General analytical solutions for one‐dimensional nonlinear consolidation of saturated clay under non‐isothermal distribution condition

A concrete-cored gravel (CCG) column is composed of a precast concrete pile inserted at the center of sand or gravel materials. This technique has been experimentally adopted to support the soft soils in China. However, there has been limited investigation on the consolidation characteristics of a CCG column improved foundation under embankment loading. This study develops analytical solutions for the consolidation of a composite foundation partially penetrated by the CCG columns. The rigid pile's upward and downward piercing effects were considered to improve CCG column-soil equal strain relationship. The partially penetrated consolidation problem was addressed by assuming the seepages in the unpenetrated layers to be vertical or horizontal and vertical combined. A simplified approximate method was also provided, enabling the users to quickly evaluate the consolidation process of a foundation partially penetrated by the CCG columns. The proposed solution was applied to a case history of an antiflood embankment on soft soil with partially-penetrated CCG columns, and a good agreement was found between predictions and the field measurements.

Section: Discussionmentioning

confidence: 99%

“…28,29 In addition, the proposed analytical solutions are expected to spread into more circumstances, such as unsaturated soft soils causing varying negative and positive friction along the pile shaft 30,22 and nonlinear constitutive models of subsoils. 31,32 Notation: Basic SI units are given in parentheses…”

Section: Discussionmentioning

confidence: 99%

Consolidation calculation of a foundation partially penetrated by concrete‐cored gravel (CCG) columns

Zhang

2022

“…Using the variation of dynamic viscosity coefficients with temperature at standard atmospheric pressure (see Table 1), 61,68 the following relationship can be adopted approximately:

\begin{equation} \eta \ \left({T}_{c}\right)=\frac{36.42\ensuremath{\times{}}{10}^{-3}}{{T}_{c}+19.2}\ \mathrm{Pa}\cdot \mathrm{s}\ (\ {R}^{2}=\ 0.99) \end{equation}

…”

Section: Mathematical Modelmentioning

confidence: 99%

“…Moreover, the semi‐logarithmic relationship is commonly applied to describe the nonlinear variation of permeability coefficient with void ratio as the CCL consolidation proceeds 7,61,69 :

\begin{equation}e\ = {e_0}\ + {C_k}\lg [{k_v}\left( {{T_c}} \right)/{k_{v0}}\left( {{T_c}} \right)]\end{equation}

where

{C_k}

represents the permeability index;

{k_{v0}}( {{T_c}} )

denotes the initial permeability coefficient at temperature

{T_c}

.…”

Section: Mathematical Modelmentioning

confidence: 99%

“…Besides, Li et al. developed a 1D analytical model for nonlinear consolidation of clay under a nonisothermal environment, where the effect of temperature‐dependent permeability was taken into account 61 . These experimental and theoretical studies indicate that the nonisothermal distribution condition in composite liners has an effect on the nonlinear consolidation behaviors of CCL, and thus also impacts the transport characteristics of organic contaminant.…”

Section: Introductionmentioning

confidence: 99%

See 1 more Smart Citation

Coupled model for one‐dimensional nonlinear consolidation and organic contaminant transport in a triple‐layer composite liner considering the nonisothermal distribution condition

Jiang

Chen

et al. 2023

Self Cite

The transport characteristics of organic contaminants are significantly affected by nonlinear consolidation and thermal‐diffusion behaviors. However, there is currently a lack of associated theoretical research on this topic. This study develops a coupled model for one‐dimensional (1D) nonlinear consolidation and organic contaminant transport in GM/GCL/CCL (geomembrane [GM], geosynthetic clay liner [GCL], and compacted clay liner [CCL]) composite liner considering the nonisothermal distribution condition. In particular, the influences of temperature on the parameters are incorporated, and the corresponding finite difference solutions are obtained. Furthermore, the rationality of the proposed theoretical model is effectively verified by conducting comparative analysis under different circumstances. Following this, the transport behaviors are investigated based on the defined breakthrough time tb${t_b}$. Compared with the isothermal distribution state (temperature difference normalΔT0.33em=0.33em00.33emnormalK$\Delta T\ = \ 0\ {\rm{K}}$), the tb${t_b}$ at normalΔT$\Delta T$ equal to 10, 20, 30, and 40 K decreases by 25.4%, 41.3%, 52.2%, and 60.1%, respectively. The effect of thermal‐diffusion on the transport process is notable when the Soret coefficient ST${S_T}$ ranges between 0.01 and 0.050.33emK−1$0.05\ {{\rm{K}}^{ - 1}}$. Moreover, compared with the case of no consolidation (loading rate Qu=0.33em00.33emkPa/year${Q_u} = \ 0\ {\rm{kPa}}/{\rm{year}}$), the tb${t_b}$ at Qu${Q_u}$ equal to 50, 100, 150, and 200kPa/year$200{\rm{\ kPa}}/{\rm{year}}$ increases by 27.1%, 49.9%, 68.1%, and 83.9%, respectively. As the diffusion coefficient Dm,R${D_{m,R}}$ in GM changes from 0.1×10−13$0.1 \times {10^{ - 13}}$ to 1.0×10−130.33emm2/normals$1.0 \times {10^{ - 13}}\ {{\rm{m}}^2}/{\rm{s}}$, Dm,R${D_{m,R}}$ is observed to have a marked effect on the transport behavior.

Semi‐Analytical Solution for One‐Dimensional Nonlinear Consolidation of Multilayered Soil Considering Self‐Weight and Boundary Time Effect

Zong,

Zhang,

et al. 2024

The self‐weight stress in multilayered soil varies with depth, and traditional consolidation research seldom takes into account the actual distribution of self‐weight stress, resulting in inaccurate calculations of soil consolidation and settlement. This paper presents a semi‐analytical solution for the one‐dimensional nonlinear consolidation of multilayered soil, considering self‐weight, time‐dependent loading, and boundary time effect. The validity of the proposed solution is confirmed through comparison with existing analytical solutions and finite difference solution. Based on the proposed semi‐analytical solution, this study investigates the influence of self‐weight, interface parameter, soil properties, and nonlinear parameters on the consolidation characteristics of multilayered soil. The results indicate that factoring in the true distribution of self‐weight leads to a faster dissipation rate of excess pore water pressure and larger settlement and settlement rate, compared to not considering self‐weight. Both boundary drainage performance and soil nonlinearity have an impact on consolidation. If the boundary drainage capacity is inadequate, the influence of soil nonlinearity on consolidation diminishes.