Benchmark Problem for Large Strain Self-Weight Consolidation

Pu, Hefu; Song, Dingbao; Fox, Patrick J.

doi:10.1061/(asce)gt.1943-5606.0001872

Cited by 13 publications

(4 citation statements)

References 9 publications

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“…Using the finite nonlinear strain consolidation theory, Gibson et al demonstrated that the consolidation rate of a thick layer clay, considering the contribution of soil's self‐weight stress, is indeed faster than the solution derived using the classical Terzaghi's one‐dimensional consolidation theory. Pu et al analyzed a benchmark problem for one‐dimensional self‐weight consolidation of a saturated soil slurry under large strain conditions numerically and pointed out that the consideration of a soil's self‐weight can potentially change the void ratio, leading to a different consolidation efficiency. In addition, the problem of neglecting the influence of self‐weight stress in consolidation analysis has been identified from various types of laboratory tests, including column sedimentation tests and centrifuge model tests…”

Section: Introductionmentioning

confidence: 99%

One‐dimensional self‐weight consolidation with continuous drainage boundary conditions: Solution and application to clay‐drain reclamation

Feng

Mei

2019

Num Anal Meth Geomechanics

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Summary Traditional consolidation theories cannot provide good predictions of consolidation settlement in land reclamation because of their assumptions that the influence of soil's self‐weight is often neglected, and the drainage boundary is considered as fully pervious/impervious. In view of these limitations, an analytical solution is derived for one‐dimensional self‐weight consolidation problems with a continuous drainage boundary using the finite Fourier sine transform method. Following the classical Terzaghi's small strain theory, the soil's self‐weight is considered to produce consolidation settlement in dredged materials with a constant coefficient of consolidation. The continuous drainage boundary can essentially describe the time‐dependent variation of drainage capacity at the interface between two adjacent soil layers. By reducing the interface parameters, the effectiveness of the calculation is demonstrated against the Terzaghi's solution. The influence of interface parameters and soil's self‐weight stress coefficient on self‐weight consolidation is discussed. As expected, the rate of consolidation considering the self‐weight stress is faster, although the dependency of consolidation rate on the material property of void ratio is neglected. Moreover, the plane of maximum excess pore‐water pressure is estimated as a function of time factor, based on which a design chart is developed to optimize the layout of horizontal drains in land reclamation.

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Section: Introductionmentioning

confidence: 99%

One‐dimensional self‐weight consolidation with continuous drainage boundary conditions: Solution and application to clay‐drain reclamation

Feng

Mei

2019

Num Anal Meth Geomechanics

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“…Mikasa 27 has demonstrated through numerous consolidation experiments that self-weight stress is regarded to be a factor that cannot be ignored in calculating ground settlement. In the investigation of the 1D consolidation model, Feng et al 28 discovered that self-weight stress has a considerable impact on consolidation properties. Pu et al 4 took the self-weight of soil into account when investigating the coupled consolidation and contaminant transport under external surcharge loading.…”

Section: Introductionmentioning

confidence: 99%

“…found that self‐weight stress affects the transportation behavior of contaminants by influencing the consolidation behavior of soil. Besides, Pu et al 29 . pointed out that the self‐weight stress can greatly change the void ratio and consolidation efficiency when analyzing the benchmark problem for 1D self‐weight consolidation.…”

Section: Introductionmentioning

confidence: 99%

An analytical model for 2D consolidation of unsaturated soil with semi‐permeable boundaries considering self‐weight stress and time‐dependent loading

Liu

Zheng

2023

Num Anal Meth Geomechanics

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This paper proposes an analytical solution for 2D (two-dimensional) consolidation of unsaturated soil with impeded drainage boundaries by considering the combined effects of self-weight stress of soil and time-dependent loading. The governing equation of the 2D consolidation model was first formulated, followed by an analytical solution employing the methods of the Laplace transform technique and separation of variables. The solution is then degraded to validate the correctness against two classical lab tests and existing solutions. Subsequently, the proposed solution is further verified against finite element calculations. The results indicate that the self-weight stress of soil acts as an additional load applied to the unsaturated soil, the larger the self-weight stress, the greater the value of initial EPPs (excess pore pressures). Meanwhile, it can be easily found that the larger the value of self-weight stress, the larger the consolidation settlement.Without accounting for the effect of self-weight stress, the settlement of the soil will certainly be underestimated and the dissipation characteristics of EPPs will not be accurately captured. It can be also found that the ratio of k a /k w also significantly influenced the consolidation behavior.

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“…Subsequently, researchers such as Menéndez et al (2010), Abuel-Naga and Pender (2012), Brandenberg (2016), Wu et al (2016), Pu et al (2018aPu et al ( , 2018b, Li et al (2018), Liu et al (2018) focus on this challenging area and make meaningful achievements. Therefore, the variable compressibility of soft soils is necessary to be considered in settlement calculation of soft soil layers, especially for thick soil layers.…”

Section: Introductionmentioning

confidence: 99%

Development and Verification of a New Simplified Method for Calculating Settlement of a Thick Soil Layer with Nonlinear Compressibility and Creep

Feng

Yin

2020

Int. J. Geomech.

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The variable compressibility is necessary to be considered in settlement calculation of soft soil stratums, especially for thick soil layers. In this study, to calculate the consolidation settlement of a thick soil layer with creep, a new simplified method is presented using Zhu and Yin method (2012) to consider the nonlinear compressibility. The creep settlement during the consolidation stage is calculated, examined, and discussed for the thick soil layer. In the new simplified method, α is an important parameter to approximately consider the couple of consolidation and creep. It is found that the value of α in the new simplified method is a variable and is suggested to take α =Uz as a simplification. A series of cases including different thicknesses of soil stratums, different OCR values, different surcharge loadings, and different values of creep parameter are studied to verify the new simplified method by comparing our calculated values with the finite element simulated results. Subsequently, a typical and well-known Väsby test fill project with 50 years' measured data is selected as a thick soil layer example to illustrate the feasibility of the new simplified method to be used in practice. Both the new simplified method and finite element modelling are used to obtain the ground settlements. It is found from the comparison that the calculated results from the new simplified method and the FE modelling are in good agreement with the measured data.

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Benchmark Problem for Large Strain Self-Weight Consolidation

Cited by 13 publications

References 9 publications

One‐dimensional self‐weight consolidation with continuous drainage boundary conditions: Solution and application to clay‐drain reclamation

One‐dimensional self‐weight consolidation with continuous drainage boundary conditions: Solution and application to clay‐drain reclamation

An analytical model for 2D consolidation of unsaturated soil with semi‐permeable boundaries considering self‐weight stress and time‐dependent loading

Development and Verification of a New Simplified Method for Calculating Settlement of a Thick Soil Layer with Nonlinear Compressibility and Creep

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