Slope stability in slightly fissured claystones and marls

Alonso, Eduardo E.; Pinyol, Núria M.

doi:10.1007/s10346-014-0526-5

Cited by 20 publications

(8 citation statements)

References 40 publications

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“…Troncone [21] presents a 2D numerical analysis of well documented Senise large landslides in Southern Italy and a 3D extension in [22]. Other real cases of landslides involving progressive failure mechanism in the Iberian Peninsula have been collected in [23].…”

Section: Introductionmentioning

confidence: 99%

Run-out of landslides in brittle soils

Yerro¹,

Alonso

Pinyol

2016

Computers and Geotechnics

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One of the factors causing the acceleration of landslides is the loss of strength of the soil involved in the potential unstable mechanism. The travelled distance and the landslide velocity, a key factor in risk analysis, will be determined by the loss of resistant forces. Brittle behaviour, commonly associated with cemented soils, overconsolidated plastic clay formations and sensitive clays, lead to the progressive failure phenomenon explained by the reduction of the strength with increasing strain. In the present study, this phenomenon has been analysed in the case of a saturated slope which becomes unstable by increasing the boundary pore water pressure. A Mohr-Coulomb model with strain softening behaviour induced by increasing deviatoric plastic strain is used. The paper focusses not only on the stability of the slope but also on the post failure behaviour (run-out and sliding velocity). A coupled hydro-mechanical formulation of the material point method has been used to simulate the whole instability process. The influence of the brittleness of the material on the triggering of instability and run-out is evaluated by means of a parametric study varying peak and residual strength. The onset of the failure and the failure geometry are controlled by both peak and residual values. Good correlations between run-outs and brittleness are found. The decay of the strength determines the acceleration of the landslides and the travelled distance.Peer ReviewedPostprint (author's final draft

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Section: Introductionmentioning

confidence: 99%

Run-out of landslides in brittle soils

Yerro¹,

Alonso

Pinyol

2016

Computers and Geotechnics

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“…This means the slip failure along discontinuities and associated extension of surface subsidence may suddenly occur due to the dramatic decrease of discontinuities' cohesion, such as when the infill in discontinuities is saturated because of heavy precipitation or underground water [37]. Additionally, laboratory tests have demonstrated the strength of discontinuities will reduce after the slip failure [38]. This reduction will deteriorate the stability of surrounding rocks, because the initial slip failure in one dimension (e.g., when β σ θ −σ r = ðπ/4Þ + ðϕ ′ /2Þ is satisfied) is likely to lead to the subsequent failure in other directions (e.g., β σ θ −σ z = ðπ/4Þ + ðϕ ′ /2Þ or β σ z −σ r = ðπ/4Þ + ðϕ′/2Þ is satisfied).…”

Section: Slipmentioning

confidence: 99%

Cylindrical Caved Space Stability Analysis for Extension Prediction of Mining-Induced Surface Subsidence

Liu

Zhang

et al. 2021

Geofluids

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Subsequent extension of surface subsidence after vertical caving leads to large-scale surface destruction, as well as associated geological hazards. The extension prediction for cylindrical caved space, which appears circular surface subsidence, is still an intractable issue, due to the absence of robust models. To fill such a research gap, this paper provides an analytical model for the depth and orientation where the shear failure of isotropic rocks around the caved space is firstly observed. The anisotropy of surrounding rocks is further involved to enable this model to analyze the slip failure along discontinuities in anisotropic stress state. The prediction for the extension of the surface subsidence in Xiaowanggou iron mine is conducted, and the comparison between the prediction and the observation in satellite images demonstrates the validity of the proposed model. Even though this model cannot provide a definite boundary after extension, the prediction for the orientation surface subsidence extends to contribute to mitigating the effect of geological hazards. Another contribution of this work is to provide guidance to mitigate the impact of surface subsidence on safety and environment, such as filling the interspace between large-sized caved rocks by dumping small-sized waste rocks or backfilling the caved space with waste rocks.

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“…In this case, they usually present a low uniaxial compressive strength (UCS). For this reason, they also belong to the category of soft (or weak) rocks, which are characterised by UCS values that typically fall between 0.5 MPa and 25 MPa [22][23][24][25][26]. Typical soft rocks include mudrocks, marls, ignimbrites, conglomerates, and poorly cemented sandstones [27], shales, greywackes or sedimentary rocks [28,29], flysches [30,31], kakirites [32], chalks [25] and breccias [13,17,33,34].…”

Section: Introductionmentioning

confidence: 99%

“…Moreover, since soft rocks constitute transition materials between (hard) rocks and (stiff) soils, they are often too soft to be tested in rock mechanics apparatus and too hard for soil mechanics equipment [13,28,43]. Furthermore, they present numerous undesirable characteristics, such as low strength, disaggregation, presence of rock inclusions, capillarity suction, crumbling, high plasticity, slaking, and fast weathering [8,13,23,25,27,28,31,[44][45][46]. These issues are responsible for a lack of knowledge about their mechanical behaviour, which often leads to the adoption of very conservative parameters to the detriment of cost effectiveness.…”

Section: Introductionmentioning

confidence: 99%

Preliminary Characterisation of an Italian Soft Rock with a Block-in-Matrix Fabric

et al. 2022

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Mélanges are heterogeneous geological deposits and represent the most widespread bimrock (block-in-matrix) formations. This paper presents the efforts undertaken to characterise an Italian mélange composed of a clayey-marly matrix enclosing strong calcareous blocks. Due to its low uniaxial compressive strength, this geomaterial can be classified as a soft rock. The weak nature of the marly matrix and its water sensitivity, as well as the presence of rock inclusions, made the collection and preparation of intact specimens extremely complex and time-consuming operations. The difficulties encountered during these phases are described in detail; the various non-conventional procedures considered and developed to overcome these problems are also presented. The potential of the solutions proposed lies in the fact that they can be conveniently applied to other soft rocks with a block-in-matrix internal arrangement, such as the Italian mélange. To characterise the Italian mélange, point load and uniaxial compressive tests were carried out. From the results of these tests, a conversion factor equal to 14 is proposed to correct the point load strength index in order to estimate the uniaxial compressive strength of soft rocks, such as the mélange under study. Moreover, to estimate local strains and the deformability of the geomaterial, the non-destructive digital image correlation technique was applied.

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Slope stability in slightly fissured claystones and marls

Cited by 20 publications

References 40 publications

Run-out of landslides in brittle soils

Run-out of landslides in brittle soils

Cylindrical Caved Space Stability Analysis for Extension Prediction of Mining-Induced Surface Subsidence

Preliminary Characterisation of an Italian Soft Rock with a Block-in-Matrix Fabric

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