Increase in Undrained Shear Strength of Clay with Respect to Rate of Consolidation

Suzuki, Kôji; Yasuhara, Kazuya

doi:10.3208/sandf.47.303

Cited by 19 publications

(9 citation statements)

References 18 publications

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“…Prefabricated vertical drains (PVDs) were installed in order to accelerate consolidation. Recently published studies present results from in situ measurements of the s u increase in vertically drained clay during staged construction of embankments and fills during land reclamation (Bergado et al, 2002;Bo et al, 2007;Lo et al, 2008;Long and O'Riordan, 2001;Suzuki and Yasuhara, 2007). However, as experience of embankments of this particular magnitude on sulfide clay is limited, uncertainty about strength, deformation and consolidation characteristics of the subsoil prevailed.…”

Section: Description Of the Projectmentioning

confidence: 94%

“…50 have been suggested for different types of soils in numerous studies (e.g. Chung et al, 2007;Jardine and Hight, 1987;Karlsson and Viberg, 1967;Kim et al, 2009;Ladd, 1991;Larsson, 1980;Mayne, 1980;Mayne and Mitchell, 1988;Nicholson and Jardine, 1981;Shibuya et al, 2008;Suzuki and Yasuhara, 2007;Tanaka, 1994;Watabe et al, 2002). From these studies it can be concluded that the s u =ó 9 p ratio varies with soil type.…”

Section: Introductionmentioning

confidence: 94%

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Stability for a high embankment founded on sulfide clay

Müller

Larsson

Westerberg

2013

Proceedings of the Institution of Civil Engineers - Geotechnica

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During staged construction of embankments on clay foundations, the undrained shear strength su increases due to consolidation during the construction process. The increase is usually related to the pre-consolidation pressure [Formula: see text] by way of the ratio [Formula: see text] and is important when assessing the stability of an embankment. Properties controlling the increase are usually associated with various unknowns that can be difficult to predict before construction. A case involving a large embankment built on vertically drained sulfide clay is presented. Empirical knowledge and experience of similar constructions on sulfide clay were limited, therefore there were uncertainties of the soil–drain interaction and how the soil would behave under the embankment load. A trial embankment was built to gather knowledge and experience of this particular soil and the observational method was adopted. The study presents how embankment stability was predicted at design stage and controlled during construction. It highlights the importance and usefulness of obtaining measurement data from different types of measurements. Laboratory tests and a large number of in situ tests at different stages during construction were performed to assess [Formula: see text] ratios in the sulfide clay. The mean [Formula: see text] ratio was estimated by means of statistical analysis to 0·25 for a large stress interval.

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Section: Description Of the Projectmentioning

confidence: 94%

Section: Introductionmentioning

confidence: 94%

Stability for a high embankment founded on sulfide clay

Müller

Larsson

Westerberg

2013

Proceedings of the Institution of Civil Engineers - Geotechnica

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“…The installation pattern is 1.6 m×2.5 m, which is equivalent to 2.0 m square arrangement (n＝ 5.65). The calculation with ch(ap)＝cv was already presented in Suzuki and Yasuhara (2007). Additional calculations were carried out with ch(ap)＝1.2 cv and ch(ap)＝2 cv.…”

Section: Appendix: Discussion On Ch(ap)mentioning

confidence: 99%

“…It is assumed that each CRST result represents consolidation characteristics of each sub-layer. How to determine the parameters is the same as Suzuki and Yasuhara (2007). Since sub-layer 1 (the surface crust) has very high value of s?…”

Section: Parameters For Consolidation Analysismentioning

confidence: 99%

“…Since the disturbance around drains counteracts the eŠect of higher permeability in horizontal direction, it is often said that the apparent value of c h (denoted c h(ap) hereinafter) is practically identical to cv. Suzuki and Yasuhara (2007) analyzed the consolidation settlement which took place in the seawall construction for the second island of the Kansai International Airport. They obtained, with using c h(ap) equal to c v , a successful result for a soft marine clay deposit improved by sand drain (SD) method.…”

Section: Introductionmentioning

confidence: 99%

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Performance of Band Shaped Vertical Drain for Soft Hai Phong Clay

Suzuki¹,

Takeuchi

2008

Soils and Foundations

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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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Increase in Undrained Shear Strength of Clay with Respect to Rate of Consolidation

Cited by 19 publications

References 18 publications

Stability for a high embankment founded on sulfide clay

Stability for a high embankment founded on sulfide clay

Performance of Band Shaped Vertical Drain for Soft Hai Phong Clay

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

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