on consolidation behavior is investigated. The consolidation rate under large-strain supposition is faster than that under small-strain supposition, and the difference in the consolidation rate between different geometric suppositions increases with an increase in the threshold hydraulic gradient and a decrease in the preconsolidation pressure. If Darcy’s law is valid, the final settlement of overconsolidated clays under large-strain supposition is the same as that under small-strain supposition. For the existence of the threshold hydraulic gradient, the final settlement of the clay layer with large-strain supposition is greater than that with small-strain supposition.


Geofluids ◽  
2021 ◽  
Vol 2021 ◽  
pp. 1-13
Author(s):  
Mei Zhou ◽  
Faning Dang ◽  
Yutao Li ◽  
Jiulong Ding ◽  
Jun Gao

The current formula of critical hydraulic gradient is not adapted to solve critical hydraulic gradient of cohesive soil. Assume that the seepage failure mode of the cohesive soil foundation was cylindrical or inverted circular truncated cone, based on the calculation formula of the critical hydraulic gradient of Terzaghi, the analytical formula of the critical hydraulic gradient considering the influence of the shear strength of the soil was derived. Then, the seepage failure process of the clay layer was simulated numerically, and the effects of the clay layer thickness, failure radius, and shear strength indexes on the critical hydraulic slope were analyzed. The comparison results show that the numerical test results are in good agreement with the calculated results of the new formula. In addition, the critical hydraulic gradient of sandy loam and loess under different working conditions was studied severally by a self-made permeation failure instrument. The results show that the critical hydraulic gradient decreases with the increase of soil thickness and failure radius, and the maximum error between the test and the corresponding formula results is no more than 16%.


2008 ◽  
Vol 45 (7) ◽  
pp. 1018-1024 ◽  
Author(s):  
Han-Eng Low ◽  
Kok-Kwang Phoon

A series of one-dimensional consolidation tests were performed under varying pretreatments on high quality soil samples collected from a Singapore upper marine clay layer in an attempt to evaluate the effect of cementation by amorphous materials on its compressibility. The findings from this study seem to suggest that cementation by ethylene-diamine tetraacetic acid (EDTA) removable amorphous materials may only partially contribute to the development of soil microstructure and overconsolidation in Singapore upper marine clay.


1988 ◽  
Vol 4 (3) ◽  
pp. 609-633 ◽  
Author(s):  
P-Y. Bard ◽  
M. Campillo ◽  
F. J. Chávez-Garcia ◽  
F. Sánchez-Sesma

The linear, large-scale and small-scale amplification effects in the Mexico City valley, related to both the surficial clay layer and the underlying thick sediments, are investigated with two-dimensional (2D) models and compared with the results of simple one-dimensional (1D) models. The deep sediments are shown to be responsible, on their own, for an amplification ranging between 3 and 7, a part of which is due to the 2D effects in case of low damping and velocity gradient. This result is consistent with the observed relative amplification around 0.5 Hz at CU stations with respect to TACY station. The amplification due to the clay layer is much larger (above 10), and the corresponding 2D effects have very peculiar characteristics. On the one hand, the local surface waves generated on any lateral heterogeneity exhibit a strong spatial decay, even in case of low damping (2%), and the motion at a given site is therefore affected only by lateral heterogeneities lying within a radius smaller than 1 km. On the other hand, these local 2D effects may be extremely large, either on the very edges of the lake-bed zone, or over localized thicker areas, where they induce a duration increase and an overamplification. The main engineering consequences of these results are twofold: i) microzoning studies in Mexico City should take into account the effects of deep sediments, and ii) as the surface motion in the lake-bed zone is extremely sensitive to local heterogeneities, 1D models are probably inappropriate in many parts of Mexico City.


1994 ◽  
Vol 31 (1) ◽  
pp. 42-52 ◽  
Author(s):  
Jian-Hua Yin ◽  
James Graham

This paper describes the recent concept of equivalent time and how it can be used in a revised version of an earlier elastic viscoplastic model for one-dimensional straining of clays. It clarifies how parameters in the model can be determined using data from single-stage or multistage creep tests. The model can describe one-dimensional stress or strain responses under general conditions that include multistage loading with creep straining, continuous loading, and unloading or reloading. It also describes modelling for constant rate of straining tests, constant rate of stressing tests, and relaxation tests. Preconsolidation pressures are shown to depend on unloading–reloading, aging, and other loading processes. Key words : clay, compression, creep, equivalent time, elastic viscoplastic, preconsolidation pressure.


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