Journal articles on the topic 'Combined slope failure mechanism'
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1
Wang, Dong, Lan Zhu Cao, Chun De Piao, and Run Cai Bai. "Influence of Underground Mining on Failure Mode and Stability of Counter-Tilt Slope in Surface Mines." Advanced Materials Research 594-597 (November 2012): 80–85. http://dx.doi.org/10.4028/www.scientific.net/amr.594-597.80.
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How to demonstrate the deformation and failure mode of the slope under combine surface and underground mining and evaluate its stability scientifically is one of the problems that need urgent solutions in mining engineering. First, the deformation and failure mode of the slope under simple surface mining, the deformation and failure mechanism of the overlying strata affected by underground mining and deformation mechanism of the slope under combined surface and underground mining were analyzed, then the failure mode and the stability calculation method of the slope under combined surface and underground mining was studied. The results show that the failure modes of the slope under combined surface and underground mining involve three patterns: slipping failure, subsiding failure and slipping-subsiding combined failure, that the failure modes and the stability of the slope under combined surface and underground mining be significantly affected by the underground mining positions and the influence be mainly controlled by the length of the latent slide plane of the slope and the weakening degree of the rock masses in the subsidence range. Finally, a limit equilibrium method to calculate the slope stability under combined surface and underground mining was put forward.
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Zhang, Zhenhua, Mingming Qian, Song Wei, and Juxiang Chen. "Failure Mechanism of the Qianjiangping Slope in Three Gorges Reservoir Area, China." Geofluids 2018 (August 6, 2018): 1–12. http://dx.doi.org/10.1155/2018/3503697.
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The Qianjiangping landslide is the first large-scale rock slide in Three Gorges Reservoir (TGR) Area, China, after the impoundment of the TGR. Previous studies on the slope showed that most researchers agreed that reservoir impoundment and rainfall were the two main triggering factors of the slope failure. However, there were different views about the influence degrees of the two factors on the slope failure. In order to clarify the influence degrees of each of three conditions (reservoir impoundment, rainfall, and combined effect of reservoir impoundment and rainfall) on the failure of the Qianjiangping slope and reveal the failure mechanism of the slope, underground water tables and stresses in the slope were calculated under the three conditions, respectively, based on fluid-solid coupling theory using the Abaqus software in this paper; then, the failure approach index (FAI) was adopted to analyze the failure characteristics of the slope under each of the three conditions. Research results show that the influence degree of rainfall is greater than that of reservoir impoundment on the slope failure, and the influence degree of the combined effect of reservoir impoundment and rainfall is greater than that of rainfall; the sliding surface runs through only in the condition of the combined effect of reservoir impoundment and rainfall. Study results suggest that with the reservoir water level rising, the toe of the slope was gradually submerged in reservoir water and the strength of rock mass submerged by reservoir water decreased due to water-rock interaction; furthermore, the heavy rainfall was rapidly injected into the slope through the interlayer staggered zone and slope surface, the groundwater table in the middle part of the slope rose rapidly, the sliding force of the slope increased, and the stress concentration appeared at the lower part of the slope; finally, the rock bridges submerged by reservoir water in the front of the slope fractured, and the failure of the slope occurred.
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Ju, Hai Yan, Gui Qing Gao, Shao Lin Liu, Chang Tai Luo, and Jian Hua Li. "The Instability Mechanism of Soil-like Slope under the Action of Acid Corrosion in Open-Pit Copper Mine." Applied Mechanics and Materials 580-583 (July 2014): 750–54. http://dx.doi.org/10.4028/www.scientific.net/amm.580-583.750.
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Combined with the engineering geological conditions and geological characteristics of soil-like slope in a certain open-pit copper mine, based on the experiments and theoretical analysis, the instability mechanism of soil-like slope under the action of acid mine wastewater is researched. Because the acid wastewater goes into the weak structural plane, reacting with the constitutional materials and fillings in slopes, the react change the microstructure of the rock and soil, and replace, dissolve the components, causing the cohesion and internal friction angle of slope reducing eventually and slope failure.
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Cui, Fang Peng, Yue Ping Yin, Rui Lin Hu, and Jin Qing Yu. "Failure Mechanisms of the Landslides Triggered by the 2008 Wenchuan Earthquake, China." Advanced Materials Research 594-597 (November 2012): 1864–68. http://dx.doi.org/10.4028/www.scientific.net/amr.594-597.1864.
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Taking the landslides triggered by the 2008 Wenchuan Earthquake as examples, their dynamic responses with different epicenter distances due to single and combined action with regionality and spatial heterogeneity of the Primary and Secondary waves were simulated by applying the Universal Distinct Element Code software. The results shows that the slope suffered from the combined action between P and S waves appears instability prior to the slope under single action of P wave. With the epicenter distance increasing, the key controlling factor resulting in the slope failure varies from the combined seismic action between P and S waves to the single seismic action of the P wave. As for the formation mechanism of slope instability, coupled action between the vertical and horizontal seismic forces results in the slope dynamic failure with key action varying from the vertical to the horizontal one. Finally, the initial instability originates always at slope shoulder due to the peak ground acceleration amplification effect and the variation trend of the slope mechanical parameters on its fracturing of the seismic action.
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Zhou, Wei, Wei Yuan, Gang Ma, and Xiao-Lin Chang. "Combined finite-discrete element method modeling of rockslides." Engineering Computations 33, no. 5 (July 4, 2016): 1530–59. http://dx.doi.org/10.1108/ec-04-2015-0082.
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Purpose – The purpose of this paper is to propose a novel combined finite-discrete element method (FDEM), based on the cohesive zone model, for simulating rockslide problems at the laboratory scale. Design/methodology/approach – The combined FDEM is realized using ABAQUS/Explicit. The rock mass is represented as a collection of elastic bulk elements glued by cohesive elements with zero thickness. To reproduce the tensile and shear micro-fractures in rock material, the Mohr-Coulomb model with tension cut-off is employed as the damage initiation criterion of cohesive elements. Three simulated laboratory tests are considered to verify the capability of combined FDEM in reproducing the mechanical behavior of rock masses. Three slope models with different joint inclinations are taken to illustrate the application of the combined FDEM to rockslide simulation. Findings – The results show that the joint inclination is an important factor for inducing the progressive failure behavior. With a low joint inclination, the slope failure process is observed to be a collapse mode. As the joint inclination becomes higher, the failure mode changes to sliding and the steady time of rock blocks is shortened. Moreover, the runout distance and post-failure slope angle decrease as the joint inclination increases. Originality/value – These studies indicate that the combined FDEM performed within ABAQUS can simulate slope stability problems for research purposes and is useful for studying the slope failure mechanism comprehensively.
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Nian, Ting Kai, Ke Li Zhang, Run Qiu Huang, and Guang Qi Chen. "Stability Analysis of a 3D Vertical Slope with Transverse Earthquake Load and Surcharge." Applied Mechanics and Materials 90-93 (September 2011): 676–79. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.676.
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The stability and failure mode for a 3D vertical slope with transverse earthquake load and surcharge have been an interesting issue, especially in building excavation and wharf engineering. In order to further reveal the seismic and surcharge effect, a three-dimensional elasto-plastic finite element(FE) code combined with a strength reduction procedure is used to yield a factor of safety and failure mode for a vertical slopes under two horizontal direction pseudo-static(PS) coefficient and surcharge on the slope top, respectively. Comparative studies are carried out to investigate the effect of seismic coefficient, surcharge intensity and location on the stability and the failure mechanism for a 3D vertical slope including an inclined weak layer. Several important findings are also achieved.
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Tan, Mengxi, and Sai K. Vanapalli. "Performance estimation of a shallow foundation on an unsaturated expansive soil slope subjected to rainfall infiltration." MATEC Web of Conferences 337 (2021): 03009. http://dx.doi.org/10.1051/matecconf/202133703009.
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In the last two decades, there has been a significant increase in infrastructure development on slopes of hilly regions of the world, due to population growth. There are many infrastructures on unsaturated expansive slopes, especially in semi-arid and arid regions. Rainfall infiltration is one of the major factors that contributes to the slope and infrastructure foundations failures on hilly slopes with unsaturated expansive soils. In the current study, a rational approach is proposed considering the combined influence of the foundation-slope behavior based on the principles of unsaturated soil mechanics. This is achieved by a novel numerical modelling approach using the commercial software Geo-studio to investigate the performance of strip foundation located on the top of the unsaturated expansive soil slope subjected to various rainfall infiltration conditions. Hydro-mechanical coupling analysis is conducted to evaluate the rainfall water infiltration influence combined with slope stability analysis using limit equilibrium method. Comparisons are made between both the foundation bearing capacity, slope stability before and after rainfall water infiltration. Different failure mechanisms of the foundation and slope system are presented with and without foundation loading for various rainfall scenarios. Results summarized in this paper are helpful for the geotechnical engineers for understanding the performance of shallow foundations on unsaturated expansive soil slopes considering the influence of rainfall infiltration conditions.
8
Zeng, Bin, and Hong Zhou. "Formation Mechanism Analysis of Cataclastic Texture Rock Landslide Based on Discrete Element Method." Applied Mechanics and Materials 405-408 (September 2013): 558–61. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.558.
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Since a long time of excavation, the slope in Yang-mountain of Suzhou Province became a high and steep slope which has 260m difference in height, on top of this slope there is a high risky cataclastic texture bedrock landslide. Based on geologic investigation of the landslide, combined with 3DEC numerical simulation, the paper gave a comprehensive analysis on formation precondition, evolution procedure, failure model and mechanism from the points of topographic feature, structure evolution history, lithology and external influence. It is shown that the free face in front of the landslide, weak quartz porphyry dike in front of the sliding zone, cataclastic rock structure formed by nappe structure are the main factors which control the formation and failure mode of the landslide.
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Wang, Liang, Xue Zhang, and Stefano Tinti. "Large deformation dynamic analysis of progressive failure in layered clayey slopes under seismic loading using the particle finite element method." Acta Geotechnica 16, no. 8 (January 21, 2021): 2435–48. http://dx.doi.org/10.1007/s11440-021-01142-8.
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AbstractThis paper presents the failure analysis of layered clayey slopes with emphasis on the combined effect of the clay’s weakening behavior and the seismic loading using the particle finite element method (PFEM). Diverse failure mechanisms have been disclosed via the PFEM modelling when the strain-weakening behavior of clay is concerned. In contrast to a single layered slope exhibiting either a shallow or a deep failure mode, a layered slope may undergo both failure modes with a time interval in between. Seismic loadings also enlarge the scale of slope failure in clays with weakening behavior. The failure of a real layered slope (i.e. the 1988 Saint-Adelphe landslide, Canada) triggered by the Saguenay earthquake is also studied in this paper. The simulation results reveal that the choice of the strain-softening value controls the slip surface of the landslide and the amplification effect is important in the triggering of the landslide.
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Mei, Xuefeng, Nengfeng Wang, Guotao Ma, Jie Wang, Yan Wang, Jianli Wu, Mei Han, and Bin Cai. "Deformation Process and Mechanism Analyses of a Rock Slope Based on Long-Term Monitoring at the Pubugou Hydropower Station, China." Geofluids 2021 (February 12, 2021): 1–17. http://dx.doi.org/10.1155/2021/6615424.
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This paper presents a typical 450 m high rock slope in a highly jointed and fractured rock mass at Pubugou (PBG) hydropower station on the Dadu River. We established a set of multiphase field geological survey combined with GPS, inclinometers, and piezometer monitoring system to analyze the deformation and failure mechanism of rock slope. The results show that small-scale excavation in road construction disrupted the balance of the Pubugou rock slope (PBGRS), and several local retrogressive failures occurred at the toe. Monitoring data regarding surface and subsurface movements show that the PBGRS is stable as a whole. The deformation concentrated mainly in the loosened fractured zone, which was a feature with sliding-compression cracking. Highly loosened rock mass was the predominant factor affecting the stability of the PBGRS, while the role of reservoir water level fluctuation, though positive, was not significant. Overall, the PBGRS still has a high potential for further development, especially in the slope’s upper zone. To reinforce the slope, measurements mainly consist of the concrete frame combined with anchor cables constructed on the slope. In this study, the analysis was carried out of pre- and postreinforcement measure slope stability with numerical simulation, and safety factor increased from 1.09 to 1.21. This study’s findings have important implications to the analytical method and reinforcement design with geological settings like that of the PBGRS.
11
Jeong, S. S., J. H. Kim, Y. M. Kim, and D. H. Bae. "Susceptibility assessment of landslides under extreme-rainfall events using hydro-geotechnical model; a case study of Umyeonsan (Mt.), Korea." Natural Hazards and Earth System Sciences Discussions 2, no. 8 (August 28, 2014): 5575–601. http://dx.doi.org/10.5194/nhessd-2-5575-2014.
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Abstract. The influence of climate change on patterns has the potential to alter stability of partially saturated soil slopes. Changes in rainfall patterns have a strong influence on stability of partially saturated soil slopes, which recently have resulted in shallow landslides. In this paper, a comprehensive case study on the 2011 Umyeonsan (Mt.) landslides was highlighted. The incident involves the collapse of a soil slope and the debris flow under extreme-rainfall event, causing 16 fatalities and serious damaged to 146 housings. A fundamental study was carried out on the cause and mechanism of landslide/debris flow. An analytical method is developed for determining the failure mechanism of unsaturated soil slopes under extreme-rainfall, the effect of groundwater flow; the downward velocity of wetting front, and the upward velocity of groundwater level. Based on this, we propose the conceptual methodology of landslide design based on experimental tests and numerical analyses which consider the important mechanism of the combined effects of both groundwater flow and rainfall infiltration into the slope.
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Francioni, Mirko, Doug Stead, Jayanti Sharma, John J. Clague, and Marc-André Brideau. "An Integrated InSAR-Borehole Inclinometer-Numerical Modeling Approach to the Assessment of a Slow-Moving Landslide." Environmental and Engineering Geoscience 27, no. 3 (June 4, 2021): 287–305. http://dx.doi.org/10.2113/eeg-d-20-00109.
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ABSTRACT We use results of satellite-based interferometric synthetic aperture radar, Global Positioning System, and borehole inclinometer data to constrain numerical models that improve understanding of slope deformation at the Alexandria landslide, British Columbia, Canada. Surface monitoring data and borehole slope inclinometer measurements provide important insight into the slope failure mechanism. We initially analyzed the data in a geographic information system (GIS) to create thematic maps of the landslide area (hillshade, slope, and aspect), to identify key geological features, and to produce an engineering geomorphology map of the landslide. The monitoring data and the geological/engineering geomorphological models provide important constraints for two-dimensional landslide limit equilibrium and finite difference analyses. The initial limit equilibrium analysis improved understanding of the sliding surfaces. The finite difference models were then used to simulate and investigate the potential slope deformation mechanism. The combined slope monitoring/modeling results show that the Alexandria landslide is a slow-moving, multiple-block, retrogressive slope failure. The close agreement between the limit equilibrium and finite difference analyses, together with the satellite and ground-based slope monitoring and GIS data, highlight the importance of using a multidisciplinary/integrated approach in landslide studies.
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Xiong, Tongqiang, Jianlin Li, Lehua Wang, Huafeng Deng, and Xiaoliang Xu. "Reservoir Landslide Physical Modelling under Ice-Snow Melting and Reservoir Water Combined Action." Advances in Civil Engineering 2020 (December 7, 2020): 1–21. http://dx.doi.org/10.1155/2020/8832485.
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Extreme ice-snow melting in winter affects the infiltration process of snow water on the slope surface significantly and plays an important role in the deformation stability of landslide. Variation in pore water pressure is regarded as an essential factor of landslide instability induced by snow water. In order to figure out the internal relationship between the infiltration process of snow water and the failure mode of deformation and instability of the accumulation landslide, the response law and deformation and failure mode of pore water pressure and soil pressure of landslide accumulation under different ice-snow melting conditions are deeply studied based on the indoor large-scale landslide model test. We have studied the physical model test under the combined action of reservoir water and ice-snow melting. It reveals the seepage erosion deformation and failure mechanism. It undoubtedly provides references of great importance for the geological hazard governance of bank slope in the Three Gorges Reservoir Area.
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Huang, Yongliang, Zhiwei Sun, Chunyan Bao, Man Huang, Anyuan Li, and Minghao Liu. "A Typical Basalt Platform Landslide: Mechanism and Stability Prediction of Xiashan Landslide." Advances in Civil Engineering 2021 (April 2, 2021): 1–14. http://dx.doi.org/10.1155/2021/6697040.
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The Xiashan landslide, which is classified as a typical basalt platform landslide, is the most massive landslide in Zhejiang Province, China. Once sliding occurs, it will pose a severe threat to the life and property of downstream residents and the nearby section of Hangzhou-Taizhou Expressway. On the basis of the geological conditions, present situation, and latest monitoring data of the landslide, this study finds that rainfall is the main influencing factor, and the creep mode is the main prediction mode of its subsequent deformation. The rainfall statistics of the landslide area in the past 30 years show that the rainfall and rainfall frequency in the landslide area display an increasing trend. The probability of heavy rain with rainfall intensity of 100–250 mm/day in the landslide area is very high. On this basis, combined with the numerical analysis method, a finite element model of the slope considering rainfall and groundwater conditions is constructed to analyze the causes and failure mechanism of this landslide comprehensively. Results indicate that the maximum tensile stress at the top of the trailing edge under the natural state is 5.10 MPa, which is very close to the saturated tensile strength of rock mass. Thus, tensile cracks are easily generated and developed, thereby causing the failure mode to be the hydraulic driving type. Also, with the increase in rainfall intensity, the slope plastic strain increases and the slope plastic zone develops and extends until it is completely penetrated. When the rainfall intensity is more than 200 mm/day, the slope safety factor is close to unity, and the slope approaches a failure condition. Therefore, the landslide should be controlled through water treatment and integrated with engineering measures.
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Puzrin, Alexander M. "Simple criteria for ploughing and runout in post-failure evolution of submarine landslides." Canadian Geotechnical Journal 53, no. 8 (August 2016): 1305–14. http://dx.doi.org/10.1139/cgj-2015-0582.
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This paper extends shear band propagation analysis of slope failures to the investigation of ploughing and runout phenomena in submarine landslides. The ability to predict the two different modes of post-failure landslide evolution is critical for determining the tsunami hazard and type of landslide impact on offshore structures. The proposed analysis is based on the analogy between ploughing and spreading failures. It uses the energy balance approach to develop the criterion for progressive shear band propagation driven by accumulation of sliding material on top of the stable slope. This criterion is then combined with the kinematic passive block mechanism to produce analytical ploughing failure criteria formulated in terms of the critical rise in the seabed level. If the minimum rise of the seabed level at which ploughing can take place is larger than the maximum possible free-standing step in the seabed surface, the first passive failure block will start crumbling over top the stable zone causing the landslide to runout. Application of the derived criteria to the analysis of observed geomorphological features is demonstrated using an example of a paleolandslide complex in the Caspian Sea.
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Tang, Liang Qin, Yong Jian Li, De Xin Nie, and Dong Yan Liu. "Stability Analysis of Diversion Tunnel Inlet Slope at Right Bank of Jinchuan Hydropower Station." Applied Mechanics and Materials 170-173 (May 2012): 2101–5. http://dx.doi.org/10.4028/www.scientific.net/amm.170-173.2101.
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Based on the research of formation lithology, geological structure, deformation failure mechanism ,rock-mass quality and mechanics parameters of the diversion tunnel inlet slope at the right bank of Jinchuan Hydropower Station, a numerical three-dimensional geological model of slope and structural surface was established by applying 3D modeling program, and combined with the slope excavation design, cuttings of transverse and axial direction are conducted, thus, the structural surface location and the rock-block combination are obtained in the excavation face and excavation process. And then, the stability of deterministic block body is calculated by using commercial rock-slope stability-calculation program. By using the probability analysis method in analysis of dominant structure plane combination, possible random combination block of the rock can be get, and then, the block stability calculation is carried out. The results show that deterministic blocks and random combination blocks have good stability under all kinds of working conditions.
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Strouth, A., E. Eberhardt, and O. Hungr. "A "Total Slope Analysis" methodology applied to an unstable rock slope in Washington, USA." Journal of Nepal Geological Society 34 (October 9, 2006): 63–72. http://dx.doi.org/10.3126/jngs.v34i0.31880.
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A "Total Slope Analysis" methodology, that combines several numerical techniques, is adopted to investigate an unstable rock slope in Washington State, USA. For this specific study, the distinct-element code UDEC is used to assess the stability and potential failure volume of the rockslide. Once the potential rockslide volume has been estimated and failure mechanism assessed, the runout path, distance and velocity are assessed using the dynamic or rheological flow model DAN3D. Site investigation and data reconnaissance plays an important role for both stages in the "Total Slope Analysis", including outcrop mapping, aerial photograph interpretation, scanline joint surveys and 3-D laser scanning.
The results of the "Total Slope Analysis" can be directly applied to assessment and mitigation of the landslide hazard, greatly aiding engineering judgment by providing key qualitative and quantitative insights into the risk analysis.
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Chen, Xiao Ping, and Teng Teng Chen. "Research on Stability of an Excavated High Slope." Applied Mechanics and Materials 90-93 (September 2011): 377–82. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.377.
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Stability analysis of excavated high slope is a complex problem. This work aims to a real excavated high slope in argillaceous mudstone, the strength properties of mudstone and instability mechanisms of slope had been studied separately by laboratory tests and numerical stimulate. The test results of residual-strength under large strain and softening-strength under rainfall infiltration were presented. The stability estimate basis of Bishop circular arc method and non-linear stress-strain analysis based on Duncan constitutive model had been carried out on the slope, using different strength indexes and Duncan model parameters obtained by triaxial drainage shear test. The results show that the landslides mechanisms caused by excavation and rainfall infiltration are relaxation failure and soften failure, separately. The deformation zone lies within the 0-4m soil layer and slope toe. The reinforcement measures of resistance piles set at slope toe and combined bolting and shotcrete set at slope surface were presented. After reinforced, the stability of excavated slope increased.
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Yang, Bing, Jiangrong Hou, Yifei Liu, and Zihong Zhou. "Dynamic Response and Failure Characteristics of Slope with Weak Interlayer under Action of Near-Fault Ground Motion." Shock and Vibration 2021 (April 30, 2021): 1–18. http://dx.doi.org/10.1155/2021/5595278.
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Investigations into the Wenchuan earthquake (2008, China) demonstrated that landslides were concentrated in the near-fault areas, and numerous large-scale landslides occurred in slopes with weak interlayers. A mathematical model was established based on the shear beam theory, while a numerical model was developed based on the discrete element method which perfectly matched layer boundary theory. Through a theoretical analysis and numerical simulation, the dynamic response and failure modes of the slope with a weak interlayer under the near-fault ground motion were studied. It was found that a combined effect took place between the near-fault ground motion and the weak interlayer, causing the slope near a fault to be destroyed more easily. The coupling between the near-fault ground motion and the weak interlayer leads to a maximum amplification effect of the slope. The existence of a weak interlayer induces nonconforming vibration between the upper and the lower rock masses of the interlayer. The variation in the amplification effect along the slope elevation is related to the ratio of the input seismic period to the natural slope period. Under horizontal ground motion, weak interlayers will be subjected to impacting and shearing action. The failure mode of the slope with a weak interlayer under near-fault ground motion can be expressed as a trailing edge tension crack, as well as weak interlayer impacting and shearing failure.
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Cohen, Denis, and Massimiliano Schwarz. "Tree-root control of shallow landslides." Earth Surface Dynamics 5, no. 3 (August 17, 2017): 451–77. http://dx.doi.org/10.5194/esurf-5-451-2017.
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Abstract. Tree roots have long been recognized to increase slope stability by reinforcing the strength of soils. Slope stability models usually include the effects of roots by adding an apparent cohesion to the soil to simulate root strength. No model includes the combined effects of root distribution heterogeneity, stress-strain behavior of root reinforcement, or root strength in compression. Recent field observations, however, indicate that shallow landslide triggering mechanisms are characterized by differential deformation that indicates localized activation of zones in tension, compression, and shear in the soil. Here we describe a new model for slope stability that specifically considers these effects. The model is a strain-step discrete element model that reproduces the self-organized redistribution of forces on a slope during rainfall-triggered shallow landslides. We use a conceptual sigmoidal-shaped hillslope with a clearing in its center to explore the effects of tree size, spacing, weak zones, maximum root-size diameter, and different root strength configurations. Simulation results indicate that tree roots can stabilize slopes that would otherwise fail without them and, in general, higher root density with higher root reinforcement results in a more stable slope. The variation in root stiffness with diameter can, in some cases, invert this relationship. Root tension provides more resistance to failure than root compression but roots with both tension and compression offer the best resistance to failure. Lateral (slope-parallel) tension can be important in cases when the magnitude of this force is comparable to the slope-perpendicular tensile force. In this case, lateral forces can bring to failure tree-covered areas with high root reinforcement. Slope failure occurs when downslope soil compression reaches the soil maximum strength. When this occurs depends on the amount of root tension upslope in both the slope-perpendicular and slope-parallel directions. Roots in tension can prevent failure by reducing soil compressive forces downslope. When root reinforcement is limited, a crack parallel to the slope forms near the top of the hillslope. Simulations with roots that fail across this crack always resulted in a landslide. Slopes that did not form a crack could either fail or remain stable, depending on root reinforcement. Tree spacing is important for the location of weak zones but tree location on the slope (with respect to where a crack opens) is as important. Finally, for the specific cases tested here, intermediate-sized roots (5 to 20 mm in diameter) appear to contribute most to root reinforcement. Our results show more complex behaviors than can be obtained with the traditional slope-uniform, apparent-cohesion approach. A full understanding of the mechanisms of shallow landslide triggering requires a complete re-evaluation of this traditional approach that cannot predict where and how forces are mobilized and distributed in roots and soils, and how these control shallow landslides shape, size, location, and timing.
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Cao, Chunhui, Jili Feng, and Zhigang Tao. "Start-Up Mechanism and Dynamic Process of Landslides in the Full High Waste Dump." Water 12, no. 9 (September 11, 2020): 2543. http://dx.doi.org/10.3390/w12092543.
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Landslides often occur in the open-pit mine dump, which is harmful to the safety operation of mines and slopes. In this work, the landslides that occurred in 2014 at Nanfen open-pit mine of China are studied to understand the triggering mechanism and dynamic process of landslides in the full high waste dump. Field investigation, hydrogeological data analysis, satellite map data, and numerical simulation are combined to analyze and evaluate the landslides. The study shows that the continuous and intensive dumping can lead to shear failure under the action of self-weight. The shear strength of loose dump bodies significantly relies on the water content, freeze-thaw cycle, pore pressure, and gradation of the dump soils. These factors result in the occurrence of landslides in the dump slope. The predictions by the smoothed particle hydrodynamics method show that the shape, influence range, and slip distance of landslides are consistent with that of the field investigation. The present study shows that the SPH method is a powerful numerical technique to describe landslides’ problems.
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Meng, Zhigang, Yongli Hou, Longji Guo, Fengnian Wang, Kuiming Liu, Gan Qi, and Juan Ma. "Discrete Element Simulation Analysis of the Bending and Toppling Failure Mechanisms of High Rock Slopes." Geofluids 2021 (January 31, 2021): 1–12. http://dx.doi.org/10.1155/2021/6681641.
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The high rock slope situated in the Southwest stope of Taiping Mining, Inner Mongolia, is subject to dumping failure due to its instability. The dumping body rock layer of this stope shows obvious bending and lowering of the head. The overturning angle of the rock strata can reach 46°, and tension dislocation along the rock joint can be observed in exposed sections and at the bedding and lithologic interface. The sliding surface also displays a broken line morphology. Through evaluation of regional rock integrity parameters and rock soft and hard parameters, rock-mass strength based on Hoek Brown strength estimation criteria can be developed. Based on the discrete element method, the geological model of layered excavation of the thin layer slope can be constructed. Combined with indoor and outdoor assessments, the characteristics of toppling deformation of the thin layer open-air slope can be studied and summarized. In this study, simulation analysis showed that under first excavation conditions, a crack-, dump-, and antislip zone was formed. The rock in the crack zone formed a “<”-shaped fracture along the slope surface that was squeezed towards the bottom of the slope. In the lower dumping area, the deflection angle gradually increased with excavation, and the deformation range and levels in the antislip area increased with excavation. Following the third excavation, the antisliding zone disappeared and the toppling line changed from a broken line to a straight line. In the final state, the slope collapsed as a whole, with the collapse of the dumping body penetrating the top to the foot of the slope.
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Lackey, J. K., G. F. Moore, M. Strasser, A. Kopf, and C. S. Ferreira. "Spatial and temporal cross-cutting relationships between fault structures and slope failures along the outer Kumano Basin and Nankai accretionary wedge, SW Japan." Geological Society, London, Special Publications 477, no. 1 (March 6, 2018): 23–36. http://dx.doi.org/10.1144/sp477.10.
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AbstractNew, high-resolution multi-beam bathymetric data from RV Sonne cruise SO251 show a widely variable surface morphology along the southern Kumano Basin and Nankai accretionary prism off SW Japan. Combined with a three-dimensional seismic volume, these data provide insight into the ubiquitous and varied nature of faulting typical of accretionary prism settings, a high number of submarine landslides across the entire study area that vary both spatially and temporally, a pronounced absence of slide deposit bathymetric manifestations, widely varied slope angles and a potential subducted seamount scar. We have mapped scars of 442 primary and 184 secondary landslides and have measured the areas evacuated by these slides. Most of the slides are completely disintegrative, so surficial landslide deposits are almost absent. The incidence with which temporally sequential slope failures and fault structures cross-cut themselves and one another provides evidence of potential failure pre-conditioning such as gas hydrates, pore fluid overpressures and bottom current activity. Seismic loading and slope over-steepening are then the most likely final trigger mechanisms to slope failure. The majority of observed landslides (64%) occur seawards of the outer ridge, providing insight into the relationship between surficial landsliding and subsurface tectonic processes along this accretionary prism.
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Peng, Chen, Peng Fei Chen, and Zheng Yi Ti. "Non-Working Wall's Slope Stability Analysis with the First Mining Area in Weijiamao Open-Pit Mine." Advanced Materials Research 446-449 (January 2012): 1853–57. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.1853.
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To ensure the non-working wall's slope stability in Weijiamao open-pit mine,the paper analysis the engineering geological condition and hydrogeology condition of Weijiamao open-pit mine's slope,on this basis,combine the typical rocky slope's deformation and failure mode,physical properties of glutenite and weak layer from experiment,determined the latent destruction mode of non-working wall's slope in Weijiamao open-pit mine;calculated the slope's stable coefficient and the stable coefficient after cutting slope and unloading with rigid body limit equilibrium method ;make the numerical simulation of slope stability with FLAC3D,these expound the evolution law of slope rock mass stress field,reveal landslide mechanism of non-working wall,determined the landslide model is along the circular slip surface;basis for the numerical simulation result,puts forward prevention measures by cutting slope and unloading to realize stable slope.All these provide guidance for slope stability in Weijiamao open-pit mine,provide reference for open-pit mine's slope stability.
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Hongze, Zhao, Wang Dongyu, Ma Ming, and Zheng Kaihui. "Parameter inversion and location determination of evolutionary weak layer for open-pit mine slope." International Journal of Coal Science & Technology 7, no. 4 (June 13, 2020): 714–24. http://dx.doi.org/10.1007/s40789-020-00337-w.
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AbstractIn light of the complex and dynamic mechanical properties of evolving weak strata in open-pit mines, and the consequent difficulty of determining their mechanical parameters, this study uses the ultimate balance theory, along with the back analysis method combined with monitoring data on field displacement, to carry out parameter inversion using the FLAC3D numerical simulation software. The edge slope of a working pit of the Weijiamao open-pit mine was used as research object to this end. As the results obtained by the constitutive model were consistent with the field monitoring data, the evolving weak strata in the slope and the position of the landslide in the mine could be obtained. The landslide was directed northeast. The mechanism of the edge slope of the working pit was identified as unloading shear failure, and the feasibility of the method of parameter inversion was verified. The internal friction angle ϕ and cohesion C of evolving weak strata in the slope of the open-pit mine were also obtained, where this compensated for the deficiency of laboratory tests and enabled the transformation from qualitative to quantitative analysis. This can provide a reliable basis for the safe operation of open-pit mines.
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Yang, Min, Shuping Xiong, Yue Cao, Zhaoyang Ling, Yang Liu, and Yihan Xie. "Landslide hazard evaluation based on linear rupture plane method." E3S Web of Conferences 143 (2020): 02030. http://dx.doi.org/10.1051/e3sconf/202014302030.
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In recent years, landslide disasters have occurred frequently, making the evaluation of the susceptibility of landslide hazards a major difficulty and hot topic in current research. The current research focuses on the use of statistical models or information models to analyze landslide hazards. However, the accuracy is not high. We first study the mechanism of landslide geological disasters. Based on this, combined with multi-source geological data, a linear rupture plane method (LRP) is employed to construct the landslide hazard evaluation system. LRP regards the failure surface of the slope as an approximate plane and the section as an approximate straight line. It uses the principle of limit equilibrium to calculate the safety factor of slope. In the paper, the Ziyang area with frequent landslide disasters is taken as the research area. Choosing landslide hazard points in Ziyang County as the sample data, we select seven factors including slope height, slope angle, soil bulk density, soil cohesion, internal friction angle, precipitation intensity and seismic intensity as influencing factors. Based on the LRP, we construct an evaluation system to divide the landslide into three grades: high-risk area, low-risk area and safe area, which provides effective technical support for the early warning and prevention planning of landslide disasters.
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Luo, Gang, Yutian Zhong, and Yuanxiang Yang. "Failure Mechanism and Mitigation Measures of the G1002 Electricity Pylon Landslide at the Jinping I Hydropower Station." Advances in Civil Engineering 2020 (September 18, 2020): 1–15. http://dx.doi.org/10.1155/2020/8820315.
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On August 29 and 30, 2012, local extreme rainfalls struck the construction area of the Jinping I Hydropower Station, Xichang, China, and triggered many geohazards. The upper region of the left valley slope 200 m downstream of the dam failed and slid, exposing the D-pile of the G1002 electricity pylon and threatening the entire power transmission line. Therefore, guaranteeing the stability of the residual soil masses in the rear area of the main scarp and the safety of the G1002 electricity pylon became a primary emergency task. Geological field surveys, topographical mapping, study of the failure mechanisms, and stability evaluations were carried out from October 12, 2012, to November 7, 2013. It is revealed that the failure mechanism of the G1002 electricity pylon landslide is flood-induced tractive sliding along the interlayer between the colluvium and the bedrock, significantly influenced by heavy precipitation and frequent blasting activities during the dam construction. The residual soil masses around the G1002 electricity pylon foundation are unstable under rainfall conditions. In order to ensure the stability of the residual soil masses and pylon foundation, a mitigation measure of the anchor cables combined with lattice frame beams was proposed and applied in practice. This paper provides insights into the problems associated with the selection of the locations of electricity pylons in ravine regions as well as mitigation strategies for similar landslides.
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Tian, Hai, Jianjun Gan, Hui Jiang, Chun Tang, Changtai Luo, Chenghui Wan, Bin Xu, Faliang Gui, Chengyi Liu, and Nian Liu. "Failure Mechanism and Kinematics of the Deadly September 28th 2016 Sucun Landslide, Suichang, Zhejiang, China." Advances in Civil Engineering 2020 (November 27, 2020): 1–15. http://dx.doi.org/10.1155/2020/8828819.
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The formation and dynamic process analysis of the rockslide avalanche in mountainous areas are one of the consequences of the catastrophic accident. Such loose accumulation in upslope may saturate partially or completely when the stability of their accumulation dam is distributed or affected by rainfall. We present a case study with respect to the southern Wuyi Mountain located in eastern China, where the wet and rainy climate has led to dozens of similar rockslide hazards. The purpose of this paper was to analyse the mechanism and dynamic characteristics of the rockslide influenced by the same geological conditions and to predict the outburst susceptibility of similar landslides in the future. Detail field surveys, 3D laser scanning, and high-density electrical methods were used to collect the geotechnical information of the complex landslide, to identify the discontinuity between the landslide material and the bedrock, and to investigate the deformation characterization and dynamic process of the rockslide. Based on remote sensing interpretation and field investigation of the deformation process of a landslide in different times and different parts, the background, mechanism, and cause of the landslide were demonstrated. The landslide is controlled by the characteristics of the geological structure, including collapse, circular sliding, plane sliding, and debris flow. In addition, there are rock avalanches on the rear edge of the slope subjected to the combined action of rainfall and gravity. Moreover, there are some resistance anomaly areas of the aquifer and soil between 2 and 50 m where the resistivity is less than 120 ohm-m, and they were deduced to be full of water, confirming a “bathtub” type structure. The mechanism of the catastrophic landslide was a combination of the upper pushing deformation induced by rainfall line uplift and rotational; due to the ancient landslide reactivation in the transposition area, the velocity of the rockslide reached 40.11 m/s.
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Fusco, De Vita, Mirus, Baum, Allocca, Tufano, Di Clemente, and Calcaterra. "Physically Based Estimation of Rainfall Thresholds Triggering Shallow Landslides in Volcanic Slopes of Southern Italy." Water 11, no. 9 (September 14, 2019): 1915. http://dx.doi.org/10.3390/w11091915.
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On the 4th and 5th of March 2005, about 100 rainfall-induced landslides occurred along volcanic slopes of Camaldoli Hill in Naples, Italy. These started as soil slips in the upper substratum of incoherent and welded volcaniclastic deposits, then evolved downslope according to debris avalanche and debris flow mechanisms. This specific case of slope instability on complex volcaniclastic deposits remains poorly characterized and understood, although similar shallow landsliding phenomena have largely been studied in other peri-volcanic areas of the Campania region underlain by carbonate bedrock. Considering the landslide hazard in this urbanized area, this study focused on quantitatively advancing the understanding of the predisposing factors and hydrological conditions contributing to the initial landslide triggering. Borehole drilling, trial pits, dynamic penetrometer tests, topographic surveys, and infiltration tests were conducted on a slope sector of Camaldoli Hill to develop a geological framework model. Undisturbed soil samples were collected for laboratory testing to further characterize hydraulic and geotechnical properties of the soil units identified. In situ soil pressure head monitoring probes were also installed. A numerical model of two-dimensional variably saturated subsurface water flow was parameterized for the monitored hillslope using field and laboratory data. Based on the observed soil pressure head dynamics, the model was calibrated by adjusting the evapotranspiration parameters. This physically based hydrologic model was combined with an infinite-slope stability analysis to reconstruct the critical unsaturated/saturated conditions leading to slope failure. This coupled hydromechanical numerical model was then used to determine intensity–duration (I-D) thresholds for landslide initiation over a range of plausible rainfall intensities and topographic slope angles for the region. The proposed approach can be conceived as a practicable method for defining a warning criterion in urbanized areas threatened by rainfall-induced shallow landslides, given the unavailability of a consistent inventory of past landslide events that prevents a rigorous empirical analysis.
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Shen, Xiang Dong, and Yu Pei Zhang. "Cold Trapezoidal Channel Composite Lining Structure Force Analysis and Failure Criteria." Advanced Materials Research 655-657 (January 2013): 1853–56. http://dx.doi.org/10.4028/www.scientific.net/amr.655-657.1853.
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Water conservancy project in the northern cold regions, most of the channel lining structure using polystyrene board plus the compound in the form of precast concrete panels, due to the lack of convenient and practical theoretical model for the guidance of the composite channel lining alone experience and experimental data the size of its structure, the actual cold water channels and the climate and environment in which concrete composite lining water channels necessary assumptions, the use of the theory of the mechanics of composite materials, concrete structures and other composite channel lining structure force analysis, the slope drainage board, backplane, thermal insulation board and other internal force calculation formula, combined with the relevant norms, established channels of composite lining structure failure criteria, and provides a theoretical basis for engineering design and construction of the composite lining channels.
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Shao, W., T. A. Bogaard, M. Bakker, and R. Greco. "Quantification of the influence of preferential flow on slope stability using a numerical modeling approach." Hydrology and Earth System Sciences Discussions 11, no. 11 (November 26, 2014): 13055–99. http://dx.doi.org/10.5194/hessd-11-13055-2014.
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Abstract. The effect of preferential flow on the stability of landslides is studied through numerical simulation of two types of rainfall events on a hypothetical hillslope. A model is developed that consists of two parts. The first part is a model for combined saturated/unsaturated subsurface flow and is used to compute the spatial and temporal water pressure response to rainfall. Preferential flow is simulated with a dual-permeability continuum model consisting of a matrix domain coupled to a preferential flow domain. The second part is a~soil mechanics model and is used to compute the spatial and temporal distribution of the local factor of safety based on the water pressure distribution computed with the subsurface flow model. Two types of rainfall events were considered: long duration, low-intensity rainfall, and short duration, high-intensity rainfall. The effect of preferential flow on slope stability is assessed through comparison of the failure area when subsurface flow is simulated with the dual-permeability model as compared to a single-permeability model (no preferential flow). For the low-intensity rainfall case, preferential flow has a positive effect on the slope stability as it drains the water from the matrix domain resulting in a smaller failure area. For the high-intensity rainfall case, preferential flow has a negative effect on the slope stability as the majority of rainfall infiltrates into the preferential flow domain when rainfall intensity exceeds the infiltration capacity of the matrix domain, resulting in larger water pressure and a larger failure area.
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Shao, W., T. A. Bogaard, M. Bakker, and R. Greco. "Quantification of the influence of preferential flow on slope stability using a numerical modelling approach." Hydrology and Earth System Sciences 19, no. 5 (May 7, 2015): 2197–212. http://dx.doi.org/10.5194/hess-19-2197-2015.
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Abstract. The effect of preferential flow on the stability of landslides is studied through numerical simulation of two types of rainfall events on a hypothetical hillslope. A model is developed that consists of two parts. The first part is a model for combined saturated/unsaturated subsurface flow and is used to compute the spatial and temporal water pressure response to rainfall. Preferential flow is simulated with a dual-permeability continuum model consisting of a matrix domain coupled to a preferential flow domain. The second part is a soil mechanics model and is used to compute the spatial and temporal distribution of the local factor of safety based on the water pressure distribution computed with the subsurface flow model. Two types of rainfall events were considered: long-duration, low-intensity rainfall, and short-duration, high-intensity rainfall. The effect of preferential flow on slope stability is assessed through comparison of the failure area when subsurface flow is simulated with the dual-permeability model as compared to a single-permeability model (no preferential flow). For the low-intensity rainfall case, preferential flow has a positive effect on drainage of the hillslope resulting in a smaller failure area. For the high-intensity rainfall case, preferential flow has a negative effect on the slope stability as the majority of rainfall infiltrates into the preferential flow domain when rainfall intensity exceeds the infiltration capacity of the matrix domain, resulting in larger water pressure and a larger failure area.
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Mebarki, A., N. Valencia, J. L. Salagnac, and B. Barroca. "Flood hazards and masonry constructions: a probabilistic framework for damage, risk and resilience at urban scale." Natural Hazards and Earth System Sciences 12, no. 5 (May 29, 2012): 1799–809. http://dx.doi.org/10.5194/nhess-12-1799-2012.
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Abstract. This paper deals with the failure risk of masonry constructions under the effect of floods. It is developed within a probabilistic framework, with loads and resistances considered as random variables. Two complementary approaches have been investigated for this purpose: – a global approach based on combined effects of several governing parameters with individual weighted contribution (material quality and geometry, presence and distance between columns, beams, openings, resistance of the soil and its slope. . .), – and a reliability method using the failure mechanism of masonry walls standing out-plane pressure. The evolution of the probability of failure of masonry constructions according to the flood water level is analysed. The analysis of different failure probability scenarios for masonry walls is conducted to calibrate the influence of each "vulnerability governing parameter" in the global approach that is widely used in risk assessment at the urban or regional scale. The global methodology is implemented in a GIS that provides the spatial distribution of damage risk for different flood scenarios. A real case is considered for the simulations, i.e. Cheffes sur Sarthe (France), for which the observed river discharge, the hydraulic load according to the Digital Terrain Model, and the structural resistance are considered as random variables. The damage probability values provided by both approaches are compared. Discussions are also developed about reduction and mitigation of the flood disaster at various scales (set of structures, city, region) as well as resilience.
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Shaller, Philip J. "Analysis of a large moist landslide, Lost River Range, Idaho, U.S.A." Canadian Geotechnical Journal 28, no. 4 (August 1, 1991): 584–600. http://dx.doi.org/10.1139/t91-073.
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This paper describes the regional geology, dimensions, morphology, sedimentology, and age relations of the Holocene "Carlson landslide," a large moist landslide composed of basalt breccia located on the eastern margin of the Lost River Range, Idaho. These data are combined to deduce the factors that prompted the slope failure, the kinematics of initiation, travel, and stopping of the landslide, as well as its postemplacement degradation. The landslide is compared with other terrestrial mass movements on the basis of morphology, sedimentology, log(volume) versus fall height –runout length (H/L) relations and estimated Bingham plastic yield strength. Morphology and sedimentology distinguish dry landslides from moist and water-saturated deposits. However, moist and water-saturated landslides plot well within the log(volume) versus H/L envelope for dry terrestrial landslides and exhibit overlapping ranges of estimated Bingham plastic yield strength values with dry landslides, indicating that moist and water-saturated landslides must travel much like dry rock avalanches of similar volume. Thus the mechanism(s) responsible for causing anomalous runout in large dry landslides could operate in moist and water-saturated landslides as well. Morphological comparison of the Carlson landslide with lobate martian landslides suggests a role for water in the martian landslides. Key words: landslides, debris flows, long runout, morphology, water, Mars.
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Jia, Lin Gang. "Simulation Experiment Study of Surrounding Rock Deformation and Surface Movement during Paste Filling Mining." Advanced Materials Research 1073-1076 (December 2014): 2135–44. http://dx.doi.org/10.4028/www.scientific.net/amr.1073-1076.2135.
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Based on the prototype of No. 2307 filling working face in Yuyang mine, using the method of similar simulation combined with numerical simulation, the geological mechanics model is established to simulate and analyze the mechanics evolution law and the deformation and movement process of the surrounding rock and the surface during the filling mining. Research shows that backfilling can effectively control surrounding rock failure and the surface deformation, and the roof doesn’t collapse, but the bed separated fissures appear, and the maximum stagnation lags the working face by 58.5m; in the mining, surrounding rock stress releases and roof stretches, and the stress concentration appears in the front and end of the goaf, which is 1.47~1.78 times larger than that before mining, and the periodic weighting of filling working face is not obvious; the subsidence value is 212.7 mm after excavation, with the factor 0.06, and the ground level deformation and slope deformation shape are similar to the curve shape of roof caving control method with small values. The results have important theoretical guiding significance for controlling surface movement deformation in actual filling mining.
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Azzuhry, Yahdi. "STABILITY ANALYSIS AND FAILURE MECHANISMS OF OPEN PIT ROCK SLOPE." Journal of the Civil Engineering Forum 2, no. 3 (August 16, 2017): 255. http://dx.doi.org/10.22146/jcef.26589.
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Rock mass in nature tend to be unideal, for it is heterogeneous, anisotropic and has discontinuity. The discontinuity makes anisotropic strength and stress in the rock mass, and also controls the changing of the elastic properties of rock mass. This condition results to disruptions in the rock mass strength balance, and finally drives the slopes to collapse. This study aims to determine the slope failure mechanisms in the area of case study, as well as its variations based on the Rock Mass Rating (RMR), Geological Strength Index (GSI), Slope Mass Rating (SMR), kinematic analysis, numerical analysis and monitoring approach slope movement in a coal mine slope applications. The site investigations were implemented to obtain information about slope collapse. Prior to the collapse, the slope inclination was 38° with of 94 meters height, strike slope of N 245 E and direction of slope surface of 335°. After the collapse, the slope was became 25º; and after the collapse materials were cleared, it was 35º. The discontinuity mapping obtained 5 sets of discontinuities, and the data were developed to obtain the value of RMR. The result of piezometer measurements was that at occurrence of collapse, slope elevation was 44.40m. Displacement value from monitoring SSMR showed that when the slope was collapsing in two stages, the first stage value was 70.61cm (a more critical condition, the value was rounded down to 70cm to the implementation in modelling) and the second stage value was at 124.25cm. The value of RMR89 in this study was greater than the value of GSI and SMR. As for the average value, it was obtained 34.67 for RMR89 value and 29.67 for GSI value, these rocks then can be classified into Poor Rock class number IV. The result of kinematic analysis found that sliding planar failure at dips 36°, and wedge failure at dips 36°, 35° and 34°. Acquisition SMR value obtained at 25, 27, 28 and 29. The SMR values classified the rock mass quality into class number IV, the description of the rock mass was relatively poor, the slope stability was low or unstable and the collapse manifold was planar or wedge failure. The result from the analysis of the model with its criteria obtained was that un-collapse conditions at angle 29°. It is recommended to use 29° angle to repair the slopes, and also recommended for overall high wall slope angle. Type of collapse that occurred on the slope failure mechanisms in all of the analysis that has been done, it is known that the mechanisms involved are complex types (combine of wedge failure, planar failure, and step-path failure) or classified into large scale rock slope failure surface.
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Vessia, G., M. Parise, and G. Tromba. "A strategy to address the task of seismic micro-zoning in landslide-prone areas." Advances in Geosciences 35 (June 26, 2013): 23–35. http://dx.doi.org/10.5194/adgeo-35-23-2013.
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Abstract. As concerns landslide prevention and mitigation policies at the urban scale, the ability of Geographical Information Systems (GIS) to combine multi-layered information with high precision enables technicians and researchers to devote efforts in managing multiple hazards, such as seismically induced instability in urbanized areas. As a matter of fact, many villages in the Italian Apennines, placed near high-energy seismic sources, are characterized by active sliding that are seasonally remobilized by rainfall. GIS tools can be useful whether accurate Digital Elevation Models (DEM) are available and detailed mechanical and hydraulic characterization of superficial deposits over significant portion of the urban territory is undertaken. Moreover, the classic methods for estimating the seismic-induced permanent displacements within natural slopes are drawn from the generalization of Newmark's method. Such method can be applied to planar sliding mechanism that can be considered still valid wherever shallow landslides are generated by an earthquake. The failure mechanism depends on the mechanical properties of the superficial deposits. In this paper, the town of Castelfranci (Campania, southern Italy) has been studied. This small town, hosting two thousand inhabitants, suffers from the seasonal reactivation of landslides in clayey soil deposits due to rainfall. Furthermore, the site is seismically classified by means of the peak ground acceleration (PGA) equal to 0.246 g with respect to a 475 yr return period. Several studies on the evolution of slopes have been undertaken at Castelfranci and maps have been drawn at the urban scale not taking into any account the seismic hazard. This paper shows possible seismically induced hazard scenarios within the Castelfranci municipal territory aimed at microzonation of level 2, by estimating the slope permanent displacements comparable to those caused by the strongest historical seismic event that hit this area: the 1980 Irpinia earthquake. To this aim, geotechnical characterization of local soils collected over the last 25 yr by local technicians have been used to predict possible permanent displacements by means of Newmark's sliding block approach. Two simplified relationships relating peak ground acceleration and Arias intensity to permanent displacements have been used and compared. Although similar results are drawn, the two analyses point out the most hazardous sectors of the Castelfranci urban area.
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Wu, Xiangye, Jingya Wang, Jingang Li, Jianwei Li, Tao Xu, and Eryu Wang. "The Principle of Invariant Stress of the Surrounding Rock of the Hole under the Condition of Equal Pressure in the Deep Rock Mass." Shock and Vibration 2020 (September 30, 2020): 1–10. http://dx.doi.org/10.1155/2020/8878280.
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Based on the hydrostatic pressure theory of initial stress state of rock mass, combined with Saint-Venant’s principle central idea, the principle of invariant stress of surrounding rock mass of the hole under the condition of equal pressure in deep rock mass is put forward. Numerical simulation is used to study the properties of surrounding rock and section shape of different holes, the depth of the plastic zone, the range of stress influence, and the relationship between them. The study results showed the following. (1) In the current mining depth range, it is difficult to reach the limit of 5 times the hole radius under the condition of invariant pressure of deep rock mass, and it has a significant impact on the near field and relatively small impact on the far field, reflecting the localization effect of the stress influence range. (2) The increase of stress influence range mainly moves outward with the increase of plastic zone range, and its growth slope is low and tends to be horizontal, and the increase amount is negligible. (3) When the failure range of the plastic zone of the hole is small, the influence range of the stress does not change itself, which reflects the stress invariability of the small-scale failure of the surrounding rock of the hole. The research results verify the principle of stress invariability of the surrounding rock of the hole under the condition of equal pressure of the deep rock mass, which is consistent with Saint-Venant’s central idea.
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Er, Gϕkdeniz Ne, and Erkin Altunsaray. "The Effects of Seawater Environment, Material Direction and Thickness on the Fatigue Performance of Adhesively Bonded and Bolted Joints of Non-Crimp GRP Structures." Advanced Composites Letters 15, no. 4 (July 2006): 096369350601500. http://dx.doi.org/10.1177/096369350601500402.
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In this experimental study, which was undertaken to evaluate the combined effects of material direction, thickness and seawater environment on the fatigue behaviour of adhesively bonded and bolted joints widely used in GRP boat building, the specimens, which were produced by composite system, which its matrix material was multi-purpose polyester (Dewester 196 from the Dewilux Inc.) and its reinforcing material was non-crimp, E-glass fibres, has been used. Unjoined control specimens taken from two different panels (thickness of 5 mm and 11 mm) with the direction of 0′I, were subjected to the tests carried out under both atmospheric and marine conditions, together with unjoined with the directions of 45′I and 90′I, bonded and bolted specimens taken from the same panels. The study was started with static tensile tests of unjoined and jointed specimens, which have two different thickness, 5 mm and 11 mm and have been aged in 3.5% of NaCl solution, which represents seawater environment, and the results obtained give suggestions on tensile values, which would be used in tension-tension fatigue tests. The cycling in tension-tension fatigue tests was between tensile maximum and zero stress value and the frequency value applied was 7.5 Hz. The specimens, which were subjected to tests in synthetic seawater environment, had been aged previously. The results occurred depending on the material direction, the thickness and the joining type of the material are given in conclusion by comparison. It was seen that the results obtained by testing the material in synthetic seawater is much lower than the results of obtained from testing similar specimens under atmospheric conditions. However, the cyclic stress curves indicate the same slope, suggesting that the fatigue failure mechanism of both testing conditions is the same and the fibre-related factors dominate.
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Wauters, Aurélien, Marco Vicenzi, Benjamin De Becker, Jean-Philippe Riga, Fatemeh Esmaeilzadeh, Vitalie Faoro, Jean-Luc Vachiéry, Philippe van de Borne, and Jean-François Argacha. "At high cardiac output, diesel exhaust exposure increases pulmonary vascular resistance and decreases distensibility of pulmonary resistive vessels." American Journal of Physiology-Heart and Circulatory Physiology 309, no. 12 (December 15, 2015): H2137—H2144. http://dx.doi.org/10.1152/ajpheart.00149.2015.
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Air pollution has recently been associated with the development of acute decompensated heart failure, but the underlying biological mechanisms remain unclear. A pulmonary vasoconstrictor effect of air pollution, combined with its systemic effects, may precipitate decompensated heart failure. The aim of the present study was to investigate the effects of acute exposure to diesel exhaust (DE) on pulmonary vascular resistance (PVR) under resting and stress conditions but also to determine whether air pollution may potentiate acquired pulmonary hypertension. Eighteen healthy male volunteers were exposed to ambient air (AA) or dilute DE with a particulate matter of <2.5 μm concentration of 300 μg/m3 for 2 h in a randomized, crossover study design. The effects of DE on PVR, on the coefficient of distensibilty of pulmonary vessels (α), and on right and left ventricular function were evaluated at rest ( n = 18), during dobutamine stress echocardiography ( n = 10), and during exercise stress echocardiography performed in hypoxia ( n = 8). Serum endothelin-1 and fractional exhaled nitric oxide were also measured. At rest, exposure to DE did not affect PVR. During dobutamine stress, the slope of the mean pulmonary artery pressure-cardiac output relationship increased from 2.8 ± 0.5 mmHg·min·l−1 in AA to 3.9 ± 0.5 mmHg·min·l−1 in DE ( P < 0.05) and the α coefficient decreased from 0.96 ± 0.15 to 0.64 ± 0.12%/mmHg ( P < 0.01). DE did not further enhance the hypoxia-related upper shift of the mean pulmonary artery pressure-cardiac output relationship. Exposure to DE did not affect serum endothelin-1 concentration or fractional exhaled nitric oxide. In conclusion, acute exposure to DE increased pulmonary vasomotor tone by decreasing the distensibility of pulmonary resistive vessels at high cardiac output.
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Su, Kai, Yin Li, and Dan Cheng. "Slope Stability Analysis Under Combined Failure Criteria." Open Civil Engineering Journal 10, no. 1 (March 31, 2016): 125–31. http://dx.doi.org/10.2174/1874149501610010125.
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Strength reduction finite element method (SRFEM) has been widely used to analyze the slope stability. Strength Reduction Factor (SRF) is yielded as the slope Factor Of Safety (FOS) when a running-though shear failure zone comes into being, in which the Plastic Element EQuivalent strain (PEEQ) is employed as the judgment of shear failure initiation in this paper. Moreover, the filed variable is set as same as SRF along the solution processing, FOS can be directly determined as the cor-responding value of field variable when the shear failure zone goes through. Three typical slopes with varying foot gradients of 26.6, 45 and 78.7 in degree are analyzed and fantastic results have been yielded, well agreeing with the Spencer’s results, when the linear Mohr-coulomb failure criterion is employed. However, during the solution process, tensile failure zone initiates at the slope top while the plastic failure zone initiates at the slope toe and this indicates that the failure mode of slope is combined. The results show that the combined failure zone with plastic failure and tensile failure appears much earlier than the unique plastic failure zone, which indicates that the traditional analytic method and SRFEM based on the unique linear Mohr-coulomb plasticity criteria overestimated the slope stability factor.
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Quej-Aké, Luis M., Ricardo Galván-Martínez, and Antonio Contreras-Cuevas. "Electrochemical and Tension Tests Behavior of API 5L X60 Pipeline Steel in a Simulated Soil Solution." Materials Science Forum 755 (April 2013): 153–61. http://dx.doi.org/10.4028/www.scientific.net/msf.755.153.
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In this work electrochemical impedance spectroscopy (EIS) and slow strain rate tests (SSRT) were used for the evaluation of API 5L X60 carbon steel in contact with a simulated soil solution called NS4. EIS monitoring before and after performing the tension tests was carried out. SSRT were carried out in NS4 solution at room temperature to simulate dilute ground water that has been found associated with stress corrosion cracking (SCC) of low carbon steel pipelines. A strain rate of 1x10-6 sec-1 was used. According to the analysis of SSRT, the X60 pipeline steel is highly resistant to SCC. In order to perform the electrochemical test, two working electrodes were considered, a complete specimen, before the SSRT and a fractured specimen after the SSRT. The analyses of results show that the electrochemical response was different in each samples. The corrosion rate (CR) obtained by the two corrosion techniques revealed that the CR of the fractured specimen was higher than the CR of the complete specimen. This behavior is attributed to the fact that the fractured specimen present a high degree of tortuosity and this condition activate the corrosion process. In addition, according to the cathodic Tafel slope, the reduction reacction was influenced by a difusion process. A combine fracture type in SSRT was observed: ductil and brittle with a transgranular appearance. Some pits and internal cracks close to the fracture zone were observed. The failure process and mechanism of X60 steel in NS4 solution are controlled by dissolution and hydrogen embrittlement.
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Tang, Hua, Zhenjun Wu, Ailan Che, Conghua Yuan, and Qin Deng. "Failure Mechanism of Rock Slopes under Different Seismic Excitation." Advances in Materials Science and Engineering 2021 (February 20, 2021): 1–16. http://dx.doi.org/10.1155/2021/8866119.
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In earthquake-prone areas, special attention should be paid to the study of the seismic stability of rock slope. Particularly, it becomes much more complicated for the rock slopes with weak structural surfaces. In this study, numerical simulation and the shaking table test are carried out to analyze the influence of seismic excitation and structural surface in different directions on dynamic response of rock slope. Huaping slope with bedding structural surfaces and Lijiang slope with discontinuous structural surfaces besides Jinsha River in Yunnan Province are taken as research objects. The results of numerical simulation and the model test both show that discontinuous structure surface has influence on the propagation characteristics of seismic wavefield. For Huaping slope, the seismic wavefield responses repeatedly between the bedding structural surface and slope surface lead to the increase of the amplification effect. The maximum value of seismic acceleration appears on the empty surface where terrain changes. Horizontal motion plays a leading role in slope failure, and the amplification coefficient of horizontal seismic acceleration is about twice that of vertical seismic acceleration. The failure mode is integral sliding along the bedding structural surface. For Lijiang slope, seismic acceleration field affected by complex structural surface is superimposed repeatedly in local area. The maximum value of seismic acceleration appears in the local area near slope surface. And the dynamic response of slope is controlled by vertical and horizontal motion together. Under the seismic excitation with an intense of 0.336 g in X direction and Z direction, the amplification coefficients of seismic acceleration of Lijiang slope are 3.23 and 3.18, respectively. The vertical motion leads to the cracking of the weak structural surface. Then, Lijiang slope shows the toppling failure mode under the action of horizontal motion.
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Yamaguchi, Kent T., Edward C. Cheung, Keith L. Markolf, Daniel V. Boguszewski, Justin Mathew, Christopher J. Lama, David R. McAllister, and Frank A. Petrigliano. "Effects of Anterior Closing Wedge Tibial Osteotomy on Anterior Cruciate Ligament Force and Knee Kinematics." American Journal of Sports Medicine 46, no. 2 (November 3, 2017): 370–77. http://dx.doi.org/10.1177/0363546517736767.
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Background: A certain percentage of patients undergoing anterior cruciate ligament (ACL) reconstruction will experience graft failure, and there is mounting evidence that an increased posterior tibial slope (PTS) may be a predisposing factor. Theoretically, under tibiofemoral compression force (TFC), a reduced PTS would induce less anterior tibial translation (ATT) and lower ACL force. Hypothesis: Ten-degree anterior closing wedge osteotomy of the proximal tibia will significantly reduce ACL force and alter knee kinematics during robotic testing. Study Design: Controlled laboratory study. Methods: Eleven fresh-frozen human knees were instrumented with a load cell that measured ACL force as the knee was flexing continuously from 0° to 50° under 200-N TFC as our initial testing condition, followed by the addition of the following tibial loads: 45-N anterior force (AF), 5-N·m valgus moment (VM), 2-N·m internal torque (IT), and all loads combined. ACL force and knee kinematics were recorded before and after osteotomy. Results: Osteotomy produced significant changes in the tibiofemoral position at full extension (as defined by a 2-N·m knee extension moment). This resulted in apparent knee hyperextension (9.4° ± 1.9°), posterior tibial translation (7.9 mm ± 1.6 mm), internal tibial rotation (3.2° ± 2.3°), and valgus tibial rotation (3.2° ± 1.5°). During straight knee flexion with TFC alone, osteotomy reduced ACL force to 0 N beyond 5° of flexion, and ATT was reduced between 0° and 45° ( P < .05). With TFC + AF, ACL force was reduced beyond 5° of flexion, and ATT was reduced between 5° and 45° ( P < .05). With TFC + VM, ACL force was less than 10 N beyond 5° of flexion, and ATT was reduced at all flexion angles ( P < .05). Under the loading conditions TFC + IT and TFC + IT + AF + VM, osteotomy did not significantly change ACL force or ATT at any flexion angle. Conclusion: In general, osteotomy lowered ACL force and reduced ATT when IT was not present. The benefits of osteotomy were negated when IT was included possibly because the dominant mechanism of ACL force generation was cruciate impingement from internal winding and not ATT. Clinical Relevance: PTS-reducing osteotomy significantly decreased ACL force and reduced ATT for knee loads that did not include IT.
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Chen, Lin, Yong Yao, Jiong Yang, and Zhao Qiang Zhang. "Failure Mechanism of a Slope Anti-Sliding Pile." Advanced Materials Research 639-640 (January 2013): 593–97. http://dx.doi.org/10.4028/www.scientific.net/amr.639-640.593.
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According to finite element strength reduction method，the article has discussed the failure mechanism of anti-sliding pile by using finite element software MIDAS /GTS ，exploration report and anti-sliding pile design data.The comparative analysis shows that the failure of anti-siding pile is contributed by the slope excavation and rainwater.The analysis method and results can provide reference significance to other anti-sliding pile design.This paper also provide a feasible method for prediction of consequence in slope excavation.
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Sidle, R. C., M. Ghestem, and A. Stokes. "Epic landslide erosion from mountain roads in Yunnan, China – challenges for sustainable development." Natural Hazards and Earth System Sciences 14, no. 11 (November 27, 2014): 3093–104. http://dx.doi.org/10.5194/nhess-14-3093-2014.
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Abstract. Expanding systems of mountain roads in developing countries have significantly increased the risk of landslides and sedimentation, and have created vulnerabilities for residents and aquatic resources. We measured landslide erosion along seven road segments in steep terrain in the upper Salween River basin, Yunnan, China and estimated sediment delivery to channels. Landslide erosion rates along the roads ranged from 2780 to 48 235 Mg ha−1 yr−1, the upper end of this range being the highest rate ever reported along mountain roads. The two roads with the highest landslide erosion (FG1 = 12 966 Mg ha−1 yr−1; DXD = 48 235 Mg ha−1 yr−1) had some of the highest sediment delivery rates to channels (about 80 and 86%, respectively). Overall, 3 times more landslides occurred along cut slopes compared to fill slopes, but fill slope failures had a combined mass > 1.3 times that of cut slope failures. Many small landslides occurred along road cuts, but these were often trapped on the road surface. Given the magnitude of the landslide problem and the lack of attention to this issue, a more sustainable approach for mountain road development is outlined based on an analysis of landslide susceptibility and how thresholds for landslide trigger mechanisms would be modified by road location and different construction techniques.
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Wondergem, Robert, Bridget M. Graves, Tammy R. Ozment-Skelton, Chuanfu Li, and David L. Williams. "Lipopolysaccharides directly decrease Ca2+ oscillations and the hyperpolarization-activated nonselective cation current If in immortalized HL-1 cardiomyocytes." American Journal of Physiology-Cell Physiology 299, no. 3 (September 2010): C665—C671. http://dx.doi.org/10.1152/ajpcell.00129.2010.
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Lipopolysaccharide (LPS) has been implicated in sepsis-mediated heart failure and chronic cardiac myopathies. We determined that LPS directly and reversibly affects cardiac myocyte function by altering regulation of intracellular Ca2+ concentration ([Ca2+]i) in immortalized cardiomyocytes, HL-1 cells. [Ca2+]i oscillated (<0.4 Hz), displaying slow and transient components. LPS (1 μg/ml), derived either from Escherichia coli or from Salmonella enteritidis , reversibly abolished Ca2+ oscillations and decreased basal [Ca2+]i by 30–40 nM. HL-1 cells expressed Toll-like receptors, i.e., TLR-2 and TLR-4. Thus, we differentiated effects of LPS on [Ca2+]i and Ca2+ oscillations by addition of utlrapure LPS, a TLR-4 ligand. Ultrapure LPS had no effect on basal [Ca2+]i, but it reduced the rate of Ca2+ oscillations. Interestingly, Pam3CSK4, a TLR-2 ligand, affected neither Ca2+ parameter, and the effect of ultrapure LPS and Pam3CSK4 combined was similar to that of utlrapure LPS alone. Thus, unpurified LPS directly inhibits HL-1 calcium metabolism via TLR-4 and non-TLR-4-dependent mechanisms. Since others have shown that endotoxin impairs the hyperpolarization-activated, nonselective cationic pacemaker current ( If), which is expressed in HL-1 cells, we utilized whole cell voltage-clamp techniques to demonstrate that LPS (1 μg/ml) reduced If in HL-1 cells. This inhibition was marginal at physiologic membrane potentials and significant at very negative potentials ( P < 0.05 at −140, −150, and −160 mV). So, we also evaluated effects of LPS on tail currents of fully activated If. LPS reduced the slope conductance of the tail currents from 498 ± 140 pS/pF to 223 ± 65 pS/pF ( P < 0.05) without affecting reversal potential of −11 mV. Ultrapure LPS had similar effect on If, whereas Pam3CSK4 had no effect on If. We conclude that LPS inhibits activation of If, enhances its deactivation, and impairs regulation of [Ca2+]i in HL-1 cardiomyocytes via TLR-4 and other mechanisms.
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Troiani, Francesco, Salvatore Martino, Gian Marco Marmoni, Marco Menichetti, Davide Torre, Giulia Iacobucci, and Daniela Piacentini. "Integrated Field Surveying and Land Surface Quantitative Analysis to Assess Landslide Proneness in the Conero Promontory Rocky Coast (Italy)." Applied Sciences 10, no. 14 (July 13, 2020): 4793. http://dx.doi.org/10.3390/app10144793.
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Rock slopes involved in extensive landslide processes are often characterized by complex morphodynamics acting at different scales of space and time, responsible for different evolutionary scenarios. Mass Rock Creep (MRC) is a critical process for long-term geomorphological evolution of slopes and can likewise characterize actively retreating coastal cliffs where, in addition, landslides of different typologies and size superimpose in space and time to marine processes. The rocky coast at the Conero promontory (central Adriatic Sea, Italy) offers a rare opportunity for better understanding the predisposing role of the morphostructural setting on coastal slope instability on a long-time scale. In fact, the area presents several landslides of different typologies and size and state of activity, together with a wide set of landforms and structural features effective for better comprehending the evolution mechanisms of slope instability processes. Different investigation methods were implemented; in particular, traditional geomorphological and structural field surveys were combined with land surface quantitative analysis based on a Digital Elevation Model (DEM) with ground-resolution of 2 m. The results obtained demonstrate that MRC involves the entire coastal slope, which can be zoned in two distinct sectors as a function of a different morphostructural setting responsible for highly differentiated landslide processes. Therefore, at the long-time scale, two different morphodynamic styles can be depicted along the coastal slopes that correspond to specific evolutionary scenarios. The first scenario is characterized by MRC-driven, time-dependent slope processes involving the entire slope, whereas the second one includes force-driven slope processes acting at smaller space–time scales. The Conero promontory case study highlights that the relationships between slope shape and structural setting of the deforming areas are crucial for reaching critical volumes to induce generalized slope collapse as the final stage of the MRC process. The results from this study stress the importance of understanding the role of morphostructures as predisposing conditions for generalized slope failures along rocky coasts involved in MRC. The findings discussed here suggest the importance of the assessment of the slope instability at the long time scale for a better comprehension of the present-day slope dynamics and its major implications for landslide monitoring strategies and the hazard mitigation strategies.
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Zhong, Si Cheng, Kun Yong Zhang, Fang Qing Tang, and Xiong Bing Zhang. "The Stability Analysis for One Failure Slope." Applied Mechanics and Materials 577 (July 2014): 1146–49. http://dx.doi.org/10.4028/www.scientific.net/amm.577.1146.
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On the basis of field investigation, the stability of the slope was calculated by GEO-SLOPE considering several different influence factors. After comparing these calculated safety factors, the reason for the failure slope was found out. Then, combined with the construction process, a comprehensive evaluation was given to this slope about the reason for slope failure. It was put forward the corresponding management measures according to the main reason.
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Hernandez-Carrillo, Rodrigo, and Gloria Beltran. "Updating the probability of failure of rock wedges." Earth Sciences Research Journal 23, no. 3 (July 1, 2019): 225–36. http://dx.doi.org/10.15446/esrj.v23n3.74779.
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In hard rock masses, discontinuities control the slope stability, rather than block matrix breakage. The relative position of joints and slope face defines the most likely mechanisms of failure. Among these mechanisms, the wedge failure is one of the most common ways of failure in which joint sets dip and dip direction, slope geometry and direction, external forces (including water pressure and earthquake) and rock and joints mechanical properties control the stability. The determination of these input parameters is not straightforward, mainly due to their variability and the limited amount of information available. Besides, in most projects, input parameters come from different sources (e.g., expert opinion, back-calculation, laboratory tests, field test or different project stages). Therefore, this limited information from different sources should be appropriately incorporated into the stability analysis to assist the design and decision-making process. In this context, random sets arise as a powerful tool to combine different sources of information and to perform a reliability assessment under limited information. This feature makes it possible to update the probability of failure as new evidence is available. With this framework, this paper presents a reliability assessment of wedge stability in a rock slope of a sandstone quarry, located in Une Cundinamarca, where information on mechanical and geometrical parameters has been collected for 20 years.