Discussion on Analysis Method of Rock Slope and Case Analysis of Rock Slope Failure Based on Particle Flow Method

Landslide developed in rock mass usually has irregular shear plane. An approach for calculating distributed factor of safety of the irregular shear plane was put forward in this paper. The presented method can obtain not only the detailed stability status at any grid node of a complex shear plane but also the global safety of the slope. Thus, it is helpful to thoroughly understand the mechanism of slope failure. Comparing with the result obtained through the limit equilibrium method, the presented method was proved to be more accurate and suitable for stability analysis of rock slope with a thin shear plane. The stability of a potentially unstable rock slope was analyzed based on the presented method at the end of this paper. The detailed local stability, global stability, and the potential failure mechanism were provided.

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Maintenance Tools Category Integration Method Based on Case Analysis

Applied Mechanics and Materials ◽

10.4028/www.scientific.net/amm.446-447.1647 ◽

2013 ◽

Vol 446-447 ◽

pp. 1647-1651

Author(s):

Ya Bin Wang ◽

Zhen Hua Fu ◽

Yan Tian ◽

Li Qing Rong

Keyword(s):

Support System ◽

Integration Method ◽

Case Analysis ◽

Difficult Problem ◽

Analysis Method ◽

Numerical Example ◽

Integration Analysis

Maintenance tools present a difficult problem in complex support system, for the considerable varieties to be integrated and optimized. In order to obtain the solution, a maintenance tools category integration method was developed, which minimizes the support burden and costs. A maintenance tools category integration analysis method was employed based on case analysis method, which can classify the maintenance tools scientifically by its main characters. The integration flow and implement steps were employed, which can improve the solving efficiency for the integration method. At last, a numerical example was given, which examined the feasibility and validity of this method.

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A temperature- and stress-controlled failure criterion for ice-filled permafrost rock joints

The Cryosphere ◽

10.5194/tc-12-3333-2018 ◽

2018 ◽

Vol 12 (10) ◽

pp. 3333-3353 ◽

Cited By ~ 6

Author(s):

Philipp Mamot ◽

Samuel Weber ◽

Tanja Schröder ◽

Michael Krautblatter

Keyword(s):

Normal Stress ◽

Failure Criterion ◽

Slope Failure ◽

Rock Slope ◽

Shear Resistance ◽

Stress Conditions ◽

Rock Joints ◽

Normal Stresses ◽

Permafrost Rock ◽

Limestone Sample

Abstract. Instability and failure of high mountain rock slopes have significantly increased since the 1990s coincident with climatic warming and are expected to rise further. Most of the observed failures in permafrost-affected rock walls are likely triggered by the mechanical destabilisation of warming bedrock permafrost including ice-filled joints. The failure of ice-filled rock joints has only been observed in a small number of experiments, often using concrete as a rock analogue. Here, we present a systematic study of the brittle shear failure of ice and rock–ice interfaces, simulating the accelerating phase of rock slope failure. For this, we performed 141 shearing experiments with rock–ice–rock “sandwich”' samples at constant strain rates (10−3 s−1) provoking ice fracturing, under normal stress conditions ranging from 100 to 800 kPa, representing 4–30 m of rock overburden, and at temperatures from −10 to −0.5 ∘C, typical for recent observed rock slope failures in alpine permafrost. To create close to natural but reproducible conditions, limestone sample surfaces were ground to international rock mechanical standard roughness. Acoustic emission (AE) was successfully applied to describe the fracturing behaviour, anticipating rock–ice failure as all failures are predated by an AE hit increase with peaks immediately prior to failure. We demonstrate that both the warming and unloading (i.e. reduced overburden) of ice-filled rock joints lead to a significant drop in shear resistance. With a temperature increase from −10 to −0.5 ∘C, the shear stress at failure reduces by 64 %–78 % for normal stresses of 100–400 kPa. At a given temperature, the shear resistance of rock–ice interfaces decreases with decreasing normal stress. This can lead to a self-enforced rock slope failure propagation: as soon as a first slab has detached, further slabs become unstable through progressive thermal propagation and possibly even faster by unloading. Here, we introduce a new Mohr–Coulomb failure criterion for ice-filled rock joints that is valid for joint surfaces, which we assume similar for all rock types, and which applies to temperatures from −8 to −0.5 ∘C and normal stresses from 100 to 400 kPa. It contains temperature-dependent friction and cohesion, which decrease by 12 % ∘C−1 and 10 % ∘C−1 respectively due to warming and it applies to temperature and stress conditions of more than 90 % of the recently documented accelerating failure phases in permafrost rock walls.

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ROCK SLOPE SURFACE STABILITY ANALYSIS: A CASE STUDY ON HON LON ISLAND, KIEN HAI DISTRICT, KIEN GIANG PROVINCE, VIETNAM

Journal of Southwest Jiaotong University ◽

10.35741/issn.0258-2724.56.5.29 ◽

2021 ◽

Vol 56 (5) ◽

pp. 340-350

Author(s):

Ngoc Binh Vu ◽

Truong Thanh Phi ◽

Thanh Cong Nguyen ◽

Hong Thinh Phi ◽

Quy Nhan Pham ◽

...

Keyword(s):

Slope Failure ◽

Rock Slope ◽

Slope Surface ◽

Plane Failure ◽

Surface Stability ◽

Average Percentage ◽

The Road ◽

Wedge Failure ◽

Analytical Results

The research aimed to study 24 rock slope surfaces along the road around Hon Lon Island, Kien Hai district, Kien Giang province, Vietnam. The analytical results have determined slope failure, wedge failure, and toppling, which occurred on almost slope surface and the average percentage of plane failure is the largest. The average percent of plane failure is 19.23%, the wedge failure is 15.35%, and the toppling fault is 6.73%. Besides, the analytical results have also identified the slope surfaces which can be the key blocks: ND-13, 18, 23, 25, 34, 37, 45, 51, 62, 63. The other analytical results show that the existence of key blocks at the rock slope surfaces in the N-S direction, dip to E at the survey locations: ND-13, 23, 63 and dip to W at the survey locations: ND-37, 45; in the NE-SW direction, dip to SE at the survey locations: ND-15, 62 and dip to NW at the survey locations: ND-18, 34; in the NW-SE direction, dip to SW at the survey location ND-51. These results have important significance to support for protecting slope surface safety.

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Palaeoclimatic and morphodynamic implications of Holocene boulder-dominated periglacial and paraglacial landforms in Rondane, South Norway

10.5194/egusphere-egu21-12172 ◽

2021 ◽

Author(s):

Philipp Marr ◽

Stefan Winkler ◽

Svein Olaf Dahl ◽

Jörg Löffler

Keyword(s):

Slope Failure ◽

Rock Slope ◽

Control Point ◽

Alluvial Fan ◽

Age Dating ◽

The Holocene ◽

Holocene Thermal Maximum ◽

Exposure Age ◽

Thermal Maximum ◽

Exposure Ages

<p>Periglacial, paraglacial and related boulder-dominated landforms constitute a valuable, but often unexplored source of palaeoclimatic and morphodynamic information. The timing of landform formation and stabilization can be linked to past cold climatic conditions which offers the possibility to reconstruct cold climatic periods. In this study, Schmidt-hammer exposure-age dating (SHD) was applied to a variety of boulder-dominated landforms (sorted stripes, blockfield, paraglacial alluvial fan, rock-slope failure) in Rondane, eastern South Norway for the first time. On the basis of an old and young control point a local calibration curve was established from which surface exposure ages of each landform were calculated. The investigation of formation, stabilization and age of the respective landforms permitted an assessment of Holocene climate variability in Rondane and its connectivity to landform evolution. The obtained SHD age estimates range from 11.15 &#177; 1.22 to 3.99 &#177; 1.52 ka which shows their general inactive and relict character. Most surface exposure ages of the sorted stripes cluster between 9.62 &#177; 1.36 and 9.01 &#177; 1.21 ka and appear to have stabilized towards the end of the &#8216;Erdalen Event&#8217; or in the following warm period prior to &#8216;Finse Event&#8217;. The blockfield age with 8.40 &#177; 1.16 ka indicates landform stabilization during &#8216;Finse Event&#8217;, around the onset of the Holocene Thermal Maximum (~8.0&#8211;5.0 ka). The paraglacial alluvial fan with its four subsites shows age ranges from 8.51 &#177; 1.63 to 3.99 &#177; 1.52 ka. The old exposure age points to fan aggradation follow regional deglaciation due to paraglacial processes, whereas the younger ages can be explained by increasing precipitation during the onset neoglaciation at ~4.0 ka. Surface exposure age of the rock-slope failure with 7.39 &#177; 0.74 ka falls into a transitional climate period towards the Holocene Thermal Maximum (~8.0&#8211;5.0 ka). This indicates that climate-driven factors such as decreasing permafrost depth and/or increasing hydrological pressure negatively influence slope stability. Our obtained first surface exposure ages from boulder-dominated landforms in Rondane give important insights to better understand the palaeoclimatic variability in the Holocene.</p>

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Combined rock slope stability and shallow landslide susceptibility assessment of the Jasmund cliff area (Rügen Island, Germany)

Natural Hazards and Earth System Science ◽

10.5194/nhess-9-687-2009 ◽

2009 ◽

Vol 9 (3) ◽

pp. 687-698 ◽

Cited By ~ 27

Author(s):

A. Günther ◽

C. Thiel

Keyword(s):

Slope Stability ◽

Landslide Susceptibility ◽

Slope Failure ◽

Rock Slope ◽

Shallow Landslide ◽

Material Strength ◽

Spatial Integration ◽

Inventory Data ◽

Susceptibility Analysis ◽

Susceptibility Model

Abstract. In this contribution we evaluated both the structurally-controlled failure susceptibility of the fractured Cretaceous chalk rocks and the topographically-controlled shallow landslide susceptibility of the overlying glacial sediments for the Jasmund cliff area on Rügen Island, Germany. We employed a combined methodology involving spatially distributed kinematical rock slope failure testing with tectonic fabric data, and both physically- and inventory-based shallow landslide susceptibility analysis. The rock slope failure susceptibility model identifies areas of recent cliff collapses, confirming its value in predicting the locations of future failures. The model reveals that toppling is the most important failure type in the Cretaceous chalk rocks of the area. The shallow landslide susceptibility analysis involves a physically-based slope stability evaluation which utilizes material strength and hydraulic conductivity data, and a bivariate landslide susceptibility analysis exploiting landslide inventory data and thematic information on ground conditioning factors. Both models show reasonable success rates when evaluated with the available inventory data, and an attempt was made to combine the individual models to prepare a map displaying both terrain instability and landslide susceptibility. This combination highlights unstable cliff portions lacking discrete landslide areas as well as cliff sections highly affected by past landslide events. Through a spatial integration of the rock slope failure susceptibility model with the combined shallow landslide assessment we produced a comprehensive landslide susceptibility map for the Jasmund cliff area.

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Comprehensive Method to Test the Stability of High Bedding Rock Slop Subjected to Atomized Rain

Applied Sciences ◽

10.3390/app10051577 ◽

2020 ◽

Vol 10 (5) ◽

pp. 1577

Author(s):

Zheng-jun Hou ◽

Bao-quan Yang ◽

Lin Zhang ◽

Yuan Chen ◽

Geng-xin Yang

Keyword(s):

Slope Failure ◽

Rock Slope ◽

Evaluation Method ◽

Failure Modes ◽

Similarity Theory ◽

Fem Simulation ◽

Strength Reduction ◽

Comprehensive Method ◽

The Stability ◽

Bedding Rock Slope

In the construction of high dams, many high rock slope failures occur due to flood discharge atomized rain. Based on the steel frame lifting technique and strength reduction materials, a comprehensive method is proposed in this paper to study the stability of high bedding rock slope subjected to atomized rain. The safety factor expression of the comprehensive method and the evaluation method for deformation instability were established according to the similarity theory of geomechanical model, failure criterion, and mutation theory. Strength reduction materials were developed to simulate the strength reduction of structural planes caused by rainfall infiltration. A typical test was carried out on the high bedding rock slope in the Baihetan Hydropower Station. The results showed that the failure modes of the bedding rock slope were of two types: sliding–fracturing and fracturing–sliding. The first slip block at the exposed place of the structural plane was sliding–fracturing. Other succeeding slip blocks were mainly of the fracturing–sliding type due to the blocking effect of the first slip block. The failure sequence of the slip blocks along the structural planes was graded into multiple levels. The slip blocks along the upper structural planes were formed first. Concrete plugs had effective reinforcement to improve the shear resistance of the structural planes and inhibit rock dislocation. Finite element method (FEM) simulation was also performed to simulate the whole process of slope failure. The FEM simulation results agreed well with the test results. This research provides an improved understanding of the physical behavior and the failure modes of high bedding rock slopes subjected to atomized rain.

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