Self-weight consolidation of slurried deposition: tests and interpretation

Li, Li; Alvarez, I. C.; Aubertin, Jonathan D.

doi:10.1179/1938636213z.00000000016

Cited by 30 publications

(9 citation statements)

References 35 publications

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“…4 Clearly, the erroneous prediction can be induced by the inappropriate assumptions regarding the contribution of soil's self-weight stress and the boundary condition. Extensive experimental [5][6][7][8][9][10][11] and theoretical investigations [4][5][6][12][13][14][15][16] have, hence, been carried out to assess the mechanism of self-weight consolidation and derive a more representative time-dependent boundary condition.…”

Section: Introductionmentioning

confidence: 99%

“…Pu et al 17 analyzed a benchmark problem for one-dimensional selfweight 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 6,10,11 and centrifuge model tests. 7,9,18,19 In theory, boundary conditions reflect the influence of drainage capacity at boundaries of the problem during the consolidation process.…”

Section: Introductionmentioning

confidence: 99%

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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%

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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“…Highest peak compressive stress was recorded when the soil was moulded at 30% moisture content and allowed to undergo self-weight consolidation ( figure 3 a ; electronic supplementary material, tables S2 and S3). Self-weight consolidation is the consolidation of slurried deposits under their own weight [ 44 ]. The peak compressive stress at this moisture content closely reflected the peak compressive stress of termite mound soil [ 32 ] and was significantly different from soil moulded at 40%, 50% and 60% moisture contents (ANOVA peak compressive stress ∼ initial soil moisture content: F 3,16 = 16.65, p ≪ 0.001) suggesting that self-weight consolidation at 30% moisture content is sufficient to impart final achieved in situ strength to the mound soil.…”

Section: Resultsmentioning

confidence: 99%

Moisture alone is sufficient to impart strength but not weathering resistance to termite mound soil

2020

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Soil is used for the construction of structures by many animals, at times admixed with endogenous secretions. These additives, along with soil components, are suggested to have a role in biocementation. However, the relative contribution of endogenous and exogenous materials to soil strength has not been adequately established. Termite mounds are earthen structures with exceptional strength and durability including weathering resistance to wind and rain. With in situ and laboratory-based experiments, we demonstrate that the fungus-farming termite Odontotermes obesus which builds soil nest mounds, when given a choice, prefers soil close to its liquid limit for construction. At this moisture content, the soil–water mixture alone even in the absence of termite handling undergoes self-weight consolidation and upon drying attains a monolithic, densely packed structure with compressive strength comparable to the in situ strength of the mound soil; however, the soil–water mixture alone has lower resistance to water erosion than the in situ mound samples, suggesting that termite secretions impart weathering resistance and thereby long-term stability to the mound. Therefore, weathering resistance and compressive strength are conferred by different aspects of termite soil manipulation. Our work provides novel insights into termite mound construction and strength correlates for earthen structures built by animals.

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“…In this study, an isostatic overburden pressure (i.e., σ h = σ v = γ u h) has been considered in the first secondary stope for the uncemented backfill slurry (Stope 2, Figure 3). This pressure state is achieved in paste backfill shortly after the fast backfilling of the stopes (Thompson et al, 2012;Li et al, 2013;El Mkadmi et al, 2014). For most cases in practice, drainage and consolidation can take place during the filling of the first secondary stope, waiting period and excavation of the second secondary stope, resulting in a lateral pressure smaller than the isostatic overburden pressure.…”

Section: Limitations and Future Developmentmentioning

confidence: 99%

Required strength estimation of a cemented backfill with the front wall exposed and back wall pressured

Liu

Yang

et al. 2018

IJMME

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Determining the required strength is a critical task in backfilled stopes design. Over the years, several solutions have been proposed by considering a backfill with one face exposed and confined by three rock walls. In practice, a cemented backfill may be in contact with an uncemented backfill and exposed on the opposite side. The uncemented backfill can apply a pressure on the exposed cemented backfill and affects its stability. In this study, a lateral pressure equal to the isostatic overburden pressure is considered for the uncemented backfill. An analytical solution is proposed to evaluate the minimum required strength of the cemented backfill exposed on one side, pressured by the uncemented backfill on the opposite side, and confined by two rock walls. The proposed analytical solution is validated by numerical simulations with FLAC 3D. G. Liu et al.

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Self-weight consolidation of slurried deposition: tests and interpretation

Cited by 30 publications

References 35 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

Moisture alone is sufficient to impart strength but not weathering resistance to termite mound soil

Required strength estimation of a cemented backfill with the front wall exposed and back wall pressured

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