Determination of strength parameters for landslide slope stability analysis by laboratory test and inverse calculation engagement.

Mitachi, Toshiyuki; Kuda, Takayuki; Okawara, Masafumi; Ishibashi, Masahiro

doi:10.3313/jls.40.105

Cited by 6 publications

(4 citation statements)

References 3 publications

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“…Skempton (1985) concluded that the variation in strength within a usual range of slow laboratory test (0.002-0.01 mm/min) was negligible. Yatabe et al (1991) and Mitachi (2003) also reported that the residual strength hardly changed with changing the shear displacement rate. Contrary to these studies, Lemos et al (1985) pointed out that the residual strength of soils showing the sliding shear with a high clay content increased with increasing the shear displacement rate, whereas the residual strength of soils showing the turbulent shear with a low clay content exhibited a reversed rate eŠect.…”

Section: In‰uence Of Shear Displacement Rate On Residual Strength Of mentioning

confidence: 97%

“…Suzuki et al (2000) and Mitachi et al (2003) have reconˆrmed the suggestion of Skempton (1964) that the residual strength of reconstituted sample was not aŠected by the eŠective stress history in the consolidation process represented by a change of overconsolidation ratio, OCR. The in‰uence of OCR, however, has never been examined from the viewpoint of the consolidation yield stress for undisturbed samples.…”

Section: In‰uence Of Stress History In Consolidation and Shear Processesmentioning

confidence: 99%

“…The relationship between the residual strength and the shear displacement rate for various soils has been examined using RDBST apparatus (Kenney, 1967;Ramiah et al, 1970;Skempton, 1985;Mitachi et al, 2003) and RST apparatus (Lemos et al, 1985: Skempton, 1985Yatabe et al, 1991;Tika et al, 1996;Suzuki et al, 2000). Skempton (1985) concluded that the variation in strength within a usual range of slow laboratory test (0.002-0.01 mm/min) was negligible.…”

Section: In‰uence Of Shear Displacement Rate On Residual Strength Of mentioning

confidence: 99%

“…It should be noted that the residual strength of overconsolidated clay also shows the dependency on shear displacement rate. In the RDBST conducted by Mitachi et al (2003), the shear displacement rate was changed step by step once a specimen reached the residual state. The results measured by the same procedure as them are also shown in Fig.…”

Section: In‰uence Of Shear Displacement Rate On Residual Strength Of mentioning

confidence: 99%

See 3 more Smart Citations

Residual Strength Characteristics of Naturally and Artificially Cemented Clays in Reversal Direct Box Shear Test

Suzuki

Tsuzuki²,

Yamamoto

2007

Soils and Foundations

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Section: In‰uence Of Shear Displacement Rate On Residual Strength Of mentioning

confidence: 97%

Section: In‰uence Of Stress History In Consolidation and Shear Processesmentioning

confidence: 99%

Section: In‰uence Of Shear Displacement Rate On Residual Strength Of mentioning

confidence: 99%

Section: In‰uence Of Shear Displacement Rate On Residual Strength Of mentioning

confidence: 99%

See 2 more Smart Citations

Residual Strength Characteristics of Naturally and Artificially Cemented Clays in Reversal Direct Box Shear Test

Suzuki

Tsuzuki²,

Yamamoto

2007

Soils and Foundations

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Characterisation of state bounding surface at low effective stresses in clayey soils having different structures

Panta¹,

Nishimura²

2017

Géotechnique

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Shallow stability analysis of natural or man-made soil slopes requires accurate characterisation of soil strength at low effective stresses (5–20 kPa), corresponding to mechanisms expected at 1–2 m depth. This study focused on the intertwining effects of soil structures at different scales and low stresses on the undrained strength of fine-grained soils, by testing two natural plastic clays and a clay–sand mixed soil at different states (intact, reconstituted and compacted) in a series of constant-volume direct shear and hollow cylinder simple shear tests. The non-linearity of the Hvorslev bounding surface was expressed well by a power law function. The normalised strength and the degree of its non-linearity of the clays at intact states were higher than at equivalent reconstituted states, probably owing to true inter-particle cohesion, as confirmed by the hollow cylinder apparatus tests. The compacted states led to significantly lower normalised strength than the reconstituted state in both clays, while they did not show significant difference in the clay–sand mixed soil. This observation was explained by meso-scale discontinuities by X-ray micro-computed tomography images. Compacted clays’ shear strength is associated with a meso-fabric very different from that in more homogeneous intact and reconstituted clays, and the conventional state normalisation based on the equivalent pressure does not capture it.

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Takahashi¹,

Moriya²,

Ogita³

et al. 2005

Journal of the Japan Landslide Society

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Determination of strength parameters for landslide slope stability analysis by laboratory test and inverse calculation engagement.

Cited by 6 publications

References 3 publications

Residual Strength Characteristics of Naturally and Artificially Cemented Clays in Reversal Direct Box Shear Test

Residual Strength Characteristics of Naturally and Artificially Cemented Clays in Reversal Direct Box Shear Test

Characterisation of state bounding surface at low effective stresses in clayey soils having different structures

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