Academic literature on the topic 'Combined slope failure mechanism'
Create a spot-on reference in APA, MLA, Chicago, Harvard, and other styles
Consult the lists of relevant articles, books, theses, conference reports, and other scholarly sources on the topic 'Combined slope failure mechanism.'
Next to every source in the list of references, there is an 'Add to bibliography' button. Press on it, and we will generate automatically the bibliographic reference to the chosen work in the citation style you need: APA, MLA, Harvard, Chicago, Vancouver, etc.
You can also download the full text of the academic publication as pdf and read online its abstract whenever available in the metadata.
Journal articles on the topic "Combined slope failure mechanism"
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.
Full textAbstract:
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.
2
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.
Full textAbstract:
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.
3
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.
Full textAbstract:
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.
4
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.
Full textAbstract:
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.
5
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.
Full textAbstract:
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.
6
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.
Full textAbstract:
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.
7
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.
Full textAbstract:
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.
Full textAbstract:
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.
9
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.
Full textAbstract:
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.
10
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.
Full textAbstract:
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.
Dissertations / Theses on the topic "Combined slope failure mechanism"
1
Franz, Juergen Mining Engineering Faculty of Engineering UNSW. "An investigation of combined failure mechanisms in large scale open pit slopes." Publisher:University of New South Wales. Mining Engineering, 2009. http://handle.unsw.edu.au/1959.4/43368.
Full textAbstract:
Failure mechanisms in large scale open pit slopes are more complex than could be considered through conventional slope design methods. Pit slope behaviour must be predicted accurately, because for very deep open pits, a small change of slope angle can have serious technical and economic consequences. Failure of hard rock slopes often involves both failure along naturally existing weakness planes and failure of intact rock. Without an advanced understanding of combined rock slope failure mechanisms, the validity of commonly applied methods of large scale slope analysis is questionable. The problem was investigated by means of a toolbox approach, in which a wide range of slope stability analysis methods were used and compared to address specific problems arising during slope design optimisation of the Cadia Hill Open Pit, NSW. In particular, numerical modelling is an advanced tool to obtain insight into potential failure mechanisms and to assist the slope design process. The distinct element method was employed to simulate complex rock slope failure, including fracture extension, progressive step-path failure and brittle failure propagation, which were previously often considered unimportant or too difficult to model. A new, failure-scale-dependent concept for the categorisation of slope failures with six categories ranging from 0 (stable) to 5 (overall slope failure) was suggested to assist risk-based slope design. Parametric slope modelling was conducted to determine the interrelationship between proposed categories and critical slope/discontinuity parameters. Initiation and progression of complex slope failure were simulated and described, which resulted in an advanced understanding of combined slope failure mechanisms and the important role of rock bridges in large scale slope stability. A graphical presentation of the suggested slope failure categories demonstrated their interrelationship to varied slope/discontinuity parameters. Although large scale slope analyses will always involve data-limited systems, this investigation shows that comprehensive, conceptual modelling of slope failure mechanisms can deliver a significantly improved insight into slope behaviour, so that associated slope failure risks can be judged with more confidence. The consideration of combined slope failure mechanisms in the analysis of large scale open pit slopes is essential if slope behaviour is to be realistically modelled.
2
SILVA, CAROLINA MANHAES. "EVALUATION OF THE FAILURE MECHANISM OF THE NATURAL SLOPE OF SANTO ANTÔNIO ALÉM DO CARMO, SALVADOR, BA." PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 2018. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=36116@1.
Full textAbstract:
PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIROCOORDENAÇÃO DE APERFEIÇOAMENTO DO PESSOAL DE ENSINO SUPERIOR
CONSELHO NACIONAL DE DESENVOLVIMENTO CIENTÍFICO E TECNOLÓGICO
PROGRAMA DE EXCELENCIA ACADEMICA
Em países de clima tropical, como o Brasil, é comum a formação de solos residuais, que, por estarem expostos a períodos de seca após as chuvas, costumam encontrar-se não saturados em campo. Portanto, uma análise de estabilidade de um talude considerando o solo saturado não seria a mais condizente com a realidade em um caso destes, devendo ser considerado o acréscimo na resistência ao cisalhamento por conta da sucção na determinação do fator de segurança. Este trabalho teve como objetivo analisar a estabilidade de um talude composto por solo residual de granulito localizado no bairro do Santo Antônio Além do Carmo, Salvador, BA. O programa experimental contou com a coleta de material em campo para realização de ensaios de caracterização química, física e mineralógica, resistência e permeabilidade. A envoltória não saturada, de onde se obteve a relação entre o fluxo magnético e sucção mártrica, foi determinada através da função hiperbólica proposta por Vilar (2006). Com os parâmetros obtidos, foram realizadas as análises de infiltração e estabilidade. Os resultados mostraram que o mecanismo de ruptura provável associou-se à elevação do nivel de água provocado pela infiltração das águas provenientes das fortes chuvas dos dias 8 e 9 de novembro, bem como das águas servidas lançadas no talude pela população. A ação antrópica também se fez presente através de sobrecarga no talude provocada pelo peso das edificações. Conclui-se, então, que seria necessária a ação conjunta da chuva e fatores humanos para que haja uma situação de instabilidade no local estudado.
In countries with a tropical climate, such as Brazil, the formation of residual soils is common, and because they are exposed to periods of drought after rainfall, they are often found unsaturated. Therefore, a stability analysis of a slope considering saturated soil would not be the most consistent in these case, and the increase in shear strength due to suction should be considered on the determination of the the safety factor. The objective of this work was to analyze the stability of a slope composed of residual granulite soil located in the district of Santo Antônio Além do Carmo, Salvador, BA. The experimental program included the collection of material in the field to perform chemical, physical and mineralogical characterization, resistance and permeability tests. The unsaturated envelope from which the relationship between magnetic flow and matric suction was determined by the hyperbolic function proposed by Vilar (2006). With the obtained parameters, infiltration and stability analyzes were performed. The results showed that the probable failure mechanism was associated to the elevation of the water level caused by the infiltration of the water from the heavy rains of November 8 and 9, as well as the wastewater thrown into the slope by the population. The anthropic action was also present through overloading the slope, caused by the weight of the houses. It can be concluded that it would be necessary the rainfall to work together with the human factors so it will happen an instabilization situation in the study site.
3
Karparov, Krassimir Nikolov. "Slope stability analyses in complex Geotechnical conditions – Thurst failure mechanism." Thesis, 2007. http://hdl.handle.net/2263/23040.
Full textAbstract:
In this thesis a previously unknown mechanism of failure in multilayered slope profiles is identified. In some conditions this mechanism does not confirm to the known failure models (relating to circular failure) used in slope stability analysis. For this reason, major failures have occurred in the artificial cuts despite the fact that the limit equilibrium methods suggest that these cuts would be stable. The limit equilibrium methods were originally created to apply to earth dam walls. In the open pit mining environment, where we face inhomogeneous and inclined multilayered structures, the assumptions of these limit equilibrium methods appear to be inapplicable (e.g. assumption for the equal shear strength along the failure surface). Analysis starts with a general picture of the stress state in the highwall slope, given extant geological conditions and rock properties. The study then focuses on a comparison of the crack-tip stress changes in the rockmass with and without inclusions at the microscopic level. Basing some assumptions on binocular microscope observations of grain structures, it is possible to measure the size of the different inclusions and show that the microscopic carbon flakes present in the rock fabric make a major contribution to the failure process in a mudstone layer in the slope. The approach adopts the fracture-process zone ahead of a crack tip as the controlling parameter of flaw propagation in rock. Flaw coalescence, which is poorly accounted for in current fracture models, is attributable to two phenomena: the flaw propagation due to high level of applied stress; and the linking of fracture-process zones due to the small distance between neighbouring flaws. A condition of flaw coalescence is given based on these two mechanisms. This development allows defining of two zones along the failure surface (frictional and cohesive). In the slope-stability field the shear strength of the rock along the failure plane is a composite function of cohesive and frictional strength. For instance, the relaxation stress normal to bedding, induced by overburden removal, provides an investigation method for the determination of the weakest minerals, which may act as flaws for fracture propagation in low-porosity rock. A method has been developed to determine the critical stress for tensile fracture propagation due to the rock structure and the stress reduction normal to bedding. A proposed failure mechanism is based on the polygonal failure surfaces theory developed by Kovari and Fritz (1978), Boyd’s field observations (1983), Stead and Scoble’s (1983) analyses, Riedel (1929) Shear Fracture Model, Tchalenko and Ambraseys (1970), Gammond’s (1983) and Ortlepp (1997) observations for natural shear failures, computer modelling by McKinnon and de la Barra (1998), the results of many laboratory experiments reported by Bartlett et al. (1981) and the author’s experience. The proposed failure mechanism evaluates stability of the artificial slope profile due to the embedded weak layer structure, layer thickness, layer inclination and depth of the cut. On the basis of the observations and the above-mentioned modified fracture model, the slope profile is divided into two blocks; passive and active blocks. With this new model, it is possible to calculate slope safety factors for the slope failure cases studied in the industry. It has been found that, whereas the conventional slope stability models predict stable conditions, the new model suggests that the slope is only marginally stable (i.e. that failure can be expected).Thesis (PhD(Mining Engineering))--University of Pretoria, 2007.
Mining Engineering
unrestricted
4
Chu, I.-Jhom, and 朱奕璋. "Study on the mechanism of slope failure using large-scale tests." Thesis, 2006. http://ndltd.ncl.edu.tw/handle/42357810786512575444.
Full textAbstract:
碩士國立暨南國際大學
地震與防災工程研究所
94
Among all types of natural disasters, debris flow is one of the most threatening events for human and the environment. Up-stream slope failures induced by heavy rainfall usually constitute the source of debris flow. As a first step towards the mitigation of debris flow disaster, the mechanism of slope failure is investigated herein. An experimental program for investigating the mechanism of slope failure is conducted using the outdoor large-scale debris flow test channel and the artificial raining system at the campus of National Chi Nan University. A sand classified as SP-SM was used to establish two slopes; one of them is a 4.6 m- long, 1.5 m-wide and 0.75 m-deep approximately trapezoidal dam with a slope angle of 30°; the second one is a 2.9 m-long, 1.5 m-wide and 0.6 m-deep infinite slope with a slope angle of 30°. Artificial raining tests were performed on these two slopes. Bi-axial loadcells and pore-pressure transducers are used in the tests. Cameras are used to observe the deformation of the slop surface and the settlement of the test slopes. Results of the tests show that the toe of the slope tends to be saturated earlier than other parts of the slope and its pore-pressure increasing rate is also higher than that observed at other portions of the slope. The soil strength decreases because of the rising pore pressure at the toe of the slope induced by the seepage in the soil mass, and this may be the main reason that causes slope failures. Results of the normal stress measurement show that the normal stress near slope toe increases rapidly immediately before the ultimate failure of the slope, indicating the stress concentration at the toe of the slope may be the sign of the beginning of slope failure.
5
Lo, Chien-Li, and 駱建利. "Study on the mechanism of rainfall-induced slope failure and debris discharge." Thesis, 2009. http://ndltd.ncl.edu.tw/handle/31658166839178302499.
Full textAbstract:
博士國立成功大學
土木工程學系碩博士班
97
A series of rainfall tests on 0.32 m-deep, 0.7 m–high, 1.35 m–wide sandy slopes resting on an impermeable rigid base inclined at 30° from the horizontal was performed to predict of rainfall-induced flow-slides and / or debris flows. In-soil moisture content and solid discharge measurements were performed to gain insights into the rainfall-induced retrogressive slope failure. The solid (or debris) discharge was a result of the wash-out of the fluidized slope toe by the interflow along the soil-bedrock interface. In this study the mass wasting curves have inflection points representing transitions from minor toe failures into remarkable retrogressive failures. At the first inflection point of the Qs vs. t curve and 5% of total solid volume discharge, values of Sr at a certain distance from the toe for the soil-bedrock interface were higher than those measured at the same distance from the toe for the 0.2 m-below-surface zone, indicating the effect of infiltration-induced interflow along the soil-bedrock interface and its effect on the fluidization of the slope toe and the retrogressive failure of the slope. Observe the slope failure in the above process of the test, discuss the mechanism of slope failure of rainfall-induced further, this study carried on the saturated permeability coefficient, the shear strength of unsaturated soil, soil-water characteristic curves correlated with testing and analyzing. To obtain the relationship between the saturated permeability coefficient and void ratio from the constant head permeability test, gained if the void ratio is increased, the saturated permeability coefficient is also increased. In the same void ratio, the angle of internal friction varied is unapparent for various water content. This study used these soil parameters while being above-mentioned to apply with SEEP/W program by procedure, it obtain to be quite identical simulation result with process of the test, this is a basis of distinction for analysing slope seepage and slope stability future.
6
Ho, Ming-Hsien, and 何明憲. "Failure Mechanism of Slope-Type debris flow in The Central Area of Taiwan." Thesis, 2003. http://ndltd.ncl.edu.tw/handle/21037366176625557201.
Full textAbstract:
碩士國立臺灣大學
土木工程學研究所
91
In this study, a total number of 180 debris flow locations were investigated and differentiated between different types of failure according to the collected information of debris flows in the central area of Taiwan after 921 earthquake and typhoon Toraji . Based on field investigations, the mapped slope-type debris flow are reclassified into five different failure modes: slope-type debris flow, stream-type debris flow, debris fall, shallow slide and erosion gully. The slope-type debris flow are characterized as small-scaled with steeper slopes and often occurred rapidly along mainstream banks. Accordingly, a database for debris flow in the central area of Taiwan was built based on the result of investigations. Seven influence factors were selected, which included stream length, watershed area, basin form factor, average degree of watershed slope, average degree of streambed, hypsometric integral and geology, and used discriminant analysis to identify the differences between different failure modes. Without considering the different geologic area, no significant difference between debris fall and slope-type debris flow was found, the accuracy of classification was 64.9%. However, significant difference betweem slope-type debris flow and stream-type debris flow was found and the accuracy of classification reached 89.0%. Furthermore, potential slope-type debris flow could be identified by using discriminant analysis. For the value of discriminate function higher than 0.7956, the potential for slope-type debris flow is high. When it is lower than 0.3411, it is in low potential. Cases with values between those are in moderate potential.
7
Huang, Chien-Sung, and 黃建菘. "Study on the Failure Mechanism and Remediation of a Dip Slope Landslide in Central Taiwan." Thesis, 2011. http://ndltd.ncl.edu.tw/handle/23115036056983627534.
Full text
8
Huang, Chia-Ching, and 黃家勁. "Investigations on The Earthquake Induced Deformation and Failure Mechanism of Earth Slope Reinforced by Soil Nail." Thesis, 2007. http://ndltd.ncl.edu.tw/handle/07482101875530914487.
Full textAbstract:
碩士國立中興大學
水土保持學系所
95
Due to situating at the circum-Pacific belt, earthquake is very active and frequent in Taiwan. The Chi-Chi earthquake (921 Quake) possesses a Richarter Magnitude of 7.3 triggered at the central part of Taiwan on 21, September, 1999 and caused large scale and extensive slope failure at the mountain region. As a consequence, the earthquake induced slope failure becomes one of the most critical issues in the relevant research of natural disaster prevention in Taiwan. Besides, because of the increasing reclamation of slope land the slope stabilization also comes to be an important work in the engineering construction. This study investigates the reinforced mechanism of soil nail in steep slope and the resistance capability of slope reinforced by soil nail with various installation configurations during the earthquake. To verify the validity of numerical analysis, a numerical modeling was performed to simulate the lateral displacement of a soil nail reinforced model slope subjected to the vibration loading on a shaking table. The calculated lateral displacement profiles of the slope surface at each vibration step were then compared with those from the measurements. The comparisons indicate that the calculations are approximately two times larger than the measurements. The deviations between the calculation and measurement can be resulted from the inherent limitation of the function of numerical tool in dynamic aspect such as soil constitutive model or the incapability of simulation processes which unable to reflect the actual configuration of shaking table test such as boundary conditions. Nevertheless, the predicted tendency of lateral displacement under vibration loading is still coincident with the measurement to a certain extent. Subsequently, a series of two-dimensional finite element dynamic analyses were performed to simulate the dynamic behaviors of the fictitious slope reinforced by soil nail and subjected to earthquake loadings. In the analysis, the earthquake loadings were applied by the input of various acceleration time series. To investigate the influence of various installation parameters of soil nail on the resistance behavior of reinforced slope subjected to earthquake loading, the length, the inclination angle and the spacing of soil nail were varied in the calculation. In addition, the finite element reduction method (or FEM method) and the limit equilibrium sliced method (or LEM method) were also adopted to analyze the static stability of the reinforced slope. As to the length of soil nail L, for the steep slope with slope height H=15 m and slope angle=80∘,the maximum horizontal displacement ratio induced from earthquake loading can be apparently reduced for 15% when the L value is increased from 7 m (0.47H) to 12 m (0.8H). However, for the milder and lower slopes with H= 5 m, 10 m and the influence of length variation of soil nail on the horizontal displacement is insignificant. Regarding the inclination angle of soil nail for the steep slope with slope height H=15 m and slope angle=80∘,the magnitude of value merely displays slight influence on the stability of reinforced slope as 15∘. This can be due to the fact that the soil nail can penetrate orthogonally through the potential sliding surface of the slope and provide an optimum resistance against the sliding of the slope. On the contrary, as 15∘ the maximum horizontal displacement ratio induced from earthquake is increasing instead of decreasing with the ascending value. This can be due to the intersection angle between soil nail and potential sliding surface has greatly deviated from 90∘ and is unable to give the best resistance to potential sliding surface during earthquake loading. Concerning the ratio of inclination angle of soil nail to slope angle (α/β), for the slope with slope height H=10 m and slope angle β=60∘, the stability of reinforced slope increasing with the increase of α angle remains. Meanwhile for the maximumαvalue of 20∘used in the analysis, one can obtain the corresponding value of the ratio of inclination angle (α/β)=0.33. On the other hand, for the steep slope with slope height H=15 m and slope angleβ=80∘, the maximum horizontal displacement ratio (δhmax/H) induced from earthquake loading is greatly increased once the angleα>15∘, namely, the ratio of (α/β)>0.19. It is therefore suggested that the ratio of inclination angle of soil nail (α/β) value should be maintained at the range of 0 ~ 0.19 for the soil nail installed at the relatively steep slope. Considering the spacing of soil nail Sv, in general the reduction of maximum horizontal displacement ratio (δhmax /H) induced from earthquake loading for the case of Sv descending from 2 m to 1 m (1 m reduction) is approximately twice of that from 1.5 m to 1 m (0.5 m reduction). This implies that the stability of reinforced slope is significantly influenced by the installation spacing of soil nail. About the earthquake intensity, the maximum horizontal displacement ratios (δhmax/H) generated by the intensities of level-5 (acceleration time series E5) and level-6 (acceleration time series E6) are approximately equivalent. However, the (δhmax/H) value generated by the intensities of level-7 is nearly 1.5 and 1.75 times of those generated by the intensities level-5 and level-6 respectively. For the forces of soil nail, the analyses indicate that the mobilization of axial tensile force in soil nail during earthquake is much more predominant than those of shear force and bending moment. Base on the analysis result, it can be concluded that the stabilization force of reinforced slope is mainly obtained from the mobilization of axial tensile force of soil nail. Consequently, in the resistance design of soil nail to earthquake loading, the tensile strength of soil nail should be emphasized to achieve a most efficient design of reinforcement in earth slope. Keywords: soil nail, finite element dynamic analysis, limit equilibrium method, maximum horizontal displacement ratio, axial tensile force
9
Chiu, Yee-Fong, and 邱奕峰. "Investigation of Slide Mechanism of 626 Slope Failure in Woo-Wan-Chai Landslide Area,Alishan,Chiai County." Thesis, 2004. http://ndltd.ncl.edu.tw/handle/90948147721756183616.
Full textAbstract:
碩士國立雲林科技大學
營建工程系碩士班
92
Province Road 18, or so-called Mt. Ali Road, is a main route to the Alishan National Scenic Area in Chiai County. In the past 20 years since the construction, the entire roadway has been suffered frequent damages as a result of landslips or slope failures during typhoon or rainstorm seasons. In view of the complexity of the problem, the study herein was conducted, based on in-situ monitoring and theoretical analysis, to investigate the causes of slope movements. With a better understanding on the slide behavior, proper mitigation measures of the slope can therefore be provided. A long-term on-site monitoring program was set up in Woo-Wan-Chai Landslide Area, along the road between mileages 28K+900 and 31K+500, in the early of 2000. The monitoring items include surface and subsurface deformations, rainfall, groundwater level and flow, etc. On June 26, 2003, a significant landslide occurred at the mileage of 31K+400, resulted in a loss of 150m-long roadway and an interruption of the traffic for about one and a half month. The mechanism of the failure was investigated under the current study. Stability analysis of the slope was carried out based on on-site observations. In accordance, potential alternatives for slope mitigation were proposed.
10
YANG, ZYH KUANG, and 楊智光. "Analysis on the Failure Mechanism Induced by Earthquake for Slope Protection Facilitiesalong the Roads in Mountainous Area." Thesis, 2002. http://ndltd.ncl.edu.tw/handle/91978827230559391396.
Full textAbstract:
碩士國立屏東科技大學
土木工程系碩士班
90
Due to the collision between Philippines Oceanic Plates /European and Asian Plates, the severe soil mass movement was resulted in Taiwan so as to cause 921 Chi-Chi Earthquake with magnitude of Richter Sceale 7.3 and severely caused disasters in the Central Taiwan. This study focus on slopes damaged along important traffic lines in the disastered mountainous area. Therefore, Cross-island Highway, Route 129, Route 149, New Cross-island Highway, Shi-A Highway and Pu-Wu Highway were selected for conducting on-site GPS investigations. 117 investigations are completed. From the on-site investigation outcomes,and two locations,of 18k and 19k on 149,were selected as the studied areas. The tests of soil characteristics, in-site permeability test, and small and large scale simple shear tests were conducted respectively. In addition, the static and dynamic stability analyses were performed on the earth-retaining structure on the hill slope. In the period of investigation,SPOT satellite image of October,1993, and October,1999,geological map with 1/500000 scale published by Central Geological Investigation Office of Economic Affairs, Digital Terrain Mode,and photo-topographic maps, etc., were collected and GIS technicques were also applied. The features and causes of landslide and slope protecting facilities damaged by the earthquake were explored, included quantity, distribution, dispand aspects dopes, geology, topography, fault, center of earthquake and acceleration of earth movement. The results show that there are eight earth retaining structure types of damages and the landslides mostly happened at the southeastward and southward slope with dips nigher than 40°,and mainly locate at shale and sandstone interbedding, shelfstone and sandstone area with the elevation between 500 and 1000 meters.The area within 3 kilometers from fault, landslides are highest in number and greatest in these areas. Furthermore, by means of earth pressure coefficient (Kae) of the static method, we explored the interacting effect among the inclination angle of wall back of the wall protecting earth, slope degree of the slope, acceleration of earth movement, and earthφvalue and from the study, we made analyses on the engineering damage system of the road slope protection and their triggering factors so as to know that the higher the inclination ratio of wall back of the wall protecting earth, the larger the pressure of the unit dynamic main moving earth.
Books on the topic "Combined slope failure mechanism"
1
Zhang, Ke. Failure Mechanism and Stability Analysis of Rock Slope. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-5743-9.
Full text
2
Zhang, Ke. Failure Mechanism and Stability Analysis of Rock Slope: New Insight and Methods. Springer, 2020.
Find full text
3
Skipworth, James R. A., and Stephen P. Pereira. Pathophysiology, diagnosis, and assessment of acute pancreatitis. Oxford University Press, 2016. http://dx.doi.org/10.1093/med/9780199600830.003.0190.
Full textAbstract:
The incidence of acute pancreatitis continues to increase, but the attendant mortality has not decreased for >30 years. The pathogenesis remains poorly understood, but the initial mechanism appears to be intracellular activation of pancreatic enzymes, with micro- and macrovascular dysfunction, in conjunction with a systemic inflammatory response acting as a key propagating factor and determinant of severity. A multitude of causes or initiators exist, but there is a common pathophysiological pathway. The use of conventional scoring systems, combined with repeated clinical and laboratory assessment, remain the optimal method of predicting early severity and organ dysfunction. Death occurs in a biphasic pattern with early mortality (<2 weeks) secondary to SIRS and MODS; and late deaths (>2 weeks) due to superinfection of pancreatic necrosis. Assessment of severity should reflect this, with early severity being diagnosed in the presence of organ failure for >48 hours, and late severity defined by the presence of pancreatic and peri-pancreatic complications on CT or other appropriate imaging modalities.
Book chapters on the topic "Combined slope failure mechanism"
1
Yang, X. Q., S. X. He, and Z. D. Li. "Design method of vertical reinforced slopes under rotational failure mechanism." In Slope Stability Engineering, 1061–64. London: Routledge, 2021. http://dx.doi.org/10.1201/9780203739600-73.
Full text
2
Lazányi, I., I. Kabai, and B. Vizi. "Study of a huge block slide with relevance to failure mechanism." In Slope Stability Engineering, 1193–98. London: Routledge, 2021. http://dx.doi.org/10.1201/9780203739600-98.
Full text
3
Zhang, Ke. "Introduction." In Failure Mechanism and Stability Analysis of Rock Slope, 1–15. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-5743-9_1.
Full text
4
Zhang, Ke. "Joint Element and Strength Reduction Method." In Failure Mechanism and Stability Analysis of Rock Slope, 203–25. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-5743-9_10.
Full text
5
Zhang, Ke. "Fracture Mechanics Method." In Failure Mechanism and Stability Analysis of Rock Slope, 227–48. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-5743-9_11.
Full text
6
Zhang, Ke. "Influence of Flaw Inclination on Shear Fracturing and Fractal Behavior." In Failure Mechanism and Stability Analysis of Rock Slope, 19–39. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-5743-9_2.
Full text
7
Zhang, Ke. "Influence of Flaw Density on Shear Fracturing and Fractal Behavior." In Failure Mechanism and Stability Analysis of Rock Slope, 41–66. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-5743-9_3.
Full text
8
Zhang, Ke. "Empirical Methods for Estimating Strength Parameters of Jointed Rock Masses." In Failure Mechanism and Stability Analysis of Rock Slope, 69–74. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-5743-9_4.
Full text
9
Zhang, Ke. "Kinematical Element Method." In Failure Mechanism and Stability Analysis of Rock Slope, 75–111. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-5743-9_5.
Full text
10
Zhang, Ke. "Integrated Karst Cave Stochastic Model-Limit Equilibrium Method." In Failure Mechanism and Stability Analysis of Rock Slope, 113–41. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-5743-9_6.
Full textConference papers on the topic "Combined slope failure mechanism"
1
Kanitz, Manuela, and Juergen Grabe. "Influence of Suction Dredging on the Failure Mechanism of Sandy Submarine Slopes: Revisited With a Coupled Numerical Approach." In ASME 2019 38th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2019. http://dx.doi.org/10.1115/omae2019-95151.
Full textAbstract:
Abstract The installation of shallow foundation systems for offshore wind turbines like gravity foundations requires the excavation of the weak top soil of the seabed to place the structure on more stable ground. This excavation can be done through suction dredging resulting in a pit. Different slope angles of this pit can be realized using this technique. As the failure mechanisms of artificial submarine slopes using suction dredging are barely investigated, relatively small final slope angles of max. 10 degree are reached to guarantee stability. Nevertheless, small-scale experiments show that submarine slopes with overcritical slope inclinations can be stable for a while when prepared with suction dredging. Steeper inclinations would significantly reduce the disturbance of the marine fauna and the amount of sand to be removed and therefore meet both economic and ecological interests. The investigations of the failure mechanism in the submarine slope during suction dredging are carried out with a coupled Euler-Lagrange approach, namely the combination of the Computational Fluid Dynamics (CFD) and the Discrete Element Method (DEM). This method enables the computation of particle-particle as well as the fluid-particle interaction forces and hence their influence on the investigated submarine slope behavior. The calculations are carried out with the open source software package CFDEM® coupling, which combines the discrete element code LIGGGHTS® with CFD solvers based on OpenFOAM®. Additionally, small scale model tests of suction dredging of sandy submarine slopes are carried out. The displacement of the soil grains is monitored with a high-speed camera. To take into account effects of contractancy and dilatancy, a loosely and a densely packed sand are investigated and the influence of the packing density on the failure mechanism is evaluated. The experimentally gained results will be compared to the numerical ones to evaluate the capability of the coupled CFD-DEM method to depict the failure behavior of submarine slopes during suction dredging.
2
Taylor, Mike, Chas Jandu, Marcus McCallum, and Ray Northing. "Risk Based Design Solution for Routing a High Pressure Gas Transmission Pipeline Through a Region of Geological Instability." In 2012 9th International Pipeline Conference. American Society of Mechanical Engineers, 2012. http://dx.doi.org/10.1115/ipc2012-90699.
Full textAbstract:
If present, regions of geological instability are normally identified during the route selection study and a route through such locations will normally be rejected if a suitably practicable alternative route can be found. Therefore the consequential effects of a landslip on pipeline integrity rarely need to be considered. However, when an alternate route is not practicable, then a means of negotiating the landslip zone in a safe manner needs to be determined and adopted. One means of negotiating a landslip zone is to route the pipeline well beneath the slope using techniques such as horizontal directional drilling (HDD). However, the success of an HDD cannot be guaranteed in such situations and hence alternative solutions need to be considered even if only as a back-up. This paper describes a technique that was developed by a major UK high pressure gas pipeline operator with support from Andrew Francis & Associates Ltd (AFAA) to achieve a viable engineering alternative to HDD. The technique is based on a combination of structural reliability analysis (SRA) and quantified risk assessment (QRA) which was developed by modifying and customising an approach that the operator had developed and used previously for demonstrating the safe operation of gas transmission pipelines at design factors in excess of 0.72. The overall objective is to demonstrate that all associated risks have been reduced to levels that can be regarded ‘As Low As Reasonably Practicable’ (ALARP). SRA begins with an identification of all credible failure causes and these are then analysed using a combination of structural mechanics based techniques and probability theory to determine failure frequencies. For the present application, significant attention was given to the interaction between the moving land mass and the pipeline using 3-dimensional finite element analysis. The analyses were performed for a range of credible scenarios assuming a range of soil properties to establish the likelihood that failure would occur in the event of a land slide. These were then combined with an assessment of the event frequency to determine estimates of the failure frequency. Having established ‘raw’ failure frequencies, the model was developed further to investigate the effects of introducing mitigating methods to reduce the failure frequencies, and hence risks, to levels that could be regarded as ALARP. The paper describes the philosophy and the salient features of the approach and illustrates the application using a case study.
3
de Campos, T. M. P., M. P. H. Moncada, R. Q. Velloso, C. P. Amaral, and E. A. Vargas, Jr. "Evaluation of the Failure Mechanism of an Unsaturated Tropical Soil Slope." In Fourth International Conference on Unsaturated Soils. Reston, VA: American Society of Civil Engineers, 2006. http://dx.doi.org/10.1061/40802(189)36.
Full text
4
Lu, Ting-Hao, Jun-Hua Wu, Song Yang, and Guo-Xiong Mei. "Study on Mechanism of Expansive Soil Slope Failure and Numerical Simulation." In First International Symposium on Pavement and Geotechnical Engineering for Transportation Infrastructure. Reston, VA: American Society of Civil Engineers, 2013. http://dx.doi.org/10.1061/9780784412817.019.
Full text
5
Dai, Zhangjun, Shanxiong Chen, and Jian Li. "The Failure Characteristics and Evolution Mechanism of the Expansive Soil Trench Slope." In Second Pan-American Conference on Unsaturated Soils. Reston, VA: American Society of Civil Engineers, 2018. http://dx.doi.org/10.1061/9780784481691.020.
Full text
6
Zhang, Jiangwei, Xiaojun Li, Mingjie Chi, Helong Yang, and Chao Liu. "Study on the Failure Mechanism of Slope under Rainfall by Strength Reduction FEM." In International Conference on Geotechnical and Earthquake Engineering 2018. Reston, VA: American Society of Civil Engineers, 2019. http://dx.doi.org/10.1061/9780784482049.046.
Full text
7
Hubel, Brian A., Joseph V. Letter, Jr., Marc Goodhue, and Landris T. Lee. "A Practical Approach to Assess Combined Levee Erosion, Seepage, and Slope Stability Failure Modes." In International Conference on Scour and Erosion (ICSE-5) 2010. Reston, VA: American Society of Civil Engineers, 2010. http://dx.doi.org/10.1061/41147(392)26.
Full text
8
Chen, Xuedong, Zhibin Ai, Tiecheng Yang, Jiushao Hu, and Chuanqing Cheng. "Analysis Method of Failure Likelihood on Pressure Equipment With Combined Action of Multi-Failure Mechanism." In ASME 2010 Pressure Vessels and Piping Division/K-PVP Conference. ASMEDC, 2010. http://dx.doi.org/10.1115/pvp2010-25665.
Full textAbstract:
Since 2003, we have conducted a lot of researches on risk based assessment technology in China according to standards API 581, API 571 etc., mastered the risk distribution conditions of in-service pressure equipments covering all kinds of units of about 80 large-scale oil refinery plants, chemical plants and chemical fertilizer plants in China, and formed the failure trees and technical guide documents for RBI of typical petrochemical units fit to Chinese national conditions. However, we find there are interactions of various failure modes and mechanisms of many petrochemical equipment during their actual running due to the diversity of corrosive media and the complexity of influential factors in the process of risk assessment implementation process, which has not been taken into account in the existing API 581, if we cannot determine the possible dominant failure modes and failure mechanisms as well as influential factors of secondary mechanisms in the actual service environment of pressure equipment, the risk assessment analysis results obtained tend to have big difference from actual conditions. In this paper, researches are conducted with respect to the judgment methods of dominant mechanisms in case of joint action of multiple failure mechanisms of pressure equipment and influential law of secondary mechanisms in several typical complicated medium environment of petrochemical enterprises based on the survey and analysis of failure accidents, risk assessment and experimental research of pressure equipment, and suggestions on improvement with respect to failure likelihood calculation methods in risk assessment in API 581 are given.
9
Li, Kun, Yanjun Shang, Wantong He, and Yi Jiang. "Characteristics and Mechanism of Bedding Rock Slope Failure: A Case Study on No.5 Slope at Wutai-Yuxian Expressway." In International Conference on Advances in Energy, Environment and Chemical Engineering. Paris, France: Atlantis Press, 2015. http://dx.doi.org/10.2991/aeece-15.2015.93.
Full text
10
Ma, Rongyong, Xiaoqing Zhang, and Ruyue Pang. "Mechanism of Nanning Flood Dike Slope Failure Based on Improved Genetic Algorithm Inversion Analysis." In 2016 International Conference on Civil, Transportation and Environment. Paris, France: Atlantis Press, 2016. http://dx.doi.org/10.2991/iccte-16.2016.61.
Full text