Partial Saturation and Seismicity on Steep Reclaimed Slopes

Jeldes, Isaac A.; Drumm, Eric C.; Schwartz, John S.

doi:10.1007/s10706-014-9781-4

Cited by 8 publications

(4 citation statements)

References 31 publications

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“…[4,18,32,33,38,42,47]) have extended the unsaturated soil mechanics into infinite slope formulation to investigate the effect of rainfall on the stability of slope surficial layer. Among these studies, the one-dimensional (1D) saturated-unsaturated seepage models are frequently used to obtain the changes in the near-surface PWP caused by rainfall.…”

Section: Infinite Slope Formulationmentioning

confidence: 99%

“…[5,11]). Furthermore, the measured in-situ PWP changes was input to the infinite slope formulation by Jeldes et al [33] to calculate the seasonal variation of FS of steep reclaimed slopes in Appalachian region in United States.…”

Section: Infinite Slope Formulationmentioning

confidence: 99%

“…This model appears to be of particular interest in practice among others [33]. This is mainly because of the following reasons: (i) it allows the relationship between strength with suction via the SWCC instead of using time-consuming and expensive experimental procedures; (ii) the nonlinear relationship between strength and suction can be well explained and predicted by the model; and (iii) no fitting parameters are required in this semi-empirical model.…”

Section: Infinite Slope Formulationmentioning

confidence: 99%

See 2 more Smart Citations

Hydro-mechanical coupling effect on surficial layer stability of unsaturated expansive soil slopes

Vanapalli

2015

Computers and Geotechnics

123

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Section: Infinite Slope Formulationmentioning

confidence: 99%

Section: Infinite Slope Formulationmentioning

confidence: 99%

Section: Infinite Slope Formulationmentioning

confidence: 99%

See 1 more Smart Citation

Hydro-mechanical coupling effect on surficial layer stability of unsaturated expansive soil slopes

Vanapalli

2015

Computers and Geotechnics

123

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“…Thus, the maximum value of K h can be calculated as 0.42. The vertical acceleration coefficient K v can be assumed to be equal to 0.5 K h (Ling et al 1997;Choudhury and Nimbalkar 2005;Jeldes et al 2014), which may act upward or downward. The selection of the direction of K v is determined by the most critical conditions in each case of application.…”

Section: Development Of Fragility Functionsmentioning

confidence: 99%

Development of fragility functions for slope instability analysis

2014

Landslides

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This paper presents a methodology for constructing fragility functions to characterise slope stability under a range of catastrophic earthquakes and rainfalls. The procedures for creating fragility functions, including the first-order reliability method (FORM) and the copula-based sampling method (CBSM), are demonstrated using a selection of typical slopes. The most common failure modes are included, such as the shallow sliding of an infinite slope, circular slip surface of a homogeneous slope, and tetrahedral wedge failure in a rock slope. Owing to the proposed approach, the fragility function can be applied to quantify the failure probabilities over a range of loading conditions with ease, as these are attributed to a function, rather than a design point. The advantage of these definitions is that the uncertainties of correlated soil shear strengths can be incorporated into the reliability models. The established procedure can provide a basis for describing vulnerable behaviour of a slope under various loading conditions and geometries.

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