WorldWideScience

Sample records for rock slope failure

  1. Predicting Modes and Displacements of Seismic Rock Slope Failures

    Science.gov (United States)

    Gibson, M. D.; Wartman, J.; Keefer, D. K.; Maclaughlin, M.; Arnold, L.; Applegate, K. N.; Smith, S.; Adams, S.

    2013-12-01

    Seismically induced rock slope failures have resulted in billions of dollars of economic damage and enormous loss of life throughout the world. Accurate prediction of the triggering and run out of these failures is elusive for a variety of reasons, including knowledge of the physical modes of failure. Our research explores the potential failure modes of an idealized rigid rock block and expands the modes typically considered to include not only sliding but also toppling (pure forward rotation) and slumping (combined backward rotation and translation). The yield acceleration (or minimum inertial acceleration to cause block movement) for slumping, similar to toppling, is found to be lower than for pure translational sliding. These yield accelerations indicate the initial modes of rock block failure; however, they do not always predict the ultimate failure mode. To predict the final failure modes, the results of discrete element numerical analyses were compared to pseudo static yield acceleration to develop a seismic failure mode decision-making chart based on block geometry and interface friction. With regard to seismic displacement predictions, current simplified models predicting ultimate displacement of a mass under seismic conditions are limited to purely translating, sliding blocks (i.e. Newmark's sliding block method). Our modeling introduces additional simplified analyses to predict ultimate displacement in toppling and slumping modes as well. Important findings from these new methods are that the magnitude of seismically-induced displacement is dependent on the size of the block (or failure mass) and that as the yield acceleration decreases the seismically induced displacements increase. We plan to map these tools into analyses that evaluate rock slope systems with complex geology and geotechnical characteristics. It is envisioned that the decision chart, which predicts the initial and ultimate modes of failure based on block geometry and interface friction

  2. Consequence assessment of large rock slope failures in Norway

    Science.gov (United States)

    Oppikofer, Thierry; Hermanns, Reginald L.; Horton, Pascal; Sandøy, Gro; Roberts, Nicholas J.; Jaboyedoff, Michel; Böhme, Martina; Yugsi Molina, Freddy X.

    2014-05-01

    Steep glacially carved valleys and fjords in Norway are prone to many landslide types, including large rockslides, rockfalls, and debris flows. Large rockslides and their secondary effects (rockslide-triggered displacement waves, inundation behind landslide dams and outburst floods from failure of landslide dams) pose a significant hazard to the population living in the valleys and along the fjords shoreline. The Geological Survey of Norway performs systematic mapping of unstable rock slopes in Norway and has detected more than 230 unstable slopes with significant postglacial deformation. This large number necessitates prioritisation of follow-up activities, such as more detailed investigations, periodic displacement measurements, continuous monitoring and early-warning systems. Prioritisation is achieved through a hazard and risk classification system, which has been developed by a panel of international and Norwegian experts (www.ngu.no/en-gb/hm/Publications/Reports/2012/2012-029). The risk classification system combines a qualitative hazard assessment with a consequences assessment focusing on potential life losses. The hazard assessment is based on a series of nine geomorphological, engineering geological and structural criteria, as well as displacement rates, past events and other signs of activity. We present a method for consequence assessment comprising four main steps: 1. computation of the volume of the unstable rock slope; 2. run-out assessment based on the volume-dependent angle of reach (Fahrböschung) or detailed numerical run-out modelling; 3. assessment of possible displacement wave propagation and run-up based on empirical relations or modelling in 2D or 3D; and 4. estimation of the number of persons exposed to rock avalanches or displacement waves. Volume computation of an unstable rock slope is based on the sloping local base level technique, which uses a digital elevation model to create a second-order curved surface between the mapped extent of

  3. From incipient slope instability through slope deformation to catastrophic failure - Different stages of failure development on the Ivasnasen and Vollan rock slopes (western Norway)

    Science.gov (United States)

    Oppikofer, T.; Saintot, A.; Hermanns, R. L.; Böhme, M.; Scheiber, T.; Gosse, J.; Dreiås, G. M.

    2017-07-01

    The long-term evolution of rock slope failures involves different stages, from incipience of slope instability to catastrophic failure, through a more or less long-lasting slope deformation phase that also involves creeping or sliding. Topography, lithology, and structural inheritance are the main intrinsic factors that influence this evolution. Here, we investigate the role of these intrinsic factors on the rock slope failure development of the Ivasnasen and Vollan rock slopes (Sunndal Valley, western Norway) using a multitechnique approach that includes geomorphologic and structural field mapping, kinematic analysis, terrestrial cosmogenic nuclide exposure dating, topographic reconstruction, and deformation quantification. Ivasnasen is a rock slope failure complex with several past rock slope failures and a present unstable rock slope, located on a cataclinal NW-facing slope and developed in augen gneiss. Vollan on the opposite valley side is a deep-seated gravitational slope deformation (DSGSD) affecting the whole mountainside, developed in quartzite in the upper part and micaschist in the lower part. These different lithologies belong to different nappe complexes that were emplaced and folded into a series of syn- and anticlines during the Caledonian orogeny. These folds lead to different lithologies being exposed in different structural orientations on the opposite valley flanks, which in turn leads to different types and evolution of rock slope failures. At Ivasnasen the 45°-55° NW-dipping ductile foliation allowed for a fairly simple planar sliding mechanism for the 1.2 million m3 post-glacial rock slope failure. Failure occurred ca. 3.3 ka ago after a short period of prefailure deformation. For the present 2.2 million m3 unstable rock slope at Ivasnasen, a steepening of the foliation at the toe impedes such a mechanism and up to 10 m of displacement has not lead to a catastrophic failure yet. The Vollan DSGSD is characterized by a steep major back scarp

  4. Physical and theoretical modeling of rock slopes against block-flexure toppling failure

    Directory of Open Access Journals (Sweden)

    Mehdi Amini

    2015-12-01

    Full Text Available Block-flexure is the most common mode of toppling failure in natural and excavated rock slopes. In such failure, some rock blocks break due to tensile stresses and some overturn under their own weights and then all of them topple together. In this paper, first, a brief review of previous studies on toppling failures is presented. Then, the physical and mechanical properties of experimental modeling materials are summarized. Next, the physical modeling results of rock slopes with the potential of block-flexural toppling failures are explained and a new analytical solution is proposed for the stability analysis of such slopes. The results of this method are compared with the outcomes of the experiments. The comparative studies show that the proposed analytical approach is appropriate for the stability analysis of rock slopes against block-flexure toppling failure. Finally, a real case study is used for the practical verification of the suggested method.

  5. NEESROCK: A Physical and Numerical Modeling Investigation of Seismically Induced Rock-Slope Failure

    Science.gov (United States)

    Applegate, K. N.; Wartman, J.; Keefer, D. K.; Maclaughlin, M.; Adams, S.; Arnold, L.; Gibson, M.; Smith, S.

    2013-12-01

    Worldwide, seismically induced rock-slope failures have been responsible for approximately 30% of the most significant landslide catastrophes of the past century. They are among the most common, dangerous, and still today, least understood of all seismic hazards. Seismically Induced Rock-Slope Failure: Mechanisms and Prediction (NEESROCK) is a major research initiative that fully integrates physical modeling (geotechnical centrifuge) and advanced numerical simulations (discrete element modeling) to investigate the fundamental mechanisms governing the stability of rock slopes during earthquakes. The research is part of the National Science Foundation-supported Network for Earthquake Engineering Simulation Research (NEES) program. With its focus on fractures and rock materials, the project represents a significant departure from the traditional use of the geotechnical centrifuge for studying soil, and pushes the boundaries of physical modeling in new directions. In addition to advancing the fundamental understanding of the rock-slope failure process under seismic conditions, the project is developing improved rock-slope failure assessment guidelines, analysis procedures, and predictive tools. Here, we provide an overview of the project, present experimental and numerical modeling results, discuss special considerations for the use of synthetic rock materials in physical modeling, and address the suitability of discrete element modeling for simulating the dynamic rock-slope failure process.

  6. Dynamic Response and Dynamic Failure Mode of a Weak Intercalated Rock Slope Using a Shaking Table

    Science.gov (United States)

    Fan, Gang; Zhang, Jianjing; Wu, Jinbiao; Yan, Kongming

    2016-08-01

    A large-scale shaking table test was performed to study the dynamic response of slopes parallel to geological bedding (bedding slopes) and slopes that cross-cut geological bedding (counter-bedding slopes). The test results show that the acceleration amplification coefficients increase with increasing elevation and, when the input earthquake amplitude is greater than 0.3 g, both bedding and counter-bedding slopes begin to show nonlinear dynamic response characteristics. With increasing elevation, the displacement of the bedding slope surface increases greatly. Conversely, the displacement of the counter-bedding slope surface increases first and then decreases; the slope develops a bulge at the relative elevation of 0.85. The displacement of the bedding slope surface is greater than that of the counter-bedding slope. The counter-bedding slope is more seismically stable compared with the bedding slope. Based on the Hilbert-Huang transform and marginal spectrum theories, the processes that develop dynamic damage of the bedding and counter-bedding slopes are identified. It is shown that the dynamic failure mode of the bedding slope is mainly represented by vertical tensile cracks at the rear of the slope, bedding slide of the strata along the weak intercalation, and rock collapse from the slope crest. However, the dynamic failure mode of the counter-bedding slope is mainly represented by staggered horizontal and vertical fissures, extrusion of the weak intercalation, and breakage at the slope crest.

  7. Reconstruction of multistage massive rock slope failure: Polymethodical approach in Lake Oeschinen (CH)

    Science.gov (United States)

    Knapp, Sibylle; Gilli, Adrian; Anselmetti, Flavio S.; Hajdas, Irka

    2016-04-01

    Lateglacial and Holocene rock-slope failures occur often as multistage failures where paraglacial adjustment and stress adaptation are hypothesised to control stages of detachment. However, we have only limited datasets to reconstruct detailed stages of large multistage rock-slope failures, and still aim at improving our models in terms of geohazard assessment. Here we use lake sediments, well-established for paleoclimate and paleoseismological reconstruction, with a focus on the reconstruction of rock-slope failures. We present a unique inventory from Lake Oeschinen (Bernese Alps, Switzerland) covering about 2.4 kyrs of rock-slope failure history. The lake sediments have been analysed using sediment-core analysis, radiocarbon dating and seismic-to-core and core-to-core correlations, and these were linked to historical and meteorological records. The results imply that the lake is significantly younger than the ~9 kyrs old Kandersteg rock avalanche (Tinner et al., 2005) and shows multiple rock-slope failures, two of which could be C14-dated. Several events detached from the same area potentially initiated by prehistoric earthquakes (Monecke et al., 2006) and later from stress relaxation processes. The data imply unexpected short recurrence rates that can be related to certain detachment scarps and also help to understand the generation of a historical lake-outburst flood. Here we show how polymethodical analysis of lake sediments can help to decipher massive multistage rock-slope failure. References Monecke, K., Anselmetti, F.S., Becker, A., Schnellmann, M., Sturm, M., Giardini, D., 2006. Earthquake-induced deformation structures in lake deposits: A Late Pleistocene to Holocene paleoseismic record for Central Switzerland. Eclogae Geologicae Helvetiae, 99(3), 343-362. Tinner, W., Kaltenrieder, P., Soom, M., Zwahlen, P., Schmidhalter, M., Boschetti, A., Schlüchter, C., 2005. Der nacheiszeitliche Bergsturz im Kandertal (Schweiz): Alter und Auswirkungen auf die

  8. Validation of Hoek-Brown failure criterion charts for rock slopes

    Institute of Scientific and Technical Information of China (English)

    A.M. Nekouei; K. Ahangari

    2013-01-01

    Although stability charts suggested by Hoek and Bray on the basis of Mohr-Coulomb criterion are used for rock slopes, but complete and precise recognition is required for distinguishing cohesive strength and Mohr-Coulomb equivalent internal friction angle for rock mass. The paper by Lia et al. [6] is the only one that introduced rock slope charts according to Hoek-Brown failure criterion. In this paper, at first, this type of charts is introduced. Then, Mohr-Coulomb failure criterion charts [2] are compared and validated with Hoek-Brown failure criterion ones [6]. Next, Bishop method utilizing Slide software is compared with Hoek-Brown failure criterion stability charts. Average standard deviation (ASD), root mean square error (RMSE) and variance account for (VAF) were used for the comparison. According to the results, because of high distribution and very low correlation among the comparisons, Hoek-Brown failure crite-rion charts are not efficient.

  9. Rock-slope failure activity and geological crises in western Norway

    Science.gov (United States)

    Hilger, Paula; Hermanns, Reginald L.; Myhra, Kristin S.; Gosse, John C.; Ivy-Ochs, Susan; Etzelmüller, Bernd

    2017-04-01

    In Norway a compilation of terrestrial cosmogenic nuclide (TCN) ages of rock-avalanche deposits suggests a close link of rock-slope failures related to deglaciation. Although ages spread over several thousand years at the end of the Late Pleistocene, 50% of all documented events occurred within 1000 years after deglaciation. It is therefore likely that debuttressing triggered most of the events. The same data set suggests that 25% of the events occurred during a period stretching until the Holocene thermal maximum (HTM). These events might be interpreted as possible reactions to additional factors such as the thawing of high-altitude permafrost. An example of a geological crisis following deglaciation and before the HTM are seven lobate rock-avalanche deposits mapped under the slope of the Vora mountain (1450 m asl.) in the Nordfjord area of western Norway. Three events of this rock-slope failure cluster date within a short time period of 2000 years, where modelling studies indicate that high-altitude permafrost was present. After the HTM rock-slope failures are distributed temporally and spatially rather evenly throughout the Holocene and western Norway. But there are two independent local clusters with frequent rock slides during a short time span. (1) At the active Mannen rock-slope instability several rock-avalanche and rockslide deposits were mapped on the valley bottom. Stratigraphic relations combined with TCN dating suggest that at least one event occurred when the valley bottom was below the marine limit. TCN ages of further four lobes cluster around 5.2 ka BP, which does not coincide with any other rock-avalanche occurrence in the region. The top of the north facing 1295 m high unstable slope concurs with the currently estimated permafrost boundary. Preliminary TCN ages of the sliding surface indicate that larger parts of the mountain did not become active until the climate maximum. It is likely that due to structural complexity not allowing for any easy

  10. A hazard and risk classification system for catastrophic rock slope failures in Norway

    Science.gov (United States)

    Hermanns, R.; Oppikofer, T.; Anda, E.; Blikra, L. H.; Böhme, M.; Bunkholt, H.; Dahle, H.; Devoli, G.; Eikenæs, O.; Fischer, L.; Harbitz, C. B.; Jaboyedoff, M.; Loew, S.; Yugsi Molina, F. X.

    2012-04-01

    The Geological Survey of Norway carries out systematic geologic mapping of potentially unstable rock slopes in Norway that can cause a catastrophic failure. As catastrophic failure we describe failures that involve substantial fragmentation of the rock mass during run-out and that impact an area larger than that of a rock fall (shadow angle of ca. 28-32° for rock falls). This includes therefore rock slope failures that lead to secondary effects, such as a displacement wave when impacting a water body or damming of a narrow valley. Our systematic mapping revealed more than 280 rock slopes with significant postglacial deformation, which might represent localities of large future rock slope failures. This large number necessitates prioritization of follow-up activities, such as more detailed investigations, periodic monitoring and permanent monitoring and early-warning. In the past hazard and risk were assessed qualitatively for some sites, however, in order to compare sites so that political and financial decisions can be taken, it was necessary to develop a quantitative hazard and risk classification system. A preliminary classification system was presented and discussed with an expert group of Norwegian and international experts and afterwards adapted following their recommendations. This contribution presents the concept of this final hazard and risk classification that should be used in Norway in the upcoming years. Historical experience and possible future rockslide scenarios in Norway indicate that hazard assessment of large rock slope failures must be scenario-based, because intensity of deformation and present displacement rates, as well as the geological structures activated by the sliding rock mass can vary significantly on a given slope. In addition, for each scenario the run-out of the rock mass has to be evaluated. This includes the secondary effects such as generation of displacement waves or landslide damming of valleys with the potential of later

  11. Integrated analysis of past, and potential future rock slope failures of various size from Rombakstøtta, Nordland

    OpenAIRE

    Morken, Odd André

    2017-01-01

    Catastrophic failure of large rock slopes has led to fatalities in Norwegian settlements several times per century. The Geological Survey of Norway (NGU) currently carry out systematic geological mapping of potentially unstable rock slopes in Norway, on assignment from the Norwegian Water Resources and Energy Directorate (NVE). In this context, a hazard analysis and preliminary consequence assessment of the unstable rock slope at Rombakstøtta in Narvik kommune, Nordland fylke has been carried...

  12. Can we use ice calving on glacier fronts as a proxy for rock slope failures?

    Science.gov (United States)

    Abellan, Antonio; Penna, Ivanna; Daicz, Sergio; Carrea, Dario; Derron, Marc-Henri; Jaboyedoff, Michel; Riquelme, Adrian; Tomas, Roberto

    2015-04-01

    Ice failures on glacier terminus show very similar fingerprints to rock-slope failure (RSF) processes, nevertheless, the investigation of gravity-driven instabilities that shape rock cliffs and glacier's fronts are currently dissociated research topics. Since both materials (ice and rocks) have very different rheological properties, the development of a progressive failure on mountain cliffs occurs at a much slower rate than that observed on glacier fronts, which leads the latter a good proxy for investigating RSF. We utilized a terrestrial Laser Scanner (Ilris-LR system from Optech) for acquiring successive 3D point clouds of one of the most impressive calving glacier fronts, the Perito Moreno glacier located in the Southern Patagonian Ice Fields (Argentina). We scanned the glacier terminus during five days (from 10th to 14th of March 2014) with very high accuracy (0.7cm standard deviation of the error at 100m) and a high density of information (200 points per square meter). Each data series was acquired at a mean interval of 20 minutes. The maximum attainable range for the utilized wavelength of the Ilris-LR system (1064 nm) was around 500 meters over massive ice (showing no-significant loss of information), being this distance considerably reduced on crystalline or wet ice short after the occurrence of calving events. As for the data treatment, we have adapted our innovative algorithms originally developed for the investigation of both precursory deformation and rockfalls to study calving events. By comparing successive three-dimensional datasets, we have investigated not only the magnitude and frequency of several ice failures at the glacier's terminus (ranging from one to thousands of cubic meters), but also the characteristic geometrical features of each failure. In addition, we were able to quantify a growing strain rate on several areas of the glacier's terminus shortly after their final collapse. For instance, we investigated the spatial extent of the

  13. Analysis of Tsunamigenic Coastal Rock Slope Failures Triggered by the 2007 Earthquake in the Chilean Fjordland

    Science.gov (United States)

    Sepulveda, S. A.; Serey, A.; Hermanns, R. L.; Redfield, T. F.; Oppikofer, T.; Duhart, P.

    2011-12-01

    The fjordland of the Chilean Patagonia is subject to active tectonics, with large magnitude subduction earthquakes, such as the M 9.5 1960 earthquake, and shallow crustal earthquakes along the regional Liquiñe-Ofqui Fault Zone (LOFZ). One of the latter (M 6.2) struck the Aysen Fjord region (45.5 S) on the 21st of April 2007, triggering dozens of landslides in the epicentral area along the fjord coast and surroundings. The largest rock slides and rock avalanches induced a local tsunami that together with debris flows caused ten fatalities and severely damaged several salmon farms, the most important economic activity of the area. Multi-scale studies of the landslides triggered during the Aysen earthquake have been carried out, including landslide mapping and classification, slope stability back-analyses and structural and geomorphological mapping of the largest failures from field surveys and high-resolution digital surface models created from terrestrial laser scanning. The failures included rock slides, rock avalanches, rock-soil slides, soil slides and debris flows. The largest rock avalanche had a volume of over 20 million cubic metres. The landslides affected steep slopes of intrusive rocks of the North Patagonian batholith covered by a thin layer of volcanic soils, which supports a high forest. The results of geotechnical analyses suggest a site effect due to topographic amplification on the generation of the landslides, with peak ground accelerations that may have reached between about 1.0 and 2.0 g for rock avalanches and between 0.6 and 1.0 g for shallow rock-soil slides, depending on the amount of assumed vertical acceleration and the applied method (limit equilibrium and Newmark). Attenuation relationships for shallow crustal seismicity indicate accelerations below 0.5 g for earthquakes of a similar magnitude and epicentral distances. Detailed field structural analyses of the largest rock avalanche in Punta Cola indicate a key role in the failure

  14. Towards a mechanical failure model for degrading permafrost rock slopes representing changes in rock toughness and infill

    Science.gov (United States)

    Mamot, Philipp; Krautblatter, Michael; Scandroglio, Riccardo

    2016-04-01

    The climate-induced degradation of permafrost in mountain areas can reduce the stability of rock slopes. An increasing number of rockfalls and rockslides originate from permafrost-affected rock faces. Discontinuity patterns and their geometrical and mechanical properties play a decisive role in controlling rock slope stability. Under thawing conditions the shear resistance of rock reduces due to lower friction along rock-rock contacts, decreasing fracture toughness of rock-ice contacts, diminishing fracture toughness of cohesive rock bridges and altered creep or fracture of the ice itself. Compressive strength is reduced by 20 to 50 % and tensile strength decreases by 15 to 70 % when intact saturated rock thaws (KRAUTBLATTER ET AL. 2013). Elevated water pressures in fractures can lead to reduced effective normal stresses and thus to lower shear strengths of fractures. However, the impact of degrading permafrost on the mechanical properties of intact or fractured rock still remains poorly understood. In this study, we develop a new approach for modeling the influence of degrading permafrost on the stability of high mountain rock slopes. Hereby, we focus on the effect of rock- and ice-mechanical changes along striking discontinuities onto the whole rock slope. We aim at contributing to a better rock-ice mechanical process understanding of degrading permafrost rocks. For parametrisation and subsequent calibration of our model, we chose a test site (2885 m a.s.l.) close by the Zugspitze summit in Germany. It reveals i) a potential rockslide at the south face involving 10E4m³ of rock and ii) permafrost occurrence due to ice-filled caves and fractures. Here we combine kinematic, geotechnical and thermal monitoring in the field with rock-mechanical laboratory tests and a 2D numerical failure modeling. Up to date, the following results underline the potential effects of thawing rock and fracture infill on the stability of steep rock slopes in theory and praxis: i. ERT and

  15. Vulnerabilities to Rock-Slope Failure Impacts from Christchurch, NZ Case History Analysis

    Science.gov (United States)

    Grant, A.; Wartman, J.; Massey, C. I.; Olsen, M. J.; Motley, M. R.; Hanson, D.; Henderson, J.

    2015-12-01

    Rock-slope failures during the 2010/11 Canterbury (Christchurch), New Zealand Earthquake Sequence resulted in 5 fatalities and caused an estimated US$400 million of damage to buildings and infrastructure. Reducing losses from rock-slope failures requires consideration of both hazard (i.e. likelihood of occurrence) and risk (i.e. likelihood of losses given an occurrence). Risk assessment thus requires information on the vulnerability of structures to rock or boulder impacts. Here we present 32 case histories of structures impacted by boulders triggered during the 2010/11 Canterbury earthquake sequence, in the Port Hills region of Christchurch, New Zealand. The consequences of rock fall impacts on structures, taken as penetration distance into structures, are shown to follow a power-law distribution with impact energy. Detailed mapping of rock fall sources and paths from field mapping, aerial lidar digital elevation model (DEM) data, and high-resolution aerial imagery produced 32 well-constrained runout paths of boulders that impacted structures. Impact velocities used for structural analysis were developed using lumped mass 2-D rock fall runout models using 1-m resolution lidar elevation data. Model inputs were based on calibrated surface parameters from mapped runout paths of 198 additional boulder runouts. Terrestrial lidar scans and structure from motion (SfM) imagery generated 3-D point cloud data used to measure structural damage and impacting boulders. Combining velocity distributions from 2-D analysis and high-precision boulder dimensions, kinetic energy distributions were calculated for all impacts. Calculated impact energy versus penetration distance for all cases suggests a power-law relationship between damage and impact energy. These case histories and resulting fragility curve should serve as a foundation for future risk analysis of rock fall hazards by linking vulnerability data to the predicted energy distributions from the hazard analysis.

  16. Kinematic Analyses of Rock Slope Failures Triggered by the Aysén 2007 Earthquake (Patagonia, Chile)

    Science.gov (United States)

    Glüer, F.; Loew, S.

    2012-04-01

    Most studies related to earthquake triggering of rock slope failures are statistical investigations of the relationships between earthquake source properties to the spatial distribution of various landslide types, or strongly simplified dynamic stability analyses. Only very few investigators studied the detailed structural and kinematic properties of earthquake triggered rock slope failures. In this paper we present a detailed structural and kinematic analysis of ten rockslides with volumes ranging from 9,000 to 1,000,000 m3 triggered by the Aysén Fjord Mw 6.2 earthquake of April 2007 (Southern Chile). Detailed structural data from the release areas in the steep and only rarely accessible terrain were generated from ground-based photogrammetry, combined with geodetic surveying using a rangefinder binocular connected to a GPS through a GIS-interface. The orientations of discontinuities and release planes were measured in metric 3D images using the software ShapeMetriX3D. Kinematic analyses were applied using Markland methods with Hocking refinement to study possible failure mechanisms. Strength properties of fractures, rock and rock mass were assessed both from field work and laboratory tests on granodioritic and granitic samples. A detailed stability analysis of one selected rockslide was performed with simplified limit equilibrium methods and a two-dimensional numerical FE simulation using the code Phase2. Based on the structural inventory from all release areas a regional structural analysis was performed, showing four evident systematic discontinuity sets (215/75, 275/55, 110/60, 155/65) occurring in the entire study area, and exerting a major control on the location of slope failures. A generic kinematic analysis leads to the conclusion that the distribution of earthquake-triggered rock slope failures of April 2007 is mainly controlled by the slope aspect and slope angle in relationship to these fracture set orientations, with preferential planar failure on

  17. Strategies for rock slope failure early warning using acoustic emission monitoring

    Science.gov (United States)

    Codeglia, D.; Dixon, N.; Fowmes, G. J.; Marcato, G.

    2015-09-01

    Research over the last two decades has led to development of a system for soil slopes monitoring based on the concept of measuring Acoustic Emission (AE). A feature of the system is the use of waveguides installed within unstable soil slopes. It has been demonstrated that the AE measured through this technique are proportional to soil displacement rate. Attention has now been focused on the prospect of using the system within rock materials. The different nature of the slope material to be monitored and its setting means that different acoustic trends are measured, and development of new approaches for their interpretation are required. A total of six sensors have been installed in two pilot sites, firstly in Italy, for monitoring of a stratified limestone slope which can threaten a nationally important road, and secondly in Austria, for monitoring of a conglomerate slope that can endanger a section of the local railway. In this paper an outline of the two trial sites is given and AE data collected are compared with other physical measurements (i.e. rainfall and temperature) and traditional geotechnical instrumentation, to give an overview of recurring AE trends. These include clear AE signatures generated by stress changes linked to increased ground water levels and high energy events generated by freeze-thaw of the rock mass.

  18. Large rock-slope failures impacting on lakes - Reconstruction of events and deciphering mobility processes at Lake Oeschinen (CH) and Lake Eibsee (D)

    Science.gov (United States)

    Knapp, Sibylle; Anselmetti, Flavio; Gilli, Adrian; Krautblatter, Michael; Hajdas, Irka

    2017-04-01

    Among single event landslide disasters large rock-slope failures account for 75% of disasters with more than 1000 casualties. The precise determination of recurrence rates and failure volumes combined with an improved understanding of mobility processes are essential to better constrain runout models and establish early warning systems. Here we present the data sets from the two alpine regions Lake Oeschinen (CH) and Lake Eibsee (D) to show how lake studies can help to decipher the multistage character of rock-slope failures and to improve the understanding of the processes related to rock avalanche runout dynamics. We focus on such that impacted on a (paleo-) lake for two main reasons. First, the lake background sedimentation acts as a natural chronometer, which enables the stratigraphic positioning of events and helps to reconstruct the event history. This way it becomes possible to (i) decipher the multistage character of the failure of a certain rock slope and maybe detect progressive failure, (ii) determine the recurrence rates of failures at that certain rock slope, and (iii) consider energies based on estimated failure volumes, fall heights and deposition patterns. Hence, the interactions between a rock-slope failure, the water reservoir and the altered rock-slope are better understood. Second, picturing a rock avalanche running through and beyond a lake, we assume the entrainment of water and slurry to be crucial for the subsequent flow dynamics. The entrainment consumes a large share of the total energy, and orchestrates the mobility leading to fluidization, a much higher flow velocity and a longer runout-path length than expected. At Lake Oeschinen (CH) we used lake sediment cores and reflection seismic profiles in order to reconstruct the 2.5 kyrs spanning rock-slope failure history including 10 events, six of which detached from the same mountain flank, and correlated them with (pre-) historical data. The Lake Eibsee records provide insights into the

  19. Analysis of a Large Rock Slope Failure on the East Wall of the LAB Chrysotile Mine in Canada: LiDAR Monitoring and Displacement Analyses

    Science.gov (United States)

    Caudal, Philippe; Grenon, Martin; Turmel, Dominique; Locat, Jacques

    2017-04-01

    A major mining slope failure occurred in July 2012 on the East wall of the LAB Chrysotile mine in Canada. The major consequence of this failure was the loss of the local highway (Road 112), the main economic link between the region and the Northeast USA. This paper is part of a proposed integrated remote sensing-numerical modelling methodology to analyze mining rock slope stability. This paper presents the Light Detection and Ranging (LiDAR) monitoring of this slope failure. The main focus is the investigation of that rock slide using both terrestrial (TLS) and airborne (ALS) LiDAR scanning. Since 2010, four ALS and 14 TLS were performed to characterize and monitor the slide. First, laser scanning was used to investigate the geometry of the slide. The failure zone was 1100 m by 250 m in size with a mobilized volume of 25 hm3. Laser scanning was then used to investigate the rock slide's 3D displacement, thereby enabling a better understanding of the sliding kinematics. The results clearly demonstrate the ability of the proposed approach to monitor and quantify large-scale rock mass failure. The slope was monitored for a period of 5 years, and the total displacement was measured at every survey. The maximum cumulative total displacement reached was 145 m. This paper clearly shows the ability of LiDAR scanning to provide valuable quantitative information on large rock mass failures involving very large displacements.

  20. Large Rock-Slope Failures Impacting on Lakes - Event Reconstruction and Interaction Analysis in Two Alpine Regions Using Sedimentology and Geophysics

    Science.gov (United States)

    Knapp, S.; Anselmetti, F.; Gilli, A.; Krautblatter, M.; Hajdas, I.

    2016-12-01

    Massive rock-slope failures are responsible for more than 60% of all catastrophic landslides disasters. Lateglacial and Holocene rock-slope failures often occur as multistage failures, but we have only limited datasets to reconstruct detailed stages and still aim at improving our knowledge of mobility processes. In this context, studying lakes will become more and more important for two main reasons. On the one hand, the lake background sedimentation acts as a natural chronometer, which enables the stratigraphic positioning of events and helps to reconstruct the event history. This way we will be able to improve our knowledge on multistage massive rock-slope failures. On the other hand, climate warming forces us to face an increase of lakes forming due to glacial melting, leading to new hazardous landscape settings. We will be confronted with complex reaction chains and feedback loops related to rock-slope instability, stress adaptation, multistage rock-slope failures, lake tsunamis, entrainment of water and fines, and finally lubrication. As a result, in future we will have to deal more and more with failed rock material impacting on lakes with much longer runout-paths than expected, and which we have not been able to reconstruct in our models so far. Here we want to present the key findings of two of our studies on lake sediments related to large rock-slope failures: We used reflection seismic profiles and sediment cores for the reconstruction of the rockfall history in the landslide-dammed Lake Oeschinen in the Bernese Oberland, Switzerland, where we detected and dated ten events and correlated them to (pre)historical data. As a second project, we have been working on the mobility processes of the uppermost sediments deposited during the late event stadium of the Eibsee rock avalanche at Mount Zugspitze in the Bavarian Alps, Germany. In the reflection seismic profiles we detected sedimentary structures that show high levels of fluidization and thus would hint at

  1. Catastrophic rock slope failures and late Quaternary developments in the Nanga Parbat-Haramosh Massif, Upper Indus basin, northern Pakistan

    Science.gov (United States)

    Hewitt, Kenneth

    2009-06-01

    The Nanga Parbat-Haramosh Massif has some of the greatest relief on Earth and highest measured rates of uplift, denudation, and river incision in bedrock. Many studies have sought to understand how its morphology relates to geotectonic evolution and glaciations. However, few catastrophic rock slope failures had been recognised and many of their impacts had been attributed to other processes. Recently more than 150 of these landslides have been found within a 100-km radius of Nanga Parbat (8125 m). New discoveries are reported east, north and west of Nanga Parbat along the Indus streams. Most generated long-run-out rock avalanches that dammed the Indus or its tributaries, some impounding large lakes. They initiated episodes of intermontane sedimentation followed by trenching and removal of sediment. Valley-floor features record a complex interplay of impoundment and sedimentation episodes, superimposition of streams in pre-landslide valley floors, and exhumation of buried features. These findings depart from existing reconstructions of Quaternary events. A number of the rock-avalanche deposits were previously misinterpreted as tills or moraine and their associated lacustrine deposits attributed to glacial lakes. Features up to 1000 m above the Indus, formerly seen as tectonically raised terraces, are depositional features emplaced by landslides, or erosion terraces recording the trenching of valley fill in landslide-interrupted river reaches. Unquestionably, tectonics and glaciation have been important but decisive and misread formative events of the Holocene involve a post-glacial, landslide-fragmented fluvial system. The latter has kept valley developments in a chronic state of disequilibrium with respect to climatic and geotectonic controls. Accepted glacial chronologies are put in doubt, particularly the extent and timing of the last major glaciation. The pace and role processes in the Holocene have been seriously underestimated.

  2. Abduction of Toe-excavation Induced Failure Process from LEM and FDM for a Dip Slope with Rock Anchorage in Taiwan

    Science.gov (United States)

    Huang, W.-S.; Lin, M.-L.; Liu, H.-C.; Lin, H.-H.

    2012-04-01

    On April 25, 2010, without rainfall and earthquake triggering a massive landslide (200000 m3) covered a 200m stretch of Taiwan's National Freeway No. 3, killing 4 people, burying three cars and destroying a bridge. The failure mode appears to be a dip-slope type failure occurred on a rock anchorage cut slope. The strike of Tertiary sedimentary strata is northeast-southwest and dip 15˚ toward southeast. Based on the investigations of Taiwan Geotechnical Society, there are three possible factors contributing to the failure mechanism as follow:(1) By toe-excavation during construction in 1998, the daylight of the sliding layer had induced the strength reduction in the sliding layer. It also caused the loadings of anchors increased rapidly and approached to their ultimate capacity; (2) Although the excavated area had stabilized soon with rock anchors and backfills, the weathering and groundwater infiltration caused the strength reduction of overlying rock mass; (3) The possible corrosion and age of the ground anchors deteriorate the loading capacity of rock anchors. Considering the strength of sliding layer had reduced from peak to residual strength which was caused by the disturbance of excavation, the limit equilibrium method (LEM) analysis was utilized in the back analysis at first. The results showed the stability condition of slope approached the critical state (F.S.≈1). The efficiency reduction of rock anchors and strength reduction of overlying stratum (sandstone) had been considered in following analysis. The results showed the unstable condition (F.S. <1). This research also utilized the result of laboratory test, geological strength index(GSI) and finite difference method (FDM, FLAC 5.0) to discuss the failure process with the interaction of disturbance of toe-excavation, weathering of rock mass, groundwater infiltration and efficiency reduction of rock anchors on the stability of slope. The analysis indicated that the incremental load of anchors have

  3. Rock slope instabilities in Norway: First systematic hazard and risk classification of 22 unstable rock slopes

    Science.gov (United States)

    Böhme, Martina; Hermanns, Reginald L.; Oppikofer, Thierry; Penna, Ivanna

    2016-04-01

    Unstable rock slopes that can cause large failures of the rock-avalanche type have been mapped in Norway for almost two decades. Four sites have earlier been characterized as high-risk objects based on expertise of few researchers. This resulted in installing continuous monitoring systems and set-up of an early-warning system for those four sites. Other unstable rock slopes have not been ranked related to their hazard or risk. There are ca. 300 other sites known of which 70 sites were installed for periodic deformation measurements using multiple techniques (Global Navigation Satellite Systems, extensometers, measurement bolts, and others). In 2012 a systematic hazard and risk classification system for unstable rock slopes was established in Norway and the mapping approach adapted to that in 2013. Now, the first 22 sites were classified for hazard, consequences and risk using this classification system. The selection of the first group of sites to be classified was based on an assumed high hazard or risk and importance given to the sites by Norwegian media and the public. Nine of the classified 22 unstable rock slopes are large sites that deform inhomogeneously or are strongly broken up in individual blocks. This suggests that different failure scenarios are possible that need to be analyzed individually. A total of 35 failure scenarios for those nine unstable rock slopes were considered. The hazard analyses were based on 9 geological parameters defined in the classification system. The classification system will be presented based on the Gamanjunni unstable rock slope. This slope has a well developed back scarp that exposes 150 m preceding displacement. The lateral limits of the unstable slope are clearly visible in the morphology and InSAR displacement data. There have been no single structures observed that allow sliding kinematically. The lower extend of the displacing rock mass is clearly defined in InSAR data and by a zone of higher rock fall activity. Yearly

  4. 4D understanding of failures in soft sedimentary rocks using repetitive terrestrial stereo-photogrammetry: the case of the Rosselin deep-seated slope instability, Valais, Switzerland.

    Science.gov (United States)

    Travelletti, Julien; Monnet, Régis

    2014-05-01

    The objective of this study is (i) to highlight the potential of low-cost stereo-photogrammetry to monitor the 4D deformation of rock instabilities and (ii) to add to the 4D understanding of failure development in soft sedimentary rocks. The Rosselin instability is located in a landslides prone area in the municipality of Riddes, canton of Valais, Switzerland. This deep-seated slope instability has developed in Triassic dolomitic carbonates overlaid by highly fractured Cretaceous conglomerates and schists. Its estimated volume is of 300'000 m3. A catastrophic scenario can cause the obstruction of a river located 400 m beneath. The sudden failure of the landslide dam would then threaten the municipality of Riddes of major floods and debris flows. On May 14, 2013, precursor signs of activity (minor rockfalls, developments of tension cracks) in a part of the Rosselin instability were observed after a relatively wet period. Therefore, in complement to risk mitigation planning a monitoring strategy was set up. In addition to the installation of extensometers, repetitive terrestrial stereo-photogrammetry surveys were acquired at a distance of 100 m of the instability in order to build a four-dimensional understanding of the failure. Seventeen high-resolution photogrammetric acquisitions were realized between the 15th and the 17th of May the day the main failure occurred. The comparison of the states before and after the event of May 17 allowed to compute a mobilized volume of 30'000 m3 (1/10 of the total volume of the Rosselin instability). 3D displacements are derived from the photogrammetric acquisition and obtained with a cross-correlation technique. The kinematics analysis allowed the highlighting of (i) strong deformations during the pre-failure stage within the mass probably induced by progressive brittle fracture damages and of (ii) a control of pre-existing regional discontinuities in the failure stage leading to a general wedge sliding. It also shows that in the

  5. Influence of filling-drawdown cycles of the Three Gorges reservoir on deformation and failure behaviors of anaclinal rock slopes in the Wu Gorge

    Science.gov (United States)

    Huang, Da; Gu, Dong Ming

    2017-10-01

    The upper Wu Gorge on the Yangtze River has been the site of tens of reservoir-induced landslides since the filling of the Three Gorges reservoir in 2003. These landslides have been occurring in heavily fractured carbonate rock materials along the rim of the reservoir in the Wu Gorge. A detailed investigation was carried out to examine the influence of reservoir operations (filling and drawdown) on slope stabilities in the upper Wu Gorge. Field investigations reveal many collapses of various types occurred at the toe of the anaclinal rock slopes, owing to the long-term intensive river erosion caused by periodic fluctuation of the reservoir level. Analysis of data from deformation monitoring suggests that the temporal movement of the slopes shows seasonal fluctuations that correlate with reservoir levels and drawdown conditions, with induced slope acceleration peaking when reservoir levels are lowest. This may illustrate that the main mechanism is the reservoir drawdown, which induces an episodic seepage force in the highly permeable materials at the slope toes, and thus leads to the episodic rockslides. The coupled hydraulic-mechanical (HM) modeling of the G2 landslide, which occurred in 2008, shows that collapse initiated at the submerged slope toe, which then caused the upper slope to collapse in a rock topple-rock slide pattern. The results imply that preventing water erosion at the slope toe might be an effective way for landslide prevention in the study area.

  6. CRITERIA FOR ROCK ENGINEERING FAILURE

    Institute of Scientific and Technical Information of China (English)

    ZHUDeren; ZHANGYuzhuo

    1995-01-01

    A great number of underground rock projects are maintained in the rock mass which is subject to rock damage and failure development. In many cases, the rock. engineering is still under normal working conditions even though rock is already fails to some extent. This paper introduces two different concepts: rock failure and rock engineering failure. Rock failure is defined as a mechanical state under which an applicable characteristic is changed or lost.However, the rock engineering failure is an engineering state under which an applicable function is changed or lost. The failure of surrounding rocks is the major reason of rock engineering failure. The criterion of rock engineering failure depends on the limit of applicable functions. The rock engineering failure state possesses a corresponding point in rock failure state. In this paper, a description of rock engineering failure criterion is given by simply using a mechanical equation or expression. It is expected that the study of rock engineering failure criterion will be an optimal approach that combines research of rock mechanics with rock engineering problems.

  7. Rock mass characterisation and stability analyses of excavated slopes

    Science.gov (United States)

    Zangerl, Christian; Lechner, Heidrun

    2016-04-01

    Excavated slopes in fractured rock masses are frequently designed for open pit mining, quarries, buildings, highways, railway lines, and canals. These slopes can reach heights of several hundreds of metres and in cases concerning open pit mines slopes larger than 1000 m are not uncommon. Given that deep-seated slope failures can cause large damage or even loss of life, the slope design needs to incorporate sufficient stability. Thus, slope design methods based on comprehensive approaches need to be applied. Excavation changes slope angle, groundwater flow, and blasting increases the degree of rock mass fracturing as well as rock mass disturbance. As such, excavation leads to considerable stress changes in the slopes. Generally, slope design rely on the concept of factor of safety (FOS), often a requirement by international or national standards. A limitation of the factor of safety is that time dependent failure processes, stress-strain relationships, and the impact of rock mass strain and displacement are not considered. Usually, there is a difficulty to estimate the strength of the rock mass, which in turn is controlled by an interaction of intact rock and discontinuity strength. In addition, knowledge about in-situ stresses for the failure criterion is essential. Thus, the estimation of the state of stress of the slope and the strength parameters of the rock mass is still challenging. Given that, large-scale in-situ testing is difficult and costly, back-calculations of case studies in similar rock types or rock mass classification systems are usually the methods of choice. Concerning back-calculations, often a detailed and standardised documentation is missing, and a direct applicability to new projects is not always given. Concerning rock mass classification systems, it is difficult to consider rock mass anisotropy and thus the empirical estimation of the strength properties possesses high uncertainty. In the framework of this study an approach based on

  8. Automated sliding susceptibility mapping of rock slopes

    Directory of Open Access Journals (Sweden)

    A. Günther

    2004-01-01

    Full Text Available We present a suite of extensions for ARCVIEW GIS™ (ESRI that allows to map the spatial distribution of first-order mechanical slope-properties in hard rock terrain, e.g. for large slope areas like water reservoir slopes. Besides digital elevation data, this expert-system includes regional continuous grid-based data on geological structures that might act as potential sliding or cutoff planes for rockslides. The system allows rapid automated mapping of geometrical and kinematical slope properties in hard rock, providing the basis for spatially distributed deterministic sliding-susceptibility evaluations on a pixel base. Changing hydrostatic slope conditions and rock mechanical parameters can be implemented and used for simple predictive static stability calculations. Application is demonstrated for a study area in the Harz Mts., Germany.

  9. Analysis of a Large Rock Slope Failure on the East Wall of the LAB Chrysotile Mine in Canada: Back Analysis, Impact of Water Infilling and Mining Activity

    Science.gov (United States)

    Grenon, Martin; Caudal, Philippe; Amoushahi, Sina; Turmel, Dominique; Locat, Jacques

    2017-02-01

    A major mining slope failure occurred in July 2012 on the East wall of the LAB Chrysotile mine in Canada. The major consequence of this failure was the loss of the local highway (Road 112), the main commercial link between the region and the Northeast USA. LiDAR scanning and subsequent analyses were performed and enabled quantifying the geometry and kinematics of the failure area. Using this information, this paper presents the back analysis of the July 2012 failure. The analyses are performed using deterministic and probabilistic limit equilibrium analysis and finite-element shear strength reduction analysis modelling. The impact of pit water infilling on the slope stability is investigated. The impact of the mining activity in 2011 in the lower part of the slope is also investigated through a parametric analysis.

  10. Methods to Analyze Flexural Buckling of the Consequent Slabbed Rock Slope under Top Loading

    Directory of Open Access Journals (Sweden)

    Hongyan Liu

    2016-01-01

    Full Text Available The consequent slabbed rock slope is prone to flexural buckling failure under its self-weight and top loading. However, nearly none of the existing studies consider the effect of the top loading on the slope flexural critical buckling height (CBH. Therefore, on the basis of Euler’s Method and the flexural buckling failure mode of the consequent slabbed rock slope, the calculation method of the CBH of the vertical slabbed rock slope under the self-weight is firstly proposed, and then it is extended to that of the consequent slabbed rock slope. The effect of slope dip angle, friction angle, and cohesion between the neighboring rock slabs and rock elastic modulus on the slope CBH is discussed. Secondly, the calculation method of the CBH of the consequent slabbed rock slope under its self-weight and top loading is proposed according to the superposition principle. Finally, on the basis of the hypothesis that the rock mechanical behavior obeys the statistical damage model, the effect of the rock mechanical parameters n and ε0 on the slope CBH is studied. The results show that the rock strength has much effect on the slope CBH. If the rock is supposed to be a linear elastic body without failure in Euler’s Method, the result from it is the maximum of the slope CBH.

  11. Motion of rock masses on slope

    Directory of Open Access Journals (Sweden)

    Urška Petje

    2006-12-01

    Full Text Available This paper shows the different ways of how rock masses (stones, rocks, and blocks move along slopes and for each different way of motion (free fall, bouncing, rolling, sliding, slowing down, lubrication, fluidizationadequatedynamicequationsaregiven.Knowingthe kinematics and dynamics of travelling rock masses is necessary for mathematical modeling of motion and by this an assessment of maximal possible rockfall runout distances as an example of a sudden and hazardeous natural phenomenon, threatening man and his property, especially in the natural environment.

  12. Thermomechanical forcing of deep rock slope deformation: 2. The Randa rock slope instability

    Science.gov (United States)

    Gischig, Valentin S.; Moore, Jeffrey R.; Evans, Keith F.; Amann, Florian; Loew, Simon

    2011-12-01

    Deformation monitoring between 2004 and 2011 at the rock slope instability above Randa (Switzerland) has revealed an intriguing seasonal trend. Relative dislocation rates across active fractures increase when near-surface rock temperatures drop in the fall and decrease after snowmelt as temperatures rise. This temporal pattern was observed with different monitoring systems at the ground surface and at depths up to 68 m, and represents the behavior of the entire instability. In this paper, the second of two companion pieces, we interpret this seasonal deformation trend as being controlled by thermomechanical (TM) effects driven by near-surface temperature cycles. While Part 1 of this work demonstrated in a conceptual manner how TM effects can drive deep rock slope deformation and progressive failure, we present here in Part 2 a case study where temperature-controlled deformation trends were observed in a natural setting. A 2D discrete-element numerical model is employed, which allows failure along discontinuities and successfully reproduces the observed kinematics of the Randa instability. By implementing simplified ground surface temperature forcing, model results were able to reproduce the observed deformation pattern, and TM-induced displacement rates and seasonal amplitudes in the model are of the same order of magnitude as measured values. Model results, however, exhibit spatial variation in displacement onset times while field measurements show more synchronous change. Additional heat transfer mechanisms, such as fracture ventilation, likely create deviations from the purely transient-conductive temperature field modeled. We suggest that TM effects are especially important at Randa due to the absence of significant groundwater within the unstable rock mass.

  13. A gravity similitude model for studying steep rock slopes

    Institute of Scientific and Technical Information of China (English)

    张永兴; FAN; Zebao

    2002-01-01

    A method of a large experimental model coupled with a smaller one and an equivalent replacement method are adopted to study the deformation and the failure mechanism of a steep rock slope,in order to solve the difficult problems in space gravity similitude of the experimental model on steep rock slope with weak layers.The experimental results on the Lianziya Precipice of the Yangtze Three Gorges are in general agreement with the field observations.The experimental method adopted is proved to be successful in molding the complex geological condition especially with the weak layers.

  14. Step-path failure mode and stability calculation of jointed rock slopes%岩质边坡断续裂隙阶梯状滑移模式及稳定性计算

    Institute of Scientific and Technical Information of China (English)

    岑夺丰; 黄达; 黄润秋

    2014-01-01

    Step-path failure is a kind of typical instability mode in rock slopes. Based on the summary of geological structural features of jointed rock slopes, the step-path failure mode and evolution process are studied by using the discrete element method, particle flow code in two dimensions (PFC2D). Three rock bridge failure modes in slopes can be summarized:tensile coalescence, shear coalescence and mixed tensile-shear coalescence. Through the evolution analysis of the rock mesoscopic particle bond force vector field, stress state of rock bridges and rock bridge failure, the progressive step-path failure process that rock bridge fractures one by one from the bottom up under the action of gravity is revealed, and the tensile crack development in the trailing edge of slope is due to the traction of lower part of slope. Take the slope with shallow dipping step-path parallel fissures for example (dip angle of rock bridge is 90°, and that of fissure is 30°), the step-path failure process can be distributed into four stages: elastic steady deformation of slope, failure of the lower rock bridges, failure of the upper rock bridges and development of tensile crack in the trailing edge of the slope, and the overall slipping of the slope along the failure surface. It is the critical state of instability at stage No. three that slip band sufficiently extends with micro-cracks expanding dramatically. Based on the understanding of failure modes and evolution process, three slope stability models for the step-path failure by shear coalescence, tensile coalescence and mixed tensile-shear coalescence of rock bridges are established, and the limit equilibrium formulae for the safety factor of slopes considering strength and coalescence coefficient of rock bridges are deduced.%阶梯状滑移破坏是一类典型岩质边坡破坏失稳模式。在总结断续裂隙阶梯状滑移的岩质边坡地质结构特征的基础上,利用离散元二维颗粒流程序(PFC2D)模拟研

  15. Stability Analysis for Loosened Rock Slope of Jinyang Grand Buddha in Taiyuan, China

    Science.gov (United States)

    SUN, Jinzhong; TIAN, Xiaofu; GUAN, Xudong; YU, Yonggui; YANG, Xiusheng

    On the basis of the status quo of Jinyang Grand Buddha in Taiyuan, some factors such as topography, geological structures, climate, hydrology, and engineering geology that influence the stability of the Buddha slope are considered, and several working situations of the slope that possibly suffered are presented in this article. The Buddha slope stands upright and the rock masses are composed of thick Permian sandstone, which dips slightly inward to the slope. Affected by both the incision of regional joints and the load relief to the free surface, the rock mass of the Buddha slope has turned into loosened blocks. Numerical stability analysis by FLAC-2D on the basis of the strength reduction method reveals that the localized deformation of the rock masses near the vertical surface of the slope may trigger reversing of rock beddings making the back dip slope convert into a dip slope with the possibility of plane sliding failure. Furthermore, the pseudostatic method for the dynamic process and limit equilibrium method for the static process are applied to different working situations of the Buddha slope. The analytical results illustrate that plane sliding failure will not occur when the slope is affected only by seism. However, water filling in the cracks of the loosened rock mass may greatly contribute to the potential plane sliding failure. When horizontal seism-force and hydrostatic pressure are coupled, the Buddha slope can hardly keep stable. Additionally, the loosened rock masses are prone to block toppling failure when influenced by the seism force.

  16. Peat slope failure in Ireland

    OpenAIRE

    Boylan, Noel; Jennings, Paul; Long, Michael

    2008-01-01

    Recent peat failures in Ireland in the autumn of 2003 at Pollatomish, County Mayo and Derrybrien, County Galway have focused attention on such events. However, peat failures are not a recent phenomenon with possible evidence of peat failures in Ireland having been identified as far back as the Early Bronze Age. This paper summarises the issues surrounding peat failures in Ireland that would be of interest to an engineer\\engineering geologist assessing this geohazard. The distri...

  17. Prediction of slope failure due to earthquake

    Institute of Scientific and Technical Information of China (English)

    CHEN XiaoLi; KATO Nobuaki; TSUNAKI Ryosuke; MUKAI Keiji

    2009-01-01

    The earthquake-triggered landslides and slope failures are common phenomena during strong earthquakes and have drawn more attention from the world because of severe hazards they induced.These hazards usually cannot be prevented by current mitigating measures,thus,it becomes more and more important to develop a precise technique for the risk assessment of earthquake-induced failures in the mountainous area.The application of discrimination analysis method is proved to be successful and effective in the prediction of earthquake-triggered landslides and slope failures in the region of Imokawa Basin in Japan.Diacriminant score can be used to assess the relative risk of slope failures,as the score increases,the possibility of slope failures occurrence increases accordingly.At the same time,the variables in the judgement formula,such as slope gradient,slope curvature and seismic peak ground acceleration,are easy to obtain.This advantage makes this method more practical and manipulable than others at present.In order to apply this method more effectively,there are still several problems to resolve.

  18. Effect of rock mass structure and block size on the slope stability--Physical modeling and discrete element simulation

    Institute of Scientific and Technical Information of China (English)

    LI; Shihai; LIAN; Zhenzhong; J.; G.; Wang

    2005-01-01

    This paper studies the stability of jointed rock slopes by using our improved three-dimensional discrete element methods (DEM) and physical modeling. Results show that the DEM can simulate all failure modes of rock slopes with different joint configurations. The stress in each rock block is not homogeneous and blocks rotate in failure development. Failure modes depend on the configuration of joints. Toppling failure is observed for the slope with straight joints and sliding failure is observed for the slope with staged joints. The DEM results are also compared with those of limit equilibrium method (LEM). Without considering the joints in rock masses, the LEM predicts much higher factor of safety than physical modeling and DEM. The failure mode and factor of safety predicted by the DEM are in good agreement with laboratory tests for any jointed rock slope.

  19. Effects of Weak Layer Angle and Thickness on the Stability of Rock Slopes

    Directory of Open Access Journals (Sweden)

    Garmondyu Crusoe Jr

    2016-06-01

    Full Text Available This paper researches two key factors (angle and thickness of a weak layer in relation to their influencing mechanism on slope stability. It puts forward the sliding surface angle and morphological model criteria for the control of rock slopes and realization of its failure mechanism. By comparing the Failure Modes and Safety Factors (Fs obtained from numerical analysis, the influence pattern for the weak layer angle and thickness on the stability of rock slopes is established. The result shows that the weak layer angle influences the slope by validating the existence of the “interlocking” situation. It also illustrates that as the angle of the weak layer increases, the Fs unceasingly decreases with an Fs transformation angle. The transformation interval of the Fs demonstrates the law of diminishing of a quadratic function. Analysis of the weak layer thickness on the influence pattern of slope stability reveals three decrease stages in the Fs values. The result also shows that the increase in the thickness of the weak layer increases the failure zone and influences the mode of failure. Given the theoretical and numerical analysis of a weak layer effects on the stability of rock slopes, this work provides a guiding role in understanding the influence of a weak layer on the failure modes and safety factors of rock slopes.

  20. Beyond debuttressing: Mechanics of paraglacial rock slope damage during repeat glacial cycles

    Science.gov (United States)

    Grämiger, Lorenz M.; Moore, Jeffrey R.; Gischig, Valentin S.; Ivy-Ochs, Susan; Loew, Simon

    2017-04-01

    Cycles of glaciation impose mechanical stresses on underlying bedrock as glaciers advance, erode, and retreat. Fracture initiation and propagation constitute rock mass damage and act as preparatory factors for slope failures; however, the mechanics of paraglacial rock slope damage remain poorly characterized. Using conceptual numerical models closely based on the Aletsch Glacier region of Switzerland, we explore how in situ stress changes associated with fluctuating ice thickness can drive progressive rock mass failure preparing future slope instabilities. Our simulations reveal that glacial cycles as purely mechanical loading and unloading phenomena produce relatively limited new damage. However, ice fluctuations can increase the criticality of fractures in adjacent slopes, which may in turn increase the efficacy of fatigue processes. Bedrock erosion during glaciation promotes significant new damage during first deglaciation. An already weakened rock slope is more susceptible to damage from glacier loading and unloading and may fail completely. We find that damage kinematics are controlled by discontinuity geometry and the relative position of the glacier; ice advance and retreat both generate damage. We correlate model results with mapped landslides around the Great Aletsch Glacier. Our result that most damage occurs during first deglaciation agrees with the relative age of the majority of identified landslides. The kinematics and dimensions of a slope failure produced in our models are also in good agreement with characteristics of instabilities observed in the field. Our results extend simplified assumptions of glacial debuttressing, demonstrating in detail how cycles of ice loading, erosion, and unloading drive paraglacial rock slope damage.

  1. Modified Limiting Equilibrium Method for Stability Analysis of Stratified Rock Slopes

    Directory of Open Access Journals (Sweden)

    Rui Yong

    2016-01-01

    Full Text Available The stratified rock of Jurassic strata is widely distributed in Three Gorges Reservoir Region. The limit equilibrium method is generally utilized in the stability analysis of rock slope with single failure plane. However, the stratified rock slope cannot be accurately estimated by this method because of different bedding planes and their variable shear strength parameters. Based on the idealized model of rock slope with bedding planes, a modified limiting equilibrium method is presented to determine the potential sliding surface and the factor of safety for the stratified rock slope. In this method, the S-curve model is established to define the spatial variations of the shear strength parameters c and  φ of bedding plane and the tensile strength of rock mass. This method was applied in the stability evaluation of typical stratified rock slope in Three Gorges Reservoir Region, China. The result shows that the factor of safety of the case study is 0.973, the critical sliding surface for the potential slip surface appears at bedding plane C, and the tension-controlled failure occurs at 10.5 m to the slope face.

  2. Large slope failures in the La Paz basin, Bolivian Andes

    Science.gov (United States)

    Roberts, N. J.; Hermanns, R. L.; Rabus, B.; Guzmán, M. A.; Minaya, E.; Clague, J. J.

    2014-12-01

    The La Paz basin in the eastern Bolivian Andes has been a hotspot for large-scale, deep-seated gravitational slope deformation during the Holocene. In less than 2 Ma, a network of steep-sided valleys up to 800 m deep formed in sediments of the Altiplano Plateau and underlying basement rocks. We characterize the distribution, extent, mechanisms, and modern activity of large-scale failures within this landscape using optical image interpretation, existing geologic maps, synthetic RADAR interferometry (InSAR), and field investigation. Deposits of nearly 20 landslides larger than 100 Mm3 occur within the basin. Most failures have occurred in weakly lithified Late Miocene to Pliocene sedimentary rocks and include earth flows, translational and rotational landslides, and plug flows. Failures in underlying tectonized Paleozoic sedimentary rocks include bedding-parallel rockslides. The largest failure is the 3 km3 Achcocalla earth flow (ca. 11 ka BP), which ran out ~20 km. Other dated events span the period from the early Holocene to nearly the Colonial historic period. InSAR results show that many large slope failures, including the Achocalla earth flow, are currently moving at rates of a few centimeters to a few decimeters per year. Rapid deposition, shallow burial, and rapid incision of the basin fills produced steep slopes in weak geologic materials that, coupled with groundwater discharge from the valley walls, are the primary controls on instability. In contrast, the Altiplano surface has changed little in 2 Ma and the adjacent slopes of the Cordilleran Real, although steep, are relatively stable. Of the over 100 landslides that have occurred in the city of La Paz since the early twentieth century, most are at the margins of large, deep-seated prehistoric failures, and two of the most damaging historic landslides (Hanko-Hanko, 1582; Pampahasi, 2011) were large-scale reactivations of previously failed slopes. Improved understanding of large, deep-seated landslides in

  3. Damage-based long-term modelling of a large alpine rock slope

    Science.gov (United States)

    Riva, Federico; Agliardi, Federico; Amitrano, David; Crosta, Giovanni B.

    2016-04-01

    The morphology and stability of large alpine rock slopes result from the long-term interplay of different factors, following a complex history spanning several glacial cycles over thousands of years in changing morpho-climatic settings. Large rock slopes often experience slow long-term, creep-like movements interpreted as the macroscopic evidence of progressive failure in subcritically stressed rock masses. Slope damage and rock mass weakening associated to deglaciation are considered major triggers of these processes in alpine environments. Depending on rock mass properties, slope topography and removed ice thickness, valley flanks can progressively evolve over time into rockslides showing seasonal displacement trends, interpreted as evidence of hydro-mechanically coupled responses to hydrologic perturbations. The processes linking the long-term evolution of deglaciated rock slopes and their changing sensitivity to hydrologic triggers until rockslide failure, with significant implications in risk management and Early Warning, are not fully understood. We suggest that modelling long-term rock mass damage under changing conditions may provide such a link. We simulated the evolution of the Spriana rock slope (Italian Central Alps). This is affected by a 50 Mm3 rockslide, significantly active since the late 19th century and characterized by massive geological and geotechnical investigations and monitoring during the last decades. Using an improved version of the 2D Finite-Element, damage-based brittle creep model proposed by Amitrano and Helmstetter (2006) and Lacroix and Amitrano (2013), we combined damage and time-to-failure laws to reproduce diffused damage, strain localization and the long-term creep deformation of the slope. The model was implemented for application to real slopes, by accounting for: 1) fractured rock mass properties upscaling based on site characterization data; 2) fluid pressures in a progressive failure context, relating fluid occurrence to

  4. Seismic response of rock slopes: Numerical investigations on the role of internal structure

    Science.gov (United States)

    Arnold, L.; Applegate, K.; Gibson, M.; Wartman, J.; Adams, S.; Maclaughlin, M.; Smith, S.; Keefer, D. K.

    2013-12-01

    The stability of rock slopes is significantly influenced and often controlled by the internal structure of the slope created by such discontinuities as joints, shear zones, and faults. Under seismic conditions, these discontinuities influence both the resistance of a slope to failure and its response to dynamic loading. The dynamic response, which can be characterized by the slope's natural frequency and amplification of ground motion, governs the loading experienced by the slope in a seismic event and, therefore, influences the slope's stability. In support of the Network for Earthquake Engineering Simulation (NEES) project Seismically-Induced Rock Slope Failure: Mechanisms and Prediction (NEESROCK), we conducted a 2D numerical investigation using the discrete element method (DEM) coupled with simple discrete fracture networks (DFNs). The intact rock mass is simulated with a bonded assembly of discrete particles, commonly referred to as the bonded-particle model (BPM) for rock. Discontinuities in the BPM are formed by the insertion of smooth, unbonded contacts along specified planes. The influence of discontinuity spacing, orientation, and stiffness on slope natural frequency and amplification was investigated with the commercially available Particle Flow Code (PFC2D). Numerical results indicate that increased discontinuity spacing has a non-linear effect in decreasing the amplification and increasing the natural frequency of the slope. As discontinuity dip changes from sub-horizontal to sub-vertical, the slope's level of amplification increases while the natural frequency of the slope decreases. Increased joint stiffness decreases amplification and increases natural frequency. The results reveal that internal structure has a strong influence on rock slope dynamics that can significantly change the system's dynamic response and stability during seismic loading. Financial support for this research was provided by the United States National Science Foundation (NSF

  5. Spatial evaluation of rock slope geometry, kinematics and stability with RSS-GIS

    Science.gov (United States)

    Günther, A.

    2011-12-01

    A GIS-implemented, deterministic approach for the spatial evaluation of geometrical and kinematical properties of rock slope terrains is presented. Based on spatially distributed directional information on planar geological fabrics and DEM-derived topographic attribute data, the internal geometry of rock slopes can be characterized on a grid cell basis. For such computations, different approaches for the analysis and regionalization of available structural directional information applicable in specific tectonic settings are demonstrated and implemented in a GIS-environment. Simple kinematical testing procedures based on feasibility criteria can be conducted on a pixel basis to determine which failure mechanisms are likely to occur at particular terrain locations. In combination with hydraulic and strength data on geological discontinuities, scenario-based rock slope stability evaluations can be performed. For conceptual investigations on rock slope failure processes, a GIS-based specification tool for a 2-D distinct element code (UDEC) was designed to operate with the GIS-encoded spatially distributed rock slope data. The concepts of the proposed methodology for rock slope hazard assessments are demonstrated at three different test sites in Germany.

  6. A more general model for the analysis of the rock slope stability

    Indian Academy of Sciences (India)

    Mehdi Zamani

    2008-08-01

    The slope stability analysis has many applications in the engineering projects such as the dams, the roads and open pits structures. The method of analysis is usually based on the equilibrium conditions of the potential plane and wedge failures. The zone of the potential failure is stable whenever the stability forces dominate instability characteristics of the slope. In most of the classic methods of slope stability analysis, the joint surfaces are assumed to be continuous along the potential failure zone. These can cause an underestimated solution to the analysis. In this research the joint trace length is considered to be discontinuous across thepotential surface of failure as it happens in nature. Therefore, there exists a rock bridge between the local joint traces. Because of the numerous problems related to the rock slope stability the above assumption is satisfied and the shear strength characteristics of intact rock have taken part in the analysis. The analysis presented here gives a better concept, view, and idea of understanding the physical nature of rock slopes and includes more parameters governing the stability of the potential failure zone.

  7. AN EXAMPLE OF THREE-DIMENSIONAL PROGRESSIVE SLOPE FAILURE

    Institute of Scientific and Technical Information of China (English)

    王家臣; 骆中洲

    1995-01-01

    In fact, the failure of any slope takes place progressively, but the progressive failure mechanism has not been emphasized sufficently in the present stability analysis of slopes. This paper provides an example of the progressive slope failure which took place at Pingzhuang west surface coal mine and was numbered the 26th slide. The three-dimensional reliability model for progressive slope failure is used to study the failure process of the 26th slide. The outcomes indicate that the progressive failure is indeed the failure mechanism of the slide.

  8. Quantification of rock slope terrain properties

    Science.gov (United States)

    Volkwein, Axel; Gerber, Werner

    2017-04-01

    Rockfall trajectory simulation codes need information on the terrain properties to formulate appropriate rebound models. Usually, the manuals of rockfall simulation codes give sketches or photographs of terrain samples [1,2]. Based on these the user can select suitable terrains for the simulation area. We now would like to start a discussion whether it is possible to numerically quantify the terrain properties which would make the ground assignment more objective. Different ground properties play a role for the interaction between a falling rock and the ground: • Elastic deformation • plastic deformation • Energy absorption • friction • hardness • roughness • surface vs. underground • etc. The question is now whether it is possible to quantify above parameters and to finally provide tables that contain appropriate simulation parameters. In a first attempt we suggest different methods or parameters that might be evaluated in situ: • Small scale drop tests • Light weight deflectometer (LWD) • Particle sizes • Sliding angle • Particle distribution • Soil cover • Water content Of course, above measurements will never perfectly fit to different mountain slopes. However, if a number of measurements has been made their spreading will give an idea on the natural variability of the ground properties. As an example, the following table gives an idea on how the ME and Evd values vary for different soils. Table 1: LWD measurements on different soil types [3] Ground type Soil layer Soil humidityEvd (median)σ (median)Evd (average) Humus-carb. < 10cm dry 17.4 6.8 15.6 Regosol 10 - 30cm dry 8.6 3.9 9.4 Brownish 30 - 50cm dry 12.1 3.2 11.7 Calcaric 30 - 50cm dry 7.5 3.3 7.0 Acid brownish70 - 100cmdry 7.8 2.1 7.7 Fahlgley 10 - 30cm dry 9.2 4.0 7.7 References [1] Bartelt P et al (2016) RAMMS::rockfall user manual v1.6. SLF, Davos. [2] Dorren L.K.A., 2015. Rockyfor3D (v5.2) revealed - Transparent description of the complete 3D rockfall model. ecoris

  9. Photogrammetric analysis of slope failures feeding the head of the Illgraben debris flow channel

    Science.gov (United States)

    Bennett, G. L.; Molnar, P.; Eisenbeiss, H.; McArdell, B. W.

    2012-04-01

    Our understanding of slope failure is restricted by a lack of inventories of sufficient size and directly measured volumes. We used digital photogrammetry to produce a multi-temporal record of erosion of a rock slope in the Illgraben. From this we extracted an inventory of ~2500 slope failures for 3 epochs of 6/7 years between 1986 and 2005 ranging over 6 orders of magnitude in volume. Through analysis of their magnitude-frequency, volume-area and depth-slope gradient relations we aimed to understand the characteristics of slope failure at the head of this active alpine debris-flow catchment. The slope failure volumes follow a characteristic magnitude-frequency distribution with a roll-over at 50m3 and a power-law tail between ~200m3 and 1.6x106m3 with an exponent of 1.65. We compared different methods to estimate the power law scaling exponent and found the maximum likelihood estimator to be the most accurate. Conversely, least squares regression on the probability density function consistently underestimated the exponent. Slope failure volume scales with failure area as a power law with an exponent of 1.1. This exponent is low for the bedrock nature of the slope in comparison with worldwide studies of bedrock and soil landslides and likely results from the highly fractured and incohesive nature of the quartzitic bedrock of the study slope. Comparing the results for different epochs we find that the magnitude-frequency and volume-area relationships are reasonably time-invariant demonstrating their general nature for the setting. We interpret the magnitude-frequency distribution of slope failure volumes as the result of two separate slope failure processes. Type (1) failures are frequent, small slides and slumps within the weathered layer of highly fractured rock and loose sediment. These make up the roll-over of the distribution. Type (2) failures are less frequent rockslides and rockfalls within the internal bedded and fractured slope along pre

  10. Quasi-stable Slope-Failure Dams in High Asia

    Science.gov (United States)

    Shroder, J. F.

    2010-12-01

    Collapses of steep mountain slopes in the Himalaya, Karakoram, Pamir, Hindu Kush, and Tibetan Plateau are well known as a result of:(1) generally high seismicity in active tectonic areas; (2) prior deglaciation leaving undercut, unstable cliffs; (3) present-day debuttressing of rock cliffs by glacial down-wasting in conditions of global warming; and (4) degradation of permafrost cohesion and water-ice cementation in high mountain slopes. Landslide dams across mountain rivers are also well known worldwide and generally do not endure for long because of the common landslide-lake outburst floods (LLOF) whose discharge is commonly sufficiently large to remove much of the dam in a short time. A number of massive slope-failure dams in south High Asia, however, have endured for centuries and require explanations for the length of duration, whereas recent examples require robust assessment for better predictive hazard analysis. Three main factors contribute to longevity of slope-failure dams: (1) mega-rocks >15-30 m that inhibit dam failure in overflow breaches; (2) mega-porosity wherein incoming discharge to the landslide lake is balanced by subterranean water through-flow within the landslide dam; (3) impermeable clay fills caused by remobilization of prior lacustrine-dammed sediment that impart dam strength to allow lasting integrity for a time, and (4) climate-change induced lake-level lowering. Several examples of long-lived or unusually stable, slope-failure dams associated with pronounced structural/tectonic associations include: (1) Pangong Tso, Ladakh and Tibet; (2) Lake Shewa, Afghanistan; (3) Sarez Lake, Tajikistan; and (4) Lake Hunza, Pakistan. Pangong Tso and Lake Shewa were emplaced thousands of years ago and only Lake Shewa shows some instability of the dam front where percolating water maintains lake level but may be causing new slumping. Sarez Lake behind the Usoi landslide dam was emplaced by an earthquake in 1911 and maintains its level by seepage. Lake

  11. Time-dependent evolution of rock slopes by a multi-modelling approach

    Science.gov (United States)

    Bozzano, F.; Della Seta, M.; Martino, S.

    2016-06-01

    This paper presents a multi-modelling approach that incorporates contributions from morpho-evolutionary modelling, detailed engineering-geological modelling and time-dependent stress-strain numerical modelling to analyse the rheological evolution of a river valley slope over approximately 102 kyr. The slope is located in a transient, tectonically active landscape in southwestern Tyrrhenian Calabria (Italy), where gravitational processes drive failures in rock slopes. Constraints on the valley profile development were provided by a morpho-evolutionary model based on the correlation of marine and river strath terraces. Rock mass classes were identified through geomechanical parameters that were derived from engineering-geological surveys and outputs of a multi-sensor slope monitoring system. The rock mass classes were associated to lithotechnical units to obtain a high-resolution engineering-geological model along a cross section of the valley. Time-dependent stress-strain numerical modelling reproduced the main morpho-evolutionary stages of the valley slopes. The findings demonstrate that a complex combination of eustatism, uplift and Mass Rock Creep (MRC) deformations can lead to first-time failures of rock slopes when unstable conditions are encountered up to the generation of stress-controlled shear zones. The multi-modelling approach enabled us to determine that such complex combinations may have been sufficient for the first-time failure of the S. Giovanni slope at approximately 140 ka (MIS 7), even without invoking any trigger. Conversely, further reactivations of the landslide must be related to triggers such as earthquakes, rainfall and anthropogenic activities. This failure involved a portion of the slope where a plasticity zone resulted from mass rock creep that evolved with a maximum strain rate of 40% per thousand years, after the formation of a river strath terrace. This study demonstrates that the multi-modelling approach presented herein is a useful

  12. Geological Aspect of Slope Failure and Mitigation Approach in Bireun - Takengon Main Road, Aceh Province, Indonesia

    Directory of Open Access Journals (Sweden)

    Ibnu Rusydy

    2016-04-01

    Full Text Available A soil and rock slope assessment survey was conducted along Bireun – Takengon main road in Aceh Province, Indonesia. The slope assessment survey was carried out to determine the geological condition, verify and identify the potential areas of slope failure and to study what type of slope stability and protection method could be applied to the road. Several research methodologies were conducted in the field such as rock and soil identification, and slope assessment. The survey was conducted in four selected areas along Bireun – Takengon main road. In study area I, soil creep occurred because of a presence of montmorillonite clay. The mitigation methods to reduce soil creeping in this area are building a retaining wall and pile. The shotcrete, wire mesh, net rock bolting, and rock removal method is suitable to apply in study area II. The shotcrete and soil nails were used because the type of rocks in those areas is sedimentary rock such as shale, sandstone, siltstone, and a boulder of a volcanic rock. The same approach shall be applied in study area IV. study area III was the best spot to learn about the mitigation approach for slope stability and provides many lessons learned. Aceh Province experience active tectonic movement, high intensity of rain, geological structures, a high degree of weathering, and high intensity of earthquake,as primary factors which trigger landslides. The techonology of slope stabilizing and protection methods can be applied to mitigate landslides.

  13. Geotechnical characteristics and stability analysis of rock-soil aggregate slope at the Gushui Hydropower Station, southwest China.

    Science.gov (United States)

    Zhou, Jia-wen; Shi, Chong; Xu, Fu-gang

    2013-01-01

    Two important features of the high slopes at Gushui Hydropower Station are layered accumulations (rock-soil aggregate) and multilevel toppling failures of plate rock masses; the Gendakan slope is selected for case study in this paper. Geological processes of the layered accumulation of rock and soil particles are carried out by the movement of water flow; the main reasons for the toppling failure of plate rock masses are the increasing weight of the upper rock-soil aggregate and mountain erosion by river water. Indoor triaxial compression test results show that, the cohesion and friction angle of the rock-soil aggregate decreased with the increasing water content; the cohesion and the friction angle for natural rock-soil aggregate are 57.7 kPa and 31.3° and 26.1 kPa and 29.1° for saturated rock-soil aggregate, respectively. The deformation and failure mechanism of the rock-soil aggregate slope is a progressive process, and local landslides will occur step by step. Three-dimensional limit equilibrium analysis results show that the minimum safety factor of Gendakan slope is 0.953 when the rock-soil aggregate is saturated, and small scale of landslide will happen at the lower slope.

  14. Assessment of highway slope failure using neural networks

    Institute of Scientific and Technical Information of China (English)

    Tsung-lin LEE; Hung-ming LIN; Yuh-pin LU

    2009-01-01

    An artificial intelligence technique of back-propagation neural networks is used to assess the slope failure. On-site slope failure data from the South Cross-Island Highway in southern Taiwan are used to test the performance of the neural network model. The numerical results demonstrate the effectiveness of artificial neural networks in the evaluation of slope failure potential based on five major factors, such as the slope gradient angle, the slope height, the cumulative precipitation, daily rainfall and strength of materials.

  15. Large gravitational rock slope deformation in Romsdalen Valley (Western Norway

    Directory of Open Access Journals (Sweden)

    Aline Saintot

    2012-09-01

    Full Text Available Large gravitational rock slope deformation affects Precambrian gneisses at four localities of the Romsdalen valley of Western Norway. At each locality, detailed studies have allowed to determine the mechanism of deformation and to assess the degree of susceptibility for failure. 1 Svarttinden is a 4.3 Mm³ translational rockslide. Its single basal detachment developed along a foliation-parallel cataclastic fault. Although a rockslide occurred along the same detachment and the deposits reached the edge of the plateau, no displacement of the current instability is detected. 2 At Flatmark distinct 2-25 Mm³ blocks detached from the edge of the plateau by an opening along the steep foliation. The collapse of the blocks is explained by a complex mechanism of sliding and toppling. No displacement is actually detected on the instabilities. 3 At Børa blocks located at the edge of the plateau deformed by the same mechanism as at Flatmark. They have a maximum volume of 0.5 Mm3 and displacement rates of 0.2-2 cm/year. The deformation at Børa has affected a large part of the plateau and the entire deformed volume would be of 50-200 Mm³ but it is currently inactive. 4 A wedge failure at the edge of Mannen plateau is inferred to allow the 4-5 cm/year downward displacement of a 2-3.5 Mm³ instability. The high susceptibility of failure led to a permanent monitoring of the site since 2009.

  16. Constitutive models in stability analysis of rock slope

    Institute of Scientific and Technical Information of China (English)

    言志信; 段建; 王后裕

    2008-01-01

    Equivalent Mohr-Coulomb yield criterion was established,and the relationship between different constitutive models was studied.The application of equivalent Mohr-Coulomb yield criterion in Ansys was achieved by means of transforming material parameters.The stability research aiming at the most common rock slope without conspicuous slide surface was accomplished,the methods of measurably assessing the stability of rock slope without conspicuous slide surface were explored,and the disadvantages of method of minimum slide-resisted reserve as dangerous slide path were pointed out.The results show that through the calculation and analysis of cases,the conception that measurable assessment of the stability of rock slope without conspicuous slide surface can be achieved under condition that equivalent Mohr-Coulomb yield criterion is validated.Its safety parameter formula is explicit in theory and credible in results.The results obtained are approximate to those obtained by using finite element intensity reducing method.

  17. On the seismic response of instable rock slopes based on ambient vibration recordings

    Science.gov (United States)

    Kleinbrod, Ulrike; Burjánek, Jan; Fäh, Donat

    2017-09-01

    Rock slope failures can lead to huge human and economic loss depending on their size and exact location. Reasonable hazard mitigation requires thorough understanding of the underlying slope driving mechanisms and its rock mass properties. Measurements of seismic ambient vibrations could improve the characterization and detection of rock instabilities since there is a link between seismic response and internal structure of the unstable rock mass. An unstable slope near the village Gondo has been investigated. The unstable part shows strongly amplified ground motion with respect to the stable part of the rock slope. The amplification values reach maximum factors of 70. The seismic response on the instable part is highly directional and polarized. Re-measurements have been taken 1 year later showing exactly the same results as the original measurements. Neither the amplified frequencies nor the amplification values have changed. Therefore, ambient vibration measurements are repeatable and stay the same, if the rock mass has not undergone any significant change in structure or volume, respectively. Additionally, four new points have been measured during the re-measuring campaign in order to better map the border of the instability.[Figure not available: see fulltext.

  18. Interaction between transverse isotropy rock slope and supporting structure

    Institute of Scientific and Technical Information of China (English)

    段靓靓; 方理刚

    2008-01-01

    In order to study the interaction between transverse isotropy rock mass and supporting structure,the laboratory tests for rock sampled from the slope at expressway project were carried out,and the parameters of elasticity for transverse isotropic rock were determined by the uniaxial compression tests for rock sample with different strike of stratification plane.Then,based on the relationship of stress-stain for transverse isotropic rock mass,the analytical model was established for the interaction between transverse isotropic rock mass and frame beam with pre-stressed anchor cable.Furthermore,the conception of the best anchorage-angle in pre-stressed anchor cable was proposed.At last,the parameters of the interaction between transverse isotropy rock mass and frame beam with pre-stressed anchor cable were investigated by finite element method,and the best anchorage-angle in pre-stressed anchor cable was obtained.The rules of the influence of the directivity of stratification plane on supporting structure were determined.The results show that the analytical model and numerical method on the design of pre-stressed anchor cable with frame beam supporting for transverse isotropy rock slope are reasonable and reliable in practical engineering design.

  19. Quantification of rock fall processes on recently deglaciated rock slopes, Gepatsch glacier, Tyrol (Austria)

    Science.gov (United States)

    Vehling, Lucas; Rohn, Joachim; Moser, Michael

    2014-05-01

    The recently deglaciated area in alpine glacier forefields is characterized by intensified mass movement processes in particular debris flows, shallow landslides and rockfalls. Due to enhanced geomorphic activity, rock slopes adjacent to shrinking glaciers contribute in a substantial way to the sediment budget. In this study, direct measurements of rock fall intensity are conducted by rock fall collector nets and natural sediment traps. The study area is a high mountain (1750-3520m a.s.l) catchment, which is recently about 30% glaciated. The extension of the Gepatsch glacier has been reducing since the little ice age maximum in the mid of the 19th century with an average annual shrinking rate of a few decameters at its tongue. The first results of the direct measurements demonstrate that on the recently deglaciated rock slopes, rock fall intensity is at least one order of magnitude higher (2,38-6,64 g/m2/d - corresponding backweathering rate: 0,3-0,9 mm/a) than on rock slopes which had has ice free since the last Pleistocene deglaciation (0,04-0,38 g/m2/d - backweathering rate: 0,005-0,05 mm/a). The highest rock fall intensity is attributed to the recent deglaciated rock slopes which are located close to larger fault systems (>60 g/m2/d - backweathering rate: >8 mm/a). Rock fall intensity shows also considerable intra-annual variations which are related to cold climate weathering processes and rainstorm activity.

  20. Rheological Characteristics of Weak Rock Mass and Effects on the Long-Term Stability of Slopes

    Science.gov (United States)

    Yang, Tianhong; Xu, Tao; Liu, Hongyuan; Zhang, Chunming; Wang, Shanyong; Rui, Yongqin; Shen, Li

    2014-11-01

    The creep deformation behavior of the northern slope of an open-pit mine is introduced. Direct shear creep tests are then conducted for the samples taken from the northern slope to study the rheological characteristics of the rock mass. The experimental results are analyzed afterwards using an empirical method to develop a rheological model for the rock mass. The proposed rheological model is finally applied to understand the creep behavior of the northern slope, predict the long-term stability, and guide appropriate measures to be taken at suitable times to increase the factor of safety to ensure stability. Through this study, a failure criterion is proposed to predict the long-term stability of the slope based on the rheological characteristics of the rock mass and a critical deformation rate is adopted to determine when appropriate measures should be taken to ensure slope stability. The method has been successfully applied for stability analysis and engineering management of the toppling and slippage of the northern slope of the open-pit mine. This success in application indicates that it is theoretically accurate, practically feasible, and highly cost-effective.

  1. Recent slope failures in the Dolomites (Northeastern Italian Alps) in a context of climate change

    Science.gov (United States)

    Chiarle, Marta; Paranunzio, Roberta; Laio, Francesco; Nigrelli, Guido; Guzzetti, Fausto

    2014-05-01

    Climate change in the Greater Alpine Region is seriously affecting permafrost distribution, with relevant consequences on slope stability. In the Italian Alps, the number of failures from rockwalls at high elevation markedly increased in the last 20-30 years: the consistent temperature increase, which warmed twice than the global average, may have seriously influenced slope stability, in terms of glaciers retreat and permafrost degradation. Moreover, the growing number of tourists and activities in alpine regions (in particular in the Dolomites) made these areas particularly critical in relation to natural hazards. In this light, an integrated short-term geomorphological and climatic analysis was performed, in order to better comprehend the impact of main climate elements (especially temperature and precipitation) on slope failures in high mountain areas. In this contribution, we focus on three recent slope failures occurred at high elevation sites in the Dolomites (Northeastern Italian Alps), declared a UNESCO World Heritage Site in August 2009. We describe here three important rock falls occurred in the autumn 2013: 1) the Sorapiss rock fall, on 30 September 2013; 2) the Monte Civetta rock fall, on 16 November 2013; 3) the Monte Antelao rock fall, on 22 November 2013. The Monte Civetta rock fall damaged some climbing routes, while the other two landslides did not cause any damage or injury. Despite the limited volume involved, these three events represent an important warning sign in the context of ongoing climate change. Geomorphological information about the rock fall sites were combined with the climatic data acquired from the meteorological stations surrounding the slope failure areas. A short-term climatic analysis was performed, with the aim of understanding the role of the main climatic elements in the triggering of natural instability events in this area and in the Alps in general.

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

    Directory of Open Access Journals (Sweden)

    A. Günther

    2009-05-01

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

  3. Topographic position of large slope failures revealed by excess topography in the Himalaya-Karakoram Ranges

    Science.gov (United States)

    Blöthe, Jan; Korup, Oliver; Schwanghart, Wolfgang

    2015-04-01

    Large slope failures (defined here as affecting >0.1 km² in planform area) substantially contribute to denuding hillslopes, thereby limiting the growth of topographic relief in active mountain belts produced by tectonic uplift and fluvial or glacial incision. The region around Nanga Parbat, situated in the Himalaya-Karakoram ranges (HKR), has been shown to exhibit one of the largest clusters of large scale slope failure known. However, a thorough analysis of the pattern of landslides in the wider region, let alone an inventory of large slope failure is lacking. We take this as a motivation to create a landslide inventory covering the upper Indus catchment located in the HKR of NW India and N Pakistan. Our data set contains 492 large landslides that we compiled from published studies and mapping from remote sensing imagery. Using an empirical volume-area scaling approach we estimate the total landslide volume at >250 km³. This is more than thousand times the contemporary annual sediment load in the Indus River. We analyse the distribution of these landslides with respect to the regional hypsometry, contemporary glacier cover, and the distribution of rock glaciers. We further introduce excess topography ZE, which quantifies the vertical column of rock material above a hypothetical failure plane, as a first-order metric of potentially unstable rock slopes. We find that large bedrock landslides in the HKR preferentially detach near or from below the study area's median elevation, while glaciers and rock glaciers occupy higher elevations almost exclusively. This picture is supported by the distribution of excess topography ZE that peaks along major fluvial and glacial inner gorges, which is where the majority of large rock-slope failures occur. Our analysis suggests a hitherto unrecognised vertical layering of denudation processes, with landslides chiefly operating below the median elevation, whereas mass transport in higher elevations seems to be dominated by

  4. Effect of Surcharge on the Stability of Rock Slope under Complex Conditions

    Directory of Open Access Journals (Sweden)

    Jiewen Tu

    2013-07-01

    Full Text Available In this paper, a general analytical expression for the factor of safety of the rock slope against plane failure is proposed, incorporating most of the practically occurring under complex conditions such as depth of tension crack, depth of water in tension crack, seismic loads and surcharge. Several special cases of this expression are established, which can be found similarly to those reported in the literature. A detailed parametric analysis is presented to study the effect of surcharge on the stability of the rock slope for practical ranges of main parameters such as depth of tension crack, depth of water in tension crack, the horizontal seismic coefficient and the vertical seismic coefficient. The parametric analysis has shown that the factor of safety of the rock slope decreases with increase in surcharge for the range of those parameters in this paper. It is also shown that the horizontal seismic coefficient is the most important factor which effects on the factor of safety in the above four influence factors. The general analytical expression proposed in this paper and the results of the parametric analysis can be used to carry out a quantitative assessment of the stability of the rock slopes by engineers and researchers.

  5. Numerical modeling of failure mechanisms in phyllite mine slopes in Brazil

    Institute of Scientific and Technical Information of China (English)

    Lana Milene Sabino

    2014-01-01

    This paper presents three case studies comprising failure mechanisms in phyllite mine slopes at Quadrilá-tero Ferrífero, State of Minas Gerais, Brazil. Numerical modeling techniques were used in this study. Fail-ure mechanisms involving discontinuities sub parallel to the main foliation are very common in these mines. Besides, failure through the rock material has also been observed due to the low strength of phyl-lites in this site. Results of this work permitted to establish unknown geotechnical parameters which have significant influence in failure processes, like the in situ stress field and the discontinuity stiffness.

  6. Structure, stability and tsunami hazard associated with a rock slope in Knight Inlet, British Columbia

    Directory of Open Access Journals (Sweden)

    D. P. van Zeyl

    2015-01-01

    Full Text Available Rockfalls and rockslides during the past 12 000 years have deposited bouldery debris cones on the seafloor beneath massive rock slopes throughout the inner part of Knight Inlet. The 885 m high rock slope situated across from the Kwalate site, a former First Nations village destroyed in the late 1500s by a slide-induced wave, exposes the contact between a Late Cretaceous dioritic pluton and metamorphic rocks of the Upper Triassic Karmutsen Formation. The pluton margin is strongly foliated in parallel with primary and secondary fabrics in the metamorphic rocks, resulting in highly persistent brittle structures. Other important structures include a set of sheeting joints and highly persistent mafic dykes and faults. Stability analysis identified the potential for planar and wedge failure. We made empirical estimates of impulse waves generated by potential slides ranging in size from 0.5 to 3.5 Mm3, with results suggesting mid-inlet wave heights in the order of 6 to 26 m. As several similar rock slopes fronted by large submarine debris cones exist in the inner part of Knight Inlet, it is clear that tsunami hazards should be considered in coastal infrastructure development and land-use planning in this area.

  7. A study of rock bolting failure modes

    Institute of Scientific and Technical Information of China (English)

    Cao Chen; Jan Nemcik; Ren Ting; Naj Aziz

    2013-01-01

    Rock bolting has advanced rapidly during the past 4 decades due to a better understanding of load transfer mechanisms and advances made in the bolt system technology.Bolts are used as permanent and temporary support systems in tunnelling and mining operations.A review of has indicated that three systems of reinforcement devices have evolved as part of rock bolt and ground anchor while the rock is not generally thought of as being a component of the reinforcement system.A classification of rock bolting reinforcement systems is presented,followed by the fundamental theory of the load transfer mechanism.The failure mode of two phases of rock bolting system is formularised.The failure modes of cable bolting are discussed using a bond strength model as well as an iterative method.Finally,the interfacial shear stress model for ribbed bar is introduced and a closed form solution is obtained using a tri-line stress strain relationship.

  8. Ambient vibrations of unstable rock slopes - insights from numerical modeling

    Science.gov (United States)

    Burjanek, Jan; Kleinbrod, Ulrike; Fäh, Donat

    2017-04-01

    The recent events in Nepal (2015 M7.8 Gorkha) and New Zealand (2016 M7.8 Kaikoura) highlighted the importance of earthquake-induced landslides, which caused significant damages. Moreover, landslide created dams present a potential developing hazard. In order to reduce the costly consequences of such events it is important to detect and characterize earthquake susceptible rock slope instabilities before an event, and to take mitigation measures. For the characterisation of instable slopes, acquisition of ambient vibrations might be a new alternative to the already existing methods. We present both observations and 3D numerical simulations of the ambient vibrations of unstable slopes. In particular, models of representative real sites have been developed based on detailed terrain mapping and used for the comparison between synthetics and observations. A finite-difference code has been adopted for the seismic wave propagation in a 3D inhomogeneous visco-elastic media with irregular free surface. It utilizes a curvilinear grid for a precise modeling of curved topography and local mesh refinement to make computational mesh finer near the free surface. Topographic site effects, controlled merely by the shape of the topography, do not explain the observed seismic response. In contrast, steeply-dipping compliant fractures have been found to play a key role in fitting observations. Notably, the synthetized response is controlled by inertial mass of the unstable rock, and by stiffness, depth and network density of the fractures. The developed models fit observed extreme amplification levels (factors of 70!) and show directionality as well. This represents a possibility to characterize slope structure and infer depth or volume of the slope instability from the ambient noise recordings in the future.

  9. Some new pre-warning criteria for creep slope failure

    Institute of Scientific and Technical Information of China (English)

    HACK; Robert

    2011-01-01

    The forecasting of the failure time of a slope remains a worldwide problem because of many different possibilities of geological conditions in combination with many varying external factors such as climate and vegetation,and not well-defined or unknown time effects in deformation and failure models.The aim of this paper is to suggest a new method to carry out the phase division and to explore tangential angular features of the displacement-time curve of creep slopes as well as the acceleration characteristics in the process of slope deformation and the pre-warning criteria for critical failure.An imminent failure is pro-ceeded with usually three basic deformation phases,namely primary creep("decelerated") ,secondary creep("steadystate") and tertiary creep("accelerated") .Mostly,only during the accelerated phase the imminence of a possible slope failure is rec-ognized.The analysis of displacement data from a series of landslides allowed to recognize different evolutionary patterns of displacement.A quantitative approach was proposed to describe the tangential angle of the displacement-time curve and a new criterion based on the angle was put forward to divide the accelerated phase into three sub-phases:initial acceleration,medium acceleration,and the critical failure.A pre-warning criterion for critical failure is also proposed consequently. Changes of acceleration showed completely different characteristics from those of cumulative displacement and displacement in the process of slope deformation.The values of acceleration usually oscillate around 0 prior to the critical failure phase,whereas the acceleration increases abruptly when the deformation moves into the critical failure phase.This allows,therefore,for a method to forecast the time of the failure.So it is possible to define different alert acceleration threshold values to be used for emergency management.

  10. Simulation analysis of construction process of high rock slope's stabilization

    Institute of Scientific and Technical Information of China (English)

    ZHU Zhan-yuan; LING Xian-zhang; WANG Xuan-qing; ZOU Zu-yin

    2008-01-01

    A self-developed elasto-plastic finite element program was used to analyze the construction sequence of high rock slope' s stabilization in a coal-coking plant, and the result was compared with that employing the ultimate equilibrium method. Based on the results of finite element analysis, the stress contour graphs and dis-placement vector graphs at different construction steps were obtained, and the behavior of the slope during stabi-lization construction process was analyzed quantitatively. Based on the analysis of safety factors of three different schemes of stabilization and two different construction schemes, the assessment of stability and bracing design of the construction process were performed. The results show that the original reinforcement design is improper;the stability of the rock slope is controlled by a developed structural plane, the stability factor after excavation is less than 1, and the free surface should be braced in time ; for stability, the construction sequence should adopt that bracing follows excavation step by step up to down; the local slide occurred during the construction process agrees with the dangerous slide determined by the numerical analysis, which proves the validity and rationality of the adopted method.

  11. Stability and reinforcement analysis of rock slope based on elasto-plastic finite element method

    Institute of Scientific and Technical Information of China (English)

    刘耀儒; 武哲书; 常强; 李波; 杨强

    2015-01-01

    The rigid body limit equilibrium method (RBLEM) and finite element method (FEM) are two widely used approaches for rock slope’s stability analysis currently. RBLEM introduced plethoric assumptions; while traditional FEM relied on artificial factors when determining factor of safety (FOS) and sliding surfaces. Based on the definition of structure instability that an elasto-plastic structure is not stable if it is unable to satisfy simultaneously equilibrium condition, kinematical admissibility and constitutive equations under given external loads, deformation reinforcement theory (DRT) is developed. With this theory, plastic complementary energy (PCE) can be used to evaluate the overall stability of rock slope, and the unbalanced force beyond the yield surface could be the identification of local failure. Compared with traditional slope stability analysis approaches, the PCE norm curve to strength reduced factor is introduced and the unbalanced force is applied to the determination of key sliding surfaces and required reinforcement. Typical and important issues in rock slope stability are tested in TFINE(a three-dimensional nonlinear finite element program), which is further applied to several representatives of high rock slope’s stability evaluation and reinforcement engineering practice in southwest of China.

  12. Porosity determination from 2-D resistivity method in studying the slope failures

    Science.gov (United States)

    Maslinda, Umi; Nordiana, M. M.; Bery, A. A.

    2017-07-01

    Slope failures have become the main focus for infrastructures development on hilly areas in Malaysia especially the development of tourism and residential. Lack of understanding and information of the subsoil conditions and geotechnical issues are the main cause of the slope failures. The failures happened are due to a combination of few factors such as topography, climate, geology and land use. 2-D resistivity method was conducted at the collapsed area in Selangor. The 2-D resistivity was done to study the instability of the area. The collapsed occurred because of the subsurface materials was unstable. Pole-dipole array was used with 5 m minimum electrode spacing for the 2-D resistivity method. The data was processed using Res2Dinv software and the porosity was calculated using Archie's law equation. The results show that the saturated zone (1-100 Ωm), alluvium or highly weathered rock (100-1000 Ωm), boulders (1600-7000 Ωm) and granitic bedrock (>7000 Ωm). Generally, the slope failures or landslides occur during the wet season or after rainfall. It is because of the water infiltrate to the slope and cause the saturation of the slope which can lead to landslides. Then, the porosity of saturated zone is usually high because of the water content. The area of alluvium or highly weathered rock and saturated zone have high porosity (>20%) and the high porosity also dominated at almost all the collapsed area which means that the materials with porosity >20% is potential to be saturated, unstable and might trigger slope failures.

  13. Effects of rainfall infiltration on deep slope failure

    Institute of Scientific and Technical Information of China (English)

    2009-01-01

    With the finite element method and the limit equilibrium method, a numerical model has been established for examining the effects of rainfall infiltration on the stability of slopes. This model is able to availably reflect the variations in pore pressure field in slopes, dead weight of soil, and the softening of soil strength caused by rainfall infiltration. As a case study, an actual landslide located at the Nongji Jixiao in Chongqing is studied to analyze the effects of rainfall infiltration on the seepage field and the slope stability. The simulated results show that a deep slope failure is prone to occur when rainfall infiltration will lead to a remarkable variation in the seepage field, in particular, for large range pore water pressure increase in slopes.

  14. Effects of rainfall infiltration on deep slope failure

    Institute of Scientific and Technical Information of China (English)

    SUN JianPing; LIU QingQuan; LI JiaChun; AN Yi

    2009-01-01

    With the finite element method and the limit equilibrium method, a numerical model has been estab-lished for examining the effects of rainfall infiltration on the stability of slopes. This model is able to availably reflect the variations in pore pressure field in slopes, dead weight of soil, and the softening of soil strength caused by rainfall infiltration. As a case study, an actual landslide located at the Nongji Jixiao in Chongqing is studied to analyze the effects of rainfall infiltration on the seepage field and the slope stability. The simulated results show that a deep slope failure is prone to occur when rainfall infiltration will lead to a remarkable variation in the seepage field, in particular, for large range pore water pressure increase in slopes.

  15. Determination of slope failure using 2-D resistivity method

    Science.gov (United States)

    Muztaza, Nordiana Mohd; Saad, Rosli; Ismail, Nur Azwin; Bery, Andy Anderson

    2017-07-01

    Landslides and slope failure may give negative economic effects including the cost to repair structures, loss of property value and medical costs in the event of injury. To avoid landslide, slope failure and disturbance of the ecosystem, good and detailed planning must be done when developing hilly area. Slope failure classification and various factors contributing to the instability using 2-D resistivity survey conducted in Selangor, Malaysia are described. The study on landslide and slope failure was conducted at Site A and Site B, Selangor using 2-D resistivity method. The implications of the anticipated ground conditions as well as the field observation of the actual conditions are discussed. Nine 2-D resistivity survey lines were conducted in Site A and six 2-D resistivity survey lines with 5 m minimum electrode spacing using Pole-dipole array were performed in Site B. The data were processed using Res2Dinv and Surfer10 software to evaluate the subsurface characteristics. 2-D resistivity results from both locations show that the study areas consist of two main zones. The first zone is alluvium or highly weathered with the resistivity of 100-1000 Ωm at 20-70 m depth. This zone consists of saturated area (1-100 Ωm) and boulders with resistivity value of 1200-3000 Ωm. The second zone with resistivity values of > 3000 Ωm was interpreted as granitic bedrock. The study area was characterized by saturated zones, highly weathered zone, highly contain of sand and boulders that will trigger slope failure in the survey area. Based on the results obtained from the study findings, it can be concluded that 2-D resistivity method is useful method in determination of slope failure.

  16. Coupling photogrammetric data with DFN-DEM model for rock slope hazard assessment

    Science.gov (United States)

    Donze, Frederic; Scholtes, Luc; Bonilla-Sierra, Viviana; Elmouttie, Marc

    2013-04-01

    Structural and mechanical analyses of rock mass are key components for rock slope stability assessment. The complementary use of photogrammetric techniques [Poropat, 2001] and coupled DFN-DEM models [Harthong et al., 2012] provides a methodology that can be applied to complex 3D configurations. DFN-DEM formulation [Scholtès & Donzé, 2012a,b] has been chosen for modeling since it can explicitly take into account the fracture sets. Analyses conducted in 3D can produce very complex and unintuitive failure mechanisms. Therefore, a modeling strategy must be established in order to identify the key features which control the stability. For this purpose, a realistic case is presented to show the overall methodology from the photogrammetry acquisition to the mechanical modeling. By combining Sirovision and YADE Open DEM [Kozicki & Donzé, 2008, 2009], it can be shown that even for large camera to rock slope ranges (tested about one kilometer), the accuracy of the data are sufficient to assess the role of the structures on the stability of a jointed rock slope. In this case, on site stereo pairs of 2D images were taken to create 3D surface models. Then, digital identification of structural features on the unstable block zone was processed with Sirojoint software [Sirovision, 2010]. After acquiring the numerical topography, the 3D digitalized and meshed surface was imported into the YADE Open DEM platform to define the studied rock mass as a closed (manifold) volume to define the bounding volume for numerical modeling. The discontinuities were then imported as meshed planar elliptic surfaces into the model. The model was then submitted to gravity loading. During this step, high values of cohesion were assigned to the discontinuities in order to avoid failure or block displacements triggered by inertial effects. To assess the respective role of the pre-existing discontinuities in the block stability, different configurations have been tested as well as different degree of

  17. Simulation of failure process of jointed rock

    Institute of Scientific and Technical Information of China (English)

    2008-01-01

    A modified discontinuous deformation analysis (DDA) algorithm was proposed to simulate the failure behavior of jointed rock.In the proposed algorithm,by using the Monte-Carlo technique,random joint network was generated in the domain of interest.Based on the joint network,the triangular DDA block system was automatically generated by adopting the advanced front method.In the process of generating blocks,numerous artificial joints came into being,and once the stress states at some artificial joints satisfy the failure criterion given beforehand,artificial joints will turn into real joints.In this way,the whole fragmentation process of rock mass can be replicated.The algorithm logic was described in detail,and several numerical examples were carried out to obtain some insight into the failure behavior of rock mass containing random joints.From the numerical results,it can be found that the crack initiates from the crack tip,the growth direction of the crack depends upon the loading and constraint conditions,and the proposed method can reproduce some complicated phenomena in the whole process of rock failure.

  18. Energy identification method for dynamic failure mode of bedding rock slope with soft strata%含软弱夹层顺层岩质边坡动力破坏模式的能量判识方法研究

    Institute of Scientific and Technical Information of China (English)

    范刚; 张建经; 付晓; 王志佳; 田华

    2016-01-01

    基于希尔伯特–黄变换和边际谱理论,进行了含软弱夹层顺层岩质边坡的大型振动台试验,并利用试验结果对含软弱夹层顺层岩质边坡动力破坏模式的能量判识方法进行了研究,结果表明:边际谱峰值和特征频率的变化能清晰地表征边坡内部的震害损伤发展过程;地震作用下含软弱夹层顺层岩质边坡的损伤首先出现在坡肩位置,随着地震动强度的增大,震害损伤逐渐向低高程发展,最终边坡在坡体中上部相对高度0.56处沿软弱夹层顺层剪出,试验中坡面的位移监测结果表明坡体中上部位移出现陡增时刻晚于坡肩,边际谱分析结果与位移监测结果吻合较好;坡面附近的震害程度强于坡体内部;边坡中下部特征频率发生突变,表明坡体中下部为边坡动力响应的不连续带;含软弱夹层顺层岩质边坡的破坏形式主要表现为边坡后缘垂直的拉裂破坏和沿边坡中上部相对高度0.56处软弱夹层的剪切滑出破坏,边坡的破坏模式为拉裂-滑移-崩落式。本文提出的能量判识方法对识别边坡的破坏模式具有一定的指导意义。%Based on the Hilbert-Huang transformation and marginal spectrum theory, large scale shaking table tests on rock slope with soft strata are performed. The energy method for dynamic failure mode identification of bedding rock slope with soft strata is studied according to the test results. The research results in this work show that the peak value and characteristic frequency of marginal spectrum can represent the dynamic damage development process in the rock slope clearly. In the bedding rock slope with soft strata, the dynamic damage first occurs on the slope shoulder, and then the damage location moves to the lower elevation with the increase of input seismic wave amplitude, and finally, the slope is sheared out at the location of upper soft strata. In the displacement monitoring

  19. Seepage and slope stability modelling of rainfall-induced slope failures in topographic hollows

    Directory of Open Access Journals (Sweden)

    Kiran Prasad Acharya

    2016-03-01

    Full Text Available This study focuses on topographic hollows, their flow direction and flow accumulation characteristics, and highlights discharge of hillslope seepage so as to understand porewater pressure development phenomena in relation with slope failure in topographic hollows. For this purpose, a small catchment in Niihama city of Shikoku Island in western Japan, with a record of seven slope failures triggered by typhoon-caused heavy rainfall on 19–20 October 2004, was selected. After extensive fieldwork and computation of hydro-mechanical parameters in unsaturated and saturated conditions through a series of laboratory experiments, seepage and slope stability modellings of these slope failures were done in GeoStudio environment using the precipitation data of 19–20 October 2004. The results of seepage modelling showed that the porewater pressure was rapid transient in silty sand, and the maximum porewater pressure measured in an area close to the base of topographic hollows was found to be higher with bigger topographic hollows. Furthermore, a threshold relationship between the topographic hollow area and maximum porewater pressure in this study indicates that a topographic hollow of 1000 sq. m area can develop maximum porewater pressure of 1.253 kPa. However, the porewater pressures required to initiate slope instability in the upper part of the topographic hollows is relatively smaller than those in the lower part of the topographic hollows.

  20. Rock slope stability analysis along the North Carolina section of the Blue Ridge Parkway: Using a geographic information system (GIS) to integrate site data and digital geologic maps

    Science.gov (United States)

    Latham, R.S.; Wooten, R.M.; Cattanach, B.L.; Merschat, C.E.; Bozdog, G.N.

    2009-01-01

    In 2008, the North Carolina Geological Survey (NCGS) completed a five-year geologic and geohazards inventory of the 406-km long North Carolina segment of the Blue Ridge Parkway (BRP). The ArcGIS??? format deliverables for rock slopes include a slope movement and slope movement deposit database and maps and site-specific rock slope stability assessments at 158 locations. Database entries for known and potential rock slope failures include: location data, failure modes and dimensions, activity dates and levels, structural and lithologic data, the occurrence of sulfide minerals and acid-producing potential test results. Rock slope stability assessments include photographs of the rock cuts and show locations and orientations of rock data, seepage zones, and kinematic stability analyses. Assigned preliminary geologic hazard ratings of low, moderate and high indicate the generalized relative probability of rock fall and/or rock slide activity at a given location. Statistics compiled based on the database indicate some general patterns within the data. This information provides the National Park Service with tools that can aid in emergency preparedness, and in budgeting mitigation, maintenance and repair measures. Copyright 2009 ARMA, American Rock Mechanics Association.

  1. The physics of rock failure and earthquakes

    CERN Document Server

    Ohnaka, Mitiyasu

    2013-01-01

    Despite significant advances in the understanding of earthquake generation processes and derivation of underlying physical laws, controversy remains regarding the constitutive law for earthquake ruptures and how it should be formulated. Laboratory experiments are necessary to obtain high-resolution measurements that allow the physical nature of shear rupture processes to be deduced, and to resolve the controversy. This important book provides a deeper understanding of earthquake processes from nucleation to their dynamic propagation. Its key focus is a deductive approach based on laboratory-derived physical laws and formulae, such as a unifying constitutive law, a constitutive scaling law, and a physical model of shear rupture nucleation. Topics covered include: the fundamentals of rock failure physics, earthquake generation processes, physical scale dependence, and large-earthquake generation cycles. Designed for researchers and professionals in earthquake seismology, rock failure physics, geology and earthq...

  2. Development of a GIS-based failure investigation system for highway soil slopes

    Science.gov (United States)

    Ramanathan, Raghav; Aydilek, Ahmet H.; Tanyu, Burak F.

    2015-06-01

    A framework for preparation of an early warning system was developed for Maryland, using a GIS database and a collective overlay of maps that highlight highway slopes susceptible to soil slides or slope failures in advance through spatial and statistical analysis. Data for existing soil slope failures was collected from geotechnical reports and field visits. A total of 48 slope failures were recorded and analyzed. Six factors, including event precipitation, geological formation, land cover, slope history, slope angle, and elevation were considered to affect highway soil slope stability. The observed trends indicate that precipitation and poor surface or subsurface drainage conditions are principal factors causing slope failures. 96% of the failed slopes have an open drainage section. A majority of the failed slopes lie in regions with relatively high event precipitation ( P>200 mm). 90% of the existing failures are surficial erosion type failures, and only 1 out of the 42 slope failures is deep rotational type failure. More than half of the analyzed slope failures have occurred in regions having low density land cover. 46% of failures are on slopes with slope angles between 20° and 30°. Influx of more data relating to failed slopes should give rise to more trends, and thus the developed slope management system will aid the state highway engineers in prudential budget allocation and prioritizing different remediation projects based on the literature reviewed on the principles, concepts, techniques, and methodology for slope instability evaluation (Leshchinsky et al., 2015).

  3. Tsunamigenic, earthquake-triggered rock slope failures during the April 21, 2007 Aisén earthquake, southern Chile (45.5°S Inestabilidades de laderas de roca generadoras de tsunami durante el terremoto de Aisén del 21 de abril de 2007, sur de Chile (45.5° S

    Directory of Open Access Journals (Sweden)

    Sergio A Sepúlveda

    2009-01-01

    Full Text Available The April 21, 2007 shallow crustal earthquake (Mw 6.2 in the Aisén Fjord area triggered hundreds of landslides around the epicentral zone. Among those, several rock slope failures such as rock slides, rock falls and rock avalanches were induced on the steep fjord slopes. The violent impact of the disrupted rock masses into the fjord generated local tsunamis that caused ten fatalities and extensive damage to salmón farms located along the fjord shores. Field observations suggested that geotechnical and geomorphological factors controlled the landslide locations and failure modes, associated with the presence of faults and topographic relief, respectively. This event is an example of a geological hazard that has not been previously addressed in the Chilean Patagonian fjordland, revealing the need for identifying and understanding these geological phenomena in future hazard assessments in the región.El 21 de abril de 2007 un terremoto superficial cortical (Mw 6,2 en el área del Fiordo Aisén desencadenó cientos de remociones en masa en la zona epicentral. Entre éstas, se generaron varias inestabilidades en laderas rocosas escarpadas, tales como deslizamientos, caídas y avalanchas de rocas. El violento impacto de las masas disgregadas de roca en las aguas del fiordo generó tsunamis locales, que causaron diez víctimas fatales y un importante daño en granjas salmoneras ubicadas a lo largo de las costas del fiordo. Observaciones de terreno sugieren controles geotécnicos y geomorfológicos en la ubicación y modos de falla de las remociones en masa, asociados a la presencia de fallas y relieve abrupto, respectivamente. Este evento es un ejemplo de un tipo de peligro geológico que no ha sido previamente detectado ni abordado en los fiordos de la Patagonia Chilena, revelando la necesidad de identificar y comprender estos fenómenos geológicos en futuras evaluaciones de peligro en la región.

  4. The large-scale shaking table test study of dynamic response and failure mode of bedding rock slope under earthquake%地震作用下顺层岩质边坡动力响应和破坏模式大型振动台试验研究

    Institute of Scientific and Technical Information of China (English)

    董金玉; 杨国香; 伍法权; 祁生文

    2011-01-01

    It is necessary to study bedding rock landslides induced by "5-12" Wenchuan earthquake. According to the similar relationship of dynamic model test, a bedding model slope is built with a height of 1.6 m, length of 1.75 m, width of 0.8 m and a slope angle larger than the dip angle of the rock stratum. A large-scale shaking table test of the model slope is performed. The results show that amplification coefficients of the acceleration along slope surface and in vertical direction increase with the elevation increasing. And its increment speeds also increase with the elevation increasing. At the same elevation, the amplification coefficients of the acceleration on slope surface are larger than that in slope body. The input frequency of seismic waves has obvious effects on dynamic responses of slope. The amplification effect of acceleration enhances evidently with the frequency increasing and approach to the natural frequency of the model slope. The amplification coefficients of the acceleration decrease with the earthquake amplitudes increasing. Comparing with the acceleration monitoring data obtained by the shaking table test of the homogeneous slope, it is found that structural surface of the slope also has effects on the amplification coefficients of the acceleration. Because of reflection and refraction of structural surface, the amplification effect of acceleration enhances evidently. Based on analysis of failure features of the slope, the failure process is described as earthquake induction-loosening of rock mass and tensile failure of the crest of the slope-propagation and coalescence of cracks in the middle part of slope surface-occurrence of high locality landslide-formation of debris flow-accumulation at the slope toe. The study results are helpful to reveal the formation mechanism of landslide under earthquake and provide valuable references for disaster prevention and reduction.%5·12汶川大地震触发了大量的顺层岩质滑坡,对其进行研究

  5. Rock Slope Monitoring from 4D Time-Lapse Structure from Motion Analysis

    Science.gov (United States)

    Kromer, Ryan; Abellan, Antonio; Chyz, Alex; Hutchinson, Jean

    2017-04-01

    Structure from Motion (SfM) photogrammetry has become an important tool for studying earth surface processes because of its flexibility, ease of use, low cost and its capability of producing high quality 3-D surface models. A major benefit of SfM is that model accuracy is fit for purpose and surveys can be designed to meet a large range of spatial and temporal scales. In the Earth sciences, research in time-lapse SfM photogrammetry or videogrammetry is an area that is difficult to undertake due to complexities in acquiring, processing and managing large 4D datasets and represents an area with significant advancement potential (Eltner et al. 2016). In this study, we investigate the potential of 4D time-lapse SfM to monitor unstable rock slopes. We tested an array of statically mounted cameras collecting time-lapse photos of a limestone rock slope located along a highway in Canada. Our setup consisted of 8 DSLR cameras with 50 mm prime lenses spaced 2-3 m apart at a distance of 10 m from the slope. The portion of the rock slope monitored was 20 m wide and 6 m high. We collected data in four phases, each having 50 photographs taken simultaneously by each camera. The first phase of photographs was taken of the stable slope. In each successive phase, we gradually moved small, discrete blocks within the rock slope by 5-15 mm, simulating pre-failure deformation of rockfall. During the last phase we also removed discrete rock blocks, simulating rockfall. We used Agisoft Photoscan's 4D processing functionality and timeline tools to create 3D point clouds from the time-lapse photographs. These tools have the benefit of attaining better accuracy photo alignments as a greater number of photos are used. For change detection, we used the 4D filtering and calibration technique proposed by Kromer et al. (2015), which takes advantage of high degrees of spatial and temporal point redundancy to decrease measurement uncertainty. Preliminary results show that it is possible to attain

  6. Preliminary assessment of active rock slope instabilities in the high Himalaya of Bhutan

    Science.gov (United States)

    Dini, Benedetta; Manconi, Andrea; Leith, Kerry; Loew, Simon

    2016-04-01

    The small kingdom of Bhutan, nested between India and Tibet (between 88° and 92° east and 26° and 28° north), is characterised by markedly different landscapes and climatic zones. V-shaped, forest-covered valleys in the south, affected by the monsoonal rains, give gradually way to steep, barren slopes of U-shaped valleys in the drier north, host of the highest peaks, a large number of glaciers and glacial lakes. A transition zone of vegetated, elevated plateaus collects the towns in which most of the population lives. Landslides in the high Himalaya of Bhutan have not been extensively studied despite the primary and secondary hazards related to them. The regulations and restrictions to travel to and within Bhutan imposed by the government, as well as the extremely rugged terrain hinder the accessibility to remote slopes and valleys, both of which have resulted in lack of data and investigations. In this work, we aim at producing an inventory of large rock slope instabilities (> 1 million m3) across the high Himalaya of Bhutan, identifying types of failure, assessing the activity and analysing the distribution of landslides in combination with predisposing and preparatory factors, such as lithology, tectonic structures, hypsometry, deglaciation, fluvial erosive power and climate. At this stage, we rely on the information retrieved through satellite remote sensing data, i.e. medium and high resolution DEMs, optical images and space borne Synthetic Aperture Radar (SAR) data. An initial inventory was compiled based on the identification of geomorphological features associated with slope instabilities using the available Google Earth images. Moreover, we assessed the SAR data coverage and the expected geometrical distortions by assuming different sensors (ERS, Envisat, and ALOS Palsar-1). As we are mainly interested in detecting the surface deformation related to large unstable slopes by applying Differential SAR, we also computed the percentage of potentially

  7. The Dynamic Evaluation of Rock Slope Stability Considering the Effects of Microseismic Damage

    Science.gov (United States)

    Xu, N. W.; Dai, F.; Liang, Z. Z.; Zhou, Z.; Sha, C.; Tang, C. A.

    2014-03-01

    A state-of-the-art microseismic monitoring system has been implemented at the left bank slope of the Jinping first stage hydropower station since June 2009. The main objectives are to ensure slope safety under continuous excavation at the left slope, and, very recently, the safety of the concrete arch dam. The safety of the excavated slope is investigated through the development of fast and accurate real-time event location techniques aimed at assessing the evolution and migration of the seismic activity, as well as through the development of prediction capabilities for rock slope instability. Myriads of seismic events at the slope have been recorded by the microseismic monitoring system. Regions of damaged rock mass have been identified and delineated on the basis of the tempo-spatial distribution analysis of microseismic activity during the periods of excavation and consolidation grouting. However, how to effectively utilize the abundant microseismic data in order to quantify the stability of the slope remains a challenge. In this paper, a rock mass damage evolutional model based on microseismic data is proposed, combined with a 3D finite element method (FEM) model for feedback analysis of the left bank slope stability. The model elements with microseismic damage are interrogated and the deteriorated mechanical parameters determined accordingly. The relationship between microseismic activities induced by rock mass damage during slope instability, strength degradation, and dynamic instability of the slope are explored, and the slope stability is quantitatively evaluated. The results indicate that a constitutive relation considering microseismic damage is concordant with the simulation results and the influence of rock mass damage can be allowed for its feedback analysis of 3D slope stability. In addition, the safety coefficient of the rock slope considering microseismic damage is reduced by a value of 0.11, in comparison to the virgin rock slope model. Our results

  8. Deformation and failure mechanism of slope in three dimensions

    Directory of Open Access Journals (Sweden)

    Yingfa Lu

    2015-04-01

    Full Text Available Understanding three-dimensional (3D slope deformation and failure mechanism and corresponding stability analyses are crucially important issues in geotechnical engineering. In this paper, the mechanisms of progressive failure with thrust-type and pull-type landslides are described in detail. It is considered that the post-failure stress state and the pre-peak stress state may occur at different regions of a landslide body with deformation development, and a critical stress state element (or the soil slice block exists between the post-failure stress state and the pre-peak stress state regions. In this regard, two sorts of failure modes are suggested for the thrust-type and three sorts for pull-type landslides, based on the characteristics of shear stress and strain (or tensile stress and strain. Accordingly, a new joint constitutive model (JCM is proposed based on the current stability analytical theories, and it can be used to describe the mechanical behaviors of geo-materials with softening properties. Five methods, i.e. CSRM (comprehensive sliding resistance method, MTM (main thrust method, CDM (comprehensive displacement method, SDM (surplus displacement method, and MPM (main pull method, for slope stability calculation are proposed. The S-shaped curve of monitored displacement vs. time is presented for different points on the sliding surface during progressive failure process of landslide, and the relationship between the displacement of different points on the sliding surface and height of landslide body is regarded as the parabolic curve. The comparisons between the predicted and observed load–displacement and displacement–time relations of the points on the sliding surface are conducted. The classification of stable/unstable displacement–time curves is proposed. The definition of the main sliding direction of a landslide is also suggested in such a way that the failure body of landslide (simplified as “collapse body” is only

  9. Modeling slope failure by the 3D discrete element method: A case study of the dip slope at the Huafan University campus in northern Taiwan

    Science.gov (United States)

    Tseng, C. H.; Chan, Y. C.; Jeng, C. J.; Hsieh, Y. C.

    2015-12-01

    Slope failure is a widely observed phenomenon in hill and mountainous areas in Taiwan, which is characterized by high erosion rates (up to 60 mm/yr) due to its climatic and geographical conditions. Slope failure events easily occur after intense rainfall, especially resulting from typhoons and accordingly cause a great loss of human lives and property. At the northern end of the Western Foothill belt in northern Taiwan, Huafan University campus (121.692448˚ E, 24.980724˚ N ) is founded on a dip slope, ~20˚ toward southwest, being composed of early Miocene alternations of sandstone and shale. Data from continuous monitoring over the years by means of inclinometers and groundwater gauges reveal that creep of 6-10 mm of the slope occurred when precipitation exceeded 300 mm during typhoons' striking. In addition, extension cracks on the ground are also found within and on the edge of the campus. Furthermore, potential slip surfaces are detected shown by rock cores to exist 10 and 30 m in depth as well. To understand the kinematic behaviors of the rock slope failure beneath the university campus, a 3D discrete element mothed is applied in this study. Results of the modeling indicate that creeping is the primary behavior pattern when the friction coefficient reduces owing to rise of groundwater during rainstorms. However, rapid slip may take place under influences of earthquake with large magnitude. Suggestions for preventing the slope creep are to construct catchpits to drainage runoff and lower the groundwater table and ground anchors through the slip surfaces to stabilize the slide blocks.

  10. Slope stability analysis for Valles Marineris, Mars: a numerical analysis of controlling conditions and failure types

    Science.gov (United States)

    Crosta, G.; Castellanza, R.; De Blasio, F.; Utili, S.

    2012-04-01

    : Application to Martian landslides, J. Geophys. Res. - Planets, 116, E10001, DOI: 10.1144/1470-9236/05-042 Quantin, C., Allemand, P., Delacourt, C. (2004) Morphology and geometry of Valles Marineris landslides. Planetary and Space Science, 52, 11, 1011-1022 Neuffer, D.P., R.A. Schultz (2006) Mechanisms of slope failure in Valles Marineris, Mars. Quarterly Journal of Engineering Geology and Hydrogeology, 39,.3, 227-240 Schultz, R.A. (2002) Stability of rock slopes in Valles Marineris, Mars. Geophysical Research Letters, 29, 1932, doi:10.1029/2002GL015728

  11. Relationship Between Pre-failure and Post-failure Mechanical Properties of Rock Material of Different Origin

    Science.gov (United States)

    Tutluoğlu, Levent; Öge, İbrahim Ferid; Karpuz, Celal

    2015-01-01

    Under compression, gathering data related to the post-failure part of the stress-strain curve requires stiff servo-controlled testing systems. In unconfined conditions, data related to the post-peak region of the intact rock parameters are not common as pre-peak and peak state parameters of stress-strain behavior. For problems involving rock in the failed state around structures, proper choice of plastic constitutive laws and post-failure parameters is important for the modeling of the failed state. The aim is to relate commonly used intact rock parameters of pre-failure (tangent modulus E i and secant modulus E s) and peak strength ( σ ci) states to parameters of the post-failure state under unconfined compression. Post-failure parameters are the drop modulus ( D pf), representing the slope of the falling portion in brittle state, residual strength ( σ cr), and dilatancy angle ( ψ°). Complete stress-strain curves were generated for various intact rock of different origin. Seventy-three post-failure tests were conducted. Samples included in the testing program were chosen to represent rocks of different origin. Specimens of granite, rhyodacite, dunite, quartzite series, glauberite, argillite, marl, and lignite were used in the tests. The results from the pre-failure and peak state testing parts were processed and compared to the post-failure stress-strain parameters. For the estimation of post-failure parameters in terms of the pre-peak and peak states, the functional relations were assessed. It was found that the drop modulus D pf increases with rock strength σ ci, following a power function with an approximate power of two. With an exponential trend, the D pf/ E s ratio increases with decreasing E i/ σ ci ratio. Relations estimating the residual strength and dilatancy from the pre-peak and peak state parameters are in logarithmic and exponential functional forms, respectively.

  12. Energy analysis for damage and catastrophic failure of rocks

    Institute of Scientific and Technical Information of China (English)

    2011-01-01

    The development history and current state of studies on the characteristics and mechanisms of deformation and failure of rock materials were briefly reviewed from the viewpoint of energy.The main scope and the achievable objectives of the energy-based research system were expatiated.It was validated by experiments that the damage process of rocks can be well described by the rock damage evolution equation established based on energy dissipation.It was found from the uniaxial compression and biaxial compression tests that only a small proportion of the total input energy in hard rocks is dissipated before peak load and a large proportion in soft rocks is dissipated before peak load.For both hard and soft rocks,the energy dissipated after peak load accounts for a greater proportion.More energy would be required for rock failure under equal biaxial compression than under unequal biaxial compression.The total absorbed energy is different for rock failure under high-rate loading and low-rate loading.More fragmented failure pattern usually corresponds to higher energy absorption.The mesoscopic analysis on the damage and failure of bedded salt rocks showed that the energy dissipation is prominent and the total absorbed energy for rock failure is low when cracks propagate in the weak mud interlayer while it is contrary when cracks propagate in the salt rock.The energy accumulation,transfer,dissipation and release during the failure process of tunnel with impending failure under disturbance were analyzed theoretically based on the elastoplastic mechanics theory.Furthermore,the spatial distribution of energy dissipation and energy release of fractured rocks under unloading was simulated numerically.It was demonstrated that energy is likely to be released from the weakest surface under compression,which triggers the global failure of rocks.

  13. Geological Control on Stability of Excavated Rock Slope at Jeruklegi Claystone Quarry, Cilacap Regency, Central Java Province, Indonesia

    Science.gov (United States)

    Fukuoka, Hiroshi; Dok, Atitkagna; Pramumijoyo, Subagyo; Faisal Fathani, Teuku

    2010-05-01

    PT. Holcim Indonesia Tbk is a well-known company for cement production in Cilacap, Central Java, Indonesia. In cement manufacturing, certain raw materials such as limestone, claystone and other supplementary materials are required. In a mean time, the company is conducting claystone mining to support the cement industry. Currently, the exploitation has covered the area of approximately 103 ha. Due to the increment need of more claystone to achieve the expecting amount of cement production, the company plans to extend existing mining site up to 250 ha with maximum depth of +10m above the sea level. However, such development may eventually lead to major slope failures which essentially affect the sustainability and the safety of the mine. Understanding that various negative impacts may appear during the mining operation, which possibly result in personal injury, potential life loss, property damage and other socio-economic consequences, it is crucial to assess slope stability conditions of the mining pit to ensure safety of the mine. The study is mainly focused on analysis of the rock mass behaviours under specific geological control and earthquake trigger through the application of finite element method. Based on the assessment result, the zone where covered by discontinuous rock mass, absorbent lithology and steep slope geometry in combination with presence of groundwater, is estimated to be potential to slope movement in form of rock falls and/or rock slides which could be possibly predicted to occur as a consequence of heavy rainfall intensity, un-controlled slope excavation and ground vibration. And, the stable slope inclination is suggested not to be steeper than 60˚, with the maximum width of 3m and maximum height of 6m.

  14. Experimental investigation of incipient shear failure in foliated rock

    NARCIS (Netherlands)

    Ikari, Matt J.; Niemeijer, André R.; Marone, Chris

    2015-01-01

    It has long been known that rock fabric plays a key role in dictating rock strength and rheology throughout Earth's crust; however the processes and conditions under which rock fabric impacts brittle failure and frictional strength are still under investigation. Here, we report on laboratory experim

  15. A modified failure criterion for transversely isotropic rocks

    Institute of Scientific and Technical Information of China (English)

    Omid Saeidi; Vamegh Rasouli; Rashid Geranmayeh Vaneghi; Raoof Gholami; Seyed Rahman Torabi

    2014-01-01

    A modified failure criterion is proposed to determine the strength of transversely isotropic rocks. Me-chanical properties of some metamorphic and sedimentary rocks including gneiss, slate, marble, schist, shale, sandstone and limestone, which show transversely isotropic behavior, were taken into consider-ation. Afterward, introduced triaxial rock strength criterion was modified for transversely isotropic rocks. Through modification process an index was obtained that can be considered as a strength reduction parameter due to rock strength anisotropy. Comparison of the parameter with previous anisotropy in-dexes in literature showed reasonable results for the studied rock samples. The modified criterion was compared to modified Hoek-Brown and Ramamurthy criteria for different transversely isotropic rocks. It can be concluded that the modified failure criterion proposed in this study can be used for predicting the strength of transversely isotropic rocks.

  16. Deterministic slope failure hazard assessment in a model catchment and its replication in neighbourhood terrain

    Directory of Open Access Journals (Sweden)

    Kiran Prasad Acharya

    2016-01-01

    Full Text Available In this work, we prepare and replicate a deterministic slope failure hazard model in small-scale catchments of tertiary sedimentary terrain of Niihama city in western Japan. It is generally difficult to replicate a deterministic model from one catchment to another due to lack of exactly similar geo-mechanical and hydrological parameters. To overcome this problem, discriminant function modelling was done with the deterministic slope failure hazard model and the DEM-based causal factors of slope failure, which yielded an empirical parametric relationship or a discriminant function equation. This parametric relationship was used to predict the slope failure hazard index in a total of 40 target catchments in the study area. From ROC plots, the prediction rate between 0.719–0.814 and 0.704–0.805 was obtained with inventories of September and October slope failures, respectively. This means September slope failures were better predicted than October slope failures by approximately 1%. The results show that the prediction of the slope failure hazard index is possible, even in a small catchment scale, in similar geophysical settings. Moreover, the replication of the deterministic model through discriminant function modelling was found to be successful in predicting typhoon rainfall-induced slope failures with moderate to good accuracy without any use of geo-mechanical and hydrological parameters.

  17. Methodology to evaluate rock slope stability under seismic conditions at Solà de Santa Coloma, Andorra

    Directory of Open Access Journals (Sweden)

    O. Mavrouli

    2009-11-01

    Full Text Available An analytical methodology is presented to evaluate rock slope stability under seismic conditions by considering the geomechanical and topographic properties of a slope. The objective is to locate potential rockfall source areas and evaluate their susceptibility in terms of probability of failure. For this purpose, the slope face of a study area is discretized into cells having homogenous aspect, slope angle, rock properties and joint set orientations. A pseudostatic limit equilibrium analysis is performed for each cell, whereby the destabilizing effect of an earthquake is represented by a horizontal force. The value of this force is calculated by linear interpolation between the peak horizontal ground acceleration PGA at the base and the top of the slope. The ground acceleration at the top of the slope is increased by 50% to account for topographic amplification. The uncertainty associated with the joint dip is taken into account using the Monte Carlo method. The proposed methodology was applied to a study site with moderate seismicity in Solà de Santa Coloma, located in the Principality of Andorra. The results of the analysis are consistent with the spatial distribution of historical rockfalls that have occurred since 1997. Moreover, the results indicate that for the studied area, 1 the most important factor controlling the rockfall susceptibility of the slope is water pressure in joints and 2 earthquake shaking with PGA of ≤0.16 g will cause a significant increase in rockfall activity only if water levels in joints are greater than 50% of the joint height.

  18. Integrating GIS-based geologic mapping, LiDAR-based lineament analysis and site specific rock slope data to delineate a zone of existing and potential rock slope instability located along the grandfather mountain window-Linville Falls shear zone contact, Southern Appalachian Mountains, Watauga County, North Carolina

    Science.gov (United States)

    Gillon, K.A.; Wooten, R.M.; Latham, R.L.; Witt, A.W.; Douglas, T.J.; Bauer, J.B.; Fuemmeler, S.J.

    2009-01-01

    Landslide hazard maps of Watauga County identify >2200 landslides, model debris flow susceptibility, and evaluate a 14km x 0.5km zone of existing and potential rock slope instability (ZEPRSI) near the Town of Boone. The ZEPRSI encompasses west-northwest trending (WNWT) topographic ridges where 14 active/past-active rock/weathered rock slides occur mainly in rocks of the Grandfather Mountain Window (GMW). The north side of this ridgeline is the GMW / Linville Falls Fault (LFF) contact. Sheared rocks of the Linville Falls Shear Zone (LFSZ) occur along the ridge and locally in the valley north of the contact. The valley is underlain principally by layered granitic gneiss comprising the Linville Falls/Beech Mountain/Stone Mountain Thrust Sheet. The integration of ArcGIS??? - format digital geologic and lineament mapping on a 6m LiDAR (Light Detecting and Ranging) digital elevation model (DEM) base, and kinematic analyses of site specific rock slope data (e.g., presence and degree of ductile and brittle deformation fabrics, rock type, rock weathering state) indicate: WNWT lineaments are expressions of a regionally extensive zone of fractures and faults; and ZEPRSI rock slope failures concentrate along excavated, north-facing LFF/LFSZ slopes where brittle fabrics overprint older metamorphic foliations, and other fractures create side and back release surfaces. Copyright 2009 ARMA, American Rock Mechanics Association.

  19. Potential of airborne LiDAR data analysis to detect subtle landforms of slope failure: Portainé, Central Pyrenees

    Science.gov (United States)

    Ortuño, María; Guinau, Marta; Calvet, Jaume; Furdada, Glòria; Bordonau, Jaume; Ruiz, Antonio; Camafort, Miquel

    2017-10-01

    Slope failures have been traditionally detected by field inspection and aerial-photo interpretation. These approaches are generally insufficient to identify subtle landforms, especially those generated during the early stages of failures, and particularly where the site is located in forested and remote terrains. We present the identification and characterization of several large and medium size slope failures previously undetected within the Orri massif, Central Pyrenees. Around 130 scarps were interpreted as being part of Rock Slope Failures (RSFs), while other smaller and more superficial failures were interpreted as complex movements combining colluvium slow flow/slope creep and RSFs. Except for one of them, these slope failures had not been previously detected, albeit they extend across a 15% of the studied region. The failures were identified through the analysis of a high-resolution (1 m) LIDAR-derived bare earth Digital Elevation Model (DEM). Most of the scarps are undetectable either by fieldwork, photo interpretation or 5 m resolution topography analysis owing to their small heights (0.5 to 2 m) and their location within forest areas. In many cases, these landforms are not evident in the field due to the presence of other minor irregularities in the slope and the lack of open views due to the forest. 2D and 3D visualization of hillshade maps with different sun azimuths provided an overall picture of the scarp assemblage and permitted a more complete analysis of the geometry of the scarps with respect to the slope and the structural fabric. The sharpness of some of the landforms suggests ongoing activity, which should be explored in future detailed studies in order to assess potential hazards affecting the Portainé ski resort. Our results reveal that close analysis of the 1 m LIDAR-derived DEM can significantly help to detect early-stage slope deformations in high mountain regions, and that expert judgment of the DEM is essential when dealing with subtle

  20. Laboratory and 3-D-distinct element analysis of failure mechanism of slope under external surcharge

    Directory of Open Access Journals (Sweden)

    N. Li

    2014-09-01

    Full Text Available Landslide is a major disaster resulting in considerable loss of human lives and property damages in hilly terrain in Hong Kong, China and many other countries. The factor of safety and the critical slip surface for slope stabilization are the main considerations for slope stability analysis in the past, while the detailed post-failure conditions of the slopes have not been considered in sufficient details. There are however increasing interest on the consequences after the initiation of failure which includes the development and propagation of the failure surfaces, the amount of failed mass and runoff and the affected region. To assess the development of slope failure in more details and to consider the potential danger of slopes after failure has initiated, the slope stability problem under external surcharge is analyzed by the distinct element method (DEM and laboratory model test in the present research. A more refined study about the development of failure, microcosmic failure mechanism and the post-failure mechanism of slope will be carried out. The numerical modeling method and the various findings from the present work can provide an alternate method of analysis of slope failure which can give additional information not available from the classical methods of analysis.

  1. Assessment of rock mass decay in artificial slopes : Beoordeling van de degradatie van gesteentemassa's in kunstmatige hellingen

    NARCIS (Netherlands)

    Huisman, M.

    2006-01-01

    This research investigates the decay of rock masses underlying slopes, and seeks to quantify the relations of such decay with time and geotechnical parameters of the slope and rock mass. Decay can greatly affect the geotechnical properties of rocks within engineering timescales, and may induce a

  2. Comprehensive Stability Evaluation of Rock Slope Using the Cloud Model-Based Approach

    Science.gov (United States)

    Liu, Zaobao; Shao, Jianfu; Xu, Weiya; Xu, Fei

    2014-11-01

    This article presents the cloud model-based approach for comprehensive stability evaluation of complicated rock slopes of hydroelectric stations in mountainous area. This approach is based on membership cloud models which can account for randomness and fuzziness in slope stability evaluation. The slope stability is affected by various factors and each of which is ranked into five grades. The ranking factors are sorted into four categories. The ranking system of slope stability is introduced and then the membership cloud models are applied to analyze each ranking factor for generating cloud memberships. Afterwards, the obtained cloud memberships are synthesized with the factor weights given by experts for comprehensive stability evaluation of rock slopes. The proposed approach is used for the stability evaluation of the left abutment slope in Jinping 1 Hydropower Station. It is shown that the cloud model-based strategy can well consider the effects of each ranking factor and therefore is feasible and reliable for comprehensive stability evaluation of rock slopes.

  3. Analysis of soft rock mineral components and roadway failure mechanism

    Institute of Scientific and Technical Information of China (English)

    CHEN Jie

    2001-01-01

    The mineral components and microstructure of soft rock sampled from ro adway floor in Xiagou pit are determined by X-ray diffraction and scanning elec t ron microscope. Combined with the test of expansion and water softening prop erty of the soft rock, the roadway failure mechanism is analyzed, and the reason able repair supporting principle of roadway is put forward.

  4. Numerical simulation study of the failure evolution process and failure mode of surrounding rock in deep soft rock roadways

    Institute of Scientific and Technical Information of China (English)

    Meng Qingbin; Han Lijun; Xiao Yu; Li Hao; Wen Shengyong; Zhang Jian

    2016-01-01

    Based on the safety coefficient method, which assigns rock failure criteria to calculate the rock mass unit, the safety coefficient contour of surrounding rock is plotted to judge the distribution form of the frac-tured zone in the roadway. This will provide the basis numerical simulation to calculate the surrounding rock fractured zone in a roadway. Using the single factor and multi-factor orthogonal test method, the evolution law of roadway surrounding rock displacements, plastic zone and stress distribution under different conditions is studied. It reveals the roadway surrounding rock burst evolution process, and obtains five kinds of failure modes in deep soft rock roadway. Using the fuzzy mathematics clustering analysis method, the deep soft surrounding rock failure model in Zhujixi mine can be classified and pat-terns recognized. Compared to the identification results and the results detected by geological radar of surrounding rock loose circle, the reliability of the results of the pattern recognition is verified and lays the foundations for the support design of deep soft rock roadways.

  5. Force analysis of pile foundation in rock slope based on upper-bound theorem of limit

    Institute of Scientific and Technical Information of China (English)

    ZHAO Ming-hua; LIU Jian-hua; LIU Dai-quan; WANG You

    2008-01-01

    Based on the characteristic that the potential sliding surfaces of rock slope are commonly in the shape of either line or fold line, analysis thought of conventional pile foundation in the flat ground under complex load condition was applied and the upper-bound theorem of limit analysis was used to compute thrust of rock layers with all possible distribution shapes. The interaction of slope and pile was considered design load in terms of slope thrust, and the finite difference method was derived to calculate inner-force and displacement of bridge pile foundation in rock slope under complex load condition. The result of example shows that the distribution model of slope thrust has certain impact on displacement and inner-force of bridge pile foundation. The maximum displacement growth rate reaches 54% and the maximum moment and shear growth rates reach only 15% and 20%, respectively, but the trends of inner-force and displacement of bridge pile foundation are basically the same as those of the conventional pile foundation in the flat ground. When the piles bear the same level lateral thrust, the distribution shapes of slope thrust have different influence on inner-force of pile foundation, especially the rectangle distribution, and the triangle thrust has the smallest displacement and inner-force of pile foundation.

  6. Terrestrial LiDAR monitoring of rock slope-channel coupling

    Science.gov (United States)

    Bell, R.; Blöthe, J. H.; Meyer, N. K.; Hoffmann, T.; Hoffert, H.; Kreiner, D.; Elverfeldt, K. V.

    2009-04-01

    In steep terrain, various types of landslides (e.g. rock falls, debris flows and slides) are important erosional processes which often have a major impact on fluvial systems. On the one hand, they may divert river channels to opposite slopes or even block entire river channels, leading to the formation of landslide-dammed lakes. On the other hand, rivers prepare or even trigger landslides by undercutting slopes, which again will have an impact on the river channel. Our focus is on two study areas. One of them, the Schlichem Valley, is located in the Swabian Alb (SW-Germany), a lower mountain range consisting of Jurassic sedimentary rocks forming a cuesta landscape. There, the focus is on a larger landslide complex which blocked the river Schlichem three times during the 18th century and which is still active. Recent activity, especially at the location where the landslide enters the fluvial system, is investigated using Terrestrial LiDAR monitoring. The second study area is located in the Gesaeuse National Park in the Austrian Alps. There, various geomorphic environments are investigated by Terrestrial LiDAR including a vertical rock face in Dachstein limestone, which talus slope is directly coupled to the river Enns. The talus slope is built up by rock fall deposits, eroded mainly through smaller debris flow events. Furthermore, the talus slope is undercut by flood events of the river Enns. In this study a concept and first results are presented. They suggest how rock slope processes and their interactions with river channels can be monitored.

  7. 3D Identification and Stability Analysis of Key Surface Blocks of Rock Slope

    Institute of Scientific and Technical Information of China (English)

    李明超; 周四宝; 王刚

    2016-01-01

    Complicated geological structures make it difficult to analyze the stability of rock slopes, such as faults, weak intercalated layers or joint fissures. Based on 3D geological modeling and surface block identifying methods, an integrated methodology framework was proposed and realized to analyze the stability of surface blocks in rock slopes. The surface blocks cut by geological structures, fissures or free faces could be identified subjected to the four principles of closure, completeness, uniqueness and validity. The factor of safety(FOS)of single key block was calculated by the limit equilibrium method. If there were two or more connected blocks, they were defined as a block-group. The FOS of a block-group was computed by the Sarma method. The proposed approach was applied to an actual rock slope of a hydropower project, and some possible instable blocks were demonstrated and analyzed visually. The obtained results on the key blocks or block-groups provide essential information for determining po-tential instable region of rock slopes and designing effective support scheme in advance.

  8. Analytical Study of the Mechanical Behavior of Fully Grouted Bolts in Bedding Rock Slopes

    Science.gov (United States)

    Liu, C. H.; Li, Y. Z.

    2017-09-01

    Bolting is widely used as a reinforcement means for rock slopes. The support force of a fully grouted bolt is often provided by the combination of the axial and shear forces acting at the cross section of the bolt, especially for bedding rock slopes. In this paper, load distribution and deformation behavior of the deflecting section of a fully grouted bolt were analyzed, and a structural mechanical model was established. Based on force method equations and deformation compatibility relationships, an analytical approach, describing the contribution of the axial and shear forces acting at the intersection between the bolt and the joint plane to the stability of a rock slope, was developed. Influence of the inclination of the bolt to the joint plane was discussed. Laboratory tests were conducted with different inclinations of the bolt to the joint plane. Comparisons between the proposed approach, the experimental data and a code method were made. The calculation results are in good agreement with the test data. It is shown that transverse shear resistance plays a significant role to the bolting contribution and that the bigger the dip of the bolt to the joint plane, the more significant the dowel effect. It is also shown that the design method suggested in the code overestimates the resistance of the bolt. The proposed model considering dowel effect provides a more precise description on bolting properties of bedding rock slopes than the code method and will be helpful to improve bolting design methods.

  9. Evidence of rock slope breathing using ground-based InSAR

    Science.gov (United States)

    Rouyet, Line; Kristensen, Lene; Derron, Marc-Henri; Michoud, Clément; Blikra, Lars Harald; Jaboyedoff, Michel; Lauknes, Tom Rune

    2017-07-01

    Ground-Based Interferometric Synthetic Aperture Radar (GB-InSAR) campaigns were performed in summer 2011 and 2012 in the Romsdalen valley (Møre & Romsdal county, western Norway) in order to assess displacements on Mannen/Børa rock slope. Located 1 km northwest, a second GB-InSAR system continuously monitors the large Mannen rockslide. The availability of two GB-InSAR positions creates a wide coverage of the rock slope, including a slight dataset overlap valuable for validation. A phenomenon of rock slope breathing is detected in a remote and hard-to-access area in mid-slope. Millimetric upward displacements are recorded in August 2011. Analysis of 2012 GB-InSAR campaign, combined with the large dataset from the continuous station, shows that the slope is affected by inflation/deflation phenomenon between 5 and 10 mm along the line-of-sight. The pattern is not homogenous in time and inversions of movement have a seasonal recurrence. These seasonal changes are confirmed by satellite InSAR observations and can possibly be caused by hydrogeological variations. In addition, combination of GB-InSAR results, in situ measurements and satellite InSAR analyses contributes to a better overview of movement distribution over the whole area.

  10. Response of rock-fissure seepage to snowmelt in Mount Taihang slope-catchment, North China.

    Science.gov (United States)

    Cao, Jiansheng; Liu, Changming; Zhang, Wanjun

    2013-01-01

    The complex physiographic and hydrogeological systems of mountain terrains facilitate intense rock-fissure seepages and multi-functional ecological interactions. As mountain eco-hydrological terrains are the common water sources of river basins across the globe, it is critical to build sufficient understanding into the hydrological processes in this unique ecosystem. This study analyzes infiltration and soil/rock-fissure seepage processes from a 65 mm snowfall/melt in November 2009 in the typical granitic gneiss slope catchment in the Taihang Mountains. The snowfall, snowmelt and melt-water processes are monitored using soil-water time-domain reflectometry (TDR) probes and tipping bucket flowmeters. The results suggest that snowmelt infiltration significantly influences soil/rock water seepage in the 0-100 cm soil depth of the slope-catchment. It is not only air temperature that influences snowmelt, but also snowmelt infiltration and rock-fissure seepage. Diurnal variations in rock-fissure seepage are in close correlation with air temperature (R(2) > 0.7). Temperature also varies with soil/rock water viscosity, which element in turn influences soil/rock water flow. Invariably, water dynamics in the study area is not only a critical water supply element for domestic, industrial and agricultural uses, but also for food security and social stability.

  11. Influence of Loading System Stiffness on Post-peak Stress-Strain Curve of Stable Rock Failures

    Science.gov (United States)

    Xu, Y. H.; Cai, M.

    2017-09-01

    It is well known from laboratory testing that the rock failure process becomes unstable in a soft test machine due to excessive energy released from the machine. Great efforts had been devoted to increasing the loading system stiffness (LSS) of laboratory test machines to ensure that the post-peak stress-strain curve of rock can be obtained for underground rock engineering design. A comprehensive literature review on the development of stiff test machines reveals that because of the differences in the manufacturing arrangement of the test machines, LSS values of the test machines used for rock property testing are always finite and vary in a large range, and the influence of LSS on stable rock failure is less understood. A FEM-based numerical experiment is carried out to study the influence of LSS on the stress-strain curves of stable rock failure in uniaxial compression, with a focus on the post-peak deformation stage. Three test machine loadings including idealized rigid loading, platen loading, and frame-platen loading with finite LSS are considered, and the simulation results are analyzed and compared. The modeling results obtained from the simulations indicate that even if the LSS value is large enough to inhibit unstable rock failure, as long as LSS is finite, it has an influence on the post-peak stress-strain curve of rock. It is revealed that because the input energy supplied by the external energy source to drive the stable rock failure process is affected by the finite LSS of a test machine, the post-peak descending slopes of the stress-strain curves are all steeper than the post-peak descending slope obtained under an ideal loading condition of infinite LSS. An insight from this numerical experiment is that it might be more feasible to develop laboratory test machines with variable LSS that can match the local mine stiffness in the field for rock property testing.

  12. Rapid evolution of the paraglacial Moosfluh rock slope instability (Swiss Alps) captured by Sentinel-1

    Science.gov (United States)

    Manconi, Andrea; Glueer, Franziska; Loew, Simon

    2017-04-01

    The Great Aletsch Region (GAR, Swiss Alps) has undergone to several cycles of glacial advancement and retreat, which have deeply affected the evolution of the surrounding landscape. Currently, this region is one of the places where the effects of climate change can be strikingly observed, as the Aletsch glacier is experiencing a remarkable retreat with rates in the order of 50 meters every year. In particular, a deep-seated slope instability located in the area called "Moosfluh" has shown during the past 20 years evidences of a slow but progressive increase of surface displacement. The moving mass associated to the Moosfluh rockslide affects an area of about 2 km2 and entails a volume estimated in the order of 150-200 Mm3. In the late summer 2016, an unusual acceleration of the Moosfluh rockslide was observed. Compared to previous years, when ground deformations were in the order of few centimeters, in the period September-October 2016 maximum velocities have reached locally 1 m/day. Such a critical evolution resulted in an increased number of local rock failures and caused the generation of several deep tensile cracks, hindering the access to hiking paths visited by tourists. Moreover, surface deformations have also affected the Moosfluh cable car station, located near the crest of the unstable slope. In this critical framework, the information available on ground was not enough to disentangle the spatial extent of the most active region. To investigate that, we have processed a number of Sentinel-1 SAR images acquired over the GAR. We paired images with maximum temporal baseline spanning 12 and 24 days, in order to preserve the highest possible interferometric coherence over the target area. Secondly, by stacking surface displacements obtained from the differential interferograms, we have increased the signal-to-noise ratio to produce velocity maps of the Moosfluh landslide over the period of interest. This approach has allowed us to constrain the lateral borders

  13. Overpressure and fluid flow in the new jersey continental slope: implications for slope failure and cold seeps

    Science.gov (United States)

    Dugan; Flemings

    2000-07-14

    Miocene through Pleistocene sediments on the New Jersey continental slope (Ocean Drilling Program Site 1073) are undercompacted (porosity between 40 and 65%) to 640 meters below the sea floor, and this is interpreted to record fluid pressures that reach 95% of the lithostatic stress. A two-dimensional model, where rapid Pleistocene sedimentation loads permeable sandy silt of Miocene age, successfully predicts the observed pressures. The model describes how lateral pressure equilibration in permeable beds produces fluid pressures that approach the lithostatic stress where overburden is thin. This transfer of pressure may cause slope failure and drive cold seeps on passive margins around the world.

  14. 索矿露天边坡最终边坡角优化与破坏特征分析%The Analysis of the Final Sloping Angle Optimization and Failure Characteristics on the Slope in Suo Open Pit Mine

    Institute of Scientific and Technical Information of China (English)

    刘武团; 高忠; 雷明礼; 赵文奇; 严文炳; 程三建

    2015-01-01

    露天边坡角优化的前提是保证边坡的稳定,以新疆索矿极坚硬岩石边坡为例,利用Hoek-Brown准则将室内岩石力学参数折减成岩体参数,借助FLAC3D软件,采用强度折减理论对极坚硬岩质最终边坡角进行优化研究.研究结果表明:最终边坡角由原设计的60°提高至65°,极坚硬岩质边坡破坏类型属于平面滑动破坏,坡体以剪切破坏为主,坡脚的剪应变增量最大,剪应变增量区域从坡脚贯通到坡顶;坡脚的位移量最大,其位移方向水平向左、向上,坡顶位移向下.%Ensuring the stability of the slope is the premise of the slope angle for optimization.Taking an extremely hard rocks slope in Xinjiang as an example, indoor rock mechanics parameters are reduced to the rock mass parameters by Hoek-Brown strength criterion firstly.Then the sloping angle is analyzed and optimized using the strength reduction theory by FLAC3D.The results show that the final sloping angle is increased from 60 to 65.Failure type of extremely hard rock be-longs to the plane sliding failure.Shear failure is the main failure type of the slope.The shear strain increment is taken from the bottom of the slope to the top and maximum shear strain increment appears at the bottom of the slope.The maximum dis-placement of the slope occurred in the slope foot and the displacement direction is horizontal to the left and up.The dis-placement direction of the top is down.

  15. Effect of Different Groundwater Levels on Seismic Dynamic Response and Failure Mode of Sandy Slope.

    Directory of Open Access Journals (Sweden)

    Shuai Huang

    Full Text Available Heavy seismic damage tends to occur in slopes when groundwater is present. The main objectives of this paper are to determine the dynamic response and failure mode of sandy slope subjected simultaneously to seismic forces and variable groundwater conditions. This paper applies the finite element method, which is a fast and efficient design tool in modern engineering analysis, to evaluate dynamic response of the slope subjected simultaneously to seismic forces and variable groundwater conditions. Shaking table test is conducted to analyze the failure mode and verify the accuracy of the finite element method results. The research results show that dynamic response values of the slope have different variation rules under near and far field earthquakes. And the damage location and pattern of the slope are different in varying groundwater conditions. The destruction starts at the top of the slope when the slope is in no groundwater, which shows that the slope appears obvious whipping effect under the earthquake. The destruction starts at the toe of the slope when the slope is in the high groundwater levels. Meanwhile, the top of the slope shows obvious seismic subsidence phenomenon after earthquake. Furthermore, the existence of the groundwater has a certain effect of damping.

  16. Effect of Different Groundwater Levels on Seismic Dynamic Response and Failure Mode of Sandy Slope

    Science.gov (United States)

    Huang, Shuai; Lv, Yuejun; Peng, Yanju; Zhang, Lifang; Xiu, Liwei

    2015-01-01

    Heavy seismic damage tends to occur in slopes when groundwater is present. The main objectives of this paper are to determine the dynamic response and failure mode of sandy slope subjected simultaneously to seismic forces and variable groundwater conditions. This paper applies the finite element method, which is a fast and efficient design tool in modern engineering analysis, to evaluate dynamic response of the slope subjected simultaneously to seismic forces and variable groundwater conditions. Shaking table test is conducted to analyze the failure mode and verify the accuracy of the finite element method results. The research results show that dynamic response values of the slope have different variation rules under near and far field earthquakes. And the damage location and pattern of the slope are different in varying groundwater conditions. The destruction starts at the top of the slope when the slope is in no groundwater, which shows that the slope appears obvious whipping effect under the earthquake. The destruction starts at the toe of the slope when the slope is in the high groundwater levels. Meanwhile, the top of the slope shows obvious seismic subsidence phenomenon after earthquake. Furthermore, the existence of the groundwater has a certain effect of damping. PMID:26560103

  17. Effect of Different Groundwater Levels on Seismic Dynamic Response and Failure Mode of Sandy Slope.

    Science.gov (United States)

    Huang, Shuai; Lv, Yuejun; Peng, Yanju; Zhang, Lifang; Xiu, Liwei

    2015-01-01

    Heavy seismic damage tends to occur in slopes when groundwater is present. The main objectives of this paper are to determine the dynamic response and failure mode of sandy slope subjected simultaneously to seismic forces and variable groundwater conditions. This paper applies the finite element method, which is a fast and efficient design tool in modern engineering analysis, to evaluate dynamic response of the slope subjected simultaneously to seismic forces and variable groundwater conditions. Shaking table test is conducted to analyze the failure mode and verify the accuracy of the finite element method results. The research results show that dynamic response values of the slope have different variation rules under near and far field earthquakes. And the damage location and pattern of the slope are different in varying groundwater conditions. The destruction starts at the top of the slope when the slope is in no groundwater, which shows that the slope appears obvious whipping effect under the earthquake. The destruction starts at the toe of the slope when the slope is in the high groundwater levels. Meanwhile, the top of the slope shows obvious seismic subsidence phenomenon after earthquake. Furthermore, the existence of the groundwater has a certain effect of damping.

  18. Microseismic monitoring and numerical simulation on the stability of high-steep rock slopes in hydropower engineering

    Institute of Scientific and Technical Information of China (English)

    Chun’an Tang; Lianchong Li; Nuwen Xu; Ke Ma

    2015-01-01

    abstract For high-steep slopes in hydropower engineering, damage can be induced or accumulated due to a series of human or natural activities, including excavation, dam construction, earthquake, rainstorm, rapid rise or drop of water level in the service lifetime of slopes. According to the concept that the progressive damage (microseismicity) of rock slope is the essence of the precursor of slope instability, a microseismic monitoring system for high-steep rock slopes is established. Positioning accuracy of the monitoring system is tested by fixed-position blasting method. Based on waveform and cluster analyses of micro-seismic events recorded during test, the tempo-spatial distribution of microseismic events is analyzed. The deformation zone in the deep rock masses induced by the microseismic events is preliminarily delimited. Based on the physical information measured by in situ microseismic monitoring, an evaluation method for the dynamic stability of rock slopes is proposed and preliminarily implemented by combining microseismic monitoring and numerical modeling. Based on the rock mass damage model obtained by back analysis of microseismic information, the rock mass elements within the microseismic damage zone are automatically searched by finite element program. Then the stiffness and strength reductions are performed on these damaged elements accordingly. Attempts are made to establish the correlation between microseismic event, strength deterioration and slope dynamic instability, so as to quantitatively evaluate the dynamic stability of slope. The case studies about two practical slopes indi-cate that the proposed method can reflect the factor of safety of rock slope more objectively. Numerical analysis can help to understand the characteristics and modes of the monitored microseismic events in rock slopes. Microseismic monitoring data and simulation results can be used to mutually modify the sensitive rock parameters and calibrate the model. Combination

  19. Microseismic monitoring and numerical simulation on the stability of high-steep rock slopes in hydropower engineering

    Directory of Open Access Journals (Sweden)

    Chun'an Tang

    2015-10-01

    Full Text Available For high-steep slopes in hydropower engineering, damage can be induced or accumulated due to a series of human or natural activities, including excavation, dam construction, earthquake, rainstorm, rapid rise or drop of water level in the service lifetime of slopes. According to the concept that the progressive damage (microseismicity of rock slope is the essence of the precursor of slope instability, a microseismic monitoring system for high-steep rock slopes is established. Positioning accuracy of the monitoring system is tested by fixed-position blasting method. Based on waveform and cluster analyses of microseismic events recorded during test, the tempo-spatial distribution of microseismic events is analyzed. The deformation zone in the deep rock masses induced by the microseismic events is preliminarily delimited. Based on the physical information measured by in situ microseismic monitoring, an evaluation method for the dynamic stability of rock slopes is proposed and preliminarily implemented by combining microseismic monitoring and numerical modeling. Based on the rock mass damage model obtained by back analysis of microseismic information, the rock mass elements within the microseismic damage zone are automatically searched by finite element program. Then the stiffness and strength reductions are performed on these damaged elements accordingly. Attempts are made to establish the correlation between microseismic event, strength deterioration and slope dynamic instability, so as to quantitatively evaluate the dynamic stability of slope. The case studies about two practical slopes indicate that the proposed method can reflect the factor of safety of rock slope more objectively. Numerical analysis can help to understand the characteristics and modes of the monitored microseismic events in rock slopes. Microseismic monitoring data and simulation results can be used to mutually modify the sensitive rock parameters and calibrate the model

  20. Stability analysis and optimum reinforcement design for an intense weathered rock slope

    Science.gov (United States)

    Qi, Kuan; Tan, Zhuoying; Li, Wen

    2017-05-01

    In view of the complex structural characters of Chengmenshan copper mine slope, the slope stability should be analyzed and additional reinforcement measures need to be considered to ensure mining safety. In this paper, the slope model was built and its stability was analyzed by numerical simulation method under nature and dynamic loading state. After that the design of orthogonal experiment was discussed for the key factors which influence the reinforcement effect of anchors with SPSS software, and the primary and secondary relation of factors and the optimal combination were obtained using the range analysis method. Finally, the slope stability with optimal reinforcement measure was tested. The results show that the safety factor of slope under nature state is low and it is in the critical instability condition. Under dynamic loading state, the failure probability of slope increases from 0 to 18% as the seismic magnitude varies from 6 to 8. Primary and secondary sequence of factors that influence the anchor reinforcement effect is the bonding length, anchor installing angle, anchor length at 3rd bench, anchor length at 2nd bench and anchor length at 1st bench .The safety factor of slope reinforced with anchors is larger than 1.1, which could ensure the safety and stability of the slope.

  1. Revegetation of Acid Rock Drainage (ARD) Producing Slope Surface Using Phosphate Microencapsulation and Artificial Soil

    Science.gov (United States)

    Kim, Jae Gon

    2017-04-01

    Oxidation of sulfides produces acid rock drainage (ARD) upon their exposure to oxidation environment by construction and mining activities. The ARD causes the acidification and metal contamination of soil, surface water and groundwater, the damage of plant, the deterioration of landscape and the reduction of slope stability. The revegetation of slope surface is one of commonly adopted strategies to reduce erosion and to increase slope stability. However, the revegetation of the ARD producing slope surface is frequently failed due to its high acidity and toxic metal content. We developed a revegetation method consisting of microencapsualtion and artificial soil in the laboratory. The revegetation method was applied on the ARD producing slope on which the revegetation using soil coverage and seeding was failed and monitored the plant growth for one year. The phosphate solution was applied on sulfide containing rock to form stable Fe-phosphate mineral on the surface of sulfide, which worked as a physical barrier to prevent contacting oxidants such as oxygen and Fe3+ ion to the sulfide surface. After the microencapsulation, two artificial soil layers were constructed. The first layer containing organic matter, dolomite powder and soil was constructed at 2 cm thickness to neutralize the rising acidic capillary water from the subsurface and to remove the dissolved oxygen from the percolating rain water. Finally, the second layer containing seeds, organic matter, nutrients and soil was constructed at 3 cm thickness on the top. After application of the method, the pH of the soil below the artificial soil layer increased and the ARD production from the rock fragments reduced. The plant growth showed an ordinary state while the plant died two month after germination for the previous revegetation trial. No soil erosion occurred from the slope during the one year field test.

  2. Characterization and monitoring of the Séchilienne rock slope using 3D imaging methods (Isère, France)

    Science.gov (United States)

    Vulliez, Cindy; Guerin, Antoine; Abellán, Antonio; Derron, Marc-Henri; Jaboyedoff, Michel; Chanut, Marie-Aurélie; Dubois, Laurent; Duranthon, Jean-Paul

    2016-04-01

    The Séchilienne landslide located in the Romanche Valley (Isère, France) is a well instrumented mass movements of about 650 m high and 250 m wide, with a potential volume of about 3 million m3 in the most active part (Duranthon and Effendiantz, 2004 ; Kasperski et al., 2010). The slope, which is mainly composed of micaschist, is characterized by the presence of a NE-SW sub-vertical fracturing system involved in the destabilization of the area. The rock slope has been continuously moving since the eighties decade, with a growing acceleration during the period 2009-2013 followed by a progressive stabilization during the last years. The monitoring of the active part of the rock slide is currently carried out by an instrumentation system in order to prevent a large failure. In this work, we used different 3D techniques in order to monitor the whole rock slide displacements in three dimensions, as follows: (a) First of all, we used a Terrestrial Laser Scanning to obtain high resolution point clouds (8 cm point spacing) of the rock slope geometry. Nine different fieldwork campaigns were performed during the last six years, as follows: Aug. 2009, Jul. 2010, Nov. 2011, Nov. 2012, Jun. and Nov. 2013, Jul. and Oct. 2014, May 2015, which provided a set of 3D representations of the rock slope topography over time; (b) In addition, we used three Helicopter-based Laser Scanning campaigns carried out in Jan. 2011, Feb. 2012 and Mar. 2014 acquired by the Cerema (Chanut et al., 2014); (c) Finally, more than 600 photos were taken in Apr. 2015 in order to build a photogrammetric model of the area using Structure-from-Motion (SfM) workflow in Agisoft PhotoScan software. All types of data were complementary for the study of the movement and allowed us having a good spatial vision of the evolution of the most active part of the slope. A detailed structural analysis was performed from both LiDAR and SfM point clouds using Coltop3D (Jaboyedoff et al., 2007). Eight joint sets were

  3. Progressive failure analysis of slope with strain-softening behaviour based on strength reduction method

    Institute of Scientific and Technical Information of China (English)

    Ke ZHANG; Ping CAO; Rui BAO

    2013-01-01

    Based on the strength reduction method and strain-softening model,a method for progressive failure analysis of strain-softening slopes was presented in this paper.The mutation is more pronounced in strain-softening analysis,and the mutation of displacement at slope crest was taken as critical failure criterion.An engineering example was provided to demonstrate the validity of the present method.This method was applied to a cut slope in an industry site.The results are as follows: (1) The factor of safety and the critical slip surface obtained by the present method are between those by peak and residual strength.The analysis with peak strength would lead to non-conservative results,but that with residual strength tends to be overly conservative.(2) The thickness of the shear zone considering strain-softening behaviour is narrower than that with non-softening analysis.(3) The failure of slope is the process of the initiation,propagation and connection of potential failure surface.The strength parameters are mobilized to a non-uniform degree while progressive failure occurs in the slope.(4) The factor of safety increases with the increase of residual shear strain threshold and elastic modulus.The failure mode of slope changes from shallow slip to deep slip.Poisson's ratio and dilation angle have little effect on the results.

  4. Modeling rock failure using the numerical manifold method followed by the discontinuous deformation analysis

    Institute of Scientific and Technical Information of China (English)

    You-Jun Ning; Xin-Mei An; Qing Lü; Guo-Wei Ma

    2012-01-01

    A complete rock failure process usually involves opening/sliding of preexisting discontinuities as well as fracturing in intact rock bridges to form persistent failure surfaces and subsequent motions of the generated rock blocks.The recently developed numerical manifold method (NMM)has potential for modelling such a complete failure process.However,the NMM suffers one limitation,i.e.,unexpected material domain area change occurs in rotation modelling.This problem can not be easily solved because the rigid body rotation is not represented explicitly in the NMM.The discontinuous deformation analysis (DDA) is specially developed for modelling discrete block systems.The rotationinduced material area change in the DDA modelling can be avoided conveniently because the rigid body rotation is represented in an explicit form.In this paper,a transition technique is proposed and implemented to convert a NMM modelling to a DDA modelling so as to simulate a complete rock failure process entirely by means of the two methods,in which the NMM is adopted to model the early fracturing as well as the transition from continua to discontinua,while the DDA is adopted to model the subsequent motion of the generated rock blocks.Such a numerical approach also improves the simulation efficiency greatly as compared with a complete NMM modelling approach.The fracturing of a rock slab with pre-existing non-persistent joints located on a slope crest and the induced rockfall process are simulated.The validity of the modelling transition from the NMM to the DDA is verified and the applicability of the proposed numerical approach is investigated.

  5. A novel risk assessment method for landfill slope failure: Case study application for Bhalswa Dumpsite, India.

    Science.gov (United States)

    Jahanfar, Ali; Amirmojahedi, Mohsen; Gharabaghi, Bahram; Dubey, Brajesh; McBean, Edward; Kumar, Dinesh

    2017-03-01

    Rapid population growth of major urban centres in many developing countries has created massive landfills with extraordinary heights and steep side-slopes, which are frequently surrounded by illegal low-income residential settlements developed too close to landfills. These extraordinary landfills are facing high risks of catastrophic failure with potentially large numbers of fatalities. This study presents a novel method for risk assessment of landfill slope failure, using probabilistic analysis of potential failure scenarios and associated fatalities. The conceptual framework of the method includes selecting appropriate statistical distributions for the municipal solid waste (MSW) material shear strength and rheological properties for potential failure scenario analysis. The MSW material properties for a given scenario is then used to analyse the probability of slope failure and the resulting run-out length to calculate the potential risk of fatalities. In comparison with existing methods, which are solely based on the probability of slope failure, this method provides a more accurate estimate of the risk of fatalities associated with a given landfill slope failure. The application of the new risk assessment method is demonstrated with a case study for a landfill located within a heavily populated area of New Delhi, India.

  6. Determination of stability of epimetamorphic rock slope using Minimax Probability Machine

    Directory of Open Access Journals (Sweden)

    Manoj Kumar

    2016-01-01

    Full Text Available The article employs Minimax Probability Machine (MPM for the prediction of the stability status of epimetamorphic rock slope. The MPM gives a worst-case bound on the probability of misclassification of future data points. Bulk density (d, height (H, inclination (β, cohesion (c and internal friction angle (φ have been used as input of the MPM. This study uses the MPM as a classification technique. Two models {Linear Minimax Probability Machine (LMPM and Kernelized Minimax Probability Machine (KMPM} have been developed. The generalization capability of the developed models has been checked by a case study. The experimental results demonstrate that MPM-based approaches are promising tools for the prediction of the stability status of epimetamorphic rock slope.

  7. A Genetic Algorithm for Locating the Multiscale Critical Slip Surface in Jointed Rock Mass Slopes

    Directory of Open Access Journals (Sweden)

    Qiang Xu

    2014-01-01

    Full Text Available The joints have great influence on the strength of jointed rock mass and lead to the multiscale, nonhomogeneous, and anisotropic characteristics. In order to consider these effects, a new model based on a genetic algorithm is proposed for locating the critical slip surface (CSS in jointed rock mass slope (JRMS from its stress field. A finite element method (FEM was employed to analyze the stress field. A method of calculating the mechanical persistence ratio (MPR was used. The calculated multiscale and anisotropic characteristics of the MPR were used in the fitness function of genetic algorithm (GA to calculate the factor of safety. The GA was used to solve optimization problems of JRMS stability. Some numerical examples were given. The results show that the multiscale and anisotropic characteristics of the MPR played an important role in locating the CSS in JRMS. The proposed model calculated the CSS and the factor of safety of the slope with satisfactory precision.

  8. Using a Remotely Piloted Aircraft System (RPAS) to analyze the stability of a natural rock slope

    Science.gov (United States)

    Salvini, Riccardo; Esposito, Giuseppe; Mastrorocco, Giovanni; Seddaiu, Marcello

    2016-04-01

    This paper describes the application of a rotary wing RPAS for monitoring the stability of a natural rock slope in the municipality of Vecchiano (Pisa, Italy). The slope under investigation is approximately oriented NNW-SSE and has a length of about 320 m; elevation ranges from about 7 to 80 m a.s.l.. The hill consists of stratified limestone, somewhere densely fractured, with dip direction predominantly oriented in a normal way respect to the slope. Fracture traces are present in variable lengths, from decimetre to metre, and penetrate inward the rock versant with thickness difficult to estimate, often exceeding one meter in depth. The intersection between different fracture systems and the slope surface generates rocky blocks and wedges of variable size that may be subject to phenomena of gravitational instability (with reference to the variation of hydraulic and dynamic conditions). Geometrical and structural info about the rock mass, necessary to perform the analysis of the slope stability, were obtained in this work from geo-referenced 3D point clouds acquired using photogrammetric and laser scanning techniques. In particular, a terrestrial laser scanning was carried out from two different point of view using a Leica Scanstation2. The laser survey created many shadows in the data due to the presence of vegetation in the lower parts of the slope and limiting the feasibility of geo-structural survey. To overcome such a limitation, we utilized a rotary wing Aibotix Aibot X6 RPAS geared with a Nikon D3200 camera. The drone flights were executed in manual modality and the images were acquired, according to the characteristics of the outcrops, under different acquisition angles. Furthermore, photos were captured very close to the versant (a few meters), allowing to produce a dense 3D point cloud (about 80 Ma points) by the image processing. A topographic survey was carried out in order to guarantee the necessary spatial accuracy to the process of images exterior

  9. Vulnerability and adaptation of urban dwellers in slope failure threats--a preliminary observation for the Klang Valley Region.

    Science.gov (United States)

    Thanapackiam, P; Salleh, Khairulmaini Osman; Ghaffar, Fauza Ab

    2012-04-01

    This paper discusses the outcome of a research that examines the relationships between vulnerability and adaptation of urban dwellers to the slope failure threat in the Klang Valley Region. Intense urban landuse expansions in the Klang Valley Region have increased urban dwellers vulnerability to slope failures in recent years. The Klang Valley Region was chosen as the study area due to the increasing intensities and frequencies of slope failures threat. This paper examines urban dwellers vulnerability based on their (1) population and demographics characteristics, (2) the state of physical structures of dwellings and (3) the situation of the immediate environment threatened by slope failures. The locations of slope failure incidents were identified, mapped and examined followed with a detailed field study to identified areas. The results identified significant relationships between vulnerability indicators and slope failures in the Klang Valley Region. The findings of the study are envisaged to give valuable insights on addressing the threat of slope failures in the Klang Valley Region.

  10. A 3D Analysis of Rock Block Deformation and Failure Mechanics Using Terrestrial Laser Scanning

    Science.gov (United States)

    Rowe, Emily; Hutchinson, D. Jean; Kromer, Ryan A.; Edwards, Tom

    2017-04-01

    Many natural geological hazards are present along the Thompson River corridor in British Columbia, Canada, including one particularly hazardous rocky slope known as the White Canyon. Railway tracks used by Canadian National (CN) and Canadian Pacific (CP) Railway companies pass through this area at the base of the Canyon slope. The geologically complex and weathered rock face exposed at White Canyon is prone to rockfalls. With a limited ditch capacity, these falling rocks have the potential to land on the tracks and therefore increase the risk of train derailment. Since 2012, terrestrial laser scanning (TLS) data has been collected at this site on a regular basis to enable researchers at Queen's University to study these rockfalls in greater detail. In this paper, the authors present a summary of an analysis of these TLS datasets including an examination of the pre-failure deformation patterns exhibited by failed rock blocks as well as an investigation into the influence of structural constraints on the pre-failure behavior of these blocks. Aligning rockfall source zones in an early point cloud dataset to a later dataset generates a transformation matrix describing the movement of the block from one scan to the next. This process was repeated such that the motion of the block over the entire TLS data coverage period was measured. A 3D roto-translation algorithm was then used to resolve the motion into translation and rotation components (Oppikofer et al. 2009; Kromer et al. 2015). Structural information was plotted on a stereonet for further analysis. A total of 111 rockfall events exceeding a volume of 1 m3 were analyzed using this approach. The study reveals that although some rockfall source blocks blocks do not exhibit detectable levels of deformation prior to failure, others do experience cm-level translation and rotation on the order of 1 to 6 degrees before detaching from the slope. Moreover, these movements may, in some cases, be related to the discontinuity

  11. APPLICATION OF LASER SCANNING SURVEYING TO ROCK SLOPES RISK ASSESSMENT ANALYSIS

    Directory of Open Access Journals (Sweden)

    M. Corsetti

    2014-01-01

    Full Text Available The methods for understanding rock instability mechanisms and for evaluating potential destructive scenarios are of great importance in risk assessment analysis dedicated to the establishment of appropriate prevention and mitigation actions. When the portion of the unstable rock mass is very large, effective actions to counteract the risks are complex and expensive. In these conditions, an optimal risk management cannot ignore procedures able to faster and accurately acquire i geometrical data for modeling the geometry of the rock walls and implementing reliable forecasting models and ii monitoring data able to describe the magnitude and the direction of deformation processes. These data contributes to the prediction of the behavior of a landslide if the measurements are acquired frequently and reliable numerical models can be implemented. Innovative geomatic techniques, based on GPS, Terrestrial Laser Scanning Surveying (TLS, automated total station and satellite and ground SAR Interferometry, have been recently applied to define the geometry and monitoring the displacements of unstable slopes. Among these, TLS is mainly adopted to generate detailed 3D models useful to reconstruct rock wall geometry by contributing to the estimation of geo-mechanical parameters, that is orientation, persistence and apparent spacing of rock discontinuities. Two examples of applications of TLS technique to the analysis of a large front in a quarry and of a rock shoulder of a dam are presented.

  12. Distribution, richness, quality, and thermal maturity of source rock units on the North Slope of Alaska

    Science.gov (United States)

    Peters, K.E.; Bird, K.J.; Keller, M.A.; Lillis, P.G.; Magoon, L.B.

    2003-01-01

    Four source rock units on the North Slope were identified, characterized, and mapped to better understand the origin of petroleum in the area: Hue-gamma ray zone (Hue-GRZ), pebble shale unit, Kingak Shale, and Shublik Formation. Rock-Eval pyrolysis, total organic carbon analysis, and well logs were used to map the present-day thickness, organic quantity (TOC), quality (hydrogen index, HI), and thermal maturity (Tmax) of each unit. To map these units, we screened all available geochemical data for wells in the study area and assumed that the top and bottom of the oil window occur at Tmax of ~440° and 470°C, respectively. Based on several assumptions related to carbon mass balance and regional distributions of TOC, the present-day source rock quantity and quality maps were used to determine the extent of fractional conversion of the kerogen to petroleum and to map the original organic richness prior to thermal maturation.

  13. Analytical solutions for recession analyses of sloping aquifers - applicability on relict rock glaciers in alpine catchments

    Science.gov (United States)

    Pauritsch, Marcus; Birk, Steffen; Hergarten, Stefan; Kellerer-Pirklbauer, Andreas; Winkler, Gerfried

    2014-05-01

    Rock glaciers as aquifer systems in alpine catchments may strongly influence the hydrological characteristics of these catchments. Thus, they have a high impact on the ecosystem and potential natural hazards such as for example debris flow. Therefore, knowledge of the hydrodynamic processes, internal structure and properties of these aquifers is important for resource management and risk assessment. The investigation of such aquifers often turns out to be expensive and technically complicated because of their strongly limited accessibility. Analytical solutions of discharge recession provide a quick and easy way to estimate aquifer parameters. However, due to simplifying assumptions the validity of the interpretation is often questionable. In this study we compared results of an analytical solution of discharge recessions with results based on a numerical model. This was done in order to analyse the range of uncertainties and the applicability of the analytical method in alpine catchment areas. The research area is a 0.76 km² large catchment in the Seckauer Tauern Range, Austria. The dominant aquifer in this catchment is a rock glacier, namely the Schöneben Rock Glacier. This relict rock glacier (i.e. containing no permafrost at present) covers an area of 0.11 km² and is drained by one spring at the rock glacier front. The rock glacier consists predominantly of gneissic sediments (mainly coarse-grained, blocky at the surface) and extends from 1720 to 1905 m a.s.l.. Discharge of the rock glacier spring is automatically measured since 2002. Electric conductivity and water temperature is monitored since 2008. An automatic weather station was installed in 2011 in the central part of the catchment. Additionally data of geophysical surveys (refraction seismic and ground penetrating radar) have been used to analyse the base slope and inner structure of the rock glacier. The measured data are incorporated into a numerical model implemented in MODFLOW. The numerical

  14. North Slope, Alaska: Source rock distribution, richness, thermal maturity, and petroleum charge

    Science.gov (United States)

    Peters, K.E.; Magoon, L.B.; Bird, K.J.; Valin, Z.C.; Keller, M.A.

    2006-01-01

    Four key marine petroleum source rock units were identified, characterized, and mapped in the subsurface to better understand the origin and distribution of petroleum on the North Slope of Alaska. These marine source rocks, from oldest to youngest, include four intervals: (1) Middle-Upper Triassic Shublik Formation, (2) basal condensed section in the Jurassic-Lower Cretaceous Kingak Shale, (3) Cretaceous pebble shale unit, and (4) Cretaceous Hue Shale. Well logs for more than 60 wells and total organic carbon (TOC) and Rock-Eval pyrolysis analyses for 1183 samples in 125 well penetrations of the source rocks were used to map the present-day thickness of each source rock and the quantity (TOC), quality (hydrogen index), and thermal maturity (Tmax) of the organic matter. Based on assumptions related to carbon mass balance and regional distributions of TOC, the present-day source rock quantity and quality maps were used to determine the extent of fractional conversion of the kerogen to petroleum and to map the original TOC (TOCo) and the original hydrogen index (HIo) prior to thermal maturation. The quantity and quality of oil-prone organic matter in Shublik Formation source rock generally exceeded that of the other units prior to thermal maturation (commonly TOCo > 4 wt.% and HIo > 600 mg hydrocarbon/g TOC), although all are likely sources for at least some petroleum on the North Slope. We used Rock-Eval and hydrous pyrolysis methods to calculate expulsion factors and petroleum charge for each of the four source rocks in the study area. Without attempting to identify the correct methods, we conclude that calculations based on Rock-Eval pyrolysis overestimate expulsion factors and petroleum charge because low pressure and rapid removal of thermally cracked products by the carrier gas retards cross-linking and pyrobitumen formation that is otherwise favored by natural burial maturation. Expulsion factors and petroleum charge based on hydrous pyrolysis may also be high

  15. Feature of resistivity response of slope from steady to unsteady

    Institute of Scientific and Technical Information of China (English)

    谢忠球; 张玉池; 温佩琳; 段靓靓

    2008-01-01

    Using resistivity as index and referring to the law about effect of slope to resistivity,the apparent resistivities of geophysical model concerned with unsteady rock type slope failure were calculated systematically by using the boundary integral equation method.After studying the feature of resistivity response of slope failure,the variety of resistivity during evolution of slope from steady to unsteady was found and the characteristics of resistivity response about slope failure was concluded.These make electrical exploring method for detecting the slip plane or structural plane of slope failure,evaluating the stability of the slope,and forecasting slope failure become true.

  16. Fully-coupled hydrologic/geomechanical simulations of slope failure in a prototypical steep mountain catchment

    Science.gov (United States)

    White, J. A.; Borja, R. I.; Ebel, B. A.; Loague, K.

    2009-12-01

    This work presents a physics-based framework for continuum modeling of hydrologically-driven slope failure. The analyses employ a mixed finite element formulation for variably-saturated geomaterials undergoing elastoplastic deformations. The deforming soil mass is treated as a multiphase continuum, and the governing mass and momentum balance equations are solved in a fully-coupled manner. This tight coupling is necessary to capture key features of slope behavior. To test the coupled formulation, we present a three-dimensional slope analysis motivated by a 1996 landslide that occurred at a steep experimental catchment (CB1) near Coos Bay, Oregon. Simulations are used to quantify the rainfall-induced slope deformation and assess the failure potential. Results of parametric studies suggest that for a steep hillslope underlain by bedrock, similar to the CB1 site, failure would occur by a multiple slide block mechanism, with progressive failure surfaces forming at the bedrock interface and propagating to the surface. Extensive field observations and experimental measurements made at the CB1 site provide a rich data set to calibrate and evaluate the proposed numerical model. We take the opportunity, however, to point out those features of the model that are not well-constrained by available field data, but which may play an important role in determing the timing and location of failure. These observations are used to assess the current state of predictive capability of the slope simulations, and to inform the design of future field experiments.

  17. Evaluation of Acid Producing Potential of Road-cut Rock Slopes

    Science.gov (United States)

    Min, K.; Han, D.

    2006-12-01

    Acid rock drainage (ARD) developed as a result of road construction represents a number of technical, environmental, and social problems. Engineering impacts from ARD, the product of atmospheric oxidation of rock-forming sulfide minerals, including degradation of surface water quality, disintegration of construction materials, and structural damage of buildings, have been documented widely around the world. To characterize the ARD and to evaluate acid producing potential of road-cut rocks, samples of rocks and water were collected from two road-cut sites of shale to phyllite showing such visual indicators of ARD as orange iron precipitates along streambed and rocks. Acid Base Accounting (ABA) test, the most commonly applied static test to evaluate the potential acidity, and X-ray diffraction (XRD) analysis were performed for fifteen rock samples. In terms of NAPP (Net Acid Producing Potential) and NAGpH (pH of Net Acid Generation), seven, four, and four rock samples were classified into a PAF (potentially acid forming) group, a NAF (non-acid forming) group, and an uncertain group, respectively. Water samples with low pH of 4.4, low DO (dissolved oxygen), and high contents of heavy metals and sulfate ion showed the generation of ARD in the studied area, which confirmed the applicability of ABA test to prediction of ARD in road-cut rock slopes. Evaluation of acid producing potential of earth materials should be an essential step in the pre-design stage of construction works especially in the vicinity of mining areas.

  18. Seismic failure mechanisms for loaded slopes with associated and nonassociated flow rules

    Institute of Scientific and Technical Information of China (English)

    YANG Xiao-li; SUI Zhi-rong

    2008-01-01

    Seismic failure mechanisms were investigated for soil slopes subjected to strip load with upper bound method of limit analysis and finite difference method of numerical simulation, considering the influence of associated and nonassociated flow rules. Quasi-static representation of soil inertia effects using a seismic coefficient concept was adopted for seismic failure analysis. Numerical study was conducted to investigate the influences of dilative angle and earthquake on the seismic failure mechanisms for the loaded slope, and the failure mechanisms for different dilation angles were compared. The results show that dilation angle has influences on the seismic failure surfaces, that seismic maximum displacement vector decreases as the dilation angle increases, and that seismic maximum shear strain rate decreases as the dilation angle increases.

  19. Geophysical anatomy of counter-slope scarps in sedimentary flysch rocks (Outer Western Carpathians)

    Science.gov (United States)

    Tábořík, P.; Lenart, J.; Blecha, V.; Vilhelm, J.; Turský, O.

    2017-01-01

    A multidisciplinary geophysical survey, consisting of electrical resistivity tomography (ERT), ground penetrating radar (GPR), shallow seismic refraction (SSR) and gravity survey (GS), was used to investigate the counter-slope scarps, one of the typical manifestations of the relaxed zones of rock massifs, and the possible initial stages of deep-seated landslides (DSLs). Two upper parts of the extensive DSLs within the Moravskoslezské Beskydy Mountains (Outer Western Carpathians - OWC) built by the sedimentary flysch rock were chosen as the testing sites. A combined geophysical survey on the flysch rocks was performed on both localities to enhance our present findings. The survey revealed that the ERT is able to reliably detect underground discontinuities, which are manifested at the ground surface by one of the typical landforms (tension cracks, trenches, pseudokarst sinkholes, double-crested ridges and counter-slope scarps). Previous studies suggested that bedrock discontinuities should be depicted by high-resistivity features within ERT surveying. According to SSR and GS, expected zones of weakened rock massif were not confirmed directly underneath the superficial landforms, but they were shifted. Based on the SSR and GS measurements, the depicted high-contrast transitions between high- and low-resistivity domains within the ERT profiles were newly identified as possible manifestation of bedrock discontinuities. The results of GPR measurements give only limited information on the sedimentary flysch rocks, due to shallow penetrating depth and locally strong signal attenuation. The combined results of multidisciplinary geophysical surveying confirmed an importance of employing more than one geophysical technique for integrated interpretations of measured data. Integrated interpretations of the measured geophysical data provided a new insight into massif disintegration and the geomorphic origin of the landforms related to the DSL.

  20. Experimental study on pore pressure in rock-soil slope during reservoir water level fluctuation

    Institute of Scientific and Technical Information of China (English)

    LIU; Yuewu; CHEN; Huixin; LIU; Qingquan; GONG; Xin; ZHANG

    2005-01-01

    A test system was developed for measuring the pore pressure in porous media, and a new model was devised for the pore pressure testing in both saturated and unsaturated rock-soil. Laboratory experiments were carried out to determine the pore pressure during water level fluctuation. The variations of transient pore pressure vs. time at different locations of the simulated rock-soil system were acquired and processed, and meanwhile the deformation and failure of the model are observed. The experiment results show that whether the porous media are saturated or not, the transient pore pressure is mainly dependent on the water level fluctuation, and coupled with the variation of the stress field.

  1. The Effect of Rainfall Patterns on the Mechanisms of Shallow Slope Failure

    Directory of Open Access Journals (Sweden)

    Muhammad Suradi

    2014-04-01

    Full Text Available This paper examines how rainfall patterns affect the mechanisms of shallow slope failure. Numerical modelling, utilising the commercial software SVFlux and SVSlope, was carried out for a coupled analysis of rainfall-induced slope seepage and instability, with reference to a shallow landslide took place in Jabiru, Northern Territory (NT Australia in 2007. Rainfall events were varied in terms of pattern in this analysis. The results revealed that slopes are sensitive to rainfall pattern when the rainfall intensity has a high degree of fluctuation at around the same value as that of saturated hydraulic conductivity. Average rainfall intensity at the beginning of a rainfall period plays a primary role in determining the rate of decrease in initial factor of safety (Fi towards minimum factor of safety (Fmin. The effect of rainfall events on the slope instability is attributed to the amount of rainwater infiltration into slope associated with rainfall pattern.

  2. SYSTEM RELIABILITY ANALYSIS OF ROCK SLOPES CONSIDERING ROCK BOLT CORROSION%考虑锚杆腐蚀作用的岩质边坡系统可靠度分析

    Institute of Scientific and Technical Information of China (English)

    李典庆; 蒋水华; 张利民; 周创兵

    2013-01-01

    锚杆腐蚀是导致锚固工程事故的重要原因之一,为此,主要研究锚杆腐蚀作用对锚固岩质边坡系统可靠度的影响.首先,在系统分析现有钢筋腐蚀模型及锚杆腐蚀试验数据基础上,确定锚杆腐蚀模型.分析与腐蚀作用相关的锚杆自由段屈服失效模式和锚固段锚杆与注浆体界面黏结失效模式,进而确定相应的锚固边坡失效模式.给出基于蒙特卡洛模拟的边坡时变系统可靠度分析方法,并以锚固岩质边坡为例证明所提方法的有效性.结果表明:K.A.T.Vu和M.G Stewart提出的钢筋腐蚀模型适用于分析处于密闭潮湿和干湿交替环境条件之间的锚杆腐蚀作用.在锚杆服役的前期,自由段锚杆的腐蚀作用对边坡稳定性的影响较大,而在后期锚固段锚杆的腐蚀作用对边坡稳定性的影响开始变得较大,并且锚杆服役后期锚固力和边坡系统失效概率的变化幅度明显大于前期.边坡系统失效概率随锚杆握裹层厚度的增加而减小,随注浆体水灰比的增加而增大,当握裹层厚度和水灰比达到一定值时,边坡系统失效概率随时间增大的程度并不明显.%A large number of engineering accidents have demonstrated that the failures of rock bolts are mainly induced by the corrosion of reinforcing steel bars.This study aims to investigate the effect of rock bolt corrosion on the system reliability of anchored rock slopes.A uniform corrosion model for rock bolts and its applicable environmental conditions are first examined based on systematical analysis of the existing corrosion models for reinforcing steel bars and the experiment data for rock bolt corrosion.Two failure modes related to rock bolt corrosion are determined.They are the yield failure mode of rock bolts at free section and the bond failure mode at the bolt-grout interface,respectively.Then,the failure models of anchored rock slope corresponding to those of rock bolts are established

  3. Application of Three-Dimensional Laser Scanning and Surveying in Geological Investigation of High Rock Slope

    Institute of Scientific and Technical Information of China (English)

    Huang Runqiu; Dong Xiujun

    2008-01-01

    The appearance of 3D laser scanning technology is one of the most important technology revolutions in surveying and mapping field. It can be widely used in many interrelated fields, such as engineering constructions and 3D measurements, owing to its prominent characteristics of the high efficiency and high precision. At present its application is still in the initial state, and it is quite rarely used in China, especially in geotechnical engineering and geological engineering fields. Starting with a general introduction of 3D laser scanning technology, this article studies how to apply the technology to high rock slope investigations. By way of a case study, principles and methods of quick slope documentation and occurrence measurement of discontinuities are discussed and analyzed. Analysis results show that the application of 3D laser scanning technology to geotechnical and geological engineering has a great prospect and value.

  4. Workflow for the fast evaluation of rock mass properties and stability of rock slopes along trafficways in Lower Austria

    Science.gov (United States)

    Straka, Wolfgang; Zangerl, Christian

    2016-04-01

    In Lower Austria there is a total of 17.000 km of provincial and 24.000 km of communal roads, to be maintained by the province and the municipalities. In addition, there are approx. 1.500 km of railroads, and the Danube as a major waterway. A large part of this infrastructure is, or is potentially, affected by various types of instability of adjacent slopes. Due to insufficient knowledge, as well as slope design and management practice in the past, every year, especially in connection to weather extremes, slopes known to be critical become active landslides again, and unexpected new ones arise, causing damage as well as financial stress. Engineering intervention, if possible, should be quick and effective. Geologists and engineers in public service, not having the means for detailed investigation in most cases, are using guidelines to assess the requirements to be met by slope design on traffic ways. But these guidelines don't reflect many of the newer scientific advances. Therefore, scientists at BOKU and backers in the administration want to gain more insight into causative factors, which, if successful, may render maintenance of traffic lines under critical conditions more effective and predictable. The specific project goal is to produce new guidelines to allow quick assessment of the most likely behaviour of rock masses common in the area, especially when cut into shape along infrastructure lines, using readily available information. The scientific investigations include simple and ready tests (like Schmidt hammer), as well as photogrammetry, laserscanning, and other complex geophysical and numerical techniques, but the final product (guidelines) is expected to work without such difficult methods. It is important to note, on the other hand, that the rock mass stability classification inherent in the new guidelines must allow distinction between conclusions which are safe, and conjectures which are in need of validation by contracted experts. It is planned to

  5. Numerical probabilistic analysis for slope stability in fractured rock masses using DFN-DEM approach

    Directory of Open Access Journals (Sweden)

    Alireza Baghbanan

    2017-06-01

    Full Text Available Due to existence of uncertainties in input geometrical properties of fractures, there is not any unique solution for assessing the stability of slopes in jointed rock masses. Therefore, the necessity of applying probabilistic analysis in these cases is inevitable. In this study a probabilistic analysis procedure together with relevant algorithms are developed using Discrete Fracture Network-Distinct Element Method (DFN-DEM approach. In the right abutment of Karun 4 dam and downstream of the dam body, five joint sets and one major joint have been identified. According to the geometrical properties of fractures in Karun river valley, instability situations are probable in this abutment. In order to evaluate the stability of the rock slope, different combinations of joint set geometrical parameters are selected, and a series of numerical DEM simulations are performed on generated and validated DFN models in DFN-DEM approach to measure minimum required support patterns in dry and saturated conditions. Results indicate that the distribution of required bolt length is well fitted with a lognormal distribution in both circumstances. In dry conditions, the calculated mean value is 1125.3 m, and more than 80 percent of models need only 1614.99 m of bolts which is a bolt pattern with 2 m spacing and 12 m length. However, as for the slopes with saturated condition, the calculated mean value is 1821.8 m, and more than 80 percent of models need only 2653.49 m of bolts which is equivalent to a bolt pattern with 15 m length and 1.5 m spacing. Comparison between obtained results with numerical and empirical method show that investigation of a slope stability with different DFN realizations which conducted in different block patterns is more efficient than the empirical methods.

  6. Copula-Based Slope Reliability Analysis Using the Failure Domain Defined by the g-Line

    Directory of Open Access Journals (Sweden)

    Xiaoliang Xu

    2016-01-01

    Full Text Available The estimation of the cross-correlation of shear strength parameters (i.e., cohesion and internal friction angle and the subsequent determination of the probability of failure have long been challenges in slope reliability analysis. Here, a copula-based approach is proposed to calculate the probability of failure by integrating the copula-based joint probability density function (PDF on the slope failure domain delimited with the g-line. Here, copulas are used to construct the joint PDF of shear strength parameters with specific marginal distributions and correlation structure. In the paper a failure (limit state function approach is applied to investigate a system characterized by a homogeneous slope. The results show that the values obtained by using the failure function approach are similar to those calculated by means of conventional methods, such as the first-order reliability method (FORM and Monte Carlo simulations (MC. In addition, an entropy weight (EW copula is proposed to address the discrepancies of the results calculated by different copulas to avoid over- or underestimating the slope reliability.

  7. GEO- AND HYDRO-MECHANICAL EVALUATION OF SLOPE FAILURE INDUCED BY TORRENTIAL RAINS IN NORTHERN-KYUSHU AREA, JULY 2009

    OpenAIRE

    Kasama, Kiyonobu; Jiang, Yujing; Hiro-oka, Akihiko; Yasufuku, Noriyuki; SATO, HIDEFUMI

    2011-01-01

    Torrential rainfall in mid-July 2009 triggered numerous geodisasters such as slope failure and debris flow in Chugoku and Northern Kyushu areas of Japan. A number of slope failures and debris flows occurred in Yamaguchi and Fukuoka prefectures resulting in extensive damage to human life and infrastructure. One of the most serious geodisasters included a slope failure followed by debris flow at Sasaguri-machi and Fukuchi-machi, Fukuoka prefecture, Japan. This paper summarizes the results of ge...

  8. 库岸公路岩石边坡极限破坏角研究%On the critical angle deformation of reservoir bank highway rock slopes

    Institute of Scientific and Technical Information of China (English)

    周志军

    2012-01-01

    为了准确评价库岸公路岩石边坡的稳定性,合理指导工程施工,保证开挖边坡安全,考虑发生连续降雨、洪水等引起库水位抬高后,库岸公路岩石边坡滑动面处于饱水状态时的滑动面渗水压力,建立了渗压效应下岩石边坡的滑动简化模型.然后进行边坡上力的分析推导,得出边坡的坡高、坡角和极限破坏角之间的关系式,并对关系式进行求解,得出库岸公路岩石边坡极限破坏角公式.最后利用该公式对安康至陕川界高速公路沿线典型边坡计算并进行回归分析,得出沿线边坡坡高和坡角之间的关系式和极限破坏角公式.计算结果与实际相符.%This paper takes its main interest in the study of the critical angle deformation of reservoir bank highway rock slopes. As is known, a lot of methods and models are used for the time being to assess the stability of such deformation,for example, the limit equilibrium method and catastrophe theory. Statistically speaking,over 90% of the rock slope failure involves groundwater penetration or permeating, which implies that water is a key factor affecting the slope stability . However, it is rare for the researchers of rock slope to pay enough attention to studying the seepage pressure of sliding surface on the slope stability. Seeing the above said factors, the author of this paper is willing to turn the our direction to and take into full account such factors, as the continuous rainfall, flood discharge and so on, which may cause upraise of water level in the reservoir, in better assessing the stability of reservoir banks highway rock slope along with giving proper directions to water-conservation and highway-building engineering projects. In doing so, first of all, we have established a simplified model of sliding slope in condition of infiltration pressure, when gliding deformation of such rock slopes in case of water-saturated. And, then, the correlation equation can be derived

  9. Submarine Slope Failure Primed and Triggered by Bottom Water Warming in Oceanic Hydrate-Bearing Deposits

    Directory of Open Access Journals (Sweden)

    Tae-Hyuk Kwon

    2012-08-01

    Full Text Available Many submarine slope failures in hydrate-bearing sedimentary deposits might be directly triggered, or at least primed, by gas hydrate dissociation. It has been reported that during the past 55 years (1955–2010 the 0–2000 m layer of oceans worldwide has been warmed by 0.09 °C because of global warming. This raises the following scientific concern: if warming of the bottom water of deep oceans continues, it would dissociate natural gas hydrates and could eventually trigger massive slope failures. The present study explored the submarine slope instability of oceanic gas hydrate-bearing deposits subjected to bottom water warming. One-dimensional coupled thermal-hydraulic-mechanical (T-H-M finite difference analyses were performed to capture the underlying physical processes initiated by bottom water warming, which includes thermal conduction through sediments, thermal dissociation of gas hydrates, excess pore pressure generation, pressure diffusion, and hydrate dissociation against depressurization. The temperature rise at the seafloor due to bottom water warming is found to create an excess pore pressure that is sufficiently large to reduce the stability of a slope in some cases. Parametric study results suggest that a slope becomes more susceptible to failure with increases in thermal diffusivity and hydrate saturation and decreases in pressure diffusivity, gas saturation, and water depth. Bottom water warming can be further explored to gain a better understanding of the past methane hydrate destabilization events on Earth, assuming that more reliable geological data is available.

  10. Modeling the proportion of cut slopes rock on forest roads using artificial neural network and ordinal linear regression.

    Science.gov (United States)

    Babapour, R; Naghdi, R; Ghajar, I; Ghodsi, R

    2015-07-01

    Rock proportion of subsoil directly influences the cost of embankment in forest road construction. Therefore, developing a reliable framework for rock ratio estimation prior to the road planning could lead to more light excavation and less cost operations. Prediction of rock proportion was subjected to statistical analyses using the application of Artificial Neural Network (ANN) in MATLAB and five link functions of ordinal logistic regression (OLR) according to the rock type and terrain slope properties. In addition to bed rock and slope maps, more than 100 sample data of rock proportion were collected, observed by geologists, from any available bed rock of every slope class. Four predictive models were developed for rock proportion, employing independent variables and applying both the selected probit link function of OLR and Layer Recurrent and Feed forward back propagation networks of Neural Networks. In ANN, different numbers of neurons are considered for the hidden layer(s). Goodness of the fit measures distinguished that ANN models produced better results than OLR with R (2) = 0.72 and Root Mean Square Error = 0.42. Furthermore, in order to show the applicability of the proposed approach, and to illustrate the variability of rock proportion resulted from the model application, the optimum models were applied to a mountainous forest in where forest road network had been constructed in the past.

  11. Detailed rock failure susceptibility mapping in steep rocky coasts by means of non-contact geostructural surveys: the case study of the Tigullio Gulf (Eastern Liguria, Northern Italy

    Directory of Open Access Journals (Sweden)

    P. De Vita

    2012-04-01

    Full Text Available In this study, an engineering geological analysis for the assessment of the rock failure susceptibility of a high, steep, rocky coast was developed by means of non-contact geostructural surveys. The methodology was applied to a 6-km coastal cliff located in the Gulf of Tigullio (Northern Tyrrhenian Sea between Rapallo and Chiavari.

    The method is based on the geostructural characterisation of outcropping rock masses through meso- and macroscale stereoscopic analyses of digital photos that were taken continuously from a known distance from the coastline. The results of the method were verified through direct surveys of accessible sample areas. The rock failure susceptibility of the coastal sector was assessed by analysing the fundamental rock slope mechanisms of instability and the results were implemented into a Geographic Information System (GIS.

    The proposed method is useful for rock failure susceptibility assessments in high, steep, rocky coastal areas, where accessibility is limited due to cliffs or steep slopes. Moreover, the method can be applied to private properties or any other area where a complete and systematic analysis of rock mass structural features cannot be achieved.

    Compared to direct surveys and to other non-contact methods based on digital terrestrial photogrammetry, the proposed procedure provided good quality data of the structural features of the rock mass at a low cost. Therefore, the method could be applied to similar coastal areas with a high risk of rock failure occurrence.

  12. Slope failure of continental frontal ridges offshore Vancouver Island, British Columbia

    Science.gov (United States)

    Scholz, N.; Riedel, M.; Spence, G.; Dugan, B.; Daigle, H.; Hyndman, R. D.; James, T. S.; Naegeli, K.

    2010-12-01

    Bathymetric data from the Northern Cascadia margin offshore Vancouver Island reveal several submarine landslide features on the seaward slopes of frontal ridges. The slides occur just landward of the deformation front of the subducting Juan de Fuca and Explorer plates. Possible trigger mechanisms for the slope failures include earthquakes, pore pressure changes induced by sea-level changes, and the dissociation of gas hydrates. Evidence of gas hydrate has been found beneath the frontal ridges. A bottom simulating reflection (BSR) has been identified in regional seismic data and logging data showed gas hydrate indicators including sonic velocity and high electrical resistivity. The influence of gas hydrate formation and dissociation on slope stability is of special interest since previous studies showed coincident depths of BSRs and failure planes. We investigate two slope failure events in detail using numerical modeling techniques such as finite and discrete element modeling. Hybrid techniques provide a means to model processes ranging from grain-scale interactions up to movements of the sliding body by addressing both the continuous and discontinuous aspects of the problem. These include the internal forces, the evaluation of material failure criterion, deformation, and interaction forces. Furthermore, tensile failure and crack propagation, for example caused by gas hydrate or by the gradual breakdown of the slope material, can be characterized. Particle flow using different shapes and properties can be simulated. By examining the effect of local sea-level changes, glacial rebound, and gas hydrate formation or dissociation on stresses and fluid pressures, the work involves modeling the failure conditions associated with a decrease in shear strength, an increase in pore pressure, and the possible development or re-opening of cracks. Beyond describing the trigger mechanism, we also have interest in reconstructing the dynamics of the slide events to explain their

  13. Significance of the actual nonlinear slope geometry for catastrophic failure in submarine landslides.

    Science.gov (United States)

    Puzrin, Alexander M; Gray, Thomas E; Hill, Andrew J

    2015-03-08

    A simple approach to slope stability analysis of naturally occurring, mild nonlinear slopes is proposed through extension of shear band propagation (SBP) theory. An initial weak zone appears in the steepest part of the slope where the combined action of gravity and seismic loads overcomes the degraded peak shear resistance of the soil. If the length of this steepest part is larger than the critical length, the shear band will propagate into the quasi-stable parts of the slope, where the gravitational and seismically induced shear stresses are smaller than the peak but larger than the residual shear strength of the soil. Growth of a shear band is strongly dependent on the shape of the slope, seismic parameters and the strength of soil and less dependent on the slope inclination and the sensitivity of clay. For the slope surface with faster changing inclination, the criterion is more sensitive to the changes of the parameters. Accounting for the actual nonlinear slope geometry eliminates the main challenge of the SBP approach-determination of the length of the initial weak zone, because the slope geometry can be readily obtained from submarine site investigations. It also helps to identify conditions for the early arrest of the shear band, before failure in the sliding layer or a change in loading or excess pore water pressures occurs. The difference in the size of a landslide predicted by limiting equilibrium and SBP approaches can reach orders of magnitude, potentially providing an explanation for the immense dimensions of many observed submarine landslides that may be caused by local factors acting over a limited portion of the slope.

  14. Failure mechanism of Mesozoic soft rock roadway in Shajihai coal mine and its surrounding rock control

    Institute of Scientific and Technical Information of China (English)

    Yuan Yue; Zhu Yongjian; Wang Weijun; Yu Weijian

    2014-01-01

    In view of the buckling failure caused by large deformation of Mesozoic soft rock roadway in Shajihai mining area, such as serious roof fall, rib spalling, floor heave, etc., based on the detail site investigation, theoretical analysis, mineral composition test, microstructure test, water-physical property test and field experiments were carried out. And we revealed the compound failure mechanism of Mesozoic soft rock roadway in Shajihai mining area, namely the molecule expansion-shear slip of weak structural plane-construction disturbance. On this basis, the coupling support technology whose core is constant resistance with large deformation bolt was proposed. The feature of this supporting technology is that a new type of structural composite material was used, which makes the supporting system not only has the ideal deformation characteristics, but also has high supporting resistance. Thus the fully release of plastic energy within surrounding rock and reasonable control of the thickness of the plastic ring were realized. Then the differential deformation between the surrounding rock and support was eliminated by the secondary coupling support of bolt–mesh–cable, and the bolt with high strength was applied in the base angle to control floor. Eventually the collaborative bearing system of surrounding rock–support was formed. Through field tests the validity and rationality of support was also verified.

  15. Fracture mapping in rock slope using geophysical instruments; Butsuri tansa ni yoru ganban shamennai no kiretsu bunpu hyoka

    Energy Technology Data Exchange (ETDEWEB)

    Kurahashi, T.; Inazaki, T. [Public Works Research Institute, Tsukuba (Japan); Watanabe, S. [Geological Survey of Japan, Tsukuba (Japan)

    1997-05-27

    An attempt was made to visualize distribution of cracks in a rock slope by applying geophysical survey onto a rock slope. Geophysical logging and seismic survey using the reflection method were used as the methods for the geophysical survey. The rock slope subjected to the survey is located in a gorge along the Yoshino river in Yamashiro Town, Tokushima Prefecture. The slope has a width of 25 m and a height of 30 m. Its overhang in a nose form may has a possibility of causing collapse due to sliding. Cracks developed by horizontal schistosity were detected by performing geophysical logging on VSP, calipers, natural gamma-ray spectra, temperature and borehole in a borehole drilled vertically from the top of the slope. The seismic survey using the reflection method detected the cracks by emphasizing joints in the perpendicular direction. A possibility was shown to visualize the crack distribution with high resolution by using the above geophysical survey on the rock slope. In order to detect the crack distribution with still higher resolution, development into a three-dimensional exploration in the future is desired, not to speak of improvement in signal receivers, and discussions on geometry. 1 ref., 6 figs.

  16. Numerical Study on Dynamic Response of a Horizontal Layered-Structure Rock Slope under a Normally Incident Sv Wave

    Directory of Open Access Journals (Sweden)

    Zhifa Zhan

    2017-07-01

    Full Text Available Several post-earthquake investigations have indicated that the slope structure plays a leading role in the stability of rock slopes under dynamic loads. In this paper, the dynamic response of a horizontal layered-structure rock slope under harmonic Sv wave is studied by making use of the Fast Lagrangian Analysis of Continua method (FLAC. The suitability of FLAC for studying wave transmission across rock joints is validated through comparison with analytical solutions. After parametric studies on Sv wave transmission across the horizontal layered-structure rock slope, it is found that the acceleration amplification coefficient η, which is defined as the ratio of the acceleration at the monitoring point to the value at the toe, wavily increases with an increase of the height along the slope surface. Meanwhile, the fluctuation weakens with normalized joint stiffness K increasing and enhances with normalized joint spacing ξ increasing. The acceleration amplification coefficient of the slope crest ηcrest does not monotonously increase with the increase of ξ, but decreases with the increase of K. Additionally, ηcrest is more sensitive to ξ compared to K. From the contour figures, it can also be found that the contour figures of η take on rhythm, and the effects of ξ on the acceleration amplification coefficient are more obvious compared to the effects on K.

  17. Risk of shear failure and extensional failure around over-stressed excavations in brittle rock

    Directory of Open Access Journals (Sweden)

    Nick Barton

    2017-04-01

    Full Text Available The authors investigate the failure modes surrounding over-stressed tunnels in rock. Three lines of investigation are employed: failure in over-stressed three-dimensional (3D models of tunnels bored under 3D stress, failure modes in two-dimensional (2D numerical simulations of 1000 m and 2000 m deep tunnels using FRACOD, both in intact rock and in rock masses with one or two joint sets, and finally, observations in TBM (tunnel boring machine tunnels in hard and medium hard massive rocks. The reason for ‘stress-induced’ failure to initiate, when the assumed maximum tangential stress is approximately (0.4–0.5σc (UCS, uniaxial compressive strength in massive rock, is now known to be due to exceedance of a critical extensional strain which is generated by a Poisson's ratio effect. However, because similar ‘stress/strength’ failure limits are found in mining, nuclear waste research excavations, and deep road tunnels in Norway, one is easily misled into thinking of compressive stress induced failure. Because of this, the empirical SRF (stress reduction factor in the Q-system is set to accelerate as the estimated ratio σθmax/σc >> 0.4. In mining, similar ‘stress/strength’ ratios are used to suggest depth of break-out. The reality behind the fracture initiation stress/strength ratio of ‘0.4’ is actually because of combinations of familiar tensile and compressive strength ratios (such as 10 with Poisson's ratio (say 0.25. We exceed the extensional strain limits and start to see acoustic emission (AE when tangential stress σθ ≈ 0.4σc, due to simple arithmetic. The combination of 2D theoretical FRACOD models and actual tunnelling suggests frequent initiation of failure by ‘stable’ extensional strain fracturing, but propagation in ‘unstable’ and therefore dynamic shearing. In the case of very deep tunnels (and 3D physical simulations, compressive stresses may be too high for extensional strain fracturing, and

  18. Stability of High Slope Interbedded Strata with Low Dip Angle Constituted by Soft and Hard Rock Mass

    Institute of Scientific and Technical Information of China (English)

    邓荣贵; 周德培; 张倬元

    2002-01-01

    Slopes consisting of interbedded strata of soft and hard rock mass, such as purplish red mudstone and grey-brown arkosic sandstone of Jurassic age, are very common in Sichuan basin of China. The mudstone is soft while the sandstone is hard and contains many opening or closing joints with a high dip angle. Some are nearly parallel and the others are nearly decussated with the trend of the slopes. Many natural slopes are in deformation or sliding because of those reasons. The stability of cutting slopes and supporting method to be taken for their stability in civil engineering are important. In this paper, the stability and deformation of the slopes are studied. The methods of analysis and support design principle are analyzed also. Finally, the method put forward is applied to study Fengdian high cutting slope in Sichuan section of the express way from Chengdu to Shanghai. The results indicate that the method is effective.

  19. Automatic prediction of time to failure of open pit mine slopes based on radar monitoring and inverse velocity method

    Institute of Scientific and Technical Information of China (English)

    Osasan K.S.; Stacey T.R

    2014-01-01

    Radar slope monitoring is now widely used across the world, for example, the slope stability radar (SSR) and the movement and surveying radar (MSR) are currently in use in many mines around the world. However, to fully realize the effectiveness of this radar in notifying mine personnel of an impending slope failure, a method that can confidently predict the time of failure is necessary. The model developed in this study is based on the inverse velocity method pioneered by Fukuzono in 1985. The model named the slope failure prediction model (SFPM) was validated with the displacement data from two slope failures monitored with the MSR. The model was found to be very effective in predicting the time to failure while providing adequate evacuation time once the progressive displacement stage is reached.

  20. Identification of active release planes using ground-based differential InSAR at the Randa rock slope instability, Switzerland

    Directory of Open Access Journals (Sweden)

    V. Gischig

    2009-12-01

    Full Text Available Five ground-based differential interferometric synthetic aperture radar (GB-DInSAR surveys were conducted between 2005 and 2007 at the rock slope instability at Randa, Switzerland. Resultant displacement maps revealed, for the first time, the presence of an active basal rupture zone and a lateral release surface daylighting on the exposed 1991 failure scarp. Structures correlated with the boundaries of interferometric displacement domains were confirmed using a helicopter-based LiDAR DTM and oblique aerial photography. Former investigations at the site failed to conclusively detect these active release surfaces essential for kinematic and hazard analysis of the instability, although their existence had been hypothesized. The determination of the basal and lateral release planes also allowed a more accurate estimate of the currently unstable volume of 5.7±1.5 million m3. The displacement patterns reveal that two different kinematic behaviors dominate the instability, i.e. toppling above 2200 m and translational failure below. In the toppling part of the instability the areas with the highest GB-DInSAR displacements correspond to areas of enhanced micro-seismic activity. The observation of only few strongly active discontinuities daylighting on the 1991 failure surface points to a rather uniform movement in the lower portion of the instability, while most of the slip occurs along the basal rupture plane. Comparison of GB-DInSAR displacements with mapped discontinuities revealed correlations between displacement patterns and active structures, although spatial offsets occur as a result of the effective resolution of GB-DInSAR. Similarly, comparisons with measurements from total station surveys generally showed good agreement. Discrepancies arose in several cases due to local movement of blocks, the size of which could not be resolved using GB-DInSAR.

  1. Slope failures and timing of turbidity flows north of Puerto Rico

    Science.gov (United States)

    ten Brink, Uri S.; Chaytor, Jason D.

    2014-01-01

    The submerged carbonate platform north of Puerto Rico terminates in a high (3,000–4,000 m) and in places steep (>45°) slope characterized by numerous landslide scarps including two 30–50 km-wide amphitheater-shaped features. The origin of the steep platform edge and the amphitheaters has been attributed to: (1) catastrophic failure, or (2) localized failures and progressive erosion. Determining which of the two mechanisms has shaped the platform edge is critically important in understanding landslide-generated tsunami hazards in the region. Multibeam bathymetry, seismic reflection profiles, and a suite sediment cores from the Puerto Rico Trench and the slope between the trench and the platform edge were used to test these two hypotheses. Deposits within trench axis and at the base of the slope are predominantly composed of sandy carbonate turbidites and pelagic sediment with inter-fingering of chaotic debris units. Regionally-correlated turbidites within the upper 10 m of the trench sediments were dated between ∼25 and 22 kyrs and ∼18–19 kyrs for the penultimate and most recent events, respectively. Deposits on the slope are laterally discontinuous and vary from thin layers of fragmented carbonate platform material to thick pelagic layers. Large debris blocks or lobes are absent within the near-surface deposits at the trench axis and the base of slope basins. Progressive small-scale scalloping and self-erosion of the carbonate platform and underlying stratigraphy appears to be the most likely mechanism for recent development of the amphitheaters. These smaller scale failures may lead to the generation of tsunamis with local, rather than regional, impact.

  2. Effect of height of rock specimen on strain localization, precursor to failure and entire deformational characteristics

    Institute of Scientific and Technical Information of China (English)

    WANG Xue-bin

    2006-01-01

    Patterns of shear band, precursors to shear failure occurring in strain-softening stage, axial, lateral and volumetric strains as well as Poisson's ratio of plane strain rock specimens in compression for different heights were investigated by use of Fast Lagrangian Analysis of Continua(FLAC). A material imperfection closer to the lower-left comer of the specimen was prescribed. For finer mesh, the imperfection was modeled by four null elements, while it was modeled by a null element for coarser mesh. FISH functions were written to calculate the entire deformational characteristics of the specimen. In elastic stage, the adopted constitutive relation was linear elastic; in strain-softening stage, a composite Mohr-Coulomb criterion with tension cut-off and a post-peak linear constitutive relation were adopted. Height of rock specimen does not influence shear band's pattern (including the thickness and inclination angle of shear band). The slopes of the post-peak stress-axial strain curve, stress-lateral strain curve,lateral strain-axial strain curve, Poisson's ratio-axial strain curve and volumetric strain-axial strain curve depend on the height. Hence, the slopes of these curves cannot be considered as material properties. Nonlinear deformation prior to the peak stress is a kind of precursors to shear failure, which is less apparent for shorter specimen. For the same axial strain, lower lateral expansion is reached for shorter specimen, leading to lower Poisson's ratio and higher volumetric strain. The maximum volumetric strain of longer specimen is less than that of shorter specimen. The conclusions drawn from numerical results using finer mesh qualitatively agree with those using coarser mesh.

  3. Slope Failure Prediction and Early Warning Awareness Education for Reducing Landslides Casualty in Malaysia

    Science.gov (United States)

    Koay, S. P.; Tay, L. T.; Fukuoka, H.; Koyama, T.; Sakai, N.; Jamaludin, S. B.; Lateh, H.

    2015-12-01

    Northeast monsoon causes heavy rain in east coast of Peninsular Malaysia from November to March, every year. During this monsoon period, besides the happening of flood along east coast, landslides also causes millions of Malaysian Ringgit economical losses. Hence, it is essential to study the prediction of slope failure to prevent the casualty of landslides happening. In our study, we introduce prediction method of the accumulated rainfall affecting the stability of the slope. If the curve, in the graph, which is presented by rainfall intensity versus accumulated rainfall, crosses over the critical line, the condition of the slope is considered in high risk where the data are calculated and sent from rain gauge in the site via internet. If the possibility of slope failure is going high, the alert message will be sent out to the authorities for decision making on road block or setting the warning light at the road side. Besides road block and warning light, we propose to disseminate short message, to pre-registered mobile phone user, to notify the public for easing the traffic jam and avoiding unnecessary public panic. Prediction is not enough to prevent the casualty. Early warning awareness of the public is very important to reduce the casualty of landslides happening. IT technology does not only play a main role in disseminating information, early warning awareness education, by using IT technology, should be conducted, in schools, to give early warning awareness on natural hazard since childhood. Knowing the pass history on landslides occurrence will gain experience on the landslides happening. Landslides historical events with coordinate information are stored in database. The public can browse these historical events via internet. By referring to such historical landslides events, the public may know where did landslides happen before and the possibility of slope failure occurrence again is considered high. Simulation of rainfall induced slope failure mechanism

  4. Is rock slope instability in high-mountain systems driven by topo-climatic, paraglacial or rock mechanical factors? - A question of scale!

    Science.gov (United States)

    Messenzehl, Karoline; Dikau, Richard

    2016-04-01

    Due to the emergent and (often non-linear) complex nature of mountain systems the key small-scale system properties responsible for rock slope instability contrast to those being dominant at larger spatial scales. This geomorphic system behaviour has major epistemological consequences for the study of rockfalls and associated form-process-relationships. As each scale requires its own scientific explanation, we cannot simply upscale bedrock-scale findings and, in turn, we cannot downscale the valley-scale knowledge to smaller phenomena. Here, we present a multi-scale study from the Turtmann Valley (Swiss Alps), that addresses rock slope properties at three different geomorphic levels: (i) regional valley scale, (ii) the hillslope scale and (iii) the bedrock scale. Using this hierarchical approach, we aim to understand the key properties of high-mountain systems responsible for rockfall initiation with respect to the resulting form-process-relationship at each scale. (i) At the valley scale (110 km2) rock slope instability was evaluated using a GIS-based modelling approach. Topo-climatic parameters, i.e. the permafrost distribution and the time since deglaciation after LGM were found to be the key variables causative for the regional-scale bedrock erosion and the storage of 62.3 - 65.3 x 106 m3 rockfall sediments in the hanging valleys (Messenzehl et al. 2015). (ii) At the hillslope scale (0.03 km2) geotechnical scanline surveys of 16 rock slopes and one-year rock temperature data of 25 ibuttons reveal that the local rockfall activity and the resulting deposition of individual talus slope landforms is mainly controlled by the specific rock mass strength with respect to the slope aspect, than being a paraglacial reaction. Permafrost might be only of secondary importance for the present-day rock mechanical state as geophysical surveys disprove the existence of frozen bedrock below 2600 m asl. (Messenzehl & Draebing 2015). (iii) At the bedrock scale (0.01 mm - 10 m) the

  5. Evidence of slope failure in the Sines Contourite Drift area (SW Portuguese Continental Margin) - preliminary results

    Science.gov (United States)

    Teixeira, Manuel; Roque, Cristina; Terrinha, Pedro; Rodrigues, Sara; Ercilla, Gemma; Casas, David

    2017-04-01

    Slope instability, expressed by landslide activity, is an important natural hazard both onshore as well as offshore. Offshore processes create great concern on coastal areas constituting one of the major and most prominent hazards, directly by the damages they generate and indirectly by the possibility of generating tsunamis, which may affect the coast line. The Southwest Portuguese Continental Margin has been identified as an area where several mass movements occurred from Late Pleistocene to Present. Recently, an area of 52 km long by 34 km wide, affected by slope failure has been recognized in the Sines contourite drift located off the Alentejo. SWIM and CONDRIBER multibeam swath bathymetry has been used for the geomorphologic analysis and for recognition of mass movement scars on the seabed. Scars' areas and volumes were calculated by reconstructing paleo-bathymetry. The net gain and net loss were calculated using both paleo and present day bathymetry. Geomorphologically, the study area presents 4 morphologic domains with landslide scars: I) Shelf and upper slope display an irregular boundary with domain II with a sharp step ( 150m - 600m); II) Smooth area with gentle slope angles making the transition from smoother area to the continental slope (scarp), with large scars, suggesting slow rate and distributed mass wasting processes over this area ( 600 - 1200m); III) Scarp with high rates of retrograding instability, where faster processes are verified and a great number of gullies is feeding downslope area (1200m - 3200m); IV) Lebre Basin where mass movements deposits accumulate (> 3200m). A total of 51 landslide scars were identified with a total affected area of 137.67 km2, with 80.9 km2 being located in the continental slope with about 59% of the disrupted area, between 1200 and 3200m, and 41% (56.6 km2) lies in the continental shelf and upper slope, on a range of depths between 150 and 800m. The mean scar area is 2.7 km2 and the maximum area recorded on a

  6. Numerical analysis of tunnel reinforcing influences on failure process of surrounding rock under explosive stress waves

    Institute of Scientific and Technical Information of China (English)

    ZUO Yu-jun; TANG Chun-an; ZHU Wan-cheng; LI Di-yuan; LI Shu-cai

    2008-01-01

    Based on mesoscopic damage mechanics, numerical code RFPA2D (dynamic edition) was developed to analyze the influence of tunnel reinforcing on failure process of surrounding rock under explosive stress waves. The results show that the propagation phenomenon of stress wave in the surrounding rock of tunnel and the failure process of surrounding rock under explosive stress waves are reproduced realistically by using numerical code RFPAED; from the failure process of surrounding rock,the place at which surrounding rock fractures is transferred because of tunnel reinforcing, and the rockfall and collapse caused by failure of surrounding rock are restrained by tunnel reinforcing; furthermore, the absolute values of peak values of major principal stress, and the minimal principal stress and shear stress at center point of tunnel roof are reduced because of tunnel reinforcing, and the displacement at center point of tunnel roof is reduced as well, consequently the stability of tunnel increases.

  7. How dangerous are slope failures offshore western Thailand (Andaman Sea, Indian Ocean)?

    Science.gov (United States)

    Schwab, J.; Krastel, S.; Grün, M.; Gross, F.; Pananont, P.; Jintasaeranee, P.; Bunsomboonsakul, S.; Weinrebe, W.; Winkelmann, D.

    2012-12-01

    The Thai west coast is well known for being hit by tsunami waves triggered by earthquakes arising from the nearby Sunda Trench. However, so far little has been known about additional factors that may trigger tsunamis in the area, such as submarine landslides at the shelf slope area. In order to assess the stability of the slope and evaluate the tsunamigenic potential of submarine landslides off western Thailand, 2D seismic data from the top and the western slope of a bathymetric high (Mergui Ridge about 200 km off the Thai west coast) have been investigated. These data were the basis for mapping locations and approximate volumes of mass transport deposits (MTDs). In total, 17 mass transport deposits were found. The estimated minimum volumes of individual MTDs range between 0.3 cbkm and 14 cbkm. MTDs have been identified in three different settings: i) stacked MTDs within disturbed and faulted basin sediments at the transition of the Mergui Ridge to the adjacent East Andaman Basin, ii) MTDs within a pile of drift sediments at the basin-ridge transition, and iii) MTDs near the edge of/on top of Mergui Ridge in relatively shallow water depths ( 1000 m) and/or comprise small volumes; hence it is very unlikely that they triggered significant tsunamis in the past. Moreover, the recurrence rates of failure events seem to be low. Some MTDs with tsunami potential, however, have been identified on top of Mergui Ridge in water depths below 1000 m. Mass-wasting events that may occur in the future at similar locations do have a tsunami potential if they comprise sufficient volumes. Landslide tsunamis, emerging from slope failures in the working area and affecting western Thailand coastal areas therefore cannot be excluded, although their probability is small compared to the probability of earthquake-triggered tsunamis arising from the Sunda Trench.

  8. Multi-scale characterization of rock mass discontinuities and rock slope geometry using terrestrial remote sensing techniques

    Science.gov (United States)

    Sturzenegger, Matthieu

    Terrestrial remote sensing techniques including both digital photogrammetry and laser scanning, represent useful complements to conventional field mapping and rock mass discontinuity characterization. Several studies have highlighted practical advantages at close-range (design projects has grown substantially over recent years. As these techniques are increasingly applied by geologists and geological engineers, it is important that their use be properly evaluated. Furthermore, guidelines to optimize their application are required in a similar manner to standardization of conventional discontinuity mapping techniques. An important thesis objective is to develop recommendations for optimal applications of terrestrial remote sensing techniques for discontinuity characterization, based on a quantitative evaluation of various registration approaches, sampling bias and extended manual mapping of 3D digital models. It is shown that simple registration networks can provide adequate measurement of discontinuity geometry for engineering purposes. The bias associated with remote sensing mapping is described. The advantages of these techniques over conventional mapping are demonstrated, including reliable discontinuity orientation measurements. Persistence can be precisely quantified instead of approximately estimated, resulting in a new class for extremely persistent discontinuities being suggested. Secondary roughness and curvature can also be considered at larger scales. The techniques are suitable for the definition of discontinuity sets, and the estimation of both trace intensity and block size/shape, if sampling bias is correctly accounted for. A new type of sampling window, suitable for the incorporation of remote sensing data into discrete fracture network models is presented. Another significant thesis objective is the extension of terrestrial digital photogrammetric methods to greater distances (> 1 km), using f = 200-400 mm lenses. This has required a careful

  9. Caldera resurgence as a possible cause of slope failure in volcanic areas: the Ischia island case history

    Science.gov (United States)

    de Vita, Sandro; Seta Marta, Della; Paola, Fredi; Enrica, Marotta; Giovanni, Orsi; Fabio, Sansivero

    2010-05-01

    Slope instability in active volcanic areas is a factor of major hazard to be considered. Due to their rapid growth and deformation, active volcanoes experience gravitational disequilibrium and periodical structural failures. Depending on the geodynamic framework of a volcano, nature, style of activity and climatic conditions, slope instability occurs at different scales, from relatively small-volume mass movements to huge lahars and debris avalanches. Moreover, volcanoes located in coastal areas or islands, may experience lateral collapses with the potential to generate large tsunamis. Although there is very little literature on the relationships among caldera resurgence, volcanism and slope instability, recently also the caldera resurgence has been suggested as a possible cause of slope failure, as for the southern flank of the island of Ischia in the Southern Tyrrhenian sea (Italy). Ischia island gives a good opportunity to investigate such phenomena and related effects, as it is the only documented example of resurgent caldera in which, during uplift, volcanism and generation of mass movements have been very active and linked to each other in a sort of cyclical behaviour. The island of Ischia is one of the most impressive examples of resurgent calderas in the world. This caldera formed in response to a complex explosive eruption that, about 55 ka B.P., produced the Mt. Epomeo Green Tuff ignimbritic deposit. Starting from at least 30 ka B.P. the caldera floor has been uplifted of about 900 m, due to a resurgent phenomenon, which occurred through intermittent uplifting, likely triggered by the intrusion of new magma into the system, and tectonic quietness phases. During uplift, volcanism and generation of mass movements were very active. The resurgent area is composed of differentially displaced blocks and has a poligonal shape, resulting from reactivation of regional faults and activation of faults directly related to volcano-tectonism. The western sector is

  10. Estimating the failure potential of a partially saturated slope from combined continuum and limit equilibrium modeling (Invited)

    Science.gov (United States)

    Borja, R. I.; White, J. A.; Liu, X.; Wu, W.

    2010-12-01

    Rainfall weakens an earth slope and triggers mass movement. Relevant triggering mechanisms are complex and include reduction of capillary pressure due to increased saturation and frictional drag on the sediment induced by fluid flow. Physics-based continuum models utilizing modern computational tools are useful for understanding the mechanisms of deformation in partially saturated slopes; however, they do not provide a scalar indicator called "factor of safety" that measures the potential of a given slope for mass movement. In the present work we employ sequential calculations consisting of a physics-based finite element modeling that couples solid deformation with fluid flow to quantify the stress and deformation fields in a steep hillside slope subjected to rainfall infiltration. This is followed by a limit equilibrium calculation based on the method of slices that evaluates the desired factor of safety. The field condition investigated is similar to the steep experimental catchment CB1 near Coos Bay, Oregon, which failed as a large debris flow from heavy rainfall. We find the pore pressure variation to be a strong link between the continuum and limit-equilibrium solutions: for the same pore pressure variation within the slope, the continuum and limit-equilibrium solutions consistently predicted the same scarp zone for a given slope. Material parameters such as the effective cohesion and friction angle of the sediment tend to influence the timing of failure, but not the failure mechanism itself. Slope topography and rainfall history impact the slope failure mechanism to a great extent.

  11. An Investigation of the Acid Rock Drainage Generation from the Road Cut Slope in the Middle Part of South Korea

    Science.gov (United States)

    Ji, S.; Cheong, Y.; Yim, G.

    2006-05-01

    To examine the Acid Rock Drainage (ARD) generation from the road cut slope, a prediction study including Acid-Base Accounting (ABA) test and Net Acid Generation (NAG) test was performed for road cut rock samples (20 samples) at the new construction site of a highway in the middle part of South Korea. This slope is composed of slate and phyllite. It was a pit wall which was operated as a quarry which produced materials for roofing. pH1:2 and EC1:2 measurements were performed to evaluate free hydrogen ion contents and salts in samples. ABA test was performed to estimate the balance of the acid generating minerals (mainly pyrite) and the acid neutralizing minerals (mainly carbonates) in rock samples. Total sulfur was analyzed by sulfur analyzer, and then the maximum potential acidity (MPA, kg H2SO4/t) was calculated. X-ray diffraction (XRD) analysis was performed to identify the mineral composition of rock samples. Acid neutralizing capacity (ANC) test, after the Sobek et al. (1978), was performed to estimate the amount of acid originated from the oxidation of sulfide minerals. NAPP (Net Acid Producing Potential) was calculated by total sulfur (MPA) and ANC. NAG test was performed with grounded samples and 15 % hydrogen peroxide, and then NAG was analyzed by measuring pH (NAGpH) of the mixed solution. pH1:2 and EC1:2 ranged from 2.95 to 7.23 and 17.1 to 3070.0 ¥ìS/cm, respectively. MPA of samples was ranged from 0.0 to 79.9 kg H2SO4/t. From the XRD analysis pyrite was found at the most samples. In the sample from highly weathered dike, goethite was found. Results of the ANC tests indicated that the value of ANC reached up to 59.36 kg H2SO4/t. Rock samples could be classified as Potential Acid Forming rock (PAF) and Non- Acid Forming rock (NAF) by plotting NAPP versus NAGpH. In this study 17 samples were classified as PAF rock. It means that this slope would generate ARD when they reacted with rain. Two samples were grouped as NAF. By application this ARD prediction

  12. Tsunamis caused by submarine slope failures along western Great Bahama Bank.

    Science.gov (United States)

    Schnyder, Jara S D; Eberli, Gregor P; Kirby, James T; Shi, Fengyan; Tehranirad, Babak; Mulder, Thierry; Ducassou, Emmanuelle; Hebbeln, Dierk; Wintersteller, Paul

    2016-11-04

    Submarine slope failures are a likely cause for tsunami generation along the East Coast of the United States. Among potential source areas for such tsunamis are submarine landslides and margin collapses of Bahamian platforms. Numerical models of past events, which have been identified using high-resolution multibeam bathymetric data, reveal possible tsunami impact on Bimini, the Florida Keys, and northern Cuba. Tsunamis caused by slope failures with terminal landslide velocity of 20 ms(-1) will either dissipate while traveling through the Straits of Florida, or generate a maximum wave of 1.5 m at the Florida coast. Modeling a worst-case scenario with a calculated terminal landslide velocity generates a wave of 4.5 m height. The modeled margin collapse in southwestern Great Bahama Bank potentially has a high impact on northern Cuba, with wave heights between 3.3 to 9.5 m depending on the collapse velocity. The short distance and travel time from the source areas to densely populated coastal areas would make the Florida Keys and Miami vulnerable to such low-probability but high-impact events.

  13. Tsunamis caused by submarine slope failures along western Great Bahama Bank

    Science.gov (United States)

    Schnyder, Jara S. D.; Eberli, Gregor P.; Kirby, James T.; Shi, Fengyan; Tehranirad, Babak; Mulder, Thierry; Ducassou, Emmanuelle; Hebbeln, Dierk; Wintersteller, Paul

    2016-11-01

    Submarine slope failures are a likely cause for tsunami generation along the East Coast of the United States. Among potential source areas for such tsunamis are submarine landslides and margin collapses of Bahamian platforms. Numerical models of past events, which have been identified using high-resolution multibeam bathymetric data, reveal possible tsunami impact on Bimini, the Florida Keys, and northern Cuba. Tsunamis caused by slope failures with terminal landslide velocity of 20 ms‑1 will either dissipate while traveling through the Straits of Florida, or generate a maximum wave of 1.5 m at the Florida coast. Modeling a worst-case scenario with a calculated terminal landslide velocity generates a wave of 4.5 m height. The modeled margin collapse in southwestern Great Bahama Bank potentially has a high impact on northern Cuba, with wave heights between 3.3 to 9.5 m depending on the collapse velocity. The short distance and travel time from the source areas to densely populated coastal areas would make the Florida Keys and Miami vulnerable to such low-probability but high-impact events.

  14. Tsunamis caused by submarine slope failures along western Great Bahama Bank

    Science.gov (United States)

    Schnyder, Jara S.D.; Eberli, Gregor P.; Kirby, James T.; Shi, Fengyan; Tehranirad, Babak; Mulder, Thierry; Ducassou, Emmanuelle; Hebbeln, Dierk; Wintersteller, Paul

    2016-01-01

    Submarine slope failures are a likely cause for tsunami generation along the East Coast of the United States. Among potential source areas for such tsunamis are submarine landslides and margin collapses of Bahamian platforms. Numerical models of past events, which have been identified using high-resolution multibeam bathymetric data, reveal possible tsunami impact on Bimini, the Florida Keys, and northern Cuba. Tsunamis caused by slope failures with terminal landslide velocity of 20 ms−1 will either dissipate while traveling through the Straits of Florida, or generate a maximum wave of 1.5 m at the Florida coast. Modeling a worst-case scenario with a calculated terminal landslide velocity generates a wave of 4.5 m height. The modeled margin collapse in southwestern Great Bahama Bank potentially has a high impact on northern Cuba, with wave heights between 3.3 to 9.5 m depending on the collapse velocity. The short distance and travel time from the source areas to densely populated coastal areas would make the Florida Keys and Miami vulnerable to such low-probability but high-impact events. PMID:27811961

  15. Use of terrestrial laser scanning for engineering geological applications on volcanic rock slopes - an example from Madeira island (Portugal)

    Science.gov (United States)

    Nguyen, H. T.; Fernandez-Steeger, T. M.; Wiatr, T.; Rodrigues, D.; Azzam, R.

    2011-03-01

    This study focuses on the adoption of a modern, widely-used Terrestrial Laser Scanner (TLS) application to investigate volcanic rock slopes in Ribeira de João Gomes valley (Funchal, Madeira island). The TLS data acquisition in May and December 2008 provided information for a characterization of the volcanic environment, detailed structural analysis and detection of potentially unstable rock masses on a slope. Using this information, it was possible to determine specific parameters for numerical rockfall simulations such as average block size, shape or potential sources. By including additional data, such as surface roughness, the results from numerical rockfall simulations allowed us to classify different hazardous areas based on run-out distances, frequency of impacts and related kinetic energy. Afterwards, a monitoring of hazardous areas can be performed in order to establish a rockfall inventory.

  16. Mechanism of rock deformation and failure and monitoring analysis in water-rich soft rock roadway of western China

    Institute of Scientific and Technical Information of China (English)

    MENG Qing-bin; HAN Li-jun; QIAO Wei-guo; LIN Deng-ge; YANG Ling

    2012-01-01

    Aiming to get the strata behavior and stability rules of surrounding rock of the main return airway of Yushujing Coal Mine,convergence deformation of two sides and force of U-shaped steel yieldable support and bolt were monitored,and deformation of surrounding rock and mechanical characteristics of support structure were timely obtained to guide the information construction and optimize supporting parameters in water-rich soft rock roadway.The field monitoring results indicate the following.(1) Convergence displacement of rock surface increases with time continuity and shows surrounding rock's intense rheological behavior.The original support scheme cannot control the large deformation and strongly rheological behavior;(2) Without backfilling,the U-shaped steel support begins to bear load after erecting for 4-7 days and increases rapidly in the first 30 days.The U-shaped steel support at the right shoulder and top of roadway bears a larger force and the left side and shoulder bears a smaller force; (3) The stress of bolt increasing over time and at the right shoulder of roadway has larger growth and value.The mechanism of rock deformation and the failure and strata behavior in water-rich soft rock roadway are revealed based on the results of the measured relaxation zone of surrounding rock,measured stresses,and the rock mechanics tests.

  17. Mechanics of weathered clay-marl rock masses along the rupture surface in homogeneous dry slopes

    Directory of Open Access Journals (Sweden)

    Kostić Srđan

    2016-01-01

    Full Text Available Authors analyze stress-strain distribution within slope using the shear stress reduction technique based on finite element method, which was previously confirmed to provide approximately the same results as the Janbu's corrected limit equilibrium method. Results obtained indicate that the largest vertical displacements occur at the slope base and crest, while central part of the slope is exposed to the largest horizontal displacements. Normal and shear stress show maximum values in the middle part of the slope. It was also determined that separate stress-strain relations could be derived for the exact upper and lower part of the rupture surface. [Projekat Ministarstva nauke Republike Srbije, br. 37005

  18. Berm design to reduce risks of catastrophic slope failures at solid waste disposal sites.

    Science.gov (United States)

    De Stefano, Matteo; Gharabaghi, Bahram; Clemmer, Ryan; Jahanfar, M Ali

    2016-11-01

    Existing waste disposal sites are being strained by exceeding their volumetric capacities because of exponentially increasing rates of municipal solid waste generation worldwide, especially in densely populated metropolises. Over the past 40 years, six well-documented and analyzed disposal sites experienced catastrophic failure. This research presents a novel analysis and design method for implementation of a series of in-situ earth berms to slow down the movement of waste material flow following a catastrophic failure. This is the first study of its kind that employs a dynamic landslide analysis model, DAN-W, and the Voellmy rheological model to approximate solid waste avalanche flow. A variety of single and multiple berm configuration scenarios were developed and tested to find an optimum configuration of the various earth berm geometries and number of berms to achieve desired energy dissipation and reduction in total waste material runout length. The case study application of the novel mitigation measure shows that by constructing a series of six relatively inexpensive 3 m high earth berms at an optimum distance of 250 m from the slope toe, the total runout length of 1000 m and associated fatalities of the Leuwigajah dumpsite catastrophic failure in Bandung, Indonesia, could have been reduced by half. © The Author(s) 2016.

  19. Design and operation of a comprehensive and permanent rock slope deformation monitoring system at the Great Aletsch Glacier (Switzerland)

    Science.gov (United States)

    Glueer, Franziska; Loew, Simon; Seifert, Reto; Frukacz, Mariusz; Wieser, Andreas

    2015-04-01

    Most geodetic monitoring systems of rock slope instabilities include a series of stable reference points. However, detailed studies of Alpine rock slopes with long term Global Navigation Satellite Systems (GNSS), high-resolution tilt meters and Total Stations (TPS) have shown unequivocally, that truly stable points are very rare. The underlying causes of such natural movements are long- and short-periodic reversible deformations of stable slopes caused by annual and daily changes of pore pressure and temperature in fractured rock masses. These movements impact TPS measurements and cause inconsistencies in the reference frame which, if not accounted for, will introduce systematic errors in the calculated deformation pattern and time series. This complex situation can be found in many mountain slopes. However, detailed measurements and analyses of the superposition of reversible slope deformations and gravitational mass movements of active instabilities are not existing. At the terminus of the Great Aletsch Glacier a comprehensive permanent deformation and displacement monitoring system has been installed, which allows to investigate large scale reversible deformations as well as active rock slope instabilities (Moosfluh and Driest) in response to rapid glacier retreat. The system includes 2 high-precision TPS stations with automated reflector recognition, 58 reflectors, 4 GNSS stations, climate sensors, and 2 high-resolution tilt meters and provides a fully automated survey with high accuracies over distances up to 2 km. The self-sustaining monitoring systems at Aletsch are installed at two high-alpine locations, remotely operated and automatically collect data on a set time schedule mainly at night. Deformation artefacts from thermal and wind disturbances of total stations' pillars and climatic refraction are studied with separate monitoring programs. We describe various aspects of the design, construction, testing and practical operation of this unique monitoring

  20. Time shift in slope failure prediction between unimodal and bimodal modeling approaches

    Science.gov (United States)

    Ciervo, Fabio; Casini, Francesca; Nicolina Papa, Maria; Medina, Vicente

    2016-04-01

    within the Bishop stress theory framework (Ciervo et al., 2015). The proposed work tends to emphasize how a more accurate slope stability analysis that accounts dual-structure could be useful to reach a more accurate definition of the stability conditions. The effects in practical analysis may be significant. The highlighted discrepancies between the different approaches in describing the timing processes and strength contribution due to capillary forces may entail no negligible differences in slope stability predictions, especially in those cases where the possibility of a failure in unsaturated terrains is contemplated.

  1. Failure mechanism and coupled static-dynamic loading theory in deep hard rock mining: A review

    Directory of Open Access Journals (Sweden)

    Xibing Li

    2017-08-01

    Full Text Available Rock failure phenomena, such as rockburst, slabbing (or spalling and zonal disintegration, related to deep underground excavation of hard rocks are frequently reported and pose a great threat to deep mining. Currently, the explanation for these failure phenomena using existing dynamic or static rock mechanics theory is not straightforward. In this study, new theory and testing method for deep underground rock mass under coupled static-dynamic loading are introduced. Two types of coupled loading modes, i.e. “critical static stress + slight disturbance” and “elastic static stress + impact disturbance”, are proposed, and associated test devices are developed. Rockburst phenomena of hard rocks under coupled static-dynamic loading are successfully reproduced in the laboratory, and the rockburst mechanism and related criteria are demonstrated. The results of true triaxial unloading compression tests on granite and red sandstone indicate that the unloading can induce slabbing when the confining pressure exceeds a certain threshold, and the slabbing failure strength is lower than the shear failure strength according to the conventional Mohr-Column criterion. Numerical results indicate that the rock unloading failure response under different in situ stresses and unloading rates can be characterized by an equivalent strain energy density. In addition, we present a new microseismic source location method without premeasuring the sound wave velocity in rock mass, which can efficiently and accurately locate the rock failure in hard rock mines. Also, a new idea for deep hard rock mining using a non-explosive continuous mining method is briefly introduced.

  2. Impact of double porosity flow on hydrologically driven failure of a hillside slope

    Science.gov (United States)

    Choo, J.; White, J. A.; Borja, R. I.

    2015-12-01

    Soil deposits in hillside slopes often exhibit two dominant porosity scales, often referred to as the macropore and micropore scales. Fluid flow through this type of soils involves preferential flow through the macropore region and fluid storage in the micropore region. An explicit treatment of the two porosity scales, known as double porosity formulation, is necessary for a more realistic description of the hydromechanical behavior of this type of soils. In this work, we investigate how double porosity modeling of fluid flow and deformation could impact the ensuing hydromechanical responses of a hillslope under rainfall infiltration. For this purpose we use a hydromechanical continuum modeling approach developed in previous work by the authors and extend it to accommodate double porosity modeling by employing a recently developed hydromechanical framework along with a stabilized finite elements technique that allows the use of lower-order mixed finite elements for improved computationally efficiency. The numerical results demonstrate that preferential flow can be captured by the double porosity formulation, leading to a different slope failure mechanism than what is predicted by an equivalent single porosity formulation.

  3. Development of a parallel FE simulator for modeling the whole trans-scale failure process of rock from meso- to engineering-scale

    Science.gov (United States)

    Li, Gen; Tang, Chun-An; Liang, Zheng-Zhao

    2017-01-01

    Multi-scale high-resolution modeling of rock failure process is a powerful means in modern rock mechanics studies to reveal the complex failure mechanism and to evaluate engineering risks. However, multi-scale continuous modeling of rock, from deformation, damage to failure, has raised high requirements on the design, implementation scheme and computation capacity of the numerical software system. This study is aimed at developing the parallel finite element procedure, a parallel rock failure process analysis (RFPA) simulator that is capable of modeling the whole trans-scale failure process of rock. Based on the statistical meso-damage mechanical method, the RFPA simulator is able to construct heterogeneous rock models with multiple mechanical properties, deal with and represent the trans-scale propagation of cracks, in which the stress and strain fields are solved for the damage evolution analysis of representative volume element by the parallel finite element method (FEM) solver. This paper describes the theoretical basis of the approach and provides the details of the parallel implementation on a Windows - Linux interactive platform. A numerical model is built to test the parallel performance of FEM solver. Numerical simulations are then carried out on a laboratory-scale uniaxial compression test, and field-scale net fracture spacing and engineering-scale rock slope examples, respectively. The simulation results indicate that relatively high speedup and computation efficiency can be achieved by the parallel FEM solver with a reasonable boot process. In laboratory-scale simulation, the well-known physical phenomena, such as the macroscopic fracture pattern and stress-strain responses, can be reproduced. In field-scale simulation, the formation process of net fracture spacing from initiation, propagation to saturation can be revealed completely. In engineering-scale simulation, the whole progressive failure process of the rock slope can be well modeled. It is

  4. CONFINING PRESSURE EFFECT ON ACOUSTIC EMISSIONS IN ROCK FAILURE

    Institute of Scientific and Technical Information of China (English)

    陈忠辉; 唐春安; 傅宇方

    1998-01-01

    Based on the phenomenon that acoustic emissions (AE) generated by rock massincreas uddenly because of underground excavation, time sequence of AE rate in rock failurehas been discussed by using statistical damage theory. It has been demonstrated that how theinfluence of confining pressure on the deformation behavior and AE characteristics in rocks can beinferred from a simple mechanics model. The results show that loading confining pressure sharplybrings out increasing of AE. On the other hand, few AE emits when confining pressure is loadedsharply, and AE occurs again when axial pressure keeps on increasing. These results have beenwell simulated with computer and show close correspondence with directly measured curves" inexperiments.

  5. Oxygen influx and geochemistry of percolate water from reactive mine waste rock underlying a sloping channelled soil cover

    Energy Technology Data Exchange (ETDEWEB)

    Song Qing, E-mail: qsong3@uwo.ca [Geotechnical Research Center, Department of Civil and Environmental Engineering, University of Western Ontario, 1151 Richmond Street, London, ON, N6A 5B9 (Canada); Yanful, Ernest K., E-mail: eyanful@eng.uwo.ca [Geotechnical Research Center, Department of Civil and Environmental Engineering, University of Western Ontario, 1151 Richmond Street, London, ON, N6A 5B9 (Canada)

    2011-05-15

    Research Highlights: > A channelled cover with preferential flow can still mitigate ARD to some extent. > Oxygen ingress was more sensitive to the location of the channel than to K{sub s}. > The channel in the barrier layer was a major passage for O{sub 2} ingress. > Actual flushing was an important factor when estimating O{sub 2} decay coefficient. - Abstract: An ideal engineered soil cover can mitigate acid rock drainage (ARD) by limiting water and gaseous O{sub 2} ingress into an underlying waste rock pile. However, the barrier layer in the soil cover almost invariably tends to develop cracks or fractures after placement. These cracks may change water flow and O{sub 2} transport in the soil cover and decrease performance in the long run. The present study employed a 10-cm-wide sand-filled channel installed in a soil barrier layer (silty clay) to model the aggregate of cracks or fractures that may be present in the cover. The soil cover had a slope of 20%. Oxygen transport through the soil cover and oxidation of the underlying waste rock were investigated and compared to a controlled column test with bare waste rock (without soil cover). Moreover, gaseous O{sub 2} transport in the soil cover with channel and its sensitivity to channel location as well as the influence of the saturated hydraulic conductivity of the channel material were modeled using the commercial software VADOSE/W. The results indicted that the waste rock underlying the soil cover with channel had a lower oxidation rate than the waste rock without cover because of reduced O{sub 2} ingress and water flushing in the soil cover with channel, which meant a partial soil cover might still be effective to some extent in reducing ARD generation. Gaseous O{sub 2} ingress into the covered waste rock was more sensitive to the channel location than to the saturated hydraulic conductivity of the material filling the channel. Aqueous equilibrium speciation modeling and scanning electron microscopy with energy

  6. 3D Detection, Quantification and Correlation of Slope Failures with Geologic Structure in the Mont Blanc massif

    Science.gov (United States)

    Allan, Mark; Dunning, Stuart; Lim, Michael; Woodward, John

    2016-04-01

    A thorough understanding of supply from landslides and knowledge of their spatial distribution is of fundamental importance to high-mountain sediment budgets. Advances in 3D data acquisition techniques are heralding new opportunities to create high-resolution topographic models to aid our understanding of landscape change through time. In this study, we use a Structure-from-Motion Multi-View Stereo (SfM-MVS) approach to detect and quantify slope failures at selected sites in the Mont Blanc massif. Past and present glaciations along with its topographical characteristics have resulted in a high rate of geomorphological activity within the range. Data for SfM-MVS processing were captured across variable temporal scales to examine short-term (daily), seasonal and annual change from terrestrial, Unmanned Aerial Vehicle (UAV) and helicopter perspectives. Variable spatial scales were also examined ranging from small focussed slopes (~0.01 km2) to large valley-scale surveys (~3 km2). Alignment and registration were conducted using a series of Ground Control Points (GCPs) across the surveyed slope at various heights and slope aspects. GCPs were also used to optimise data and reduce non-linear distortions. 3D differencing was performed using a multiscale model-to-model comparison algorithm (M3C2) which uses variable thresholding across each slope based on local surface roughness and model alignment quality. Detected change was correlated with local slope structure and 3D discontinuity analysis was undertaken using a plane-detection and clustering approach (DSE). Computation of joint spacing was performed using the classified data and normal distances. Structural analysis allowed us to assign a Slope Mass Rating (SMR) and assess the stability of each slope relative to the detected change and determine likely failure modes. We demonstrate an entirely 3D workflow which preserves the complexity of alpine slope topography to compute volumetric loss using a variable threshold. A

  7. TIME-VARIANT SERVICEABILITY RELIABILITY ANALYSIS OF ANCHORED ROCK SLOPES DEFORMATION%考虑时效特性的锚固岩质边坡变形可靠度分析

    Institute of Scientific and Technical Information of China (English)

    蒋水华; 彭铭; 李典庆; 张利民; 周创兵

    2013-01-01

    A non-intrusive stochastic finite element method for time-variant serviceability reliability analysis of anchored rock slopes with consideration of rock bolt corrosion is proposed.A rock bolt corrosion model reflecting the variation of the anchored force of each rock bolt with service time is established.Consequently,the computational procedure for time-variant serviceability reliability analysis of the slope deformation using the non-intrusive stochastic finite element method is proposed.The relationship between the probability of failure for slope deformation and the maximum allowable deformation is investigated; and a method for determining the maximum allowable deformation of the slope is proposed based on parametric sensitivity analysis.An example of reliability analysis of anchored rock slope deformation subjected to surcharge loading is illustrated to demonstrate the validity and capability of the proposed method.The results indicate that the proposed non-intrusive stochastic finite element method can effectively evaluate time-variant serviceability reliability of rock slopes.The rock bolt corrosion has a significant influence on the serviceability reliability of rock slopes as the service time of rock bolts increases.In addition,an approximate linear relationship exists between the logarithm of the time-variant probability of failure for slope deformation,lgpf,and the maximum allowable deformation; and this linear relationship becomes more obvious as the reliability level of the slope increases.%提出基于非侵入式随机有限元法的岩质边坡变形可靠度分析方法.建立考虑腐蚀效应的锚杆锚固力随服役时间变化模型.给出边坡变形可靠度分析非侵入式随机有限元法的计算步骤.研究锚固边坡变形失效概率与最大允许变形值之间的关系,并基于参数敏感性分析提出边坡最大允许变形取值方法.以锚固岩质边坡为例,证明所提方法的有效性.结果表明:非侵入式

  8. A theoretical derivation of the HoekeBrown failure criterion for rock materials

    Institute of Scientific and Technical Information of China (English)

    Jianping Zuo; Huihai Liu; Hongtao Li

    2015-01-01

    This study uses a three-dimensional crack model to theoretically derive the HoekeBrown rock failure criterion based on the linear elastic fracture theory. Specifically, we argue that a failure characteristic factor needs to exceed a critical value when macro-failure occurs. This factor is a product of the micro-failure orientation angle (characterizing the density and orientation of damaged micro-cracks) and the changing rate of the angle with respect to the major principal stress (characterizing the microscopic stability of damaged cracks). We further demonstrate that the factor mathematically leads to the empirical HoekeBrown rock failure criterion. Thus, the proposed factor is able to successfully relate the evolution of microscopic damaged crack characteristics to macro-failure. Based on this theoretical development, we also propose a quantitative relationship between the brittleeductile transition point and confining pressure, which is consistent with experimental observations.

  9. Rock failure analysis by combined thermal weakening and water jet impact

    Science.gov (United States)

    Nayfeh, A. H.

    1976-01-01

    The influence of preheating on the initiation of fracture in rocks subjected to the impingement of a continuous water jet is studied. Preheating the rock is assumed to degrade its mechanical properties and strength in accordance with existing experimental data. The water jet is assumed to place a quasi-static loading on the surface of the rock. The loading is approximated by elementary functions which permit analytic computation of the induced stresses in a rock half-space. The resulting stresses are subsequently coupled with the Griffith criteria for tensile failure to estimate the change, due to heating, in the critical stagnation pressure and velocity of the water jet required to cause failure in the rock.

  10. Rock failure analysis by combined thermal weakening and water jet impact

    Science.gov (United States)

    Nayfeh, A. H.

    1976-01-01

    The influence of preheating on the initiation of fracture in rocks subjected to the impingement of a continuous water jet is studied. Preheating the rock is assumed to degrade its mechanical properties and strength in accordance with existing experimental data. The water jet is assumed to place a quasi-static loading on the surface of the rock. The loading is approximated by elementary functions which permit analytic computation of the induced stresses in a rock half-space. The resulting stresses are subsequently coupled with the Griffith criteria for tensile failure to estimate the change, due to heating, in the critical stagnation pressure and velocity of the water jet required to cause failure in the rock.

  11. Addressing the Consequences of Dynamic Rock Failure in Underground Excavations

    Science.gov (United States)

    Stacey, T. R.

    2016-10-01

    Rockbursts are violent events that result in the ejection of volumes of rock from the walls of underground excavations. They can be extremely hazardous and have been responsible for many accidents in underground excavations. They also are responsible for significant direct and indirect costs in mining and civil engineering projects. The occurrence of rockbursting can be reduced by optimising the design with regard to excavation layout, excavation geometry and size, excavation sequence, and by the application of destressing/preconditioning measures. Thereafter, containment of damage relies on rock support. Conventional design of rock support for the containment of rockburst damage is not possible since neither the demand that is generated, nor the capacity of support systems, are known, and thus there is a state of design indeterminacy. The approach recommended in this paper is a risk-consequence one: evaluation of the risk (the product of the probability of occurrence of a rockburst and its consequence, in financial terms), and use of this quantified risk as a decision making tool regarding the justification for significant dynamically capable rock support. A typically suitable rock support system for rockbursting conditions is suggested in the paper.

  12. Prediction of Brittle Failure for TBM Tunnels in Anisotropic Rock: A Case Study from Northern Norway

    Science.gov (United States)

    Dammyr, Øyvind

    2016-06-01

    Prediction of spalling and rock burst is especially important for hard rock TBM tunneling, because failure can have larger impact than in a drill and blast tunnel and ultimately threaten excavation feasibility. The majority of research on brittle failure has focused on rock types with isotropic behavior. This paper gives a review of existing theory and its application before a 3.5-m-diameter TBM tunnel in foliated granitic gneiss is used as a case to study brittle failure characteristics of anisotropic rock. Important aspects that should be considered in order to predict brittle failure in anisotropic rock are highlighted. Foliation is responsible for considerable strength anisotropy and is believed to influence the preferred side of v-shaped notch development in the investigated tunnel. Prediction methods such as the semi- empirical criterion, the Hoek- Brown brittle parameters, and the non-linear damage initiation and spalling limit method give reliable results; but only as long as the angle between compression axis and foliation in uniaxial compressive tests is relevant, dependent on the relation between tunnel trend/plunge, strike/dip of foliation, and tunnel boundary stresses. It is further demonstrated that local in situ stress variations, for example, due to the presence of discontinuities, can have profound impact on failure predictions. Other carefully documented case studies into the brittle failure nature of rock, in particular anisotropic rock, are encouraged in order to expand the existing and relatively small database. This will be valuable for future TBM planning and construction stages in highly stressed brittle anisotropic rock.

  13. True Triaxial Strength and Failure Modes of Cubic Rock Specimens with Unloading the Minor Principal Stress

    Science.gov (United States)

    Li, Xibing; Du, Kun; Li, Diyuan

    2015-11-01

    True triaxial tests have been carried out on granite, sandstone and cement mortar using cubic specimens with the process of unloading the minor principal stress. The strengths and failure modes of the three rock materials are studied in the processes of unloading σ 3 and loading σ 1 by the newly developed true triaxial test system under different σ 2, aiming to study the mechanical responses of the rock in underground excavation at depth. It shows that the rock strength increases with the raising of the intermediate principal stress σ 2 when σ 3 is unloaded to zero. The true triaxial strength criterion by the power-law relationship can be used to fit the testing data. The "best-fitting" material parameters A and n ( A > 1.4 and n < 1.0) are almost located in the same range as expected by Al-Ajmi and Zimmerman (Int J Rock Mech Min Sci 563 42(3):431-439, 2005). It indicates that the end effect caused by the height-to-width ratio of the cubic specimens will not significantly affect the testing results under true triaxial tests. Both the strength and failure modes of cubic rock specimens under true triaxial unloading condition are affected by the intermediate principal stress. When σ 2 increases to a critical value for the strong and hard rocks (R4, R5 and R6), the rock failure mode may change from shear to slabbing. However, for medium strong and weak rocks (R3 and R2), even with a relatively high intermediate principal stress, they tend to fail in shear after a large amount of plastic deformation. The maximum extension strain criterion Stacey (Int J Rock Mech Min Sci Geomech Abstr 651 18(6):469-474, 1981) can be used to explain the change of failure mode from shear to slabbing for strong and hard rocks under true triaxial unloading test condition.

  14. Analysis of microseismic signals and temperature recordings for rock slope stability investigations in high mountain areas

    Directory of Open Access Journals (Sweden)

    C. Occhiena

    2012-07-01

    Full Text Available The permafrost degradation is a probable cause for the increase of rock instabilities and rock falls observed in recent years in high mountain areas, particularly in the Alpine region. The phenomenon causes the thaw of the ice filling rock discontinuities; the water deriving from it subsequently freezes again inducing stresses in the rock mass that may lead, in the long term, to rock falls. To investigate these processes, a monitoring system composed by geophones and thermometers was installed in 2007 at the Carrel hut (3829 m a.s.l., Matterhorn, NW Alps. In 2010, in the framework of the Interreg 2007–2013 Alcotra project no. 56 MASSA, the monitoring system has been empowered and renovated in order to meet project needs.

    In this paper, the data recorded by this renewed system between 6 October 2010 and 5 October 2011 are presented and 329 selected microseismic events are analysed. The data processing has concerned the classification of the recorded signals, the analysis of their distribution in time and the identification of the most important trace characteristics in time and frequency domain. The interpretation of the results has evidenced a possible correlation between the temperature trend and the event occurrence.

    The research is still in progress and the data recording and interpretation are planned for a longer period to better investigate the spatial-temporal distribution of microseismic activity in the rock mass, with specific attention to the relation of microseismic activity with temperatures. The overall goal is to verify the possibility to set up an effective monitoring system for investigating the stability of a rock mass under permafrost conditions, in order to supply the researchers with useful data to better understand the relationship between temperature and rock mass stability and, possibly, the technicians with a valid tool for decision-making.

  15. 露天矿土-岩复合逆倾边坡空间形态优化%Space Shape Optimization of the Soil-rock Composite Reverse Dip Slope in Open-pit Mine

    Institute of Scientific and Technical Information of China (English)

    曹兰柱; 李广贺; 王东

    2016-01-01

    In view of the shape design of the boundary slope of the soil-rock composite reverse dip slope in the open-pit mine,the landslide model and stability of soil rock composite reverse dip slope in Dalianhe Open-pit Coal Mine is studied by a-dopting the method of rigid body limit equilibrium and three-dimensional numerical simulation. The study is based on the engi-neering practice of the compound reverse dip slope of the north slope of outer dump and the top slope of the stope in Dalianhe open-pit coal mine,by which the safety of the mining of coal resources of the north to boundary slope is guaranteed. The study results show that for the compound reverse dip slope of the north slope of outer dump and the top slope of the stope in Dalianhe open-pit coal mine,the landslide model is circular sliding;in order to meet the safety requirements, the mining slope angle should be up to 33°;the failure form of rock mass is the composition of tension and shear. At the foot of slope,local rock mass destruction should be done due to the stress concentration caused by the rock mass weight and it is the inducing factor of the whole slope failure.%针对露天矿土-岩复合逆倾边坡到界边坡形态设计问题,结合达连河露天煤矿外排土场北帮—采场顶帮复合逆倾边坡的工程实际,基于刚体极限平衡与三维数值模拟的手段,研究了露天矿土-岩复合逆倾边坡的滑坡模式及稳定性规律,设计了最终边坡形态,确保北帮到界过程中煤炭资源回采的安全。研究结果表明:达连河露天煤外排土场北帮—采场顶帮复合逆倾边坡的滑坡模式为圆弧滑动;使外排土场北帮—采场顶帮复合逆倾边坡满足安全要求的采场边坡角为33°;露天矿土-岩复合逆倾边坡岩体的破坏形式为拉张-剪切复合型,岩体自重作用下的坡脚处应力集中造成的局部岩体破坏是整体边坡失稳的诱发因素。

  16. Geochemistry of petroleum systems in the Niuzhuang South Slope of Bohai Bay basin - pt. 1: source rock characterization

    Energy Technology Data Exchange (ETDEWEB)

    Sumei Li [Petroleum University, Beijing (China). Chinese Ministry of Education; Geological Survey of Canada, Alberta (Canada); Xionqi Pang; Zhijun Jin [Petroleum University, Beijing (China). Chinese Ministry of Education; Maowen Li [Geological Survey of Canada, Alberta (Canada)

    2003-03-01

    Detailed mapping of the Tertiary strata of the Dongying Depression, Bohai Bay Basin reveals that oil shales and dark mudstones in the Es{sub 4} and Es{sub 3} members of the Eocene-Oligocene Shahejie Formation have excellent potential as petroleum source rocks. Regional distributions of total organic carbon content, kerogen type and thermal maturation indicate that abundant mature source rocks are present in the Niuzhuang Sag, whereas source rocks along the Niuzhuang South Slope are currently immature or marginally mature for the generation of conventional oils. This study examined the molecular characteristics for a number of biomarker compound classes, and related these to either source facies change or different burial and thermal maturation. An important observation made during this study is the significant variation in the relative distributions and absolute concentrations of a wide range of aliphatic and aromatic hydrocarbon markers in the rock extracts as a function of burial depth. This variation may potentially explain the uncertainty associated with the maturity assessment and genetic modeling for so-called ''immature oils'' that are usually defined on the basis of alkane biomarker isomerization ratios and the presence of biomarkers with ''biological'' configurations. (author)

  17. Dilational and Compactional Shear Failure: Application to Siliciclastic Petroleum Reservoir rocks.

    Science.gov (United States)

    Casey, M.; Fisher, Q. J.; Knipe, R. J.

    2001-12-01

    Investigations related to the exploitation of oil reserves provide examples of brittle shear failure in rocks with well known burial, stress, temperature, compactional and diagenetic history. In addition, particular emphasis is placed on the dilational or compactional nature of the failure mode because of the influence this has on the permeability of the fault rocks. Microstructural investigations show that at shallow depths of less than 2.5 km failure during continued subsidence is by particulate flow and is usually compactional. At greater depths mechanical compaction may occur by particulate flow/ grain crushing or the rock may fail by dilational brittle failure. The main control on failure mode is the degree of cementation. At low cementation the rock fails by particulate flow (with or without fracture). Dilational shear failure occurs when the cementation has considerably reduced the porosity. We developed a model of cementation rate based on temperature controlled precipitation rate and used this to plot product of porosity and grain radius (a measure of susceptibility of the rock to crushing) against effective stress for some North Sea Reservoir rocks during their burial history. We found that the initially the low cementation rate held the crushing strength constant, causing the rocks to approach the empirical failure curve, but that at greater depths the increased cementation rate rapidly increased the strength, taking the rock mechanical state away from the failure line. Some deeply buried rocks were observed to have lower than expected amounts of cement and we ascribe this to the inhibition of precipitation by clay films. Deep, well cemented rocks, that failed by shear localised dilatant brittle shear were found to have higher permeabilities than expected on the basis of laboratory results. The natural specimens came from dilational jogs in a network of fault segments and we infer that the increased permeability is the result of deformation under

  18. Failure mechanism and supporting measures for large deformation of Tertiary deep soft rock

    Institute of Scientific and Technical Information of China (English)

    Guo Zhibiao; Wang Jiong; Zhang Yuelin

    2015-01-01

    The Shenbei mining area in China contains typical soft rock from the Tertiary Period. As mining depths increase, deep soft rock roadways are damaged by large deformations and constantly need to be repaired to meet safety requirements, which is a great security risk. In this study, the characteristics of deformation and failure of typical roadway were analyzed, and the fundamental reason for the roadway deformation was that traditional support methods and materials cannot control the large deformation of deep soft rock. Deep soft rock support technology was developed based on constant resistance energy absorption using constant resistance large deformation bolts. The correlative deformation mechanisms of surrounding rock and bolt were analyzed to understand the principle of constant resistance energy absorption. The new technology works well on-site and provides a new method for the excavation of roadways in Tertiary deep soft rock.

  19. Distribution of slope failures following the 1983 San'in Heavy Rainfall Disaster in Misumi-Kitsuka area, western Shimane, Southwest Japan

    OpenAIRE

    Pimiento, Edgar; 横田, 修一郎

    2006-01-01

    Small and shallow slope failures frequently occur in mountainous areas worldwide, due to intense rainfall. Regional hazard assessment on the occurrences of failures is thus an important subject, especially for developing countries. One method of assessing such hazard is based on statistical analysis of spatial distribution of past failures. As a case study for hazard assessment, we constructed detailed maps expressing the distribution of slope failures which occurred during the 1983 San'in he...

  20. Research on the Application of Fluid-Structure Interaction in Soil Rock Mixture Slope

    Directory of Open Access Journals (Sweden)

    Wang Yongcun

    2015-06-01

    Full Text Available traditional seepage theory has defects, and the fluid-structure interaction research has developed. Through the analysis of the fluid-structure interaction problems in engineering, this paper expounds the characteristics of fluid-structure interaction, research methods and research status quo, mathematical model of the slope is put forward.

  1. Numerical simulation of rock progressive failure on samples with a pre-existed weak zone during brittle failure*

    Institute of Scientific and Technical Information of China (English)

    焦明若; 张国民; 唐春安; 傅宇方

    2002-01-01

    Considering the heterogeneity of geomechanical materials, seismicity during brittle rock failure under compressive loading on the sample with an original weak zone is simulated by using rock failure process analysis code (RFPA2D). The run-through process of weak zone, the forming of new fault and associated micro-seismicities are studied. The modeling demonstrates the total process of source development of earthquake from deformation, micro-failure to collapse and the behavior of temporal-spatial distribution of micro-seismicities. The stress, strain and the temporal-spatial distribution of micro-seismicities life-likely portrayed the phenomena of localization and temporal-spatial transitions, which is similar to those observed in our real crust. Also, the results obtained in simulations are in agreement with or similar to the reported experimental observations.

  2. Specific Energy as an Index to Identify the Critical Failure Mode Transition Depth in Rock Cutting

    Science.gov (United States)

    He, Xianqun; Xu, Chaoshui

    2016-04-01

    Rock cutting typically involves driving a rigid cutter across the rock surface at certain depth of cut and is used to remove rock material in various engineering applications. It has been established that there exist two distinct failure modes in rock cutting, i.e. ductile mode and brittle mode. The ductile mode takes precedence when the cut is shallow and the increase in the depth of cut leads to rock failure gradually shifted to brittle-dominant mode. The threshold depth or the critical transition depth, at which rock failure under cutting changes from the ductile to the brittle mode, is associated with not only the rock properties but also the cutting operational parameters and the understanding of this threshold is important to optimise the tool design and operational parameters. In this study, a new method termed the specific cutting energy transition model is proposed from an energy perspective which is demonstrated to be much more effective in identifying the critical transition depth compared with existing approaches. In the ductile failure cutting mode, the specific cutting energy is found to be independent of the depth of cut; but in the brittle failure cutting mode, the specific cutting energy is found to be dependent on the depth of cut following a power-law relationship. The critical transition depth is identified as the intersection point between these two relationships. Experimental tests on two types of rocks with different combinations of cutting velocity, depth of cut and back rake angle are conducted and the application of the proposed model on these cutting datasets has demonstrated that the model can provide a very effective tool to analyse the cutting mechanism and to identify the critical transition depth.

  3. assessment of slope stability around gilgel gibe-ii hydroelectric

    African Journals Online (AJOL)

    preferred customer

    (1995) technique, whereas the slope having wedge mode of failure was analyzed by. 'SASW' computer .... Engineering properties of rocks ... were determined by using Schmidt hammer in ...... Engineering, 3rd ed., Institute of Mining and.

  4. The impact of mechanical properties of rock to the collision of rock piece

    Directory of Open Access Journals (Sweden)

    Borut Macuh

    2007-06-01

    Full Text Available The paper presents the analytical solution of the rock piece motion considering influences of geometrical and mechanical characteristics of rock mass on the arbitrary slope. The main objective of the paper is to determine the motion of the rock piece considering possibility of rock piece failure due to collision. Brief description of the analytical solution of the rock piece motion on a steep slope is given. The laboratory tests were performed to determine uniaxial compressive strength and elastic properties of the considered rock mass. Further, velocities that cause rock piece failure were determined. These maximum velocities indirectly belong to certain mass of rock piece and can be lower than velocities calculated in rock-fall analysis for certain slope geometry. Consequently, the energy magnitude is limited, because at certain velocity and mass of rock piece bigger pieces crash at collision.

  5. Effect of Seismic Permanent Deformation on Safety and Stability of Earth-Rock Dam Slope

    Institute of Scientific and Technical Information of China (English)

    戚蓝; 陈启振; 蔡建成

    2015-01-01

    In order to study the effect of seismic permanent deformation on the safety and stability of earth-rock dam, the permanent deformation is considered as the non-design permanent load, and the stress-strain hysteresis curve is also considered when the earth is under cyclic load. The research work can make the calculation results of plastic col-lapse more accurate by including the effect of the post-earthquake degree of plastic deformation on the stability of the earth-rock dam, and the dam safety factor decreases from 2.50 to 1.90 after the magnitude-8 earthquake. Moreover, the research work will also improve the design of the earth-rock dam under abnormal operating conditions.

  6. Space and time damage evolution during the prenucleation of shear failure in rocks

    Science.gov (United States)

    Renard, Francois; Cordonnier, Benoit; Kandula, Neelima; Kobchenko, Maya; Weiss, Jérôme; Zhu, Wenlu; Dysthe, Dag

    2017-04-01

    Precursory signals to large earthquakes include foreshocks, increase or decrease of seismic velocities, or variations of the chemistry of spring waters. As stresses build-up at depth before rupture, these precursors may have different origins, from the formation of microfractures, to creep in the nucleation zone, or modifications of flow paths. However, these precursors are not observed for all earthquakes, making challenging their use to predict their occurrence. On the one hand, rocks show various degrees of heterogeneities at the microscale; on the other hand similar stress-strain curves are measured when approaching rupture under compression in laboratory experiments: an elastic domain is followed by a deviation from elasticity as stress is increased towards failure. Based on these field and laboratory observations, the question arises then why, despite similar stress-strain curves, rocks may show different precursors before failure. We have performed a series of laboratory experiments where various rocks (limestone, sandstone, monzonite, marble) where deformed until shear failure at conditions relevant for earthquake nucleation. Using an X-ray transparent triaxial rig installed at the European Synchrotron, the evolution of damage (microcracks, fractures, pore collapse) before failure can be imaged in-situ by X-ray microtomography. We show that, before failure, the density of these damage events can either increase, decrease, or remain constant. The reason is that two mechanisms are competing at the microscale: the formation of microcracks that decreases rock density due to dilatancy, and the collapse of pores or voids that increases rock density towards failure. The competition between these two mechanisms depends on the nature of the host rock and controls how seismic velocities and fluid flow paths evolve prior to failure. These data show, for the first time with high time and space resolution, the nature of the precursory signals before rupture, with

  7. Utilization of advanced calibration techniques in stochastic rock fall analysis of quarry slopes

    Science.gov (United States)

    Preh, Alexander; Ahmadabadi, Morteza; Kolenprat, Bernd

    2016-04-01

    In order to study rock fall dynamics, a research project was conducted by the Vienna University of Technology and the Austrian Central Labour Inspectorate (Federal Ministry of Labour, Social Affairs and Consumer Protection). A part of this project included 277 full-scale drop tests at three different quarries in Austria and recording key parameters of the rock fall trajectories. The tests involved a total of 277 boulders ranging from 0.18 to 1.8 m in diameter and from 0.009 to 8.1 Mg in mass. The geology of these sites included strong rock belonging to igneous, metamorphic and volcanic types. In this paper the results of the tests are used for calibration and validation a new stochastic computer model. It is demonstrated that the error of the model (i.e. the difference between observed and simulated results) has a lognormal distribution. Selecting two parameters, advanced calibration techniques including Markov Chain Monte Carlo Technique, Maximum Likelihood and Root Mean Square Error (RMSE) are utilized to minimize the error. Validation of the model based on the cross validation technique reveals that in general, reasonable stochastic approximations of the rock fall trajectories are obtained in all dimensions, including runout, bounce heights and velocities. The approximations are compared to the measured data in terms of median, 95% and maximum values. The results of the comparisons indicate that approximate first-order predictions, using a single set of input parameters, are possible and can be used to aid practical hazard and risk assessment.

  8. Seismic bearing capacity of strip footings on rock masses using the Hoek–Brown failure criterion

    Directory of Open Access Journals (Sweden)

    Amin Keshavarz

    2016-04-01

    Full Text Available In this paper, the bearing capacity of strip footings on rock masses has been studied in the seismic case. The stress characteristics or slip line method was used for analysis. The problem was analyzed in the plane strain condition using the Hoek–Brown failure criterion. First, the equilibrium equations along the stress characteristics were obtained and the rock failure criterion was applied. Then, the equations were solved using the finite difference method. A computer code has been provided for analysis. Given the footing and rock parameters, the code can calculate the stress characteristics network and obtain the stress distribution under the footing. The seismic effects have been applied as the horizontal and vertical pseudo-static coefficients. The results of this paper are very close to those of the other studies. The seismic bearing capacity of weightless rock masses can be obtained using the proposed equations and graphs without calculating the whole stress characteristics network.

  9. A Test Model of Water Pressures within a Fault in Rock Slope

    Institute of Scientific and Technical Information of China (English)

    2001-01-01

    This paper introduces model test results of water pressure in a fault, which is located in a slope and 16 different conditions. The results show that the water pressures in fault can be expressed by a linear function, which is similar to the theoretical model suggested by Hoek. Factors affecting water pressures are water level in tension crack, dip angle of fault, the height of filling materials and thickness of fault zone in sequence.

  10. Failure development around a borehole in an orthorhombic thermo-elastoplastic rock medium

    Science.gov (United States)

    Piłacik, Alicja; Dąbrowski, Marcin

    2016-04-01

    The elastic anisotropy of a rock medium is one of the main factors affecting stress distribution around the borehole. It governs the initiation and propagation of the technologically induced compressive and tensile failure zones, and reopening of natural mechanical discontinuities. We conducted a two-dimensional analysis of failure around a pressurized horizontal borehole in an orthorhombic elastic rock medium subject to variable far-field loads. The analytical solution to the thermoelastic problem was derived. An elastoplastic finite element method code was developed using MILAMIN platform (milamin.org) and implemented in MATLAB. Various yield functions were used, including von Mises, Mohr-Coulomb, Drucker-Prager and Hoek-Brown failure criteria. The analysis was augmented by introducing rock heterogeneities and discrete mechanical discontinuities in the vicinity of the borehole.

  11. The Influence of Shales on Slope Instability

    Science.gov (United States)

    Stead, Doug

    2016-02-01

    Shales play a major role in the stability of slopes, both natural and engineered. This paper attempts to provide a review of the state-of-the-art in shale slope stability. The complexities of shale terminology and classification are first reviewed followed by a brief discussion of the important physical and mechanical properties of relevance to shale slope stability. The varied mechanisms of shale slope stability are outlined and their importance highlighted by reference to international shale slope failures. Stability analysis and modelling of anisotropic rock slope masses are briefly discussed and the potential role of brittle rock fracture and damage highlighted. A short review of shale slopes in open pits is presented.

  12. In-situ testing study on convection and temperature characteristics of a new crushed-rock slope embankment design in a permafrost region

    Institute of Scientific and Technical Information of China (English)

    MingHao Liu; FuJun Niu; JianHong Fang; ZhanJu Lin; Jing Luo; GuoAn Yin

    2014-01-01

    For-the-purpose-of-enhancing-air-convection-and-controlling-solar-radiation,-a-new-crushed-rock-slope-embankment-design-combined-with-a-sun-shade-measure-is-proposed.-A-newly-designed-embankment-was-constructed-in-the-Tuotuohe-section-of-the-Qinghai-Tibet-Railway-and-a-field-testing-experiment-was-carried-out-to-determine-its-convection-and-temperature-char-acteristics.-The-results-show-that-distinct-air-convection-occurred-in-the-crushed-rock-layer-of-the-new-embankment,-especially-in-cold-seasons,-which-was-enhanced-when-it-flowed-upwards-along-the-slope.-This-preliminarily-indicated-that-the-new-design-of-the-embankment-slope-was-good-for-reinforcing-air-convection-in-the-crushed-rock-layer.-The-frequent-fluctuations-of-the-convection-speed-and-the-environmental-wind-speed-were-in-good-agreement,-suggesting-that-the-convection-in-the-crushed-rock-primarily-came-from-the-ambient-wind.-It-was-also-preliminarily-determined-that-the-new-embankment-had-a-better-cooling-effect-and-sun-shade-effect-for-decreasing-the-temperature-of-the-embankment-slope-compared-with-a-traditional-crushed-rock-slope-embankment,-and-the-mean-temperature-difference-between-them-was-up-to-1.7-°C.-The-mean-annual-temperature-at-the-bottom-boundary-of-the-crushed-rock-layer-was-obviously-lower-than-that-at-the-top-boundary,-and-heat-flux-calculation-showed-that-the-shallow-soil-beneath-the-embankment-slope-was-weakly-releasing-heat,-all-of-which-indicated-that-the-new-embankment-slope-design-was-beneficial-to-the-thermal-stability-of-the-embankment.-This-study-is-helpful-in-providing-some-references-for-improved-engineering-design-and-maintenance-of-roadbeds-in-permafrost-regions.

  13. Assessment of rock properties and slope stability at Pacaya Volcano, Guatemala

    Science.gov (United States)

    Schaefer, Lauren; Kendrick, Jackie; Oommen, Thomas; Lavallee, Yan

    2014-05-01

    Pacaya is an active stratovolcano located 30 km south of Guatemala City, Guatemala. A large (0.65 km3) sector collapse of the volcano occurred 0.6 - 1.6 ka B.P., producing a debris avalanche that traveled 25 km SW of the edifice. The structural setting of the current cone, along with two recent smaller-volume collapses in 1962 and 2010, suggest gravitational instability of this volcano. Recent measurements of the geomechanical properties of lava and breccia from Pacaya are used to improve our understanding of the destabilizing potential of different volcanic processes. Room-temperature uniaxial and triaxial compressive tests, and total porosity tests, were conducted on 17 breccia and 21 lava samples. The average uniaxial compressive strength (σci) of lava rocks was moderately strong (σci = 72.4 MPa), with breccia rocks being 62.2% weaker (σci = 27.4 MPa). These values can partially be contributed to lava rock's very low porosity (0.054) and breccia rock's higher porosity (0.19). We also find an apparent rate-dependent strengthening of the samples as strain rate is increased from 10-5 to 10-1. Values of Poisson's Ratio (v) and Young's Modulus (E) calculated from triaxial tests, are v= 0.28 and E = 13.9 GPa for breccia and v= 0.31 and E = 17.6 GPa for lava. These experiments highlight the contrasting character of breccia versus lava, and suggest that sector collapse may have initiated in the weaker breccia. Additionally, cohesion (c) and friction angle (φ) calculated from triaxial tests yielded values of c = 1.8 MPa and φ = 19.4° for breccia and c = 4.0 MPa and φ = 41.4° for lava. Following sector collapse, the frictional properties of the rocks partially dictate the flow and deposition of the debris avalanche, and these were studied using high velocity rotary shear experiments on ash and lava rock. Experimental results are combined to understand the historical flank stability and assess the likelihood of future sector collapse at Pacaya.

  14. Fractal analysis on the spatial distribution of acoustic emission in the failure process of rock specimens

    Institute of Scientific and Technical Information of China (English)

    Rui-fu Yuan; Yuan-hui Li

    2009-01-01

    The spatial distribution of acoustic emission (AE) events in the failure process of several rock specimens was acquired us-ing an advanced AE acquiring and analyzing system.The box counting method (BCM) was employed to calculate the fractal dimen-sion (FD) of AE spatial distribution.There is a similar correlation between the fractal dimension and the load strength for different rock specimens.The fractal dimension presents a decreasing trend with the increase of load strength.For the same kind of specimens,their FD values will decrease to the level below a relatively same value when they reach failure.This value can be regarded as the critical value,which implies that the specimen will reach failure soon.The results reflect that it is possible to correlate the damage of rock with a macroscopic parameter,the FD value of AE signals.Furthermore,the FD value can be also used to forecast the final fail-ure of rock.This conclusion allows identifying or predicting the damage in rock with a great advantage over the classic theory and is very crucial for forecasting rockburst or other dynamic disasters in mines.

  15. Study on critical conditions for rock failure by means of group renormallzation

    Institute of Scientific and Technical Information of China (English)

    MENG Xiang-rui; GAO Zhao-ning; WANG Xiang-qian

    2009-01-01

    A study of the characteristics of the accumulative rock failure and its evolution by application of the group renormalization method were presented.In addition,the interaction and long-range correlated effects between the immediate neighboring units was studied.The concept of mechanical transference for model OFC,employed in the study of self-organized criticality,and the coefficient a were introduced into the calculation model for group renormalization.With the introduction,mechanisms for the drastic increase and de-crease of failure intensity of rocks were investigated under similar macro-conditions.

  16. The role of post-failure brittleness of soft rocks in the assessment of stability of intact masses: FDEM technique applications to ideal problems

    Science.gov (United States)

    Lollino, Piernicola; Andriani, Gioacchino Francesco; Fazio, Nunzio Luciano; Perrotti, Michele

    2016-04-01

    Strain-softening under low confinement stress, i.e. the drop of strength that occurs in the post-failure stage, represents a key factor of the stress-strain behavior of rocks. However, this feature of the rock behavior is generally underestimated or even neglected in the assessment of boundary value problems of intact soft rock masses. This is typically the case when the stability of intact rock masses is treated by means of limit equilibrium or finite element analyses, for which rigid-plastic or elastic perfectly-plastic constitutive models, generally implementing peak strength conditions of the rock, are respectively used. In fact, the aforementioned numerical techniques are characterized by intrinsic limitations that do not allow to account for material brittleness, either for the method assumptions or due to numerical stability problems, as for the case of the finite element method, unless sophisticated regularization techniques are implemented. However, for those problems that concern the stability of intact soft rock masses at low stress levels, as for example the stability of shallow underground caves or that of rock slopes, the brittle stress-strain response of rock in the post-failure stage cannot be disregarded due to the risk of overestimation of the stability factor. This work is aimed at highlighting the role of post-peak brittleness of soft rocks in the analysis of specific ideal problems by means of the use of a hybrid finite-discrete element technique (FDEM) that allows for the simulation of the rock stress-strain brittle behavior in a proper way. In particular, the stability of two ideal cases, represented by a shallow underground rectangular cave and a vertical cliff, has been analyzed by implementing a post-peak brittle behavior of the rock and the comparison with a non-brittle response of the rock mass is also explored. To this purpose, the mechanical behavior of a soft calcarenite belonging to the Calcarenite di Gravina formation, extensively

  17. Geotechnical assessment of road failure and slope monitoring along Nsukka-Adoru-Idah highway, Southeastern Nigeria.

    Science.gov (United States)

    Maduka, Raphael Iweanya; Igwe, Ogbonnaya; Ayogu, Nnadozie Onyekachi; Ayogu, Chinero Nneka; Nwachukwu, Martin

    2017-01-01

    The quality of highway pavement is greatly influenced by the subgrade materials, the general geology of the area, and the materials used for construction. Investigation into the 75-km Nsukka-Adoru-Idah highway revealed that the pavement was underlain by three lithological units-Imo, Nsukka, and Ajali formations. The geotechnical evaluation carried out in the study includes the particle size distribution, Atterberg limit, specific gravity, compaction tests, and California bearing ratio (CBR). The base course has clay/silt (7-14%), fine sand (1-4%), medium sand (6-13%), and coarse sand (65-86%), while the subgrade presented clay/silt (74-82%), fine sand (6-9%), medium sand (10-17%), and coarse sand (1-3%). The average specific gravity results for the studied base course and subgrades are 2.58 and 2.52. Liquid limit (LL) result ranges from 27 to 60%, while plastic limit (PL) ranges between 17 and 24%, and plasticity index (PI) ranges from 5 to 39%. The maximum dry density (MDD) result ranges from 1.70 to 2.10 mg/m(3), while the optimum moisture content (OMC) for the samples ranges between 14.1 and 18.0%. The CBR result for soaked and unsoaked samples ranges from 37 to 74 and 48 to 83%, respectively. The low unsoaked CBR ( 30% and PI > 12%) failed the stipulated Nigerian standard, signifying the need for stabilization. A geotechnical model of a highway road cut generated a factor of safety of 1.45, indicating possibility of slope failure.

  18. SLOPE FAILURE MECHANISMS IN COHESIVE SOILS: INSIGHTS FROM THEORETICAL AND NUMERICAL ANALYSES OF FIELD AND LABORATORY-TRIGGERED EVENTS

    Science.gov (United States)

    Malet, J.; Spickermann, A.; van Asch, T.

    2009-12-01

    A landslide can show a variety of failure modes which depends on the given conditions of the slope such as geometry, material characteristics and presence of discontinuities. Besides the gravity as main loading factor, it is assumed that slope failures are often caused by hydrological processes. The identification and modelling of failure modes and triggering mechanisms are essential requirements in landslide forecasting and in the design of reliable early warning systems. This work is an attempt to get a better understanding of the mode of failure and possible failure mechanisms taking place in cohesive slopes. Theoretical analysis has been carried out on the basis of (1) field observations of two failure events of the clay-rich Super-Sauze mudslide (Southeast France) and (2) small-scale landslides triggered in a flume using clay from Zoelen (Netherlands) and reworked black marls from Super-Sauze. To investigate the failure behaviour numerically a simple analytical model, named 2LM (Landslide Liquefaction Model) (van Asch et al. 2006; van Asch & Malet, in press) is used. The model assumes that liquefaction is related to previous development of slip surfaces, i.e. deformation of the landslide body (sliding blocks, slumps) during motion leading to the generation of excess pore water pressure and thus to fluidization. The model is based on the theory of limiting equilibrium dividing the area above an estimated slip surface into slices of constant width. Immediately after failure, the difference in movement for each slice is calculated assuming a viscous shear band and using the Coulomb-viscous model. The differential movements conduct to differential strains which are transferred to excess pore water pressures. The potential fluidization is then evaluated for each slice in relation to the displacements. Results from an application of this model on the two slump-type failures that occurred in the Super-Sauze mudslide are presented. Then the model is applied to the

  19. Effect of confining pressure on deformation and failure of rock at higher strain rate

    Institute of Scientific and Technical Information of China (English)

    WANG Xue-bin; PAN Yi-shan

    2005-01-01

    Influence of confining pressure from 0 to 28 MPa, which acts on the two lateral edges of rock specimen in plane strain compression, on the shear failure processes and patterns as well as on the macroscopically mechanical responses were numerically modeled by use of FLAC. A material imperfection with lower strength in comparison with the intact rock, which is close to the lower-left corner of the specimen, was prescribed. In elastic stage, the adopted constitutive relation of rock was linear elastic; in strain-softening stage, a composite Mohr-Coulomb criterion with tension cut-off and a post-peak linear constitutive relation were adopted. The numerical results show that with an increase of confining pressure the peak strength of axial stress-axial strain curve and the corresponding axial strain linearly increase; the residual strength and the stress drop from the peak strength to the residual strength increase; the failure modes of rock transform form the multiple shear bands close to the loading end of the specimen (confining pressure=0~0.1MPa), to the conjugate shear bands (0.5~2.0 MPa), and then to the single shear band (4~28 MPa). Once the tip of the band reaches the loading end of the specimen, the direction of the band changes so that the reflection of the band occurs. At higher confining pressure, the new-formed shear band does not intersect the imperfection, bringing extreme difficulties in prediction of the failure of rock structure, such as rock burst. The present results enhance the understanding of the shear failure processes and patterns of rock specimen in higher confining pressure and higher loading strain rate.

  20. Damage to Buildings in Large Slope Rock Instabilities Monitored with the PSInSAR™ Technique

    Directory of Open Access Journals (Sweden)

    Paolo Frattini

    2013-09-01

    Full Text Available The slow movement of active deep-seated slope gravitational deformations (DSGSDs and deep-seated rockslides can cause damage to structures and infrastructures. We use Permanent Scatterers Synthetic Aperture Radar Interferometry (PSInSAR™ displacement rate data for the analysis of DSGSD/rockslide activity and kinematics and for the analysis of damage to buildings. We surveyed the degree of damage to buildings directly in the field, and we tried to correlate it with the superficial displacement rate obtained by the PSInSAR™ technique at seven sites. Overall, we observe that the degree of damage increases with increasing displacement rate, but this trend shows a large dispersion that can be due to different causes, including: the uncertainty in the attribution of the degree of damage for buildings presenting wall coatings; the complexity of the deformation for large phenomena with different materials and subjected to differential behavior within the displaced mass; the absence of differential superficial movements in buildings, due to the large size of the investigated phenomena; and the different types of buildings and their position along the slope or relative to landslide portions.

  1. Key indicator tools for shallow slope failure assessment using soil chemical property signatures and soil colour variables.

    Science.gov (United States)

    Othman, Rashidi; Hasni, Shah Irani; Baharuddin, Zainul Mukrim; Hashim, Khairusy Syakirin Has-Yun; Mahamod, Lukman Hakim

    2017-07-18

    Slope failure has become a major concern in Malaysia due to the rapid development and urbanisation in the country. It poses severe threats to any highway construction industry, residential areas, natural resources and tourism activities. The extent of damages that resulted from this catastrophe can be lessened if a long-term early warning system to predict landslide prone areas is implemented. Thus, this study aims to characterise the relationship between Oxisols properties and soil colour variables to be manipulated as key indicators to forecast shallow slope failure. The concentration of each soil property in slope soil was evaluated from two different localities that consist of 120 soil samples from stable and unstable slopes located along the North-South Highway (PLUS) and East-West Highway (LPT). Analysis of variance established highly significant difference (P < 0.0001) between the locations, the total organic carbon (TOC), soil pH, cation exchange capacity (CEC), soil texture, soil chromaticity and all combinations of interactions. The overall CIELAB analysis leads to the conclusion that the CIELAB variables lightness L*, c* (Chroma) and h* (Hue) provide the most information about soil colour and other related soil properties. With regard to the relationship between colour variables and soil properties, the analysis detected that soil texture, organic carbon, iron oxide and aluminium concentration were the key factors that strongly correlate with soil colour variables at the studied area. Indicators that could be used to predict shallow slope failure were high value of L*(62), low values of c* (20) and h* (66), low concentration of iron (53 mg kg(-1)) and aluminium oxide (37 mg kg(-1)), low soil TOC (0.5%), low CEC (3.6 cmol/kg), slightly acidic soil pH (4.9), high amount of sand fraction (68%) and low amount of clay fraction (20%).

  2. Availability of phosphorus in defluorinated rock phosphate and bone meal for broiler chickens as assessed by a slope ratio assay

    Directory of Open Access Journals (Sweden)

    P.P Ketaren

    1998-06-01

    Full Text Available An experiment was conducted to determine the availability of P in defluorinated rock phosphate (DRP and bone meal (TT using a slope ratio assay (SRA technique . Ten different diets were fed to 300 day-old broiler chicks for three weeks. Basal diet (RB was formulated to contain 0.38% total P. DRP, TT and dicalcium phosphate (DCP diets were each containing three different levels of total P: 0.45, 0.52 and 0.59%: At the end of the experiment, tibia bones were collected for ash determination. The availability of P was determined by SRA using tibia bone ash as the main parameter. The result indicated that the availability ofP in the DRP and TT were 83 .6 and 91 .3%, respectively .

  3. Mapping basin-wide subaquatic slope failure susceptibility as a tool to assess regional seismic and tsunami hazards

    Science.gov (United States)

    Strasser, Michael; Hilbe, Michael; Anselmetti, Flavio S.

    2010-05-01

    occurred. Comparison of reconstructed critical stability conditions with the known distribution of landslide deposits reveals minimum and maximum threshold conditions for slopes that failed or remained stable, respectively. The resulting correlations reveal good agreements and suggest that the slope stability model generally succeeds in reproducing past events. The basin-wide mapping of subaquatic slope failure susceptibility through time thus can also be considered as a promising paleoseismologic tool that allows quantification of past earthquake ground shaking intensities. Furthermore, it can be used to assess the present-day slope failure susceptibility allowing for identification of location and estimation of size of future, potentially tsunamigenic subaquatic landslides. The new approach presented in our comprehensive lake study and resulting conceptual ideas can be vital to improve our understanding of larger marine slope instabilities and related seismic and oceanic geohazards along formerly glaciated ocean margins and closed basins worldwide.

  4. Field observation on the behavior of falling rock. 1st report. Study on the rock fall along a slope; Firudo ni okeru rakuseki no rakka kyodo. 1. Ganban shamen no rakuseki ni kansuru kenkyu

    Energy Technology Data Exchange (ETDEWEB)

    Ujihira, M. [Hokkaido Univ., Sapporo (Japan). Faculty of Engineering; Hosoya, S.; Ogawa, K.; Takagai, N. [Hokkaido Univ., Sapporo (Japan). Graduate School

    1996-10-25

    A tendency of gradual extinction of disasters caused by the breaking of loose stones and falling rocks in limestone mines and quarries is brought by the improvement of safety control against slope accidents in these years. In this study, in order to examine the accumulation of data contributing to the countermeasure against falling rock in strip mines, the movement of rocks in an open-shooting quarry were shot by video cameras and analysed to clarify the behaviors of falling rock. The following results are obtained. It is found by observing falling rocks from a slope side that the value of falling velocity is getting smaller in an order of block-shaped, tabular and stick-shaped rocks. In the case of tabular rock, there is a tendency that the velocity distribution has two peaks. Not only the falling velocity but also the rolling velocity of block-shaped rock is smaller than those of block-shaped and tabular rock. Further, values near the supremum of actually measured values can be given by a rolling velocity equation wherein the shape of falling rock is assumed as orbicular. If setting it forth as a premise, said equation is possible to be used for estimating rolling velocity. 24 refs., 20 figs., 2 tabs.

  5. A generalized Nadai failure criterion for both crystalline and clastic rocks based on true triaxial tests

    Science.gov (United States)

    Haimson, Bezalel; Chang, Chandong; Ma, Xiaodong

    2016-04-01

    The UW true triaxial testing system enables the application of independent compressive loads to cuboidal specimens (19×19×38 mm) along three principal directions. We used the apparatus to conduct extensive series of experiments in three crystalline rocks (Westerly granite, KTB amphibolite, and SAFOD granodiorite) and three clastic rocks of different porosities [TCDP siltstone (7%), Coconino sandstone (17%), and Bentheim sandstone (24%)]. For each rock, several magnitudes of σ3 were employed, between 0 MPa and 100-160 MPa, and for every σ3, σ2 was varied from test to test between σ2 = σ3 and σ2=(0.4 to 1.0) σ1.Testing consisted of keeping σ2and σ3constant, and raising σ1to failure (σ1,peak). The results, plotted as σ1,peakvs. σ2for each σ3 used, highlight the undeniable effect of σ2on the compressive failure of rocks. For each level of σ3, the lowest σ2 tested (σ2 = σ3) yielded the data point used for conventional-triaxial failure criterion. However, for the same σ3 and depending on σ2 magnitude, the maximum stress bringing about failure (σ1,peak) may be considerably higher, by as much as 50% in crystalline rocks, or 15% in clastic rocks, over that in a conventional triaxial test. An important consequence is that use of a Mohr-type criterion leads to overly conservative predictions of failure. The true triaxial test results demonstrate that a criterion in terms of all (three principal stresses is necessary to characterize failure. Thus, we propose a 'Generalized Nadai Criterion' (GNC) based on Nadai (1950), i.e. expressed in terms of the two stress invariants at failure (f), τoct,f = βσoct,f, where τoct,f = 1/3[(σ1,peak -σ2)2+(σ2 -σ3)2+(σ3 -σ1,peak)2]0.5 and σoct,f = (σ1,peak + σ2 + σ3)/3, and β is a function that varies from rock to rock. Moreover, the criterion depends also on the relative magnitude of σ2, represented by a parameter b [= (σ2 - σ3)/(σ1,peak - σ3)]. For each octahedral shear stress at failure (

  6. A comparative study of slope failure prediction using logistic regression, support vector machine and least square support vector machine models

    Science.gov (United States)

    Zhou, Lim Yi; Shan, Fam Pei; Shimizu, Kunio; Imoto, Tomoaki; Lateh, Habibah; Peng, Koay Swee

    2017-08-01

    A comparative study of logistic regression, support vector machine (SVM) and least square support vector machine (LSSVM) models has been done to predict the slope failure (landslide) along East-West Highway (Gerik-Jeli). The effects of two monsoon seasons (southwest and northeast) that occur in Malaysia are considered in this study. Two related factors of occurrence of slope failure are included in this study: rainfall and underground water. For each method, two predictive models are constructed, namely SOUTHWEST and NORTHEAST models. Based on the results obtained from logistic regression models, two factors (rainfall and underground water level) contribute to the occurrence of slope failure. The accuracies of the three statistical models for two monsoon seasons are verified by using Relative Operating Characteristics curves. The validation results showed that all models produced prediction of high accuracy. For the results of SVM and LSSVM, the models using RBF kernel showed better prediction compared to the models using linear kernel. The comparative results showed that, for SOUTHWEST models, three statistical models have relatively similar performance. For NORTHEAST models, logistic regression has the best predictive efficiency whereas the SVM model has the second best predictive efficiency.

  7. Structure and history of submarine slope failures at the Cape Fear submarine landslide, U.S. Atlantic margin

    Science.gov (United States)

    Miller, N. C.; Chaytor, J. D.; Hutchinson, D. R.; Ten Brink, U. S.; Flores, C. H.

    2015-12-01

    New multi-channel seismic (MCS), chirp sub-bottom, and multibeam bathymetry and backscatter data image the Late Pleistocene-Holocene age Cape Fear submarine landslide (CFS) along its complete ~375 km length, from the multiple headwalls at ~2500 m water depth on the slope to the lobate, low-relief toe at ~5400 m water depth. A surficial chaotic mass transport deposit (MTD) filling the failure scar exceeds 100 m in thickness over large sections of the deposit, thinning towards the margins of the slide. Below 5000 m, the CFS truncates the surficial MTD of the Cape Lookout Landslide in several places, indicating that it post-dates the Cape Lookout Landslide. At depth, the MCS data image the edge of the Cape Fear salt diapir and a seismically transparent region that may be associated with fluid flow focused along the edge of the diapir. This potential fluid pathway sits directly beneath the headwalls of the CFS, supporting the hypothesis that the salt diapir is responsible for the failure, either through deformation of sediments during salt emplacement or by focusing of fluids, or both. The MCS data also image several earlier MTDs. These deposits are confined to sediments younger than the early Cenozoic, consistent with interpretations of major canyon cutting in the Eocene and initiation of intense deep and erosive currents in the Late Paleogene. These processes can over-steepen and redistribute slope sediments, enhancing conditions for slope failures and salt diapirism.

  8. Modified hydropower slope rock mass stability rating system%改进的水电边坡岩体稳定性分级法

    Institute of Scientific and Technical Information of China (English)

    张菊连; 沈明荣

    2011-01-01

    为克服现有基于边坡岩体分级SMR法的修正分级法存在的缺陷,采用较为合理的修正模型,结合36个水电工程边坡,提出了改进的水电边坡岩体分级M-CSMR法.该法使用边坡类型系数替代开挖修正得分,同时考虑了开挖、水流冲刷及掏蚀作用的影响;将坡高对边坡岩体稳定性的影响引入分级中,给出坡高分级及评分原则;对SMR法中各指标权值重新进行调整.与岩体分级RMR法、边坡岩体分级SMR法及水电边坡岩体分级CSMR法进行了比较,结果表明MCSMR分级法与经验评分最为接近,预测结果最好,最大绝对误差、平均绝对误差及剩余标准差均最小,因此M-CSMR是一种更优的水电边坡岩体分级方法.%In order to overcome the defects in the existing modified mass rating system originated from slope rock mass rating (SMR) system, a more rational correction model was adopted to establish a modified Chinese hydropower slope rock mass rating (M-CSMR) system based on thirty six hydropower slopes.The coefficients of slope types were used to take the place of excavation factor to comprehensively take into account the influences of excavation, water erosion and scour on rock mass stability; the influence of slope height on rock mass stability was introduced into this system, and its grading and rating principle were given; the weights of factors in the SMR system were re-adjusted.Compared with rock mass rating (RMR) system, slope rock mass rating (SMR) system and Chinese slope rock mass rating (CSMR) system, the M-CSMR system's evaluation results are closer to the empirical rating based on safety of factor, the prediction results are better, the maximum absolute error, the mean absolute error and the residual standard deviation are all smaller, thus MCSMR is a better hydropower slope rock mass rating system.

  9. Deformation and Failure Characteristics of the Rock Masses around Deep Underground Caverns

    Directory of Open Access Journals (Sweden)

    Chong Zhang

    2015-01-01

    Full Text Available The deformation and failure characteristics of deep rock masses are the focus of this study on deep rock mass engineering. The study identifies the deformation and failure characteristics of a deep cavern under different ground stress conditions using model test and theoretical analysis methods. First, the similarity theory for model tests is introduced, and then the scale factors used in the present study are calculated according to the Froude criterion. Based on the study objectives, the details of the study methods (the similarity coefficient, the loading conditions, the test steps, etc. are introduced. Finally, the failure characteristics of the deep cavern and the strain distribution characteristics surrounding the caverns under different ground stress conditions are identified using the model test. It was found that compared with shallow rock masses the rock masses of the deep cavern have a much greater tensile range, which reaches 1.5 times the diameter of the cavern under the conditions established in the present study. Under different ground stress conditions, there are differences in failure characteristics and the reasons of the differences were analyzed. The implication of the test results on the design of support system for deep caverns was presented.

  10. Nonlinear Progressive Failure Analysis of Surrounding Rock System Based on Similarity Theory

    Directory of Open Access Journals (Sweden)

    Zhao Y.

    2016-01-01

    Full Text Available Nonlinear progressive failure study of surrounding rock is important for the stability analysis of underground engineering projects. Taking a deep-buried tunnel in Chongqing as an example, a three dimensional(3-D physical model was established based on similarity theory. To satisfy similarity requirement of physical–mechanical properties, such as elastic modulus, compressive strength and Poisson ratio, physical model materials were developed. Using full inner-spy photograph technology, the deformation and failure process of rock were studied under the situation of independent and combined action of anchor, shotcrete and reinforcing mesh. Based on experimental results, the interaction mechanism between rock and support structure under high stress was investigated.

  11. A simplified approach to directly consider intact rock anisotropy in HoekeBrown failure criterion

    Institute of Scientific and Technical Information of China (English)

    Mohamed AIsmael; Hassan FImam; Yasser El-Shayeb

    2014-01-01

    Many rock types have naturally occurring inherent anisotropic planes, such as bedding planes, foliation, or flow structures. Such characteristic induces directional features and anisotropy in rocks’ strength and deformational properties. The HoekeBrown (HeB) failure criterion is an empirical strength criterion widely applied to rock mechanics and engineering. A direct modification to HeB failure criterion to account for rock anisotropy is considered as the base of the research. Such modification introduced a new definition of the anisotropy as direct parameter named the anisotropic parameter (Kb). However, the computation of this parameter takes much experimental work and cannot be calculated in a simple way. The aim of this paper is to study the trend of the relation between the degree of anisotropy (Rc) and the minimum value of anisotropic parameter (Kmin), and to predict the Kmin directly from the uniaxial compression tests instead of triaxial tests, and also to decrease the amount of experimental work.

  12. Tectonic control of complex slope failures in the Ameka River Valley (Lower Gibe Area, central Ethiopia): Implications for landslide formation

    Science.gov (United States)

    Kycl, Petr; Rapprich, Vladislav; Verner, Kryštof; Novotný, Jan; Hroch, Tomáš; Mišurec, Jan; Eshetu, Habtamu; Tadesse Haile, Ezra; Alemayehu, Leta; Goslar, Tomasz

    2017-07-01

    Even though major faults represent important landslide controlling factors, the role the tectonic setting in actively spreading rifts plays in the development of large complex landslides is seldom discussed. The Ameka complex landslide area is located on the eastern scarp of the Gibe Gorge, approximately 45 km to the west of the Main Ethiopian Rift and 175 km to the southwest of Addis Ababa. Investigation of the complex landslide failures required a combination of satellite and airborne data-based geomorphology, geological field survey complemented with structural analysis, radiocarbon geochronology and vertical electric sounding. The obtained observations confirmed the multiphase evolution of the landslide area. We have documented that, apart from climatic and lithological conditions, the main triggering factor of the Ameka complex landslide is the tectonic development of this area. The E-W extension along the NNE-SSW trending Main Ethiopian Rift is associated with the formation of numerous parallel normal faults, such as the Gibe Gorge fault and the almost perpendicular scissor faults. The geometry of the slid blocks of coherent lithology have inherited the original tectonic framework, which suggests the crucial role tectonics play in the fragmentation of the compact rock-masses, and the origin and development of the Ameka complex landslide area. Similarly, the main scarps were also parallel to the principal tectonic features. The local tectonic framework is dominated by faults of the same orientation as the regional structures of the Main Ethiopian Rift. Such parallel tectonic frameworks display clear links between the extension of the Main Ethiopian Rift and the tectonic development of the landslide area. The Ameka complex landslide developed in several episodes over thousands of years. According to the radiocarbon data, the last of the larger displaced blocks (representing only 2% of the total area) most likely slid down in the seventh century AD. The main

  13. A New Rock Strength Criterion from Microcracking Mechanisms Which Provides Theoretical Evidence of Hybrid Failure

    Science.gov (United States)

    Zhu, Qi-Zhi

    2017-02-01

    A proper criterion describing when material fails is essential for deep understanding and constitutive modeling of rock damage and failure by microcracking. Physically, such a criterion should be the global effect of local mechanical response and microstructure evolution inside the material. This paper aims at deriving a new mechanisms-based failure criterion for brittle rocks, based on micromechanical unilateral damage-friction coupling analyses rather than on the basic results from the classical linear elastic fracture mechanics. The failure functions respectively describing three failure modes (purely tensile mode, tensile-shear mode as well as compressive-shear mode) are achieved in a unified upscaling framework and illustrated in the Mohr plane and also in the plane of principal stresses. The strength envelope is proved to be continuous and smooth with a compressive to tensile strength ratio dependent on material properties. Comparisons with experimental data are finally carried out. By this work, we also provide a theoretical evidence on the hybrid failure and the smooth transition from tensile failure to compressive-shear failure.

  14. Rock slope response to fluvial incision in the central Swiss Alps

    Science.gov (United States)

    Leith, Kerry; Fox, Matthew; Moore, Jeffrey R.

    2016-04-01

    The longitudinal profile of rivers intersecting the Rhone Valley in the central Swiss Alps suggests the development of topography throughout much of this region has been dominated by interglacial fluvial incision and ongoing tectonic uplift with only minimal glacial erosion since the mid-Pleistocene transition. Evidence indicates bedrock river incision during this period reflects a base level fall of between 500 m and 800 m (depending on the degree of overdeepening following an early period of enhanced glacial incision). This observation raises important questions regarding the preservation, or development of hillslope morphologies through multiple glacial-interglacial cycles. Since the pioneering works of Richter (1900) and Penck and Brückner (1909), Alpine geomorphologists have commented on a sequence of between three and five moderately dipping matched terraces that converge toward inferred paleo-river channels up to 800 m above the axis of many valleys. Here, we use a combination of integral analysis, forward streampower models, and a new method of topographic analysis based on high resolution LiDAR DEMs in order to test the correspondence of valley morphologies in this formerly glaciated landscape, with hillslope processes initiated by fluvial incision up to 700,000 years ago. Results indicate topography adjacent to reaches subjected to transient fluvial incision is characterized by a coherent region of consistently steep slopes, while narrow gorges correspond to rapid incision close to the Rhone valley since MIS 5. A majority of hillslopes converge to our initial fluvial valley floor, or the location of propagating knickpoints. The correspondence between intermediate-level terraces and modeled stages of river incision is, however, currently unclear. These results offer a unique insight into the long-term response of bedrock slopes to varying rates of base level fall, and the cumulative impact of glacial erosion on Alpine valley walls since MIS 11. Penck, A

  15. Failure Probability Model considering the Effect of Intermediate Principal Stress on Rock Strength

    Directory of Open Access Journals (Sweden)

    Yonglai Zheng

    2015-01-01

    Full Text Available A failure probability model is developed to describe the effect of the intermediate principal stress on rock strength. Each shear plane in rock samples is considered as a micro-unit. The strengths of these micro-units are assumed to match Weibull distribution. The macro strength of rock sample is a synthetic consideration of all directions’ probabilities. New model reproduces the typical phenomenon of intermediate principal stress effect that occurs in some true triaxial experiments. Based on the new model, a strength criterion is proposed and it can be regarded as a modified Mohr-Coulomb criterion with a uniformity coefficient. New strength criterion can quantitatively reflect the intermediate principal stress effect on rock strength and matches previously published experimental results better than common strength criteria.

  16. Distributed specific sediment yield estimations in Japan attributed to extreme-rainfall-induced slope failures under a changing climate

    Directory of Open Access Journals (Sweden)

    K. Ono

    2011-01-01

    Full Text Available The objective of this study was to estimate the potential sediment yield distribution in Japan attributed to extreme-rainfall-induced slope failures in the future. For this purpose, a regression relationship between the slope failure probability and the subsequent sediment yield was developed by using sediment yield observations from 59 dams throughout Japan. The slope failure probability accounts for the effects of topography (as relief energy, geology and hydro-climate variations (hydraulic gradient changes due to extreme rainfall variations and determines the potential slope failure occurrence with a 1-km resolution. The applicability of the developed relationship was then validated by comparing the simulated and observed sediment yields in another 43 dams. To incorporate the effects of a changing climate, extreme rainfall variations were estimated by using two climate change scenarios (the MRI-RCM20 Ver.2 model A2 scenario and the MIROC A1B scenario for the future and by accounting for the slope failure probability through the effect of extreme rainfall on the hydraulic gradient. Finally, the developed slope failure hazard-sediment yield relationship was employed to estimate the potential sediment yield distribution under a changing climate in Japan.

    Time series analyses of annual sediment yields covering 15–20 years in 59 dams reveal that extreme sedimentation events have a high probability of occurring on average every 5–7 years. Therefore, the extreme-rainfall-induced slope failure probability with a five-year return period has a statistically robust relationship with specific sediment yield observations (with r2 = 0.65. The verification demonstrated that the model is effective for use in simulating specific sediment yields with r2 = 0.74. The results of the GCM scenarios suggest that the sediment yield issue will be critical in Japan in the future. When the spatially averaged sediment

  17. Distributed specific sediment yield estimations in Japan attributed to extreme-rainfall-induced slope failures under a changing climate

    Directory of Open Access Journals (Sweden)

    K. Ono

    2010-09-01

    Full Text Available The objective of this study was to estimate the potential sediment yield distribution in Japan attributed to extreme-rainfall-induced slope failures in the future. For this purpose, a regression relationship between the slope failure hazard probability and the subsequent sediment yield was developed by using sediment yield observations from 59 dams throughout Japan. The slope failure hazard probability accounts for the effects of topography (as relief energy, geology and hydro-climate variations (hydraulic gradient changes due to extreme rainfall variations and determines the potential slope failure occurrence with a 1-km resolution. The applicability of the developed relationship was then validated by comparing the simulated and observed sediment yields in another 43 dams. To incorporate the effects of a changing climate, extreme rainfall variations were estimated by using two climate change scenarios (the MRI-RCM20 Ver.2 model A2 scenario and the MIROC A1B scenario for the future and by accounting for the slope failure hazard probability through the effect of extreme rainfall on the hydraulic gradient. Finally, the developed slope failure hazard-sediment yield relationship was employed to estimate the potential sediment yield distribution under a changing climate in Japan.

    Time series analyses of annual sediment yields covering 15–20 years in 59 dams reveal that extreme sedimentation events have a high probability of occurring on average every 5–7 years. Therefore, the extreme-rainfall-induced slope failure probability with a five-year return period has a statistically robust relationship with specific sediment yield observations (with r2 = 0.65. The verification demonstrated that the model is effective for use in simulating specific sediment yields with r2 = 0.74. The results of the GCM scenarios suggest that the sediment yield issue will be critical in Japan in the future. When the spatially

  18. Distributed specific sediment yield estimations in Japan attributed to extreme-rainfall-induced slope failures under a changing climate

    Science.gov (United States)

    Ono, K.; Akimoto, T.; Gunawardhana, L. N.; Kazama, S.; Kawagoe, S.

    2011-01-01

    The objective of this study was to estimate the potential sediment yield distribution in Japan attributed to extreme-rainfall-induced slope failures in the future. For this purpose, a regression relationship between the slope failure probability and the subsequent sediment yield was developed by using sediment yield observations from 59 dams throughout Japan. The slope failure probability accounts for the effects of topography (as relief energy), geology and hydro-climate variations (hydraulic gradient changes due to extreme rainfall variations) and determines the potential slope failure occurrence with a 1-km resolution. The applicability of the developed relationship was then validated by comparing the simulated and observed sediment yields in another 43 dams. To incorporate the effects of a changing climate, extreme rainfall variations were estimated by using two climate change scenarios (the MRI-RCM20 Ver.2 model A2 scenario and the MIROC A1B scenario) for the future and by accounting for the slope failure probability through the effect of extreme rainfall on the hydraulic gradient. Finally, the developed slope failure hazard-sediment yield relationship was employed to estimate the potential sediment yield distribution under a changing climate in Japan. Time series analyses of annual sediment yields covering 15-20 years in 59 dams reveal that extreme sedimentation events have a high probability of occurring on average every 5-7 years. Therefore, the extreme-rainfall-induced slope failure probability with a five-year return period has a statistically robust relationship with specific sediment yield observations (with r2 = 0.65). The verification demonstrated that the model is effective for use in simulating specific sediment yields with r2 = 0.74. The results of the GCM scenarios suggest that the sediment yield issue will be critical in Japan in the future. When the spatially averaged sediment yield for all of Japan is considered, both scenarios produced an

  19. Time-varying reliability analysis of anchor system of rock slopes with double slide blocks%双滑块边坡锚固系统时变可靠性分析

    Institute of Scientific and Technical Information of China (English)

    陈昌富; 成晓炜

    2012-01-01

    考虑锚杆锚固段从岩体中拔出、拉杆拉断、拉杆从注浆体中拔出等失效模式,利用系统可靠性原理和极限平衡分析方法,并基于Monte-Carlo抽样原理提出双滑块岩质边坡锚固系统破坏概率的直接求解方法.同时考虑锚杆钢筋的腐蚀与软弱滑动面抗剪强度c、φ的时变性,建立了考虑锚杆多失效模式双滑块岩质边坡锚固系统的时变可靠性模型.算例计算结果表明:软弱滑动面上的强度参数c、φ的时变性和注浆体与围岩之间的抗力时变性对锚固系统的破坏概率的影响较大,而锚杆的腐蚀对锚固系统破坏概率的影响不明显.%Considering the multiple failure modes of anchor system such as pulling out of grouting mass from surrounding rock, the tensile failure of the pull rod and the shearing failure of interface between pull rod and grouting mass, etc., applying systematical reliability principle and limit equilibrium method, a direct solution of failure probability of anchor system of rock slope with double slide blocks is proposed based on Monte Carlo sample principle. Meanwhile, taking the time variation of shear strength indices of soft sliding surface c and φand the erosion of anchor bars into account, a time-variation reliability model of anchor system of rock slope with double slide blocks in consideration of multiple failure modes of anchor is established. The calculation results of examples show that the time-variations of shear strength indices of soft sliding surface c,φand the resistance between grouting body and surrounding rock have great impact on failure probability of anchor system, while erosion of anchor bars has less impact on it.

  20. Deformation failure and countermeasures of deep tertiary extremely soft rock roadway in Liuhai coal mine

    Institute of Scientific and Technical Information of China (English)

    Yang Jun; Wang Dong; Shi Haiyang; Xu Huichen

    2015-01-01

    In view of failure phenomena with nonlinear large deformation including extensive damage, whole sec-tion destruction in short time, high rate of repair, most destruction forms occurred in the tertiary road-way of soft rocks engineering in Liuhai mine, according to the methods of geological survey, theoretical analysis, numerical calculation and in-situ test, the composite failure mechanism of molecular expansion, tectonic stress, gravity stress and engineering deviatoric stress, faults and random joint in this area is ana-lyzed deeply, then an coupling support of double-layer-truss is proposed. The research results show that the first wave of deformation energy was released by bolt-mesh-cable fixed into the roof, floor and two sides of the roadway. While the second wave of deformation energy was released through the interface function between double-layer-truss and the surrounding rock. The double-layer-truss that characterized by high strength, good integrity can absorb high deformation energy of surrounding rocks, which led to the uniform distribution of the stress. Engineering practice shows this technology has been successfully applied to control the deformation failure of the tertiary extremely soft rock roadway.

  1. Assessment of Rock Slope Stability in Limestone Quarries in the Tournai's Region (Belgium) Using Structural Data

    Science.gov (United States)

    Tshibangu, Jean-Pierre; Deloge, K. Pierre-Alexandre; Deschamps, Benoît; Coudyzer, Christophe

    The Tournais region is characterised by famous outcrops of carboniferous limestone which is mined out for cement and raw material production. The four main quarries found in the Region, i.e. Gaurain-Ramecroix, Milieu, Antoing and Lemay; are owned by the three main cement producers in Belgium: Italcimenti, Holcim and CBR. The global production of limestone is about 20 millions tons per year, giving big pits with depths up to 150 m. With the growth of the pits, the quarries are approaching each other leading to the problem of managing the reserves contained in the separating walls and their mechanical stability. The limestone deposit is composed of different seams having varying thickness, chemical com- position and even mechanical properties. The deposit has an overall horizontal dip and is intersected by two main sets of discontinuities with a spacing of about 10 m or less. It is also crossed by a set of east to west faults but the quarries are implanted in the in between areas, so to not be crossed by these faults. The layers and specially the shallow ones are characterised by a typical karstic weathering giving open or filled cavities. This paper presents the global work quarried out in order to study the stability of the Lemays quarry. First a description of the orientation and spacing of discontinuities is presented, and an attempt made to correlate to the development of weathering. Mechanical laboratory tests have been performed and a qualification of the rock mass assessed. A coupled approach is then presented using a mining planning analysis and mechanical simulation (i.e. Finite Element method).

  2. Energy analysis of face stability of deep rock tunnels using nonlinear Hoek-Brown failure criterion

    Institute of Scientific and Technical Information of China (English)

    张佳华; 李永鑫; 许敬叔

    2015-01-01

    The nonlinear Hoek-Brown failure criterion was introduced to limit analysis by applying the tangent method. Based on the failure mechanism of double-logarithmic spiral curves on the face of deep rock tunnels, the analytical solutions of collapse pressure were derived through utilizing the virtual power principle in the case of pore water, and the optimal solutions of collapse pressure were obtained by using the optimization programs of mathematical model with regard of a maximum problem. In comparison with existing research with the same parameters, the consistency of change rule shows the validity of the proposed method. Moreover, parametric study indicates that nonlinear Hoek-Brown failure criterion and pore water pressure have great influence on collapse pressure and failure shape of tunnel faces in deep rock masses, particularly when the surrounding rock is too weak or under the condition of great disturbance and abundant ground water, and in this case, supporting measures should be intensified so as to prevent the occurrence of collapse.

  3. Pore pressure regime leading to shallow failures in a mountain slope: monitoring and interpretation by soil-atmosphere coupled model.

    Science.gov (United States)

    Vaunat, Jean; Hürlimann, Marcel; Luna, Boris

    2016-04-01

    The study deals with the onset of debris flows in the "El Rebaixader" basin, located in South Central Pyrenees. The initiation area of debris flows is located on a lateral moraine with a thickness of tens of meters, in which torrential processes and other shallow mass movements have generated a large scarp with steep slopes. To follow slope evolution towards shallow failure, different sensors have been installed to monitor meteorological data and hydraulic variables at shallow depths (positive and negative pore pressure, water content). Measurements are interpreted by means of a thermo-hydro-mechanical coupled Finite Element code provided with a specific boundary condition to model water mass and heat flux exchanged between the ground and the atmosphere, including infiltration, evaporation, sensible heat and solar radiation. Results evidence the different modes of pore regime variation imposed, on the one hand, by surface infiltration and evaporation and, on the other hand, by the settlement of a slope parallel flow in a loose layer at some decimetres depth. As a conclusion, the analysis highlights the strong dependency of slope stability to the water regime taking place in slightly more permeable horizons connected to the top of the catchment area rather than to surficial climatic input. On this basis, some keys about debris flow mitigation are finally put forward.

  4. Frequency-Based Precursory Acoustic Emission Failure Sequences In Sedimentary And Igneous Rocks Under Uniaxial Compression

    Science.gov (United States)

    Colin, C.; Anderson, R. C.; Chasek, M. D.; Peters, G. H.; Carey, E. M.

    2016-12-01

    Identifiable precursors to rock failure have been a long pursued and infrequently encountered phenomena in rock mechanics and acoustic emission studies. Since acoustic emissions in compressed rocks were found to follow the Gutenberg-Richter law, failure-prediction strategies based on temporal changes in b-value have been recurrent. In this study, we extend on the results of Ohnaka and Mogi [Journal of Geophysical Research, Vol. 87, No. B5, p. 3873-3884, (1982)], where the bulk frequency characteristics of rocks under incremental uniaxial compression were observed in relation to changes in b-value before and after failure. Based on the proposition that the number of low-frequency acoustic emissions is proportional to the number of high-amplitude acoustic emissions in compressed rocks, Ohnaka and Mogi (1982) demonstrated that b-value changes in granite and andesite cores under incremental uniaxial compression could be expressed in terms of the percent abundance of low-frequency events. In this study, we attempt to demonstrate that the results of Ohnaka and Mogi (1982) hold true for different rock types (basalt, sandstone, and limestone) and different sample geometries (rectangular prisms). In order to do so, the design of the compression tests was kept similar to that of Ohnaka and Mogi (1982). Two high frequency piezoelectric transducers of 1 MHz and a 500 kHz coupled to the sides of the samples detected higher and lower frequency acoustic emission signals. However, rather than gathering parametric data from an analog signal using a counter as per Ohnaka and Mogi (1982), we used an oscilloscope as an analog to digital converter interfacing with LabVIEW 2015 to record the complete waveforms. The digitally stored waveforms were then processed, detecting acoustic emission events using a statistical method, and filtered using a 2nd order Butterworth filter. In addition to calculating the percent abundance of low-frequency events over time, the peak frequency of the

  5. Numerical simulation of earthquake effects on rock slope.%地震作用下边坡动力响应的数值模拟研究

    Institute of Scientific and Technical Information of China (English)

    陈晓利; 李杨; 洪启宇; 赵永红

    2011-01-01

    汶川地震中在硬岩、次硬岩区域出现的一些大规模斜坡破坏现象超出了以往对地震作用下边坡稳定性问题的认识.本文使用FEPG有限元程序分析了水平和垂直2种不同加载方式作用下,经过不同的震动持续时间,不含裂隙岩质坡体内部的应力场和位移场的变化规律.得出的结论认为,在输入震动振幅为0.1m的加载作用下,岩质边坡内部的应力和位移均出现极值:在边坡的顶部及坡面上最大拉伸应力值大于100MPa,超过了花岗岩、灰岩等硬岩、次硬岩的抗拉强度,可能使岩体产生破裂发生崩塌、滑坡灾害.研究结果还表明,与水平方向振动加载相比,垂直方向振动加载产生的响应结果要大,边坡顶端一点的在垂直方向位移的峰值达到0.43m,远远超过了输入的震动振幅,垂直方向的震动是引起边坡的不稳定的主要因素.此外,震动持续时间越长,造成的变形和破坏就越大.%During S. 12 Wenchuan Earthquake, there were lots of huge landslides and collapses occurred in hard rock areas. This uncommon phenomenon is beyond our knowledge. This paper discussed the different patterns of stress and displacement distributions within a perfect slope when it is subject to horizontal and vertical vibrational loads with various loading time. The analyses were performed using FEPG software. It is found that, both the stress and the displacement appear to reach their peak values when the amplitude of vibration load is 0. Lm. The maximum tensile stress at the top of a slope is bigger than around lOOMPa which exceeds the anti-tensile limit of typical hard rocks such as granite, and so on. As a result, the hard rock mass breaks and landslide occurs. The study results also show that vertical vibrational loads would cause bigger stress and displacement peaks than horizontal vibrational loads. Under vertical vibrational load, maximum vertical displacement reached 0. 43m which is much bigger

  6. Steady as a rock: Biogeomorphic influence of nurse rocks and slope processes on kūpaoa (Dubautia menziesii) shrubs in Haleakalā Crater (Maui, Hawai'i)

    Science.gov (United States)

    Pérez, Francisco L.

    2017-10-01

    This study examines biogeomorphic interactions between nurse rocks, slope processes, and 300 kūpaoa (Dubautia menziesii) shrubs in Haleakalā Crater (Maui, Hawai'i). Research objectives were to: assess the association of kūpaoa with substrates upslope and downslope of plants, and proximity to the closest rock uphill; contrast shrub/substrate relationships with site frequency of sediment types; measure surface soil shear-strength and compressibility on 50 paired locations near boulders; and investigate the aggregation characteristics and spatial patterns of kūpaoa in relation to rock and substrate variation. Data analyzed came from three 100-plant surveys at 3 sites: a plant census at 2720-2975 m altitude, and wandering-quarter transects (WQTs) across two areas (2610-2710 m); ground sediment cover was estimated along four phototransects on these sites. Data for the three 100-plant surveys included substrate type-outcrops, blocks, cobbles, pebbles, exposed soil, organic litter-upslope from each plant, and distance to the largest rock upslope. The two surveys examined along WQTs included substrate type found downslope from kūpaoa, plant height, plant diameters across and along the slope, and distance between successively censused plants. Most plants grew downslope of nurse rocks; > 74% were adjacent to blocks or outcrops, and > 17% near cobbles. Plants showed avoidance for finer substrates; only 5.3% and 2.7% grew on/near bare soils and pebbles, respectively. About 92% of kūpaoa were ≤ 10 cm downslope of rocks; > 89% grew ≤ 2 cm away, and 83% in direct contact with a rock. Some seedlings also grew on pukiawe (Leptecophylla tameiameiae) nurse plants. Several stable rock microsites protected plants from disturbance by slope processes causing debris shift. Site sediments were significantly finer than substrates near plants; shrubs grew preferentially adjacent to boulders > 20 cm wide, which were more common near plants than across sites. Soils downslope of 50

  7. Deformation mechanisms and petrophysical properties of chert and limestone fault rocks within slope-to-basin succession (Gargano Promontory, Southern Italy)

    Science.gov (United States)

    Korneva, Irina; Tondi, Emanuele; Balsamo, Fabrizio; Agosta, Fabrizio

    2016-10-01

    In this work, we examine faults that crosscut limestone and chert rocks pertaining to a slope-to-basin succession of the eastern Gargano Promontory (southern Italy). Based on field data, microstructural observations, and quantitative analysis of cataclastic fabric, two stages of faulting are recognized. The first one, the pre-lithification faulting stage, took place within partially lithified sediments prior to their complete lithification. Differently, the second one, the post-lithification faulting stage, occurred within cohesive, well-lithified rocks. The structural properties of pre-lithification faults were likely controlled by the competence contrast between limestone and chert sediments. In fact, due to their different lithification stages, faulting occurred when chert was still not completely lithified, and hence was dragged along the fault planes. As a consequence, the pre-lithification fault cores are mainly composed of chert clasts. On the contrary, post-lithification fault cores are mostly made up of limestone clasts. The results of both microstructural and image analyses show that the carbonate fault rock includes a higher percentage of bigger clasts with lower values of angularity than the chert fault rock. Mercury-intrusion porosimetry indicates that the chert fault rock is characterized by larger pore throats and a lower amount of total porosity with respect to the limestone fault rock. The permeability values obtained for the limestone fault rock are lower than those for the chert fault rock, probably because of the lower amount of pore connectivity within the former fault rock. Results of this multidisciplinary work highlight the role played by cherty layers present within well-layered, slope-to-basin carbonate successions on both microtextural and petrophysical fault rock properties. Furthermore, these results increase our ability to predict how lithological heterogeneities and amount of lithification influence the deformation mechanisms, hence

  8. The Devdorak ice-rock avalanche and consequent debris flow from the slope of Mt. Kazbek (Caucasus, Georgia) in 2014

    Science.gov (United States)

    Chernomorets, Sergey; Savernyuk, Elena; Petrakov, Dmitry; Dokukin, Mikhail; Gotsiridze, George; Gavardashvili, Givi; Drobyshev, Valery; Tutubalina, Olga; Zaporozhchenko, Eduard; Kamenev, Nikolay; Kamenev, Vladimir; Kääb, Andreas; Kargel, Jeffrey; Huggel, Christian

    2016-04-01

    the middle and lower course of the valley below 3000 m a.s.l. was about 2 million cubic metres, while the ice content in the deposits reached 25-30%. It is planned to assess the volume of the trigger mass in the initiation zone later. The flow went along the valley with characteristic superelevations and run-ups, as it moved from one valley side to the other. We identified six superelevaions in fresh deposits, with differences of up to 45 m in flow height on the left and right valley banks. Instrumental measurements of superelevations and subsequent calculations yield the flow velocities of over 200 km/hour. These results lead to a reassessment of similar events which occurred in this valley in 18-19th centuries. Previously the trigger of these events was supposed to be the ice accumulation during surges of Devdorak glacier with subsequent temporary damming of the Amilishka River valley. The analysis of the 2014 event demonstrates that a similar trigger was possible in the past: an ice-rock avalanche onto Devdorak glacier tongue from significantly higher locations. Following the field data analysis, we issued a warning through mass media on 12 August 2014, forecasting a high risk of a new glacial disaster in this site and a new blockage of the Terek River valley and of Military Georgian Road. This forecast came true on 20 August 2014: a glacial debris flow reached the Terek River valley, and partially buried the Dariali hydropower station (under construction), the customs and border control buildings. Three people have been killed. We studied the deposits of this debris flow and morphology of the gully. The deposits entrained by the flow were previously deposited by the ice-rock avalanche of 17 May 2014. The debris flow started after shower rains. The debris flow-gully has a box-like crossection. At the confluence of Amilishka and Chach rivers it reached 30-32 m in width, and eroded the deposits of 17 May 2014 by 7 m. The channel slope at this location was about 7

  9. Damage and failure rule of rock undergoing uniaxial compressive load and dynamic load

    Institute of Scientific and Technical Information of China (English)

    ZUO Yu-jun; LI Xi-bing; ZHOU Zi-long; MA Chun-de; ZHANG Yi-ping; WANG Wei-hua

    2005-01-01

    For understanding the damage and failure rule of rock under different uniaxial compressive loads and dynamic loads, tests on red sandstone were carried out on Instron 1342 electro-servo controlled testing system with different uniaxial compressive loads of 0, 2, 4 and 6 MPa. It is found that peak stress, peak strain, elastic modulus and total strain energy decrease with the increase of static compressive stress. Based on the test results, the mechanism on damage and failure of rock was analyzed, and according to the equivalent strain hypothesis, a new constitutive model of elastic-plastic damage was established, and then the calculated results with the established model were compared with test results to show a good agreement. Furthermore the rule of releasing ratio of damage strain energy was discussed.

  10. Evaluation of human response to blasting vibration from excavation of a large scale rock slope: A case study

    Science.gov (United States)

    Yan, Peng; Lu, Wenbo; Zhang, Jing; Zou, Yujun; Chen, Ming

    2017-04-01

    Ground vibration, as the most critical public hazard of blasting, has received much attention from the community. Many countries established national standards to suppress vibration impact on structures, but a world-accepted blasting vibration criterion on human safety is still missing. In order to evaluate human response to the vibration from blasting excavation of a large-scale rock slope in China, this study aims to suggest a revised criterion. The vibration frequency was introduced to improve the existing single-factor (peak particle velocity) standard recommended by the United States Bureau of Mines (USBM). The feasibility of the new criterion was checked based on field vibration monitoring and investigation of human reactions. Moreover, the air overpressure or blast effects on human beings have also been discussed. The result indicates that the entire zone of influence can be divided into three subzones: severe-annoyance, light-annoyance and perception zone according to the revised safety standard. Both the construction company and local residents have provided positive comments on this influence degree assessment, which indicates that the presented criterion is suitable for evaluating human response to nearby blasts. Nevertheless, this specific criterion needs more field tests and verifications before it can be

  11. Centrifugal Modelling of Soil Structures. Part I. Centrifugal Modelling of Slope Failures.

    Science.gov (United States)

    1979-03-01

    section of the clay itself, which was visible to the camera. This latter set of stripes was applied using a variety of trial materials: kaolin powder...investigated slope instability of open cast sulphur and manganese mine waste embankments in the Ukraine, over six years, using the centrifugal modelling...model MW21, and altering the model soil interface with f the centrifuge strongbox by introducing an underlayer of preconsolidated kaolin in two models

  12. Submarine landslides offshore Vancouver Island along the northern Cascadia margin, British Columbia: why preconditioning is likely required to trigger slope failure

    Science.gov (United States)

    Scholz, Nastasja A.; Riedel, Michael; Urlaub, Morelia; Spence, George D.; Hyndman, Roy D.

    2016-10-01

    Bathymetric data reveal abundant submarine landslides along the deformation front of the northern Cascadia margin that might have significant tsunami potential. Radiocarbon age dating showed that slope failures are early to mid-Holocene. The aim of this study is the analysis of slope stability to investigate possible trigger mechanisms using the factor of safety analysis technique on two prominent frontal ridges. First-order values for the earthquake shaking required to generate instability are derived. These are compared to estimated ground accelerations for large ( M=5 to 8) crustal earthquakes to giant ( M=8 to 9) megathrust events. The results suggest that estimated earthquake accelerations are insufficient to destabilize the slopes, unless the normal sediment frictional resistance is significantly reduced by, for example, excess pore pressure. Elevated pore pressure (overpressure ratio of 0.4) should significantly lower the threshold for earthquake shaking, so that a medium-sized M=5 earthquake at 10 km distance may trigger submarine landslides. Preconditioning of the slopes must be limited primarily to the mid- to early Holocene as slope failures are constrained to this period. The most likely causes for excess pore pressures include rapid sedimentation at the time of glacial retreat, sediment tectonic deformation, and gas hydrate dissociation as result of ocean warming and sea level rise. No slope failures comparable in size and volume have occurred since that time. Megathrust earthquakes have occurred frequently since the most recent failures in the mid-Holocene, which emphasizes the importance of preconditioning for submarine slope stability.

  13. 地震与水压力耦合作用下岩质边坡倾覆解析方法%Analytical Method for the Overturning Stability of a Rock Slope under the Coupling Action of Earthquakes and Water Pressure

    Institute of Scientific and Technical Information of China (English)

    张彦君; 年廷凯; 郑路; 刘凯; 宋雷

    2015-01-01

    以往对平面破坏模式的岩质边坡稳定性评价,主要关注潜在滑坡体在自重、坡体内静水压力和地震荷载耦合作用下沿破坏面的抗滑稳定性,并未涉及各类外荷载作用线不通过潜在滑体重心而引起的绕坡趾倾覆稳定性。针对这一问题,提出地震与张裂缝水压耦合作用下的岩质边坡倾覆稳定性解析方法,基于力矩平衡原理推导出岩质边坡抗倾覆稳定性系数的一般表达式;通过深入的变动参数比较研究,探讨张裂缝水压和地震荷载对抗倾覆安全系数的影响,认为水压是控制岩质边坡倾覆破坏的决定性因素,而地震荷载处于次要因素,其在一定程度上增加或减小抗倾覆稳定性。在此基础上建立不同参数组合下的岩质边坡抗倾覆稳定图,为工程技术人员快速评估饱水岩质边坡地震倾覆稳定性提供直接依据。%The failure modes of rock slopes can be classified into five types:plane,wedge,circular, toppling,and buckling failures.These failure modes mainly depend on the lithological characteris-tics of the rock,properties of the discontinuities,and degree of weathering.Generally,rock slope stability analysis under the plane failure mode mainly focuses on the sliding stability of a potential sliding mass subjected to gravity,hydrostatic stress in the slope,and seismic loads.However,there exists the possibility of overturning failure around the toe of slopes because of the fact that all loadings do not act through the centroid of the sliding mass.This failure mode is completely dif-ferent from common topping failure,which involves the rotation of columns or blocks of rock about the fixed base,mainly occurring in anti-dipping layered rock mass slopes with steep dipping discontinuities.Thus,the existing methods for the stability assessment of the five common failure modes are no longer applicable,and a new method to determine the overturning failure is required

  14. Are failures of anterior cruciate ligament reconstruction associated with steep posterior tibial slopes? A case control study

    Institute of Scientific and Technical Information of China (English)

    Li Yue; Hong Lei; Feng Hua; Wang Qianqian; Zhang Hui; Song Guanyang

    2014-01-01

    Background Recently,increasing number of literature has identified the posterior tibial slope (PTS) as one of the risk factors of primary anterior cruciate ligament (ACL) injury.However,few studies conceming the association between failure of ACL reconstruction (ACLR) and PTS have been published.The objective of this study was to explore the association between the failure of ACLR and PTS at a minimum of two years follow-up.Methods Two hundred and thirty eight eligible patients from June 2009 to October 2010 were identified from our database.A total of 20 failure cases of ACLR and 20 randomly selected controls were included in this retrospective study.The demographic data and the results of manual maximum side-to-side difference with KT-1000 arthrometer at 30° of knee flexion and pivot-shift test before the ACLR and at the final follow-up were collected.The medial and lateral PTSs were measured using the magnetic resonance imaging (MRI) scan,based on Hudek's measurement.A comparison of PTS between the two groups was performed.Results The overall failure rate of the present study was 8.4%.Of the 40 participants,the mean medial PTS was 4.1°±3.2° and the mean lateral PTS was 4.6°±2.6°.The medial PTS of the ACLR failure group was significantly steeper than the control group (3.5°±2.5° vs.6.1°±2.1°,P=0.000).Similarly,the lateral PTS of the ACLR failure group was significantly steeper than the control group (2.9°±2.1 ° vs.5.5°±3.0°,P=0.006).For medial PTS ≥5°,the odds ratio of ACLR failure was 6.8 (P=0.007); for lateral PTS ≥5°,the odds ratio of ACLR failure was 10.8 (P=0.000).Conclusion Both medial and lateral PTS were significantly steeper in failures of ACLR than the control group.Medial or lateral PTS ≥5° was a new risk factor of ACLR failure.

  15. Turbidity anomaly and probability of slope failure following the 2011 Great Tohoku Earthquake

    Science.gov (United States)

    Noguchi, T.; Tanikawa, W.; Hirose, T.; Lin, W.; Kawagucci, S.; Yoshida, Y.; Honda, M. C.; Takai, K.; Kitazato, H.; Okamura, K.

    2011-12-01

    Turbidity anomaly at seafloor is often observed immediately after earthquakes (Thunnell et al., 1999: Mikada et al., 2006). Such turbidity anomaly at deepsea is thought to be results of the seismically induced landslides at trench slopes. Turbidity distribution was observed using turbidity meter (Seapoint Sensors Inc.) at the mainshock area of the 2011 off the Pacific coast Tohoku earthquake (Mw 9.0) one month after the event. Turbidity anomalies, in which the turbidity increased with depth, were observed near the seafloor at all four sites. The thickness of the anomalous zones increased with water depth; the thickness at station B, the deepest measurement site, was about 1300 m above the seafloor and the average particle concentration which is equivalent to turbidity in the zone was 1.5 mg/L. We analyzed the mineral composition and grain size distribution of the suspended particle collected one month after the earthquake and shallow sediment core collected before the earthquake at the mainshock area. The grain size of the suspended particles was ranged from 1 to 300μm, and XRD analysis confirmed the presence of chlorite, illite, quartz, and albite in the particles. These characteristics are similar to the subsurface sediment material. Earlier studies (Prior, 1984) have introduced a mathematical model for analysis of submarine slope stability that include the effect of vertical and horizontal seismic accelerations caused by the earthquake. We analyzed slope instability on the basis of their model using the physical properties (density and shear strength) of the shallow sediment core materials and the acceleration of 2011 off the Pacific coast Tohoku earthquake. Our results show that a submarine landslide can be induced by a very large ground acceleration, as high as 3 m/s2, even if the sediment layer on the sliding surface is not very thick. We interpret the high turbidity observed one month after the Tohoku earthquake as the result of thin submarine landsliding

  16. Probabilistic Rock Slope Engineering.

    Science.gov (United States)

    1984-06-01

    sample data should be guided by subject-matter knowledge, experience, and judgment (see Whitten 1966). Exanp les of Iapp in "’eclhnijues 21. Many ...equal values. However, a nugget practically always occurs in variograms of geologic data and may indicate highly erratic sample values spaced at close...reverse Fourier transformed to provide a simulated series of fracture data values that have the desired spatial covariance. 125. The first step in

  17. 公路岩质边坡稳定性评价的能量法研究%Study on Energy Method for Estimation of Highway Rock Slope Stability

    Institute of Scientific and Technical Information of China (English)

    王根龙; 张军慧; 李巨文; 常中华; 苏天明

    2009-01-01

    Aimed at stability analysis and evaluation for highway rock slope, based on the theory of energy method and the upper bound theorem of plasticity limit analysis, a yield mechanism of planar failure surface for rock slope was established. On the assumption that the sliding mass of rock slope was treated as rigid body without internal energy dissipation while the sliding surface was treated as plastic zone where the energy dissipation mainly generates, the simplified virtual power equation in limit state was obtained by using energy method. With consideration of the hydrostatic pressure in back fissure, uplift pressure along slip surface, self-weight, horizontal seismic inertia force and anchorage force, the upper bound solution of energy method for highway rock slope stability analysis was deduced by means of strength reduction method. Through a typical case study, the computation results between the presented method and rigid body limit equilibrium method was compared.%针对公路岩质边坡稳定性分析评价问题,根据能量法原理和塑性极限分析上限定理,建立了岩质边坡平面滑动的屈服机构.在刚塑性假定条件下,视岩质边坡的滑体为刚体,没有内能耗散,视滑面为塑性区,能量耗散主要集中在滑面上,根据能量法可以得到简化后的虚功率方程.综合考虑作用在岩质边坡上的后缘裂缝静水压力、沿滑面扬压力、重力、水平地震惯性力、锚固力等外力,按照强度折减法,推导得出了公路岩质边坡稳定性评价的能量法上限解.通过典型算例,将能量法上限解和刚体极限平衡法稳定系数计算结果进行了对比分析.

  18. Influence of weathering and pre-existing large scale fractures on gravitational slope failure: insights from 3-D physical modelling

    Directory of Open Access Journals (Sweden)

    D. Bachmann

    2004-01-01

    Full Text Available Using a new 3-D physical modelling technique we investigated the initiation and evolution of large scale landslides in presence of pre-existing large scale fractures and taking into account the slope material weakening due to the alteration/weathering. The modelling technique is based on the specially developed properly scaled analogue materials, as well as on the original vertical accelerator device enabling increases in the 'gravity acceleration' up to a factor 50. The weathering primarily affects the uppermost layers through the water circulation. We simulated the effect of this process by making models of two parts. The shallower one represents the zone subject to homogeneous weathering and is made of low strength material of compressive strength σl. The deeper (core part of the model is stronger and simulates intact rocks. Deformation of such a model subjected to the gravity force occurred only in its upper (low strength layer. In another set of experiments, low strength (σw narrow planar zones sub-parallel to the slope surface (σwl were introduced into the model's superficial low strength layer to simulate localized highly weathered zones. In this configuration landslides were initiated much easier (at lower 'gravity force', were shallower and had smaller horizontal size largely defined by the weak zone size. Pre-existing fractures were introduced into the model by cutting it along a given plan. They have proved to be of small influence on the slope stability, except when they were associated to highly weathered zones. In this latter case the fractures laterally limited the slides. Deep seated rockslides initiation is thus directly defined by the mechanical structure of the hillslope's uppermost levels and especially by the presence of the weak zones due to the weathering. The large scale fractures play a more passive role and can only influence the shape and the volume of the sliding units.

  19. A discontinuum-based model to simulate compressive and tensile failure in sedimentary rock

    Institute of Scientific and Technical Information of China (English)

    T. Kazerani

    2013-01-01

    The study presented in this paper discusses a discontinuum-based model for investigating strength and failure in sedimentary rocks. The model has been implemented by UDEC to incorporate an innovative orthotropic cohesive constitutive law for contact. To reach this purpose, a user-defined model has been established by creating dynamic link libraries (DLLs) and attaching them into the code. The model repro-duces rock material by a dense collection of irregular-sized deformable particles interacting at their cohesive boundaries which are viewed as flexible contacts whose stress-displacement law is assumed to control the fracture and the fragmentation behaviours of the material. The model has been applied to a sandstone. The individual and interactional effects of the microstructural parameters on the mate-rial compressive and tensile failure responses have been examined. In addition, the paper presents a new methodical calibration procedure to fit the modelling microparameters. It is shown that the model can successfully reproduce the rock mechanical behaviour quantitatively and qualitatively. The study also shows how discontinuum-based modelling can be used to characterize the relation between the microstructural parameters and the macro-scale properties of a material.

  20. An Experimental Study of Dynamic Tensile Failure of Rocks Subjected to Hydrostatic Confinement

    Science.gov (United States)

    Wu, Bangbiao; Yao, Wei; Xia, Kaiwen

    2016-10-01

    It is critical to understand the dynamic tensile failure of confined rocks in many rock engineering applications, such as underground blasting in mining projects. To simulate the in situ stress state of underground rocks, a modified split Hopkinson pressure bar system is utilized to load Brazilian disc (BD) samples hydrostatically, and then exert dynamic load to the sample by impacting the striker on the incident bar. The pulse shaper technique is used to generate a slowly rising stress wave to facilitate the dynamic force balance in the tests. Five groups of Laurentian granite BD samples (with static BD tensile strength of 12.8 MPa) under the hydrostatic confinement of 0, 5, 10, 15, and 20 MPa were tested with different loading rates. The result shows that the dynamic tensile strength increases with the hydrostatic confining pressure. It is also observed that under the same hydrostatic pressure, the dynamic tensile strength increases with the loading rate, revealing the so-called rate dependency for engineering materials. Furthermore, the increment of the tensile strength decreases with the hydrostatic confinement, which resembles the static tensile behavior of rock under confining pressure, as reported in the literature. The recovered samples are examined using X-ray micro-computed tomography method and the observed crack pattern is consistent with the experimental result.

  1. Geo Mechanical Analysis of Casing Failure in Bedded Rock Salt Formation

    Directory of Open Access Journals (Sweden)

    Tongtao Wang

    2012-08-01

    Full Text Available There are many bedded rock salt resources in China which are serviced as the hosts of underground natural gas storages. For the relatively thin nature of bedded rock salt and the local presence of other sedimentary rock formations, the design and safety evaluation of well completion casing take greater challenges to the engineers than that of casing in other type formations, i.e., limestone and carbonatite. The 2D and 3D geomechanical models of casing-cement sheath-rock salt are established in the paper based on the field data to obtain the creep loads in casing and find the main reasons causing casing failure. In addition, the effects of non-salt layer dip angle, friction factor between salt and non-salt layers and non-salt layer thickness, etc., on the stresses and deformations of casing are studied. The comprehensive results show hoop creep loads are the main reasons causing casing failure rather than radial creep loads. The cement sheath can improve the safety and optimize force state of casing even in perfect wellbore, which disagrees with Willson’s view that the cement sheath can be neglected in a salt formation wellbore with high quality. The non-uniform factor of radial creep loads in cement sheath is slightly smaller than that of original in-situ stresses, while that of radial creep loads in casing is greatly smaller than it. The stresses and deformations of casing increase with increasing thickness of non-salt layer and decrease with the increase of friction factor. When the non-salt layer dip angle is with a value of 50 deg, the stresses and deformations achieve the max and subsequently decrease.

  2. Constraints on mechanisms for the growth of gully alcoves in Gasa crater, Mars, from two-dimensional stability assessments of rock slopes

    Science.gov (United States)

    Okubo, C.H.; Tornabene, L.L.; Lanza, N.L.

    2011-01-01

    The value of slope stability analyses for gaining insight into the geologic conditions that would facilitate the growth of gully alcoves on Mars is demonstrated in Gasa crater. Two-dimensional limit equilibrium methods are used in conjunction with high-resolution topography derived from stereo High Resolution Imaging Science Experiment (HiRISE) imagery. These analyses reveal three conditions that may produce observed alcove morphologies through slope failure: (1) a ca >10m thick surface layer that is either saturated with H2O ground ice or contains no groundwater/ice at all, above a zone of melting H2O ice or groundwater and under dynamic loading (i.e., seismicity), (2) a 1-10m thick surface layer that is saturated with either melting H2O ice or groundwater and under dynamic loading, or (3) a >100m thick surface layer that is saturated with either melting H2O ice or groundwater and under static loading. This finding of three plausible scenarios for slope failure demonstrates how the triggering mechanisms and characteristics of future alcove growth would be affected by prevailing environmental conditions. HiRISE images also reveal normal faults and other fractures tangential to the crowns of some gully alcoves that are interpreted to be the result of slope instability, which may facilitate future slope movement. Stability analyses show that the most failure-prone slopes in this area are found in alcoves that are adjacent to crown fractures. Accordingly, crown fractures appear to be a useful indicator of those alcoves that should be monitored for future landslide activity. ?? 2010.

  3. Rock gabion, rip-rap, and culvert treatments: Successes and failures in post-fire erosion mitigation, Schultz Fire 2010

    Science.gov (United States)

    Daniel G. Neary; Karen A. Koestner

    2011-01-01

    Following the Schultz Fire in June of 2010, several erosion mitigation efforts were undertaken to reduce the impacts of post-fire flooding expected during the 2010 monsoon. One treatment consisted of the placement of large rock rip-rap on targeted fill slopes of a high elevation forest road that contains a buried pipeline supplying water to the city of Flagstaff....

  4. Potential of acoustic emissions from three point bending tests as rock failure precursors

    Institute of Scientific and Technical Information of China (English)

    Agioutantis Z.; Kaklis K.; Mavrigiannakis S.; Verigakis M.; Vallianatos F.; Saltas V.

    2016-01-01

    Development of failure in brittle materials is associated with microcracks, which release energy in the form of elastic waves called acoustic emissions. This paper presents results from acoustic emission mea-surements obtained during three point bending tests on Nestos marble under laboratory conditions. Acoustic emission activity was monitored using piezoelectric acoustic emission sensors, and the potential for accurate prediction of rock damage based on acoustic emission data was investigated. Damage local-ization was determined based on acoustic emissions generated from the critically stressed region as scat-tered events at stresses below and close to the strength of the material.

  5. Relationship between diameter of split Hopkinson pressure bar and minimum loading rate under rock failure

    Institute of Scientific and Technical Information of China (English)

    LI Xi-bing; HONG Liang; YIN Tu-bing; ZHOU Zi-long; YE Zhou-yuan

    2008-01-01

    In order to investigate the relationship between bar diameter and loading rate of the split Hopkinson pressure bar(SHPB) setup under the failure of rock specimen and realize the medium strain rate loading of specimen, new SHPB setups with different elastic bar's diameters of 22, 36, 50 and 75 mm were constructed. The tests were carried out on these setups at different loading rates, and the specimens had the same diameter of elastic bars and same ratio of length to diameter. The test results show that the larger the elastic bar's diameter is, the less the loading rate is needed to cause specimen failure, they show good power relationship, and that under the same strain rate loading, specimens are broken more seriously with larger diameter SHPB setup than with smaller one.

  6. Massive submarine slope failures during the 1964 earthquake in Port Valdez, Alaska

    Science.gov (United States)

    Lee, H. J.; Ryan, H. F.; Suleimani, E.; Haeussler, P. A.; Kayen, R. E.; Hampton, M. A.

    2006-12-01

    The M9.2 Alaska earthquake of 1964 caused major damage to the port facilities and town of Valdez, resulting in a total of 32 deaths. Most of the damage and deaths in Valdez were caused by submarine-landslide generated tsunamis that occurred immediately after the earthquake. Some post-earthquake investigations were conducted in the 1960's. Dramatic changes in bathymetry were observed, including several hundred meters of deepening below the head of Port Valdez fjord, and these were attributed to submarine landsliding. Recent multibeam surveys of Port Valdez provide much more information about the morphology of landslide deposits. Also, we collected high-resolution (chirp) surveys over apparent landslide debris to evaluate the chronology and three-dimensional character of the deposits, and we performed quantitative evaluations of pre- and post-earthquake bathymetric data. Landslide morphologies include several forms. In the western part of the fjord, there is a field of large blocks (up to 40-m high) on the fjord floor near the location of the greatest tsunami-wave runup estimated for the 1964 earthquake (~50 m). The runup direction for the waves (northeast) is consistent with the failure of these blocks being the trigger. Surrounding the fields of blocks are lobes from two debris flows that likely occurred at the same time as the block slides. Both debris flows and block slides appear to have resulted from the failure of a large moraine front, formed by Shoup Glacier on the northwest side of Port Valdez. At the fjord head, near the location of the badly damaged old town of Valdez, is an intricate series of gullies, channels, and talus, although these features display little evidence for the large-scale mass movement that occurred. However, near the center of the fjord is the front of a large debris lobe that flowed from the east end of the fjord half-way down the fjord and stopped. This huge deposit represents material that failed at the fjord head, mobilized into a

  7. Massive submarine slope failures during the 1964 earthquake in Port Valdez, Alaska

    Science.gov (United States)

    Lee, H.; Ryan, H.F.; Suleimani, E.; Kayen, R.E.; Hampton, M.A.

    2006-01-01

    The M9.2 Alaska earthquake of 1964caused major damage to the port facilities and town of Valdez, resulting in a total of 32 deaths. Most of the damage and deaths in Valdez were caused by submarine-landslide generated tsunamis that occurred immediately after the earthquake. Some post-earthquake investigations were conducted in the 1960's. Dramatic changes in bathymetry were observed, including several hundred meters of deepening below the head of Port Valdezfjord, and these were attributed to submarine landsliding. Recent multibeam surveys of Port Valdez provide much more information about the morphology of landslide deposits. Also, we collected high-resolution (chirp) surveys over apparent landslide debris to evaluate the chronology and three-dimensional character of the deposits, and we performed quantitative evaluations of pre- and post-earthquake bathymetric data. Landslide morphologies include several forms. In the western part of the fjord, there is a field of large blocks (up to 40-m high) on the fjord floor near the location of the greatest tsunami-wave runup estimated for the 1964 earthquake (~50 m). The runup direction for the waves (northeast) is consistent with the failure of these blocks being the trigger. Surrounding the fields of blocks are lobes from two debris flows that likely occurred at the same time as the block slides. Both debris flows and block slides appear to have resulted from the failure of a large moraine front, formed by Shoup Glacier on the northwest side of Port Valdez. At the fjord head, near the location of the badly damaged old town of Valdez, is an intricate series of gullies, channels, and talus, although these features display little evidence for the large-scale mass movement that occurred. However, near the center of the fjord is the front of a large debris lobe that flowed from the east end of the fjord half-way down the fjord and stopped. This huge deposit represents material that failed at the fjord head

  8. A damage mechanics approach for quantifying stress changes due to brittle failure of porous rocks

    Science.gov (United States)

    Jacquey, Antoine B.; Cacace, Mauro; Blöcher, Guido; Milsch, Harald; Scheck-Wenderoth, Magdalena

    2016-04-01

    Natural fault zones or man-made injection or production of fluid impact the regional stress distribution in Earth's crust and can be responsible for localized stress discontinuities. Understanding the processes controlling fracturing of the porous rocks and mechanical behaviour of fault zones is therefore of interest for several applications including geothermal energy production. In this contribution, we will present a thermodynamically consistent visco-poroelastic damage model which can deal with the multi-scale and multi-physics nature of the physical processes controlling the deformation of porous rocks during and after brittle failure. Deformation of a porous medium is crucially influenced by the changes in the effective stress. Considering a strain-formulated yield cap and the compaction-dilation transition, three different regimes can be identified: quasi-elastic deformation, cataclastic compaction with microcracking (damage accumulation) and macroscopic brittle failure with dilation. The governing equations for deformation, damage accumulation/healing and fluid flow have been implemented in a fully-coupled finite-element-method based framework (MOOSE). The MOOSE framework provides a powerful and flexible platform to solve multiphysics problems implicitly and in a tightly coupled manner on unstructured meshes which is of interest for such non-linear context. To illustrate the model, simulation of a compaction experiment of a sandstone leading to shear failure will be presented which allows to quantify the stress drop accompanying the failure. Finally, we will demonstrate that this approach can also be used at the field scale to simulate hydraulic fracturing and assess the resulting changes in the stress field.

  9. Micromechanics of rock deformation and failure (Louis Néel Medal Lecture)

    Science.gov (United States)

    Wong, Teng-Fong

    2010-05-01

    Naturally deformed rocks and their microstructures provide some of the most useful data for the reconstruction of tectonic evolution. A physically based inference of the operative deformation mechanism and failure mode from such data hinges upon a fundamental understanding of the microstructures induced in samples deformed in the laboratory under controlled conditions. As a field of mechanics that explicitly takes into account the microstructure of a material, micromechanics is linked dynamically to advances in imaging technology, that continues to refine the quantitative characterization of geometric attributes of microstructure and to elucidate the micromechanics of damage evolution. For a porous rock, such imaging techniques together with acoustic emission observations can now provide a fairly comprehensive description of the geometry of the pore space, as well as the density and connectivity of microcracks and equant pores. These microstructural data provide critical constraints on models that strive to capture the micromechanical processes and thus arrive at constitutive relations that describe the inelastic and failure behaviors as observed in the laboratory. Based on concepts of elasticity, plasticity and fracture mechanics, a number of micromechanical models (such as the sliding wing crack, Hertzian fracture, plastic and cataclastic pore collapse) help identify the key microstructural parameters involved and provide important insights into the deformation and failure mechanisms associated with a number of processes related to the development of brittle faulting, shear localization, cataclastic flow and compaction localization. These micromechanical processes typically involve damage evolution that is spatially heterogeneous, the complexity of which can potentially be probed in some details now by numerical simulation. Furthermore, these micromechanical models can provide useful constraints on the evolutions of porosity and permeability, which are often

  10. Large-scale slope failure and active erosion occurring in the southwest Ryukyu fore-arc area

    Directory of Open Access Journals (Sweden)

    T. Matsumoto

    2001-01-01

    Full Text Available The southwestern Ryukyu area east of Taiwan Island is an arcuate boundary between Philippine Sea Plate and Eurasian Plate. The topographic features in the area are characterised by (1 a large-scale amphitheatre off Ishigaki Island, just on the estimated epicentre of the tsunamigenic earthquake in 1771, (2 lots of deep sea canyons located north of the amphitheatre, (3 15–20 km wide fore-arc basin, (4 15–20 km wide flat plane in the axial area of the trench, (5 E-W trending half grabens located on the fore-arc area, etc., which were revealed by several recent topographic survey expeditions. The diving survey by SHINKAI6500 in the fore-arc area on a spur located 120 km south of Ishigaki Island was carried out in 1992. The site is characterised dominantly by rough topography consisting of a series of steep slopes and escarpments. A part of the surface is eroded due to the weight of the sediment itself and consequently the basement layer is exposed. The site was covered with suspended particles during the diving, due to the present surface sliding and erosion. The same site was resurveyed in 1997 by ROV KAIKO, which confirmed the continuous slope failure taking place in the site. Another example that was observed by KAIKO expedition in 1997 is a largescale mud block on the southward dipping slope 80 km south of Ishigaki Island. This is apparently derived from the shallower part of the steep slope on the southern edge of the fan deposit south of Ishigaki Island. The topographic features suggest N-S or NE-SW tensional stress over the whole study area. In this sense, the relative motion between the two plates in this area is oblique to the plate boundary. So, the seaward migration of the plate boundary may occur due to the gravitational instability at the boundary of the two different lithospheric structures. This is evidenced by a lack of accretionary sediment on the fore-arc and the mechanism of a recent earthquake which occurred on 3 May 1998 in

  11. Investigation of Rock Failure Pattern in Creep by Digital Speckle Correlation Method

    Directory of Open Access Journals (Sweden)

    Yunliang Tan

    2013-01-01

    Full Text Available In order to study the mechanical characteristics from creep deformation to failure of rock, the tests of uniaxial compression and pushing steel-plate anchored in rock were performed, by using RLJW-2000 servo test synchronizing with Digital Speckle Correlation Method (DSCM. The investigations showed that for a uniaxial compressive specimen, when load arrived at 0.5σc, displacement clusters orderly formed, which was ahead of the macrocreep strain occurring in a slight jump mode when load arrived at 0.7σc. When the load level arrived at 0.8σc, displacement clusters gathered to be a narrow band. After that, the specimen abruptly fractured in a shear mode. In the creep pushing steel-plate test, when pushing force arrived at 25 kN, crack began to occur, the horizontal displacement field as well as shear strain field concentrated continuously along the interface between steel-plate and rock, and a new narrow concentrating band gathered in the upper layer. When pushing force arrived at 27.5 kN, another new narrow shear deformation band formed in the lower layer. Then, the steel-plate was pushed out quickly accompanying strong creep deformation.

  12. Rumblings and Rainfall, Rebels, Remittances and Roads- The complex landscape of slope failure in Nepal

    Science.gov (United States)

    McAdoo, Brian G.; Sudmeier, Karen; Devkota, Sanjaya

    2017-04-01

    During the first monsoon season following the deadly 2015 Gorkha earthquake, 27 people were killed during two events in Nepal's Western Region due to debris flows triggered by a 24-hour, 315 mm cloudburst (Devkota et al. 2015). Both events were linked with roads: the first was caused by an accumulation of water on a newly constructed road above a steep, deforested slope, the second wiped out a major road and destroyed 10 houses. These deadly landslides were not triggered solely by extreme rainfall, but rather a complex combination of earthquakes, intensified rainfall associated with climate change and an explosion of unplanned rural road construction fueled by an increase in foreign investment, remittances and decentralisation of budgets and power from the central government to local villages. This complexity is explored through a trend data analysis on the number of landslides, landslide fatalities, rainfall intensity, and the road network in Nepal between 1980-2014 (McAdoo et al, submitted). Of most concern are the poorly constructed roads in Nepal's Middle Hill districts ( 1000-3000 m above sea level, humid, subtropical) as they are proliferating at an unprecedented pace without proper alignment, drainage, grading or maintenance. They are occurring in areas which frequently receive up to 4,000-5,000 mm of precipitation per year, causing considerable loss in lives, livelihoods and investment. Landslide fatalities increased from 88 on average for the period 1982-1995 to 130 deaths per year for the period 2007-2014 (Desinventar, 2016). Contrary to numerous studies which show a strong link between rainfall and landslides, our trend analysis demonstrates a decoupling of climate and the geomorphic drivers, pointing to other factors, namely the exponential road construction trend to explain the increase in landslide fatalities. Nepal has some of the oldest manuals and well-trained cadres in low-cost green engineering practices, yet these are rarely applied. To reverse

  13. New perspectives on the transition between discrete fracture, fragmentation, and pulverization during brittle failure of rocks

    Science.gov (United States)

    Griffith, W. A.; Ghaffari, H.; Barber, T. J.; Borjas, C.

    2015-12-01

    The motions of Earth's tectonic plates are typically measured in millimeters to tens of centimeters per year, seemingly confirming the generally-held view that tectonic processes are slow, and have been throughout Earth's history. In line with this perspective, the vast majority of laboratory rock mechanics research focused on failure in the brittle regime has been limited to experiments utilizing slow loading rates. On the other hand, many natural processes that pose significant risk for humans (e.g., earthquakes and extraterrestrial impacts), as well as risks associated with human activities (blow-outs, explosions, mining and mine failures, projectile penetration), occur at rates that are hundreds to thousands of times faster than those typically simulated in the laboratory. Little experimental data exists to confirm or calibrate theoretical models explaining the connection between these dramatic events and the pulverized rocks found in fault zones, impacts, or explosions; however the experimental data that does exist is thought-provoking: At the earth's surface, the process of brittle fracture passes through a critical transition in rocks at high strain rates (101-103s-1) between regimes of discrete fracture and distributed fragmentation, accompanied by a dramatic increase in strength. Previous experimental works on this topic have focused on key thresholds (e.g., peak stress, peak strain, average strain rate) that define this transition, but more recent work suggests that this transition is more fundamentally dependent on characteristics (e.g., shape) of the loading pulse and related microcrack dynamics, perhaps explaining why for different lithologies different thresholds more effectively define the pulverization transition. In this presentation we summarize some of our work focused on this transition, including the evolution of individual defects at the microscopic, microsecond scale and the energy budget associated with the brittle fragmentation process as a

  14. Study of dynamic sensitivity of rock slope under excitation function role of force increase mutation%力幅突变激扰作用的岩石边坡动力敏感性研究

    Institute of Scientific and Technical Information of China (English)

    王建国; 王振伟

    2013-01-01

    动载荷作用引起岩石边坡失稳破坏,尤其力幅突变激扰作用对边坡稳定影响很大.对动、静载荷作用下岩石力学性质进行了分析,建立了岩石边坡非线性运动方程,分析了岩石边坡动力变形模型及非线性动力响应,得出当扰动频率增加到一定程度,滑体振幅突然增加,产生向上突跳并随力幅的增加继续增加:反之,当力幅较大并逐渐减小时,滑体振幅也随之减小,当扰动的振幅减小至一定程度,滑体振幅突然降低,产生向下突跳减小.对初始条件和力幅突变激扰对岩石力学非线性振动系统的影响进行了分析,得到初始条件的微小变化可引起系统响应的巨大差异,当振幅A极小时,线性系统的振荡很弱,它对非线性系统的作用也很弱,整个系统的运动便可看作两运动的独立叠加.当振幅A再加大到使其幅值超过非线性系统三奇点之间的间隔时,系统可以在这些奇点之间来回跃迁振荡,从而运动复杂化,随振幅A的增加,系统从倍周期运动向混运动变化,研究结果可为岩石边坡的动力稳定提供指导.%The dynamic loading leads to instability and failure of rock slope.Especially,the role of force increase mutation has a great influence on slope stability.The rock mechanical properties are analyzed under static and dynamic loadings.And then,the nonlinear equation of rock slope is established.The dynamic deformation model of rock slope and the nonlinear dynamic response are studied.The amplitude of the sliding body suddenly increase,resulting in the sudden jump up and continue to increasing with the increase of the force,when the disturbance frequency to a certain extent.Conversely,the amplitude of the landslide suddenly reduces,resulting in the sudden decreases when the perturbation amplitude reduces to a certain extent.Tiny changes in initial conditions can cause a huge difference of the system response.The movement of the entire system can

  15. Electromagnetic and neutron emissions from brittle rocks failure: Experimental evidence and geological implications

    Indian Academy of Sciences (India)

    A Carpinteri; G Lacidogna; O Borla; A Manuello; G Niccolini

    2012-02-01

    It has been observed energy emission in the form of electromagnetic radiation, clearly indicating charge redistribution, and neutron bursts, necessarily involving nuclear reactions, during the failure process of quasi-brittle materials such as rocks, when subjected to compression tests. The material used is Luserna stone, which presents a very brittle behaviour during compression failure. The observed phenomenon of high-energy particle emission, i.e., electrons and neutrons, can be explained in the framework of the superradiance applied to the solid state, where individual atoms lose their identity and become part of different plasmas, electronic and nuclear. Since the analysed material contains iron, it can be conjectured that piezonuclear reactions involving fission of iron into aluminum, or into magnesium and silicon, should have occurred during compression damage and failure. These complex phenomenologies are confirmed by Energy Dispersive X-ray Spectroscopy (EDS) tests conducted on Luserna stone specimens, and found additional evidences at the Earth’s Crust scale, where electromagnetic and neutron emissions are observed just in correspondence with major earthquakes. In this context, the effects of piezonuclear reactions can be also considered from a geophysical and geological point of view.

  16. Geomorphologic mapping in the Ny Ålesund area (Svalbard Island, Norway) for the analysis of geomorphologic effects on rock slopes induced by glacier retreat in climate sensitive High Arctic regions

    Science.gov (United States)

    Miccadei, Enrico; Piacentini, Tommaso; Casacchia, Ruggero; Sparapani, Roberto

    2014-05-01

    The geomorphological effects of glacial retreat, rapidly changing Arctic environments and consequent local temporary permafrost melting are several types of glacial and periglacial landforms (pingos, solifluction, drumlins, etc.) but also debris and rock falls, alluvial fan and glacial outwash development and scarp/slopes retreat and evolution. In this work we have realized a geomorphologic map of rockfalls, landslides, alluvial fans and the slopes and scarps of steep mountainsides in the Ny Ålesund area (Svalbard Island, Norway) focused on the analysis of rock falls as geomorphological effects of glacier retreat, permafrost degradation and higher temperatures on slope processes. The investigation is based on geological and geomorphological field survey, and remote sensing and aerial photo interpretation, The Ny Ålesund area landscape is characterized by rugged non-vegetated mountains only partially covered by glaciers, with steep flanks and rock scarps; the scarps are formed by different types of rocks (intrusive and effusive igneous rocks, marine sedimentary rocks); this landscape is highly affected by debris and rock falls (from scarps and slopes) forming wide talus slopes and by alluvial fan and fluvial outwash (from glaciers), which make the surface sedimentary cover of the island together with rock glaciers and moraine deposits and locally fluvial deposits. The work is focused on the comprehension of the role of different factors in inducing rock falls, alluvial fans, slope/scarps evolution in high geomorphological sensitivity environments (i.e. glacial, periglacial or mountain) including: orography, lithology, rock fracturation, morphostructural setting, meteorological context. The conclusions focus on the possible geomorphological hazards affecting the Ny Ålesund area.

  17. Numerical simulation of mechanisms of deformation,failure and energy dissipation in porous rock media subjected to wave stresses

    Institute of Scientific and Technical Information of China (English)

    2010-01-01

    The pore characteristics,mineral compositions,physical and mechanical properties of the subarkose sandstones were acquired by means of CT scan,X-ray diffraction and physical tests.A few physical models possessing the same pore characteristics and matrix properties but different porosities compared to the natural sandstones were developed.The 3D finite element models of the rock media with varied porosities were established based on the CT image processing of the physical models and the MIMICS software platform.The failure processes of the porous rock media loaded by the split Hopkinson pressure bar(SHPB) were simulated by satisfying the elastic wave propagation theory.The dynamic responses,stress transition,deformation and failure mechanisms of the porous rock media subjected to the wave stresses were analyzed.It is shown that an explicit and quantitative analysis of the stress,strain and deformation and failure mechanisms of porous rocks under the wave stresses can be achieved by using the developed 3D finite element models.With applied wave stresses of certain amplitude and velocity,no evident pore deformation was observed for the rock media with a porosity less than 15%.The deformation is dominantly the combination of microplasticity(shear strain),cracking(tensile strain) of matrix and coalescence of the cracked regions around pores.Shear stresses lead to microplasticity,while tensile stresses result in cracking of the matrix.Cracking and coalescence of the matrix elements in the neighborhood of pores resulted from the high transverse tensile stress or tensile strain which exceeded the threshold values.The simulation results of stress wave propagation,deformation and failure mechanisms and energy dissipation in porous rock media were in good agreement with the physical tests.The present study provides a reference for analyzing the intrinsic mechanisms of the complex dynamic response,stress transit mode,deformation and failure mechanisms and the disaster

  18. Collaborative Research: failure of RockMasses from Nucleation and Growth of Microscopic Defects and Disorder

    Energy Technology Data Exchange (ETDEWEB)

    Klein, William [Boston Univ., MA (United States)

    2016-09-12

    Over the 21 years of funding we have pursued several projects related to earthquakes, damage and nucleation. We developed simple models of earthquake faults which we studied to understand Gutenburg-Richter scaling, foreshocks and aftershocks, the effect of spatial structure of the faults and its interaction with underlying self organization and phase transitions. In addition we studied the formation of amorphous solids via the glass transition. We have also studied nucleation with a particular concentration on transitions in systems with a spatial symmetry change. In addition we investigated the nucleation process in models that mimic rock masses. We obtained the structure of the droplet in both homogeneous and heterogeneous nucleation. We also investigated the effect of defects or asperities on the nucleation of failure in simple models of earthquake faults.

  19. The Role of Antecedent Geology in Submarine Slope Failure: Insights from the Currituck Slide Complex along the Central U.S. Atlantic Margin

    Science.gov (United States)

    Hill, J. C.; Brothers, D. S.; Ten Brink, U. S.; Craig, B.; Chaytor, J. D.; Flores, C. H.

    2015-12-01

    To investigate the influence of antecedent geology on the distribution of submarine landslides along the central U.S. Atlantic margin, we examined a suite of multichannel seismic data, including vintage airgun data from Norfolk Canyon to Cape Hatteras and new high-resolution sparker data across the Currituck Slide, as well as regional multibeam bathymetry. Areas north and south of the Currituck Slide are characterized by oblique margin morphology, defined by angular, convex deltaic clinoforms deposited during the Mid-Miocene, which generated an abrupt shelf-break with relatively steep downslope gradients (>8°). As a result, upper slope sediment bypass, closely spaced submarine canyons, and small landslides confined to canyon headwalls and sidewalls characterize these areas. In contrast, the Currituck region is defined by a sigmoidal geometry, with a smooth shelf-edge rollover and more gentle slope gradient (800m of Plio-Pleistocene sediment accumulation across the continental slope prior to failure. Regionally continuous seismic reflectors show little or no evidence of canyonization beneath the Currituck Slide. A significant volume of intact strata on the lower slope suggests the Currituck region was a primary depocenter for fluvial inputs during multiple sea level lowstands. Failure along bedding planes is evident in outcropping strata along the upper and lower headwalls. Buried scarps beneath these headwalls imply repeated cycles of failure. Folds and faults suggest differential compaction across these scarps may have contributed to the most recent failure. These results suggest high sedimentation and subsequent compaction along a sigmoidal margin were critical components in preconditioning the Currituck Slide for failure. Examination of the regional geological framework illustrates the importance of sediment supply and antecedent slope morphology in the development of large, potentially unstable depocenters along passive margins.

  20. Factors Influencing Quasistatic Modeling of Deformation and Failure in Rock-Like Solids by the Smoothed Particle Hydrodynamics Method

    Directory of Open Access Journals (Sweden)

    X. W. Tang

    2013-01-01

    actual test of marble material. Typical results of the axial stress-strain response from infinitesimal to finite deformation as well as the progressive failure process for the marble tests are given and the influences of various factors are discussed. It is found that only provided proper choices of particle momentum equation and the smoothing length parameter, the SPH method is capable for favorably reproducing the deformation and progressive failure evolution in rock-like materials under quasistatic compression loads.

  1. Geology, glacier retreat and permafrost degradation as controlling factors of slope instabilities in a high-mountain rock wall: the Monte Rosa east face

    Directory of Open Access Journals (Sweden)

    L. Fischer

    2006-01-01

    Full Text Available The Monte Rosa east face, Italian Alps, is one of the highest flanks in the Alps (2200–4500 m a.s.l.. Steep hanging glaciers and permafrost cover large parts of the wall. Since the end of the Little Ice Age (about 1850, the hanging glaciers and firn fields have retreated continuously. During recent decades, the ice cover of the Monte Rosa east face experienced an accelerated and drastic loss in extent. Some glaciers have completely disappeared. New slope instabilities and detachment zones of gravitational mass movements developed and enhanced rock fall and debris flow activity was observed. This study is based on multidisciplinary investigations and shows that most of the detachment zones of rock fall and debris flows are located in areas, where the surface ice disappeared only recently. Furthermore, most of these detachment zones are located in permafrost zones, for the most part close to the modelled and estimated lower boundary of the regional permafrost distribution. In the view of ongoing or even enhanced atmospheric warming and associated changes it is therefore very likely that the slope instabilities in the Monte Rosa east face will continue to represent a critical hazard source.

  2. The stability of gas hydrate field in the northeastern continental slope of Sakhalin Island, Sea of Okhotsk, as inferred from analysis of heat flow data and its implications for slope failures

    Science.gov (United States)

    Kim, Y.; Lee, S.; Jin, Y.; Baranov, B.; Obzhirov, A.; Salomatin, A.; Shoji, H.

    2012-12-01

    The sudden release of methane in shallow water due to ocean warming and/or sea level drop, leading to extensive mass wasting at continental margins, has been suggested as a possible cause of global climate change. In the northeastern continental slope of the Sakhalin Island (Sea of Okhotsk), numerous gas hydrate-related manifestations occur, including hydroacoustic anomaly (gas flare) in the water column, pockmarks and mounds on the seafloor, seepage structures and bottom-simulating reflectors (BSRs). The gas hydrate found at 385 mbsl represents the shallowest occurrence ever recorded in the Okhotsk Sea. In this study, we modeled the gas hydrate stability zone (GHSZ) using methane gas composition, water temperature and geothermal gradient to see if it is consistent with the observed depth of BSR. An important distinction can be made between the seafloor containing seepage features and normal seafloor in terms of their thermal structure. The depth of BSR matches well with the base of GHSZ estimated from the background heat flow (geothermal gradient). A large slope failure feature is found in the northern Sakhalin continental slope. We explore the possibility that this failure was caused by gas hydrate dissociation, based on the past climate change history and inference from the GHSZ modeling. Prediction of the natural landslide is difficult; however, new stratigraphic evidence from subbottom profiles suggests that the landslide occurred at 20 ka which is roughly consistent with the period of sea level drop during the Last Glacial Maximum. Furthermore, this region has witnessed a rapid sea water temperature increase (~0.6°C) in the last 50 years. If such a trend continues, additional slope failure can be expected in the near future in this region.

  3. Preliminary Analysis of Slope Stability in Kuok and Surrounding Areas

    Directory of Open Access Journals (Sweden)

    Dewandra Bagus Eka Putra

    2016-12-01

    Full Text Available The level of slope influenced by the condition of the rocks beneath the surface. On high level of slopes, amount of surface runoff and water transport energy is also enlarged. This caused by greater gravity, in line with the surface tilt from the horizontal plane. In other words, topsoil eroded more and more. When the slope becomes twice as steep, then the amount of erosion per unit area be 2.0 - 2.5 times more. Kuok and surrounding area is the road access between the West Sumatra and Riau which plays an important role economies of both provinces. The purpose of this study is to map the locations that have fairly steep slopes and potential mode of landslides. Based on SRTM data obtained,  the roads in Kuok area has a minimum elevation of + 33 m and a maximum  + 217.329 m. Rugged road conditions with slope ranging from 24.08 ° to 44.68 ° causing this area having frequent landslides. The result of slope stability analysis in a slope near the Water Power Plant Koto Panjang, indicated that mode of active failure is toppling failure or rock fall and the potential zone of failure is in the center part of the slope.

  4. Primary Investigations on Yangtze River Bank Slope Stability in Wanzhou for the Three Gorges Reservoir Project

    Institute of Scientific and Technical Information of China (English)

    Jian Wenxing; Yin Kunlong; Xu Yixian

    2005-01-01

    This paper investigates the main factors contributing to bank slope failures, such as the structure of rock and soil, water level change, bank slope gradient, vegetation, weathering and human activities. Based on these investigations, the bank slope failure models are analyzed. The stability of bank slopes in Wanzhou is investigated using geological surveying, 2D resistivity imaging surveying, excavated trenches and other methods. Finally, the disasters of bank slope failures in Wanzhou were investigated in detail. The results show that instability problems might occur in 60.38 km of bank slopes when the water level rises to 175 m. It is suggested that 37.8 km of unstable bank slopes should be stabilized, and 14.2 km of unstable banks should be moved or avoided after further geological surveying and reconnaissance. These results provide scientific basis and reliable data for the government to develop the third geodisaster prevention plan for the Three Gorges reservoir.

  5. Fine-grained sediment gravity flow deposits induced by flood and lake slope failure events: examples of lacustrine varved sediments in Japan

    Science.gov (United States)

    Ishihara, Yoshiro; Sasaki, Yasunori; Sasaki, Hana; Onishi, Yuri

    2016-04-01

    Fine-grained sediment gravity flow deposits induced by flood and lake slope failure events are frequently intercalated in lacustrine successions. When sediment gravity flow deposits are present in varved sediments, it is suggested that they provide valuable information about sediment gravity flows, because they can easily trace laterally and can give the magnitude of erosion and recurrence interval of events. In addition, because large sedimentary bodies of stacked sediment gravity flow deposits in varved sediments of a calm lake are not suggested, a relatively simple depositional environment is expected. In the present study, we analysed sedimentary facies of sediment gravity flow deposits in varved lacustrine diatomites in the Middle Pleistocene Hiruzenbara and Miyajima formations in Japan, and concluded a depositional model of the lacustrine sediment gravity flow deposits. Varved diatomites: The Hiruzenbara Fm., a dammed lake fill as foots of Hiruzen Volcanos, is deposited during an interglacial period during MIS12 to 15. Varves of ca. 8000 yr were measured in a 20 m intercalating flood and lake slope failure-induced sediment gravity flow deposits. The Miyajima Fm., distributed in a paleo-caldera lake in NE Japan, includes many sediment gravity flow deposits possibly originated from fandeltas around the lake. These formations have differences in their depositional setting; the Hiruzebara Fm. was deposited in a large lake basin, whereas the Miyajima Fm. was deposited in a relatively small basin. Because of the depositional setting, intercalation of volcaniclastics is dominant in the Miyajima Fm. Lacustrine sediment gravity flow deposits: Sediment gravity flow deposits in both formations can be classified into flood- and lake slope failure-induced types based on the sedimentary facies. Composites of the both types are also found. Flood-induced types comprise fine-grained silts dominated by carbonaceous fragments, whereas lake slope failure-induced types are

  6. Physical meaning and prediction efficiency of the load/unload response ratio of rocks in strain-weakening phase before failure*

    Institute of Scientific and Technical Information of China (English)

    许昭永; 杨润海; 王彬; 赵晋明; 王赟赟; 梅世蓉

    2002-01-01

    Rock experiment results indicate that the load/unload response ratio (LURR) of rocks expressed via strain energy may have singular or negative value after the stress in the rock reaches its maximum before rock failure or when the rock goes into the strain-weakening phase. The universality of this phenomenon is discussed. Expressed via strain or strain energy and the travel time of P wave, the variation form of the reciprocal of LURR during the process of rock failure preparation is derived. The results show that after a sharp decrease the reciprocal of LURR reaches its minimum when the main fracture of the rock is about to appear. This feature can be taken as an indication that the rock main fracture is impending.

  7. A visco-poroelastic damage model for modelling compaction and brittle failure of porous rocks

    Science.gov (United States)

    Jacquey, Antoine B.; Cacace, Mauro; Blöcher, Guido; Milsch, Harald; Scheck-Wenderoth, Magdalena

    2016-04-01

    Hydraulic stimulation of geothermal wells is often used to increase heat extraction from deep geothermal reservoirs. Initiation and propagation of fractures due to pore pressure build-up increase the effective permeability of the porous medium. Understanding the processes controlling the initiation of fractures, the evolution of their geometries and the hydro-mechanical impact on transport properties of the porous medium is therefore of great interest for geothermal energy production. In this contribution, we will present a thermodynamically consistent visco-poroelastic damage model which can deal with the multi-scale and multi-physics nature of the physical processes occurring during deformation of a porous rock. Deformation of a porous medium is crucially influenced by the changes in the effective stress. Considering a strain-formulated yield cap and the compaction-dilation transition, three different regimes can be identified: quasi-elastic deformation, cataclastic compaction with microcracking (damage accumulation) and macroscopic brittle failure with dilation. The governing equations for deformation, damage accumulation/healing and fluid flow have been implemented in a fully-coupled finite-element-method based framework (MOOSE). The MOOSE framework provides a powerful and flexible platform to solve multiphysics problems implicitly and in a tightly coupled manner on unstructured meshes which is of interest for such non-linear context. To validate and illustrate the model, simulations of the deformation behaviour of cylindrical porous Bentheimer sandstone samples under different confining pressures are compared to experiments. The first experiment under low confining pressure leads to shear failure, the second for high confining pressure leads to cataclastic compaction and the third one with intermediate confining pressure correspond to a transitional regime between the two firsts. Finally, we will demonstrate that this approach can also be used at the field

  8. Testing Studies on Rock Failure Modes of Statically Loads Under Dynamic Loading

    Institute of Scientific and Technical Information of China (English)

    YE Zhouyuan; LI Xibing; LIU Xiling; MA Chunde; YIN Tubing

    2008-01-01

    By means of the improved split Hopkionson pressure bar(SHPB) with axial pre-pressure and confined pressure,two series of experiments on sandstone are earned out to research the failure mode of rock during the course of exploitation of resources in deep.One is under the conditions that the confining pressure is fixed and the axial pressure is changeable.The other is under the conditions that the confining pressure becomes and the axial pressure is fixed.It is found that samples break up evenly after impacting when axial static pressures are low,there is great disparity in size of fragments when axial static pressures are high,and the main bodies of samples after the tests under the combination of dynamic and static loads frequently show the type of V or X.The samples are more close-grained at the elastic stage and impacts make many cracks be generated and developed,as makes samples more crackable.At the initial phase of damage stage,the static pressures make some cracks in the samples which are undeveloped and the impacts' role is similar to that at the elastic stage.At the metaphase or anaphase of damage stage,these cracks in the samples develop adequately and the impacts mainly accelerate samples' failure.The main bodies of samples show the type of V or X after impacting due to the confining pressures' restraining samples' lateral formation at the elastic stage or the initial phase of damage stage,the main bodies of samples have almost formed at the stage loading static pressures and the results after impacting usually are similar to those under the axial pressures tests.

  9. An Experimental Investigation into Failure and Localization Phenomena in the Extension to Shear Fracture Transition in Rock

    Science.gov (United States)

    Choens, R. C., II; Chester, F. M.; Bauer, S. J.; Flint, G. M.

    2014-12-01

    Fluid-pressure assisted fracturing can produce mesh and other large, interconnected and complex networks consisting of both extension and shear fractures in various metamorphic, magmatic and tectonic systems. Presently, rock failure criteria for tensile and low-mean compressive stress conditions is poorly defined, although there is accumulating evidence that the transition from extension to shear fracture with increasing mean stress is continuous. We report on the results of experiments designed to document failure criteria, fracture mode, and localization phenomena for several rock types (sandstone, limestone, chalk and marble). Experiments were conducted in triaxial extension using a necked (dogbone) geometry to achieve mixed tension and compression stress states with local component-strain measurements in the failure region. The failure envelope for all rock types is similar, but are poorly described using Griffith or modified Griffith (Coulomb or other) failure criteria. Notably, the mode of fracture changes systematically from pure extension to shear with increase in compressive mean stress and display a continuous change in fracture orientation with respect to principal stress axes. Differential stress and inelastic strain show a systematic increase with increasing mean stress, whereas the axial stress decreases before increasing with increasing mean stress. The stress and strain data are used to analyze elastic and plastic strains leading to failure and compare the experimental results to predictions for localization using constitutive models incorporating on bifurcation theory. Although models are able to describe the stability behavior and onset of localization qualitatively, the models are unable to predict fracture type or orientation. Constitutive models using single or multiple yield surfaces are unable to predict the experimental results, reflecting the difficulty in capturing the changing micromechanisms from extension to shear failure. Sandia

  10. Visco-poroelastic damage model for brittle-ductile failure of porous rocks

    Science.gov (United States)

    Lyakhovsky, Vladimir; Zhu, Wenlu; Shalev, Eyal

    2015-04-01

    The coupling between damage accumulation, dilation, and compaction during loading of sandstones is responsible for different structural features such as localized deformation bands and homogeneous inelastic deformation. We distinguish and quantify the role of each deformation mechanism using new mathematical model and its numerical implementation. Formulation includes three different deformation regimes: (I) quasi-elastic deformation characterized by material strengthening and compaction; (II) cataclastic flow characterized by damage increase and compaction; and (III) brittle failure characterized by damage increase, dilation, and shear localization. Using a three-dimensional numerical model, we simulate the deformation behavior of cylindrical porous Berea sandstone samples under different confining pressures. The obtained stress, strain, porosity changes and macroscopic deformation features well reproduce the laboratory results. The model predicts different rock behavior as a function of confining pressures. The quasi-elastic and brittle regimes associated with formation of shear and/or dilatant bands occur at low effective pressures. The model also successfully reproduces cataclastic flow and homogeneous compaction under high pressures. Complex behavior with overlap of common features of all regimes is simulated under intermediate pressures, resulting with localized compaction or shear enhanced compaction bands. Numerical results elucidate three steps in the formation of compaction bands: (1) dilation and subsequent shear localization, (2) formation of shear enhanced compaction band, and (3) formation of pure compaction band.

  11. Distribution of Rock Fragment Content on Slopes in the Small Watershed of Diediegou of Liupan Mountains%六盘山叠叠沟小流域的土壤石砾含量坡面分布特征

    Institute of Scientific and Technical Information of China (English)

    杜阿朋; 王彦辉; 管伟; 何常清; 于澎涛; 刘建立

    2009-01-01

    The content of rock fragment in slope soil of mountainous regions is often very high. This can not be neglected during analyzing the eco-hydrological functions of forest soil and ecosystems. In order to understand the spatial distribution of rock fragment content in the Liupan mountains, the variation of rock fragment content with slope aspect, slope position and soil depth was investigated in the small watershed of Diediegou. The results shows that the averaged volume content of rock fragment in soil (taking the top layer of 0-20 cm as example) between different slope aspects was in the order of sunny slope (3. 07%) > shady slope (2. 89%) > half-shady slope (1. 99%), and varied with slope position as down slope (3. 46%) > middle-up slope (3. 05%) > slope top (2. 46%) > middle slope (2. 20%) > up-slope (2. 08%). The soil depth distribution of rock fragment content was affected by both the soil erosion and the distance to bedrock. Firstly, the soil erosion led a relative enrichment of rock fragment in the surface soil layer; and secondly, the rock fragment content increased with soil depth. Based on this analysis, a model describing the variation of rock fragment content with soil depth under different slope aspects and slope positions was developed, and it a-greed with observed data comparatively well.%山区土壤石砾含量经常很高,这对土壤水文功能具有不可忽视的作用.为了解六盘山区土壤石砾含量的空间分布特征.在叠叠沟小流域调查研究了土壤石砾含量随坡向、坡位和土层深度的变化规律.结果表明,土壤(以表层0-20 cm为例)石砾体积含量的坡向顺序为阳坡(3.07%)>阴坡(2.89%)>半阴半阳坡(1.99%),坡位顺序为下部(3.46%)>中上部(3.05%)>坡顶(2.46%)>中部(2.20%)>上部(2.08%).在受侵蚀影响导致表层土壤石砾富集的同时,石砾含量主要受离开母岩距离的影响,因而表现为随土壤加深而增加的趋势,基于此提出了不同坡向坡位时石砾

  12. An integrated study of physical precursors of failure in relation to earthquake prediction, using large scale rock blocks

    Directory of Open Access Journals (Sweden)

    A. V. Ponomarev

    1999-06-01

    Full Text Available This paper is multi-analysis approach to rock failure using metric size rock samples. The use of large-scale models permits simulation of the seismic process (including internal rupture on several scales and utilization of a dense network for observation of the spatial variations of several physical parameters. The experiments were performed both on solid rock blocks and on concrete blocks with artificial defects, which enabled simulation of internal shear fracture. The number of various precursors appears to rise up to failure, all of them clearly manifest at the stage of a rapid drop in the applied stress (unstable deformation. The experiment suggests that rocks under strain and prior to failure must be characterized by a heterogeneous field of strains. This means that the strain is distributed mosaically, dilatancy does not generate uniformly and areas where it occurs are likely to be structurally mosaic themselves. To reinforce the prediction of micro- and macrofailure, we have realized simultaneous processing of the obtained data, using sophisticated multidimensional orthogonal functions to represent the different precursors. The possibility to identify the early stages of microfailures and to predict the macrofailure by means of statistical complex parameters derived from data on local deformations, acoustic emissions, elastic waves velocities, electric resistivity and self electric potentials is shown. Despite a considerable dissimilarity in mechanical properties of granite basalt and concrete, the complex parameter proves morphologically identical. Parameter S1 reveals exponential rise up to failure in all cases, and parameter S2 is bay-shaped in form, which makes it more promising in terms of prognosis.

  13. Cardiopulmonary Exercise Testing in Patients with Chronic Heart Failure: Prognostic Comparison from Peak VO2 and VE/VCO2 Slope.

    Science.gov (United States)

    Sarullo, Filippo Maria; Fazio, Giovanni; Brusca, Ignazio; Fasullo, Sergio; Paterna, Salvatore; Licata, Pamela; Novo, Giuseppina; Novo, Salvatore; Di Pasquale, Pietro

    2010-05-26

    Cardiopulmonary exercise testing with ventilatory expired gas analysis (CPET) has proven to be a valuable tool for assessing patients with chronic heart failure (CHF). The maximal oxygen uptake (peak V02) is used in risk stratification of patients with CHF. The minute ventilation-carbon dioxide production relationship (VE/VCO2 slope) has recently demonstrated prognostic significance in patients with CHF. Between January 2006 and December 2007 we performed CPET in 184 pts (146 M, 38 F, mean age 59.8 +/- 12.9 years), with stable CHF (96 coronary artery disease, 88 dilated cardiomyopathy), in NYHA functional class II (n.107) - III (n.77), with left ventricular ejection fraction (LVEF) /= 35.6 and 25% in those with VE/VCO2 slope 12.2 ml/kg/min (log rank chi2: 50.98, p /= 32.5 and 23% in those with VE/VCO2 slope 12.3 ml/kg/min (log rank chi2: 72.86, p < 0.0001). The VE/VCO2 slope was demonstrated with receiver operating characteristic curve analysis to be equivalent to peak VO2 in predicting cardiac-related mortality (0.89 vs. 0.89). Although area under the receiver operating characteristic curve for the VE/VCO2 slope was greater than peak VO2 in predicting cardiac-related hospitalization (0.88 vs 0.82), the difference was no statistically significant (p = 0.13). These results add to the present body of knowledge supporting the use of CPET in CHF patients. The VE/VCO2 slope, as an index of ventilatory response to exercise, is an excellent prognostic parameter and improves the risk stratification of CHF patients. It is easier to obtain than parameters of maximal exercise capacity and is of equivalent prognostic importance than peak VO2.

  14. Three-Dimensional Numerical Simulation on Triaxial Failure Mechanical Behavior of Rock-Like Specimen Containing Two Unparallel Fissures

    Science.gov (United States)

    Huang, Yan-Hua; Yang, Sheng-Qi; Zhao, Jian

    2016-12-01

    A three-dimensional particle flow code (PFC3D) was used for a systematic numerical simulation of the strength failure and cracking behavior of rock-like material specimens containing two unparallel fissures under conventional triaxial compression. The micro-parameters of the parallel bond model were first calibrated using the laboratory results of intact specimens and then validated from the experimental results of pre-fissured specimens under triaxial compression. Numerically simulated stress-strain curves, strength and deformation parameters and macro-failure modes of pre-fissured specimens were all in good agreement with the experimental results. The relationship between stress and the micro-crack numbers was summarized. Crack initiation, propagation and coalescence process of pre-fissured specimens were analyzed in detail. Finally, horizontal and vertical cross sections of numerical specimens were derived from PFC3D. A detailed analysis to reveal the internal damage behavior of rock under triaxial compression was carried out. The experimental and simulated results are expected to improve the understanding of the strength failure and cracking behavior of fractured rock under triaxial compression.

  15. Numerical study of tsunami generated by multiple submarine slope failures in Resurrection Bay, Alaska, during the MW 9.2 1964 earthquake

    Science.gov (United States)

    Suleimani, E.; Hansen, R.; Haeussler, P.J.

    2009-01-01

    We use a viscous slide model of Jiang and LeBlond (1994) coupled with nonlinear shallow water equations to study tsunami waves in Resurrection Bay, in south-central Alaska. The town of Seward, located at the head of Resurrection Bay, was hit hard by both tectonic and local landslide-generated tsunami waves during the MW 9.2 1964 earthquake with an epicenter located about 150 km northeast of Seward. Recent studies have estimated the total volume of underwater slide material that moved in Resurrection Bay during the earthquake to be about 211 million m3. Resurrection Bay is a glacial fjord with large tidal ranges and sediments accumulating on steep underwater slopes at a high rate. Also, it is located in a seismically active region above the Aleutian megathrust. All these factors make the town vulnerable to locally generated waves produced by underwater slope failures. Therefore it is crucial to assess the tsunami hazard related to local landslide-generated tsunamis in Resurrection Bay in order to conduct comprehensive tsunami inundation mapping at Seward. We use numerical modeling to recreate the landslides and tsunami waves of the 1964 earthquake to test the hypothesis that the local tsunami in Resurrection Bay has been produced by a number of different slope failures. We find that numerical results are in good agreement with the observational data, and the model could be employed to evaluate landslide tsunami hazard in Alaska fjords for the purposes of tsunami hazard mitigation. ?? Birkh??user Verlag, Basel 2009.

  16. Numerical Study of Tsunami Generated by Multiple Submarine Slope Failures in Resurrection Bay, Alaska, during the M W 9.2 1964 Earthquake

    Science.gov (United States)

    Suleimani, Elena; Hansen, Roger; Haeussler, Peter J.

    2009-02-01

    We use a viscous slide model of J iang and L eB lond (1994) coupled with nonlinear shallow water equations to study tsunami waves in Resurrection Bay, in south-central Alaska. The town of Seward, located at the head of Resurrection Bay, was hit hard by both tectonic and local landslide-generated tsunami waves during the M W 9.2 1964 earthquake with an epicenter located about 150 km northeast of Seward. Recent studies have estimated the total volume of underwater slide material that moved in Resurrection Bay during the earthquake to be about 211 million m3. Resurrection Bay is a glacial fjord with large tidal ranges and sediments accumulating on steep underwater slopes at a high rate. Also, it is located in a seismically active region above the Aleutian megathrust. All these factors make the town vulnerable to locally generated waves produced by underwater slope failures. Therefore it is crucial to assess the tsunami hazard related to local landslide-generated tsunamis in Resurrection Bay in order to conduct comprehensive tsunami inundation mapping at Seward. We use numerical modeling to recreate the landslides and tsunami waves of the 1964 earthquake to test the hypothesis that the local tsunami in Resurrection Bay has been produced by a number of different slope failures. We find that numerical results are in good agreement with the observational data, and the model could be employed to evaluate landslide tsunami hazard in Alaska fjords for the purposes of tsunami hazard mitigation.

  17. DDA模拟TBM破岩机理%TBM Failure Rock Mechalism with DDA Simulation

    Institute of Scientific and Technical Information of China (English)

    施文俊; 袁宝远

    2012-01-01

    TBM is the main tool of the modern tunneling, tunneling excavation in the many tunnels have been successfully applied. In many domestic construction process, due to the extremely complex geological conditions, hard rock and lithologic changes, TBM rims appear to be turned, chipping, fracture, abrasion degree of knife ring shift too large and empty sharpening etc, and it has seriously affected the mining progress and mining efficiency. In order to solve these issues, the general mechanism of TBM rock is described, based on this, the DDA simple simulation of rock in a variety of combinations of structural plane loads of damage, more directly reflect the process of breaking rock.

  18. Massive Rock Detachments from the Continental slope of the Balsas River Submarine Delta that occur due to Instability of Sediments which Produce Turbidity Currents and Tsunamis

    Science.gov (United States)

    Sandoval-Ochoa, J.; Aguayo-Camargo, J.

    2007-05-01

    During the NOAA oceanographic delivery cruise of the US R/V "Roger Revelle" to the Scripps Institution of Oceanography at the University of California in San Diego, California USA, in July 1996; a well calibrated bathymetric equipment, the SeaBeam* 2012, was tested. Good resolutions in data allowed bathymetric mapping to visualize the sea floor relief. Detailed colorful chartographic images showed a portion of the continental slope between the Balsas River Delta and the Middle America Trench and between the Balsas Canyon and La Necesidad Canyon. The surveyed area covered more than 3 000 square kilometers. After the delivery cruise, one of the goals was to measure and analyze the Morphobathymetry of the uneven lower portion of the Balsas River Submarine Delta. So far some of the findings with the morphometric analyses consist of several isolated slump scars that each comprise more than 12 cubic kilometers in volume and a multiple slump scar with an evident steep hollow about 200 cubic kilometers absent of rock. These volumes of rock apparently underwent a remobilization from the slope during the Late Quaternary. The rock detachments occured in relatively small portions but in instantaneous massive displacements because of their instability as well as other identified factors in the region. Over time more and more authors have accepted that coastal cuts or submarine slump scars have been left by sudden movements of rock and fluids. The phenomena that occur in the region in general, are accompanied on one side by potential and kinetic energies like falling bodies, flows and gravity waves, and on the other side, by mass transfer of rock and fluid mobilization like turbidity currents, accumulations, sea wave surges or tsunamis. In some cases the phenomena is produced by another natural triggering forces or by an earthquake. We propose that events like these, i.e. massive detachments and their products such as accumulations, turbidity currents and depositional debrites

  19. Soil formation on hard rock with and without cover of Pleistocene periglacial slope deposits in humid-temperate climate of Europe

    Science.gov (United States)

    Sauer, Daniela; Schülli-Maurer, Isabelle

    2014-05-01

    Until the 1960s pedologists in Germany assumed that soils on hard rock in the mountainous regions of Germany developed directly from the underlying hard rock. Then, especially Schilling and Wiefel (1962) in eastern Germany and Semmel (1964, 1968) in western Germany developed, independently from each other, the concept of Pleistocene periglacial slope deposits (PPSD). However, it took several decades until this concept became largely accepted and was also introduced in textbooks and in the German soil and substrate taxonomy. This paper compares soil development on hard rock covered by PPSD in the eastern Rhenish Massif (Germany) to soil development that took place indeed directly on hard rock, in southern Norway, where glaciers removed all loose, weathered material from the rock during the last glacial period. Eight soil profiles developed in PPSD on quartzite and 12 soil profiles developed in PPSD on diabase are compared to four profiles in the Oslofjord region developed from hard rock. Soils were described in the field and analysed with regard to particle size analysis, pH in water, total element composition, Fed, Feo, CEC and base saturation. 1) Podzol developed from medium-grained granite This soil has an age of ca. 10,000 years. An 18 cm thick organic surface layer has accumulated on top of the mineral soil consisting of an E (14 cm) and BCs (14 cm) horizon. Vegetation at the site consists mainly of pine, birch, fir, and blueberry, heather and mosses. 2) Podzol developed from coarse-grained granite This soil has an age of above 11,000 years. The organic surface layer has a thickness of 7 cm; the mineral soil comprises an E (7 cm) and Bs (7 cm) horizon. Vegetation consists mainly of pine, fir, birch, and blueberry, heather, ferns and mosses. 3) Cambic Leptosol developed from Latite This soil has an age of ca. 10,000 years. The thickness of the organic surface layer is 5 cm; the mineral soil comprises an Ah (4 cm) and AB (20 cm) horizon. Vegetation consists

  20. 基于变形加固理论的岩土边坡稳定和加固分析%Stability and reinforcement analysis of rock and soil slope based on deformation reinforcement theory

    Institute of Scientific and Technical Information of China (English)

    刘耀儒; 黄跃群; 杨强; 宋胜武; 冯学敏

    2011-01-01

    The traditional rigid-body limit equilibrium method and finite-element-based strength reduction method has some problems in stability and reinforcement analysis. Based on deformation reinforcement theory (DRT), a stability analysis method of slope is presented with elastoplastic finite element analysis. Plasticity complementary energy(PCE) is used to evaluate the whole stability of slope; and safety factor of slope can be obtained through the PCE curve with strength reduction factor. Reinforcement location and force can be determined by unbalance force distribution in the slope. Possible sliding surface also can be located on the boundary that direction reverse of unbalance force occurs. Three classical examples of slopes has been modeled and analyzed. The safety factor and reinforcement key location and force have been determined by the PCE curve and unbalance force distribution. The results indicate that the DRT based on nonlinear finite element analysis is effective in analysis of stability and reinforcement for rock and soil slopes. The failure process can be reflected by the development of unbalanced force with the strength reduction.%传统的刚体极限平衡法和强度折减法在分析边坡稳定和加固时存在一定的局限性.基于变形加固理论,建立了基于弹塑性有限元分析的边坡稳定和加固分析方法.以余能范数作为边坡整体稳定评价的指标,通过强度参数降低过程中的余能范数的变化来确定边坡的整体稳定安全系数.加固的关键部位和加固力的大小通过边坡中不平衡力的分布来确定.滑动面则 由方向相反的、成对的不平衡力的分界面来确定.针对3个经典边坡算例,分析了强度参数逐渐降低过程中的余能范数的变化和不平衡力的分布,确定了边坡的稳定安全系数以及相应的加固关键部位和加固力的大小.结果表明,变形加固理论基于岩土的三维非线性有限元分析,以此来进行边坡的

  1. A Reconsideration of the Extension Strain Criterion for Fracture and Failure of Rock

    Science.gov (United States)

    Wesseloo, J.; Stacey, T. R.

    2016-12-01

    The complex behaviours of rocks and rock masses have presented paradoxes to the rock engineer, including the fracturing of seemingly strong rock under low stress conditions, which often occurs near excavation boundaries. The extension strain criterion was presented as a fracture initiation criterion under these conditions (Stacey in Int J Rock Mech Min Sci 18:469-474, 1981). This criterion has been used successfully by some and criticised by others. In this paper, we review the literature on the extension strain criterion and present a case for the correct interpretation of the criterion and the conditions suitable for its use. We argue that the extension strain criterion can also be used to provide an indication of damage level under conditions of relatively low confining stress. We also present an augmentation of the criterion, the ultimate extension strain, which is applicable under extensional loading conditions when σ 2 is similar in magnitude to σ 1.

  2. In Situ Observation of Failure Mechanisms Controlled by Rock Masses with Weak Interlayer Zones in Large Underground Cavern Excavations Under High Geostress

    Science.gov (United States)

    Duan, Shu-Qian; Feng, Xia-Ting; Jiang, Quan; Liu, Guo-Feng; Pei, Shu-Feng; Fan, Yi-Lin

    2017-09-01

    A weak interlayer zone (WIZ) is a poor rock mass system with loose structure, weak mechanical properties, variable thickness, random distribution, strong extension, and high risk due to the shear motion of rock masses under the action of tectonism, bringing many stability problems and geological hazards, especially representing a potential threat to the overall stability of rock masses with WIZs in large underground cavern excavations. Focusing on the deformation and failure problems encountered in the process of excavation unloading, this research proposes comprehensive in situ observation schemes for rock masses with WIZs in large underground cavern on the basis of the collection of geological, construction, monitoring, and testing data. The schemes have been fully applied in two valuable project cases of an underground cavern group under construction in the southwest of China, including the plastic squeezing-out tensile failure and the structural stress-induced collapse of rock masses with WIZs. In this way, the development of rock mass failure, affected by the step-by-step excavations along the cavern's axis and the subsequent excavation downward, could be observed thoroughly. Furthermore, this paper reveals the preliminary analyses of failure mechanism of rock masses with WIZs from several aspects, including rock mass structure, strength, high stress, ground water effects, and microfracture mechanisms. Finally, the failure particularities of rock masses with WIZs and rethink on prevention and control of failures are discussed. The research results could provide important guiding reference value for stability analysis, as well as for rethinking the excavation and support optimization of rock masses with WIZs in similar large underground cavern under high geostress.

  3. Clinical and Hemodynamic Correlates and Prognostic Value of VE/VCO2 Slope in Patients With Heart Failure With Preserved Ejection Fraction and Pulmonary Hypertension.

    Science.gov (United States)

    Klaassen, Sebastiaan H C; Liu, Licette C Y; Hummel, Yoran M; Damman, Kevin; van der Meer, Peter; Voors, Adriaan A; Hoendermis, Elke S; van Veldhuisen, Dirk J

    2017-07-20

    Impaired exercise capacity is one of the hallmarks of heart failure with preserved ejection fraction (HFpEF), but the clinical and hemodynamic correlates and prognostic value of exercise testing in patients with HFpEF is unknown. Patients with HFpEF (left ventricular ejection fraction [LVEF] ≥45%) and pulmonary hypertension underwent cardiopulmonary exercise test (CPX) to measure maximal (peak VO2) and submaximal (ventilatory equivalent for carbon dioxide [VE/VCO2] slope) exercise capacity. In addition, right heart catheterization was performed. Patients were grouped in tertiles based on the VE/VCO2 slope. Univariate and multivariate regression analyses were performed. A Cox regression analysis was performed to determine the mortality during follow-up. We studied 88 patients: mean age 73 ± 9 years, 67% female, mean LVEF 58%, median N-terminal pro-B-type natriuretic peptide (NT-proBNP) 840 (interquartile range 411-1938) ng/L. Patients in the highest VE/VCO2 tertile had the most severe HF, as reflected in higher New York Heart Association functional class and higher NT-proBNP plasma levels (all P < .05 for trend), whereas LVEF was similar between the groups. Multivariable regression analysis with backward elimination on invasive hemodynamic measurements showed that VE/VCO2 slope was independently associated with pulmonary vascular resistance (PVR). Cox regression analysis showed that increased VE/VCO2 slope (but not peak VO2) was independently associated with increased mortality. Increased VE/VCO2 slope was associated with more severe disease and higher PVR and was independently associated with increased mortality in patients with HFpEF. Copyright © 2017 Elsevier Inc. All rights reserved.

  4. 基于非连续变形分析的岩质高边坡稳定性评价%The high rock slope stability evaluation based on DDA

    Institute of Scientific and Technical Information of China (English)

    赵冰华

    2012-01-01

    针对岩质高边坡的滑坡失稳的典型破坏形式,采用非连续变形分析(DDA)这一数值分析方法,结合某高速公路岩质高边坡工程实例,建立计算模型,深入研究边坡岩体的结构面参数与边坡变形的相互关系,分析不同工况下边坡块体的极限内摩擦角和稳定安全系数,进而评价边坡的稳定性,结果表明与边坡稳定实际情况基本吻合.%According to the classical damage problem of high rock slope,by use of DDA,the discontinuous deformation analysis ( DDA) model is set up,combined with a rock edge slope engineering case of the highway. The relationship between joint parameters and slope deformation is studied,and the limited internal friction angle of the sliding face of slope is obtained under some conditions,the safety factor of slope stability is calculated, and the slope stability is evaluated. Ttie results show that the actual situation with the basic agreement.

  5. ANISOTROPIC PERMEABILITY EVOLUTION MODEL OF ROCK IN THE PROCESS OF DEFORMATION AND FAILURE

    Institute of Scientific and Technical Information of China (English)

    WANG Huan-ling; CHU Wei-jiang; HE Miao

    2012-01-01

    The rock permeability is an important parameter in the studies of seepage and stress coupling.The micro-cracks and pores can initiate and grow on a small scale and coalesce to form large-scale fractures and faults under compressive stresses,which would change the hydraulic conductivity of the rock,and therefore,the rock permeability.The rock permeability is,therefore,closely related with the micro-cracking growing,coalescence,and macro new fracture formation.This article proposes a conceptual model of rock permeability evolution and a micro kinematics mechanism of micro-cracking on the basis of the basic theory of micromechanics.The applicability of the established model is verified through numerical simulations of in situ tests and laboratory tests.The simulation results show that the model can accurately forecast the peak permeability evolution of brittle rock,and can well describe the macro-experimental phenomenon before the peak permeability evolution of brittle rock on a macro-scale.

  6. Using the Relaxation Test to Study Variation in the Time-Dependent Property of Rock and the Consequent Effect on Time-Dependent Roof Failure

    Science.gov (United States)

    Xue, Yuting; Mishra, Brijes; Gao, Danqing

    2017-09-01

    Field observations have demonstrated that roof failure occurs spatially in a mine from the time of excavation. It is suspected that time-dependent deformation propagates failure in the rock mass. In this paper, the relaxation test is used to study variation in the time-dependent property of rock and the consequent effect on time-dependent roof failure. This investigation uses a numerical simulation in 3DEC. The relaxation equation is developed from Burgers model. Variations in the time-dependent property in the post-failure region show negligible variation and, therefore, are averaged to represent the time-dependent property of the failed rock. Finally, these parameters are used in the numerical simulation of underground excavations. Two groups of parameters are used to represent the time-dependent property for pre- and post-failure conditions. FISH functions within 3DEC are used to monitor the state of each zone. Once failure is detected, the parameters are changed to the values corresponding to failed rock. The results show that the new relaxation model accurately predicts the time-dependent propagation of the failure zone. The variation of the time-dependent parameters significantly affects the rock mass behavior and roof convergence.

  7. A study of the slope failure along the Dujiangyan to Wenchuan Highway after the Wenchuan earthquake%都江堰-汶川公路边坡地震破坏模式研究

    Institute of Scientific and Technical Information of China (English)

    甘建军; 黄润秋; 范崇荣; 李前银; 叶晓华

    2011-01-01

    汶川特大地震发生后,都江堰至汶川公路两侧地质灾害尤为发育,先后多次完全中断震中生命线的交通,严重影响了公路的安全运行和灾后重建的顺利进行.通过汶川地震前后都江堰-汶川公路边坡现场调查资料对比分析,研究了该地段边坡的主要地质灾害类型及其破坏模式、易发性分区和防治建议.研究表明破坏类型主要为碎屑流式、碎裂滑移崩塌,剪断-溃滑型、拉裂-溃滑型、顺层溃滑型滑坡和沟谷型泥石流.都汶公路两侧的边坡灾害以崩塌为主,滑坡、泥石流次之.地震使区内泥石流暴发的频率和规模增大,特大型泥石流主要发生在映秀-北川断裂带的地震烈度较高区域.防治此类地质灾害,应以治理为主,预防和避让相结合.%Geological hazards induced by the Wenchuan Ms.8.0 earthquake along the Dujiangyan to Wenchuan Highway are especially severe and have serious effect on the safe riding along the highway and reconstructions.In order to prevent and reduce disasters effectively, main failure modes of slope, geohazard susceptibility distribution section and prevention suggestions in the area have been studied on the basis of the field investigations and statistic analysis of available data.The results show that main damage types are of debris flow to collapse and cataclastic rocks to collapses, tension-sliding type and plane sliding and shearing sliding to slides, V-shaped debris flows along the slope area.The characteristics of seismic geological disasters are avalanches, landslide and debris flow.Earthquake zone of debris, large scale increasing frequency and mudslides occurs mainly in Yingxiu-Beichuan fault of earthquake intensity is relatively high.Prevention of those kinds of failure slope should follow the principles of taking prevention measures first and then leaving enough buffer space.

  8. Influence of intermediate principal stress on failure mechanism of hard rock with a pre-existing circular opening

    Institute of Scientific and Technical Information of China (English)

    张社荣; 孙博; 王超; 严磊

    2014-01-01

    Based on particle flow theory, the influences of the magnitude and direction of the intermediate principal stress on failure mechanism of hard rock with a pre-existing circular opening were studied by carrying out true triaxial tests on siltstone specimen. It is shown that peak strength of siltstone specimen increases firstly and subsequently decreases with the increase of the intermediate principal stress. And its turning point is related to the minimum principal stress and the direction of the intermediate principal stress. Failure characteristic (brittleness or ductility) of siltstone is determined by the minimum principal stress and the difference between the intermediate and minimum principal stress. The intermediate principal stress has a significant effect on the types and distributions of microcracks. The failure modes of the specimen are determined by the magnitude and direction of the intermediate principal stress, and related to weakening effect of the opening and inhibition effect of confining pressure in essence:when weakening effect of the opening is greater than inhibition effect of confining pressure, the failure surface is parallel to the x axis (such as σ2=σ3=0 MPa);conversely, the failure surface is parallel to the z axis (such asσ2=20 MPa,σ3=0 MPa).

  9. Engineering geologic assessment of the slope movements and liquefaction failures of the 23 October 2011 Van earthquake (Mw= 7.2)

    Science.gov (United States)

    Karakaş, A.; Coruk, Ö.; Doğan, B.

    2013-04-01

    On 23 October 2011, a Mw = 7.2 earthquake occurred in the Van Province in eastern Turkey, killing 604 people. The earthquake was triggered by a thrust fault due to a compression stress in the region, and caused extensive damage over a large area. Many structures in the earthquake region collapsed, and the damage spread from the city of Van to the town of Erciş, in a distance of 60 km. The earthquake generated several slope movements and liquefaction failures in the region, and this study evaluates these processes from the perspective of engineering geology, and presents field and laboratory results related to these processes. Attenuation relationships were used for estimation of peak ground accelerations (PGAs), and an empirical liquefaction evaluation method employing ground accelerations was used to define threshold accelerations initiating the liquefaction. The results demonstrate that landslides were widespread and more frequently observed in the field in comparison with earthflows and rockfalls. Flow-type liquefaction and lateral spreading was found to be widespread and more common than the liquefaction-related settlement. The minimum threshold acceleration value for the initiation of soil liquefaction was calculated to be 188.87 cm s-2 (~0.19 g) in the earthquake region. Laboratory results indicated that the soil liquefaction was closely associated with grain size. The slope instabilities, liquefaction and associated ground failures occurred mainly in rural areas, and their impact on structures was quite low as compared to the human loss and structural damage by the earthquake.

  10. Upper Bound Method of Plastic Limit Analysis Using Finite Elements for Layered Rock Slope Stability%层状岩质边坡稳定性有限元塑性极限分析上限法研究

    Institute of Scientific and Technical Information of China (English)

    陈康

    2014-01-01

    本文基于有限元上限法,研究了不同层理面参数、岩体容重和边坡坡高对边坡稳定性的影响,研究结果表明:随着层理面强度的增加,边坡稳定性越高;岩体容重和边坡坡高的增加,边坡越不稳定。本文研究成果可为类似工程起借鉴作用。%It researched on the different layer plane parameters,bulk density of rock and the slope height for slope stability based on the finite element of upper bound method,the results showed:With the increase of bedding surface strength,the slope stability higher;The increase of rock of bulk density and the slope height,the slope more unstable.The results of this article can be a reference for similar projects.

  11. Low-altitude permafrost research in an overcooled talus slope-rock glacier system in the Romanian Carpathians (Detunata Goală, Apuseni Mountains)

    Science.gov (United States)

    Popescu, Răzvan; Vespremeanu-Stroe, Alfred; Onaca, Alexandru; Vasile, Mirela; Cruceru, Nicolae; Pop, Olimpiu

    2017-10-01

    Ground and air temperature monitoring, geophysical soundings and dendrological investigations were applied to a basaltic talus slope-rock glacier system from Detunata site in the Apuseni Mountains (Western Romanian Carpathians) to verify the presence of sporadic permafrost at 1020-1110 m asl, well below the regional limit of mountain permafrost. The near 0 °C mean annual ground surface temperatures imposed by the large negative annual thermal anomalies of the ground (up to 7.4 °C), together with the high resistivity values and the occurrence of trees with severe growth anomalies, support the presence of permafrost at this location. Temperature measurements and ground air circulation experiments proved that the so-called "chimney effect" is the main process favoring the ground overcooling and allowed for the construction of a model of ground air circulation in complex morphology deposits. The texture and porosity of the debris were quantified along with the local morphology in order to evaluate their role upon the chimney circulation. The debris porosity was found to be very high promoting intense ground overcooling during the cold season, including the periods of high snow cover due to the development of snow funnels. It efficiently reduces the heat transfer during summer thus contributing essentially to permafrost preservation. In compound morphologies, the depressed and low-lying features are the cold zones subjected to winter overcooling and summer chill, while the high-positioned and convex-up landforms become warm air evacuation features with positive thermal anomalies. Tree-ring measurements showed that the growth of cold-affected trees is higher during colder intervals (years to decades) probably as a consequence of the weakened katabatic air outflow during cooler summers. The dendrological analysis of multi-centennial spruces and their growth rates also provided palaeoclimatic inferences for the last 200 years. Dendrological data describe the multi

  12. The Mohr-Coulomb criterion for intact rock strength and friction - a re-evaluation and consideration of failure under polyaxial stresses

    Science.gov (United States)

    Hackston, Abigail; Rutter, Ernest

    2016-04-01

    Darley Dale and Pennant sandstones were tested under conditions of both axisymmetric shortening and extension normal to bedding. These are the two extremes of loading under polyaxial stress conditions. Failure under generalized stress conditions can be predicted from the Mohr-Coulomb failure criterion under axisymmetric shortening conditions, provided the best form of polyaxial failure criterion is known. The sandstone data are best reconciled using the Mogi (1967) empirical criterion. Fault plane orientations produced vary greatly with respect to the maximum compressive stress direction in the two loading configurations. The normals to the Mohr-Coulomb failure envelopes do not predict the orientations of the fault planes eventually produced. Frictional sliding on variously inclined saw cuts and failure surfaces produced in intact rock samples was also investigated. Friction coefficient is not affected by fault plane orientation in a given loading configuration, but friction coefficients in extension were systematically lower than in compression for both rock types. Friction data for these and other porous sandstones accord well with the Byerlee (1978) generalization about rock friction being largely independent of rock type. For engineering and geodynamic modelling purposes, the stress-state-dependent friction coefficient should be used for sandstones, but it is not known to what extent this might apply to other rock types.

  13. Impact of weathering on the geomechanical properties of rocks along thermal metamorphic contact belts and morpho-evolutionary processes: The deep-seated gravitational slope deformations of Mt. Granieri Salincriti (Calabria Italy)

    Science.gov (United States)

    Pellegrino, A.; Prestininzi, A.

    2007-06-01

    Numerous Deep-Seated Gravitational Slope Deformations (DSGSDs) occur throughout Italy, that originate from particular tectono-stratigraphic settings, relief, seismicity, deglaciation, as well as from intense and deep processes of chemico-physical weathering of crystalline-metamorphic rocks. These DSGSDs are particularly widespread in the Calabrian mountains. This study is focused on the Mt. Granieri-Salincriti slope, on the Ionian side of the Serre Massif, where granites and granodiorites (Stilo Unit, Palaeozoic) are in contact with metamorphites through a thermal-metamorphic aureole. This setting generates deep geochemical processes, inducing intense chemical weathering. These processes are mainly due to the interaction between groundwater and the sulphides that are contained in the local pegmatitic-hydrothermal intrusions, especially along the thermal-metamorphic contact belt. The Mt. Granieri-Salincriti slope has an important DSGSD, which is associated with many active and/or quiescent landslides. Among these landslides, the Salincriti rock avalanche-debris flow (about 2 M m 3) represents the paroxysmal and terminal stage of the deep creep deformations of Mt. Granieri, typifying a geological setting that is common in the Calabrian Arc. This multi-disciplinary study assessed the weathering susceptibility of the local crystalline-metamorphic rocks, especially those lying along thermal-metamorphic contact belts, by characterising the weathering horizons and the spatial distribution of weathering in the rock mass. The study was also aimed at identifying the relations between weathering, above all deep geochemical processes, effects on rocks and slope morphodynamics. The methodology was based on detailed geological data, geological-engineering surveys, geomorphology and surface hydrogeology analyses, as well as physico-mechanical laboratory tests. These investigations, supported by a monitoring program, led to the development of an engineering-geological model of the

  14. 基于 GeoStudio 的某土石坝整治前后渗流及坝坡稳定分析%GeoStudio-based Analysis on Seepage Flow and Slope Stability of One Earth-Rock Fill Dam Before and After Treatment

    Institute of Scientific and Technical Information of China (English)

    段炎冲; 安再展; 李光耀; 邵豫霞; 黄菊萍

    2013-01-01

    针对由于下游排水棱体失效而导致某土石坝坝体浸润线比较高、坝坡安全系数不能满足规范要求的情况,通过削坡和重建排水棱体对其进行整治,再利用GeoStudio2007软件对该土石坝的稳定渗流期进行有限元分析,对比分析整治前后的渗流场和坝坡抗滑稳定性,验证了整治措施对坝体渗流和稳定性的改善作用。%Slope cutting and drainage prism reconstruction of one earth-rock fill dam are executed as the phreatic line of the dam body is higher and the safety factor of dam slope cannot be satisfied, which are resulted from the failure of the drainage prism at downstream. Then,GeoStudio2007 is applied for analysis of the stable seepage-flow period in term of finite element.Through comparison and analysis of seepage field and stability of dam slope against sliding before and after the treatment, it is verified that the treatment measures contrib-ute to improve seepage flow and stability of dam body.

  15. 岩石剪切破坏全应力-应变性状%COMPLETE STRESS-STRAIN BEHAVIOR FOR SHEAR FAILURE OF ROCKS

    Institute of Scientific and Technical Information of China (English)

    2001-01-01

    The investigation of complete stress-strain behavior andcompressive failure behavior of some Hong Kong rocks are carried out. A large number of tests have been conducted to study the deformation and failure features of rocks. Some interesting test results have been obtained. These results show that localized deformation and failure strongly affect the deformation and failure process of the specimens just prior to the peak stress and in the post-peak stage. The two types of failure modes, namely exfoliation and shear failure have been investigated in detail. For the exfoliation failure mode, an experiment method has been proposed to observe the exfoliating process. A proposed model has been used to explain the influence of exfoliation on the gross stress-strain curve. It is found that the exfoliation during loading may be one of the reasons that a granite specimen exhibits Class Ⅱ behavior. The influences of machine stiffness control modes, end constraints, loading rate and confining pressure on the test results have been discussed and investigated. A new classification method of rock failure has been proposed. Special attention has been devoted to the investigation of the localized deformation and failure process of intact rock in the shear failure mode. A test method is proposed to detect the process. It is found that the deformation of rock material may be divided into three stages: namely uniform stage, pre-peak bifurcation stage and post-peak bifurcation stage. This phenomenon has been explained by a proposed qualitative analysis. It is further found that this localized process will significantly influence the shape of stress-strain curves, that is, the localized deformation is one of reasons that rock displays the effect of length to diameter ratio. A constitutive model is proposed to simulate the localized deformation and failure process. It can simulate the strain softening, strain localization, effect of length to diameter(L/D) ratio, unloading

  16. Failure mechanism and stability control technology of rock surrounding a roadway in complex stress conditions

    Institute of Scientific and Technical Information of China (English)

    Yu Yang; Bai Jianbiao; Chen Ke; Wang Xiangyu; Xiao Tongqiang; Chen Yong

    2011-01-01

    To solve the problem of supporting three downhill coal structures in the Yongan Coal Mine of Shanxi Jincheng,we studied the regular development of stress and plastic zones and characteristics of deformation of rock surrounding roadway groups after a period of roadway driving,mining one side as well as mining both sides,we used FLAC3D for our numerical and theoretical analyses.Field test were carried out,where we revealed the deformation mechanism of roadways and its coal pillars in complex stress conditions.We proposed a roadway stability control technology using backwall grouting with high-water rapid hardening material and combined support with bolt and cable anchoring after mining both sides.Our field practices showed that deformation of rock surrounding roadways can be controlled with this technology.

  17. Morpho-structural evolution of the valley-slope systems and related implications on slope-scale gravitational processes: New results from the Mt. Genzana case history (Central Apennines, Italy)

    Science.gov (United States)

    Della Seta, M.; Esposito, C.; Marmoni, G. M.; Martino, S.; Scarascia Mugnozza, G.; Troiani, F.

    2017-07-01

    This work is aimed at constraining a slope-scale, deep-seated gravitational slope deformation (DSGSD) and an associated rockslide-avalanche in the frame of the Quaternary morpho-structural evolution of Central Apennines (Italy). The study area is the western slope of the Mt. Genzana calcareous ridge, for which a conceptual slope evolutionary model had been already proposed. The existing model has highlighted the role of inherited geological-structural setting combined with Quaternary morpho-evolution in the onset of rock-slope deformational processes until paroxysmal phases (i.e. occurrence of massive rock slope failures). In this work, the previous conceptual evolutionary model was strengthened and detailed by means of a mid-term landscape evolution model, based on the study of geomorphic markers hanging at different elevations above the present valley floor. The Quaternary landscape evolution was also constrained by means of time-dependent landscape metrics. Consequently, it was possible to back-analyse the observed DSGSD process from its onset up to the occurrence of localized massive rock slope failures, through a time-dependent stress-strain numerical modeling. The results of such a multi-modeling approach: i) highlighted the importance of rock mass creep during some stages of the morpho-evolution; ii) pointed out the relevant role of the inherited structural pattern in identifying the preferential strain concentration zones and failure surfaces; and iii) confirmed the hypothesis that the Scanno rockslide-avalanche scar is the result of two separate failure events, as an initial landslide involving the lower part of the slope that favoured a subsequent failure in the upper part of the slope.

  18. Research on stability of the accumulated rock-soil body of reservoir bank under rainfall condition

    Institute of Scientific and Technical Information of China (English)

    2009-01-01

    The shear strength parameters property of rock-soil aggregates in embankment slope of reservoir,that is,the relationship between cohesion and gravel content,between friction angle and gravel content,and the relationship between cohesion and water content,between friction angle and water content,is studied based on the direct shear test results,the shear strength change law of the rock-soil aggregates is given,and the unsaturated shear strength formulation of rock-soil aggregates that could consider suction and saturation degree influence is put forward in this paper,through which the sliding or failure physical mechanism of this type of slope under the condition of rainfall infiltration is studied. Also the 3D unsteady saturated-unsaturated seepage field and its FEM resolving mode are established based on the analysis of the slope rainfall infiltration process. Case study with this method indicates that the minimum safety factor of the accumulated rock-soil aggregates dose not arrive at the moment of rainfall cessation,but appears several hours after the rainfall cessation,this phenomenon is in accordance with the practical slope engineering’s failure process and could explain appropriately the slope failure caused by rainfall infiltration. Research results in this paper have an important reference value for the research on stability of the accumulated rock-soil aggregates in embankment slope of reservoir,and can enrich the stability analysis method and relevant theory of reservoir embankment slope.

  19. Slope Failure Hazards at Basalt Geomorphosites: A Comparative Analysis of the Giant's Causeway World Heritage Site, UK and Penghu Marine Geopark, Taiwan.

    Science.gov (United States)

    Gruendemann, Ciaran; Chung Lin, Jiun; Smith, Bernard

    2010-05-01

    Columnar basalt landscapes hold a fascination that transcends geographical and cultural boundaries. It is because of this that they feature so prominently on the global register of significant geomorphosites. Arguably the most iconic of these basalt landscapes is the Giant's Causeway in Northern Ireland, a status recognized by its inscription as a World Heritage Site. Recognition at this level invariably brings visitor pressure, and with it concern as to the impact they exert on site integrity. Rarely, however, is the same overt concern expressed for the risks that such sites pose to the visitors - or not at least until disaster strikes. Yet, the very features that make these sites attractive - tall, exposed, largely unconstrained columns - render many of them intrinsically unstable, prone to catastrophic collapse and potentially hazardous to visitors. In this presentation we highlight the nature of these slope instability issues through a comparative analysis of two geographically contrasting basalt geomorphosites. Investigations of slope hazard at the Giant's Causeway have shown that many are linked to the distinctive structural characteristics and weathering patterns of flood basalts. Typically, individual flows comprise a columnar ‘colonnade', topped by a blocky ‘entablature' and separated from the flows above and below it by a structurally weaker, but often less-permeable, palaeosol that formed during periods of volcanic quiescence. The collapse of columns is often facilitated by a combination of weathering along ever-widening joints and wedging outwards by debris that falls into them. This gradual distortion of the colonnade makes columns increasingly susceptible to collapse. Often this is triggered by intense rainfall (perhaps following a dry spell) that rapidly infiltrates joints and is ponded on the underlying palaeosol. The precise nature of the failure (toppling or outwards rotation of the column base) is largely dictated by the nature of the

  20. Solution of Strain-Softening Surrounding Rock in Deep Tunnel Incorporating 3D Hoek-Brown Failure Criterion and Flow Rule

    Directory of Open Access Journals (Sweden)

    Jin-feng Zou

    2016-01-01

    Full Text Available In order to investigate the influence of the intermediate principal stress on the stress and displacement of surrounding rock, a novel approach based on 3D Hoek-Brown (H-B failure criterion was proposed. Taking the strain-softening characteristic of rock mass into account, the potential plastic zone is subdivided into a finite number of concentric annulus and a numerical procedure for calculating the stress and displacement of each annulus was presented. Strains were obtained based on the nonassociated and associated flow rule and 3D plastic potential function. Stresses were achieved by the stress equilibrium equation and generalized Hoek-Brown failure criterion. Using the proposed approach, we can get the solutions of the stress and displacement of the surrounding rock considering the intermediate principal stress. Moreover, the proposed approach was validated with the published results. Compared with the results based on generalized Hoek-Brown failure criterion, it is shown that the plastic radius calculated by 3D Hoek-Brown failure criterion is smaller than those solved by generalized H-B failure criterion, and the influences of dilatancy effect on the results based on the generalized H-B failure criterion are greater than those based on 3D H-B failure criterion. The displacements considering the nonassociated flow rule are smaller than those considering associated flow rules.

  1. Failure Mechanism Analysis and Support Design for Deep Composite Soft Rock Roadway: A Case Study of the Yangcheng Coal Mine in China

    Directory of Open Access Journals (Sweden)

    Bangyou Jiang

    2015-01-01

    Full Text Available This paper presented a case study of the failure mechanisms and support design for deep composite soft rock roadway in the Yangcheng Coal Mine of China. Many experiments and field tests were performed to reveal the failure mechanisms of the roadway. It was found that the surrounding rock of the roadway was HJS complex soft rock that was characterized by poor rock quality, widespread development of joint fissures, and an unstable creep property. The major horizontal stress, which was almost perpendicular to the roadway, was 1.59 times larger than the vertical stress. The weak surrounding rock and high tectonic stress were the main internal causes of roadway instabilities, and the inadequate support was the external cause. Based on the failure mechanism, a new support design was proposed that consisted of bolting, cable, metal mesh, shotcrete, and grouting. A field experiment using the new design was performed in a roadway section approximately 100 m long. Detailed deformation monitoring was conducted in the experimental roadway sections and sections of the previous roadway. The monitoring results showed that deformations of the roadway with the new support design were reduced by 85–90% compared with those of the old design. This successful case provides an important reference for similar soft rock roadway projects.

  2. Preconditioning and triggering of offshore slope failures and turbidity currents revealed by most detailed monitoring yet at a fjord-head delta

    Science.gov (United States)

    Clare, M. A.; Hughes Clarke, J. E.; Talling, P. J.; Cartigny, M. J. B.; Pratomo, D. G.

    2016-09-01

    Rivers and turbidity currents are the two most important sediment transport processes by volume on Earth. Various hypotheses have been proposed for triggering of turbidity currents offshore from river mouths, including direct plunging of river discharge, delta mouth bar flushing or slope failure caused by low tides and gas expansion, earthquakes and rapid sedimentation. During 2011, 106 turbidity currents were monitored at Squamish Delta, British Columbia. This enables statistical analysis of timing, frequency and triggers. The largest peaks in river discharge did not create hyperpycnal flows. Instead, delayed delta-lip failures occurred 8-11 h after flood peaks, due to cumulative delta top sedimentation and tidally-induced pore pressure changes. Elevated river discharge is thus a significant control on the timing and rate of turbidity currents but not directly due to plunging river water. Elevated river discharge and focusing of river discharge at low tides cause increased sediment transport across the delta-lip, which is the most significant of all controls on flow timing in this setting.

  3. Failure analysis of polycrystalline diamond compact cutters for breaking rock by bending waves theory

    Institute of Scientific and Technical Information of China (English)

    GONG Sheng-wu; ZHAO Fu-jun

    2008-01-01

    The breakage mechanism of the polycrystalline diamond compact(PDC) cutters was analyzed by the energy theory of bending waves. The cutting tests of granite block were conducted on a multifunctional testing device by using the cutter at three kinds of negative fore angles of 30°, 45° and 60°. The results show that, when the edge of the PDC layer is broken, the layer of tungsten cobalt is broken a little under the angle of 30°, while the layer of tungsten cobalt is broken continuously under the angle of60°, their maximum depths are about 2 and 7 mm respectively in the two cases. The eccentric distance mainly depends on the negative fore angle of the cutter. When the cutter thrusts into the rock under an attack angle of 60°, the energy of bending waves reaches the maximum since the eccentric distance is the maximum. So the damage of cutter is the most serious. This test result is consistent with the conclusion of theoretical analysis well. The eccentric distance from the axial line of cutter to the point of action between the rock and cutter has great effect on the breakage of the cutter. Thus during the process of cutting, the eccentric distance should be reduced to improve the service life of PDC cutters.

  4. Failure mechanism and prevention measures of Majia potential unstable rock mass in Muping%穆坪镇马家危岩体破坏机制及治理措施研究

    Institute of Scientific and Technical Information of China (English)

    王宏益; 任鸿凌

    2011-01-01

    At present,Majia potential unstable rock masses seriously deformed and posed a great threat to the free flowing on S210 provincial slope road and residents' safty.It may result in even more serious harm.According to structure characteristics,signs of deformation and failure of potential unstable rock masses,this paper analyzes its two kinds of failure mechanisms: rip-slip failure mode and rip-dumping failure mode.On this basis,through energy conservation law and the laws of kinematics,the paper analyzes movement characteristic of falling rock mass,the largest height of bouncing of falling rock mass is 2.9 m and the largest kinetic energy is 1 289.54 kJ.Then,combined with the construction conditions,we use RXI-150 type passive protective net to ensure the free flowing of provincial road and the residents' safety.%马家危岩体目前变形加剧,已严重威胁坡脚省道S210的畅通和居民安全,可能造成更严重的危害。根据危岩体结构特征和变形破坏迹象,分析了危岩体的2种破坏机制:拉裂—滑移式和拉裂—倾倒式。在此基础上,运用能量守恒定律和运动学规律研究危岩体失稳落石运动特征,落石运动到坡脚的最大弹跳高度为2.9 m,最大动能为1 289.54 kJ。结合施工条件,采用RXI-150型被动网来拦截落石,确保省道畅通和居民安全。

  5. Shaking table model test and numerical analysis on dynamic failure characteristics of slope%边坡动力破坏特征的振动台模型试验与数值分析

    Institute of Scientific and Technical Information of China (English)

    叶海林; 郑颖人; 杜修力; 李安洪

    2012-01-01

    采用大型振动台模型试验,输入幅值逐级增大的地震波,直到边坡破坏,得到边坡动力破坏特征:上部拉裂缝和下部剪切滑移面形成贯通的破裂面,滑体上监测点位移和加速度响应突变,表明边坡已经发生破坏,且坡顶局部块体在地震作用下发生抛射现象。采用FLAC动力差分软件通过逐渐加大输入地震波幅值,模拟模型边坡振动台试验过程,证实拉裂缝与剪切滑移面贯通是边坡动力破坏的必要条件,位移和加速度响应突变可以作为边坡动力破坏的判据。振动台试验和数值计算在边坡动力破坏三个特征上吻合较好,证明振动台模型试验结果的合理性,也证明数值分析方法的可靠性。%By inputting the seismic wave with step-by-step increased amplitude until the slope fails, large-scale shaking table model tests were carried out to study the dynamic failure characteristics of slope. It is found the upper tension crack connected with the lower shear sliding surface runs through the slope, while the displacement and acceleration response at monitoring points mutate, indicating that the slope failure may occur. In addition, block masses at some parts of slope crest may be thrown due to the earthquake shock. By gradually increasing the input amplitude of seismic wave using the dynamic differential software FLAC, the slope model was simulated on the shaking table. It was approved that the tension crack connected with the shear sliding surface running through the entire slope is a necessary condition of slope dynamic failure and the mutation of displacement and acceleration response may be regarded as the criterion of estimating slope dynamic failure. As to the three characteristics of the slope dynamic failure, the shaking table model test conforms well to the numerical simulations, validating that the results of shaking table model test are reasonable and the numerical simulation method is

  6. Investigation of Macroscopic Brittle Creep Failure Caused by Microcrack Growth Under Step Loading and Unloading in Rocks

    Science.gov (United States)

    Li, Xiaozhao; Shao, Zhushan

    2016-07-01

    The growth of subcritical cracks plays an important role in the creep of brittle rock. The stress path has a great influence on creep properties. A micromechanics-based model is presented to study the effect of the stress path on creep properties. The microcrack model of Ashby and Sammis, Charles' Law, and a new micro-macro relation are employed in our model. This new micro-macro relation is proposed by using the correlation between the micromechanical and macroscopic definition of damage. A stress path function is also introduced by the relationship between stress and time. Theoretical expressions of the stress-strain relationship and creep behavior are derived. The effects of confining pressure on the stress-strain relationship are studied. Crack initiation stress and peak stress are achieved under different confining pressures. The applied constant stress that could cause creep behavior is predicted. Creep properties are studied under the step loading of axial stress or the unloading of confining pressure. Rationality of the micromechanics-based model is verified by the experimental results of Jinping marble. Furthermore, the effects of model parameters and the unloading rate of confining pressure on creep behavior are analyzed. The coupling effect of step axial stress and confining pressure on creep failure is also discussed. The results provide implications on the deformation behavior and time-delayed rockburst mechanism caused by microcrack growth on surrounding rocks during deep underground excavations.

  7. Yolk syncytial layer formation is a failure of cytokinesis mediated by Rock1 function in the early zebrafish embryo

    Directory of Open Access Journals (Sweden)

    Lee-Thean Chu

    2012-06-01

    The yolk syncytial layer (YSL performs multiple critical roles during zebrafish development. However, little is known about the cellular and molecular mechanisms that underlie the formation of this important extraembryonic structure. Here, we demonstrate by timelapse confocal microscopy of a transgenic line expressing membrane-targeted GFP that the YSL forms as a result of the absence of cytokinesis between daughter nuclei at the tenth mitotic division and the regression of pre-existing marginal cell membranes, thus converting the former margin of the blastoderm into a syncytium. We show that disruption of components of the cytoskeleton induces the formation of an expanded YSL, and identify Rock1 as the regulator of cytoskeletal dynamics that lead to YSL formation. Our results suggest that the YSL forms as a result of controlled cytokinesis failure in the marginal blastomeres, and Rock1 function is necessary for this process to occur. Uncovering the cellular and molecular mechanisms underlying zebrafish YSL formation offers significant insight into syncytial development in other tissues as well as in pathological conditions.

  8. 基于三维数值模拟的土-岩复合边坡稳定性分析%Stability Analysis for Soil-rock Composite Slope Based on Three-dimensional Numerical Simulation

    Institute of Scientific and Technical Information of China (English)

    田巍巍; 吴彬; 杜明亮; 王传宝

    2013-01-01

    The soil-rock composite slope stability of the joint intake of Kenswat hydro-junction engineering is simulated and analyzed here by using the strength reduction finite-difference method .The simulation results show that faint plastic displacement would occur in the superficial zone of the soil-rock composite slope’s feet and face owing to the shear stress and local tension stress.Under the slope,the rock slope of lower cretaceous Hutubi river group (k1h1)would be basical-ly in elastic deformation,and the upper gravel soil slope would form the most dangerous sliding face .From the prediction of evolution process,the unconsolidated layers of the Middle to Upper Pleistocene of Quaternary (Qal3 )and the glued layer of the Upper Pleistocene of Quaternary (Qal2-3)would cause the creep slip and be in the danger of collapse .The simula-tion results are of an important reference for the stability control of soil-rock composite slope .%运用有限差分强度折减法对肯斯瓦特水利枢纽工程联合进水口土-岩复合边坡的稳定性进行了模拟分析.模拟结果表明:联合进水口土-岩复合边坡在坡脚和坡面浅表层由于剪应力和局部的拉应力作用发生过微弱的塑性位移,下部白垩系下统呼图壁河组(k.h1)岩质边坡基本上处于弹性变形,上部卵砾石土质边坡形成最危险的滑移面;从演变过程预测,坡顶处第四系中~上更新统(Q2al-3)松散层和第四系上更新统(Q3al)胶结层会出现蠕动滑移和崩塌的危险.模拟结果将对土-岩复合边坡的稳定性控制具有重要的参考作用.

  9. Comprehensive analysis of slope stability and determination of stable slopes in the Chador-Malu iron ore mine using numerical and limit equilibrium methods

    Institute of Scientific and Technical Information of China (English)

    ATAEIM; BODAGHABADIS

    2008-01-01

    One of the critical aspects in mine design is slope stability analysis and the determination of stable slopes. In the Chador Malu iron ore mine, one of the most important iron ore mines in central Iran, it was considered vital to perform a comprehensive slope stability analysis. At first, we divided the existing rock hosting pit into six zones and a geotechnical map was prepared. Then,the value of MRMR (Mining Rock Mass Rating) was determined for each zone. Owing to the fact that the Chador-Malu iron ore mine is located in a highly tectonic area and the rock mass completely crushed, the Hock-Brown failure criterion was found suitable to estimate geo-mechanical parameters. After that, the value of cohesion (c) and friction angle (e) were calculated for different geotechnical zones and relative graphs and equations were derived as a function of slope height. The stability analyses using numerical and limit equilibrium methods showed that some instability problems might occur by increasing the slope height.Therefore, stable slopes for each geotechnical zone and prepared sections were calculated and presented as a function of slope height.

  10. Using Discrete Element Method to Simulate Influence of Vertical Joints and Upward Groundwater on The Stability of Dip Slope: A Case Study on Formosa Freeway

    Science.gov (United States)

    Lu, An; Hsieh, Pei-Chen; Wu, Liang-Chun; Lin, Ming-Lang

    2017-04-01

    Earthquake and rainfall weakening potential sliding surface are common causes of dip slope failure. But in recent years, certain dip slopes failure, for example dip slope sliding without rain on the roadside of Formosa Freeway in northern Taiwan, are caused by uplift groundwater in vertical joints eventually weakening the potential sliding surface. The mechanism of sliding failure should be analyzed in more detail. Furthermore, prestress dissipating in anchors causing dip slope failure is also considered in this study. In this study, conceptual model is simplified from the case of Formosa Freeway in northern Taiwan and the main control factors including angle of slope, stratum, attitude of joints. In addition, drilling data, such as hydraulic conductivity, strength, friction angle and cohesion, are utilized to discuss mechanism and dominant factors of dip slope failure caused by uplift groundwater in vertical joints. UDEC(Universal Distinct Element Code) which is particularly well suited to problems involving jointed media and has been used extensively in stability analysis of jointed rock slopes is utilized in this study. The influence of external factors such as groundwater pressure on block sliding and deformation can also be simulated in UDEC. When the results from numerical simulation fit the condition of slope failure on the roadside of Formosa Freeway, the influence of prestress dissipating in anchors on slope stability is considered subsequently. Finally, simulation results by UDEC are compared with previous research results by FLAC, and discuss the difference between each other.

  11. Delineation of Landslide Prone Areas based on Geotechnical and Mineralogical Evaluation of Rocks and Soil to Understand the Failure Zones in a part of Alaknanda Valley, Garhwal Himalaya, India

    Science.gov (United States)

    Asthana, H.; Singh, N.; Sen, R.; Vishwakarma, C. A.; Singh, P.; Rena, V.; Mukherjee, S.

    2016-12-01

    The exclusive physiographic, tectonic and climatic conditions, along with natural and anthropogenic factors make the Himalayan terrain prone to land failure. The land which can be used for the developmental activities are severely limited. Increasing population density, societal requirements has put stress on the same quantum of land and created considerable anthropogenic problems in landscape equilibrium. In present study thematic maps have been developed for the Alaknanda valley in the Garhwal Himalaya of Uttrakhand to assess the potential landslide hazard zones. This has been done using remote sensing GIS data, topographic maps and field investigations. Based on above results landslide hazard zonation has been done to determine the spatio-temporal extent of landslide occurrence and vulnerability. Outlook of the slopes and identification of the discontinuities present in the terrain was done on the basis of representative samples through field investigations. Grain size analysis of the following samples was carried out to estimate the percentage sand, silt and clay content of the soil. Based on the proportions of different particle sizes, a soil textural category may be assigned to the samples. Results indicated that the landslides along the section of Devprayag-Badrinath National Highway are mainly debris slides, debris flows, rock slides and rock falls. Following landslide masses are chiefly composed of boulders, rock fragments and soil. Debris flows are mostly restrained along lines of natural drainage. The area is under severe anthropogenic as well as natural influence which can be further responsible for increase in the shear stress beyond the threshold level, thus decreasing the slope stability resulting in failure zones. A high resolution remotely sensed data in digital form has been proved to be an essential tool for the preparation, interpretation and analysis of the data obtained in the GIS environment. Further mineralogical evaluations are done to

  12. 'Earhart' Rock

    Science.gov (United States)

    2004-01-01

    This false-color image taken by NASA's Mars Exploration Rover Opportunity shows a rock informally named 'Earhart' on the lower slopes of 'Endurance Crater.' The rock was named after the pilot Amelia Earhart. Like 'Escher' and other rocks dotting the bottom of Endurance, scientists believe fractures in Earhart could have been formed by one of several processes. They may have been caused by the impact that created Endurance Crater, or they might have arisen when water leftover from the rock's formation dried up. A third possibility is that much later, after the rock was formed, and after the crater was created, the rock became wet once again, then dried up and developed cracks. Rover team members do not have plans to investigate Earhart in detail because it is located across potentially hazardous sandy terrain. This image was taken on sol 219 (Sept. 4) by the rover's panoramic camera, using its 750-, 530- and 430-nanometer filters.

  13. Reconnaissance studies of potential petroleum source rocks in the Middle Jurassic Tuxedni Group near Red Glacier, eastern slope of Iliamna Volcano

    Science.gov (United States)

    Stanley, Richard G.; Herriott, Trystan M.; LePain, David L.; Helmold, Kenneth P.; Peterson, C. Shaun

    2013-01-01

    Previous geological and organic geochemical studies have concluded that organic-rich marine shale in the Middle Jurassic Tuxedni Group is the principal source rock of oil and associated gas in Cook Inlet (Magoon and Anders, 1992; Magoon, 1994; Lillis and Stanley, 2011; LePain and others, 2012; LePain and others, submitted). During May 2009 helicopter-assisted field studies, 19 samples of dark-colored, fine-grained rocks were collected from exposures of the Red Glacier Formation of the Tuxedni Group near Red Glacier, about 70 km west of Ninilchik on the eastern flank of Iliamna Volcano (figs. 1 and 3). The rock samples were submitted to a commercial laboratory for analysis by Rock-Eval pyrolysis and to the U.S. Geological Survey organic geochemical laboratory in Denver, Colorado, for analysis of vitrinite reflectance. The results show that values of vitrinite reflectance (percent Ro) in our samples average about 2 percent, much higher than the oil window range of 0.6–1.3 percent (Johnsson and others, 1993). The high vitrinite reflectance values indicate that the rock samples experienced significant heating and furthermore suggest that these rocks may have generated oil and gas in the past but no longer have any hydrocarbon source potential. The high thermal maturity of the rock samples may have resulted from (1) the thermaleffects of igneous activity (including intrusion by igneous rocks), (2) deep burial beneath Jurassic, Cretaceous, and Tertiary strata that were subsequently removed by uplift and erosion, or (3) the combined effects of igneous activity and burial.

  14. Study of Triaxial Creep Tests of Soil from Fracture Zone between the Slope Layer in Toppling Rock Slope%倾倒变形边坡层间破碎带土体三轴蠕变试验研究

    Institute of Scientific and Technical Information of China (English)

    张浴阳; 巨能攀; 周新

    2016-01-01

    倾倒变形是工程边坡变形中常见的一种形式。发生倾倒变形的影响因素很多,其中,层间破碎带的发育极大的促进了边坡倾倒变形的发生。从澜沧江某水电站的倾倒变形边坡中取样来进行三轴蠕变试验。首先,分析层间破碎带土体的蠕变特性;其次,优选出适合蠕变特征曲线的本构模型,该模型为Burgers模型,并确定该模型参数;最后,以实验的成果为依托确定了层间破碎带土体的长期强度为瞬时强度的0.47~0.58倍。这对评价倾倒变形边坡的长期稳定性有着重要的现实意义,同时也为以后类似工程提供借鉴。%Toppling deformation is a common form of slope deformation in hydraulic engineering , this phenome-non may be induced by many factors , in which the interlayer fracture zone greatly contributed to the development of slope toppling deformation .The samples to do the triaxial creep test were from toppling slope of Lancang River Hy-dropower Station .It has analyzed the creep properties of soil from interlayer fracture zone , selected the appropriate Burgers creep model and determined model parameters .Finally, based on the results of experiments , the value of the long-term strength of the interlayer fracture zone is 0.47~0.58 times that of the instantaneous intensity , which not only has important practical significance to evaluate the long-term stability of the toppling slope , but also has provided reference experience for future similar projects .

  15. Reinforcement mechanism of slope stability method with no cutting trees

    OpenAIRE

    Yuki, Chikata; Harushige, KUSUMI; 楠見, 晴重; Katsumi, TERAOKA

    2008-01-01

    The study in this paper is the slope stability. Although many slopes are prone to collapse, countermeasures against slop failures have not been progressed yet in Japan. Most slope protection methods were to cover shotcrete on the slope in 1960’s. However, the slope covered shotcrete have been deteriorating. Therefore, the slope failures frequently occur due to the natural disaster such as heavy rainfall and earthquake. It is important to develop an effective slope stability method. Moreover, ...

  16. Support failure of a high-stress soft-rock roadway in deep coal mine and the equalized yielding support technology:a case study

    Institute of Scientific and Technical Information of China (English)

    Lihui Sun; Haoyuan Wu; Bensheng Yang; Qiangqiang Li

    2015-01-01

    There are many soft-rock roadway coal mines in China. The surrounding rocks of the high-stress soft-rock roadways in deep mine are especially difficult to be supported using the traditional supporting way. In this study, the south wing rail roadway on the second level of Yunjialing coal mine in China was used as an example to analyze the deformation and failure characteristics and influencing factors of roadway. On this basis, this study proposed the equalized yielding support idea which employs the yielding rings to realize the pressure equalization on the bolts and cables in the section. To achieve this purpose, the first bolt-mesh-cable equalizing pressure yielding support was integrated with the second grouting reinforcement. The results proved that the yield rings of the bolts and cables on the spandrel of the arched roadway firstly developed yielding deformation;then the deformation extended to the vault of the roadway;the bolts and cables achieved a yielding extreme value of 15 and 18 tonnes, respectively. The roadway surrounding rock tended to be stable at the 26th day after the maintenance. The equalizing pressure yielding supporting technology plays a moderate pressure-releasing and actively controlling role on the surrounding rocks in the soft-rock roadway with large deformation.

  17. Assessment of Slope Instability and Risk Analysis of Road Cut Slopes in Lashotor Pass, Iran

    Directory of Open Access Journals (Sweden)

    Mohammad Hossein Taherynia

    2014-01-01

    Full Text Available Assessment of the stability of natural and artificial rock slopes is an important topic in the rock mechanics sciences. One of the most widely used methods for this purpose is the classification of the slope rock mass. In the recent decades, several rock slope classification systems are presented by many researchers. Each one of these rock mass classification systems uses different parameters and rating systems. These differences are due to the diversity of affecting parameters and the degree of influence on the rock slope stability. Another important point in rock slope stability is appraisal hazard and risk analysis. In the risk analysis, the degree of danger of rock slope instability is determined. The Lashotor pass is located in the Shiraz-Isfahan highway in Iran. Field surveys indicate that there are high potentialities of instability in the road cut slopes of the Lashotor pass. In the current paper, the stability of the rock slopes in the Lashotor pass is studied comprehensively with different classification methods. For risk analyses, we estimated dangerous area by use of the RocFall software. Furthermore, the dangers of falling rocks for the vehicles passing the Lashotor pass are estimated according to rockfall hazard rating system.

  18. Stability Analysis of Rock Mass Slope at the LAFARGE Concrete Batching Plant in Chongqing City%重庆拉法基搅拌站岩质边坡稳定性分析

    Institute of Scientific and Technical Information of China (English)

    李犇; 田小甫; 柳亚千; 杜明性

    2011-01-01

    本文研究重庆拉法基长寿智深混泥土搅拌站岩质边坡稳定问题。针对该边坡所处的地形地貌、地层岩性、地质构造和气象水文条件,分析了影响岩质边坡稳定性的主要因素,归纳了该边坡可能的主要工况类型。在此基础上,采用块体极限平衡法对边坡进行了稳定性分析,并最终提出了以下综合治理措施:“表里排水”、“削坡减载”、“坡面防护”、“锚杆格构”以及“重力式挡墙支挡”。这些措施在后期施工中得到了应用,并取得了不错的效果,可为类似工程问题的分析评价提供借鉴。%The stability of the rock mass slope at the LAFARGE Changshou Zhishen concrete batching plant in Chongqing City is studied in this paper. The main factors influencing the stability of this slope, including topography, strata litbology, geological structure, meteorological and hydrological conditions, arc analyzed. Then the typical operating modes of this slope are summarized. Furthermore, the stability of every operating mode is analyzed by the block limit equilibrium method, and the supporting measures for the slope are suggested. The study procedure can provide a reference for similar projects.

  19. 'Escher' Rock

    Science.gov (United States)

    2004-01-01

    [figure removed for brevity, see original site] Chemical Changes in 'Endurance' Rocks [figure removed for brevity, see original site] Figure 1 This false-color image taken by NASA's Mars Exploration Rover Opportunity shows a rock dubbed 'Escher' on the southwestern slopes of 'Endurance Crater.' Scientists believe the rock's fractures, which divide the surface into polygons, may have been formed by one of several processes. They may have been caused by the impact that created Endurance Crater, or they might have arisen when water leftover from the rock's formation dried up. A third possibility is that much later, after the rock was formed, and after the crater was created, the rock became wet once again, then dried up and developed cracks. Opportunity has spent the last 14 sols investigating Escher, specifically the target dubbed 'Kirchner,' and other similar rocks with its scientific instruments. This image was taken on sol 208 (Aug. 24, 2004) by the rover's panoramic camera, using the 750-, 530- and 430-nanometer filters. The graph above shows that rocks located deeper into 'Endurance Crater' are chemically altered to a greater degree than rocks located higher up. This chemical alteration is believed to result from exposure to water. Specifically, the graph compares ratios of chemicals between the deep rock dubbed 'Escher,' and the more shallow rock called 'Virginia,' before (red and blue lines) and after (green line) the Mars Exploration Rover Opportunity drilled into the rocks. As the red and blue lines indicate, Escher's levels of chlorine relative to Virginia's went up, and sulfur down, before the rover dug a hole into the rocks. This implies that the surface of Escher has been chemically altered to a greater extent than the surface of Virginia. Scientists are still investigating the role water played in influencing this trend. These data were taken by the rover's alpha particle X-ray spectrometer.

  20. 'Escher' Rock

    Science.gov (United States)

    2004-01-01

    [figure removed for brevity, see original site] Chemical Changes in 'Endurance' Rocks [figure removed for brevity, see original site] Figure 1 This false-color image taken by NASA's Mars Exploration Rover Opportunity shows a rock dubbed 'Escher' on the southwestern slopes of 'Endurance Crater.' Scientists believe the rock's fractures, which divide the surface into polygons, may have been formed by one of several processes. They may have been caused by the impact that created Endurance Crater, or they might have arisen when water leftover from the rock's formation dried up. A third possibility is that much later, after the rock was formed, and after the crater was created, the rock became wet once again, then dried up and developed cracks. Opportunity has spent the last 14 sols investigating Escher, specifically the target dubbed 'Kirchner,' and other similar rocks with its scientific instruments. This image was taken on sol 208 (Aug. 24, 2004) by the rover's panoramic camera, using the 750-, 530- and 430-nanometer filters. The graph above shows that rocks located deeper into 'Endurance Crater' are chemically altered to a greater degree than rocks located higher up. This chemical alteration is believed to result from exposure to water. Specifically, the graph compares ratios of chemicals between the deep rock dubbed 'Escher,' and the more shallow rock called 'Virginia,' before (red and blue lines) and after (green line) the Mars Exploration Rover Opportunity drilled into the rocks. As the red and blue lines indicate, Escher's levels of chlorine relative to Virginia's went up, and sulfur down, before the rover dug a hole into the rocks. This implies that the surface of Escher has been chemically altered to a greater extent than the surface of Virginia. Scientists are still investigating the role water played in influencing this trend. These data were taken by the rover's alpha particle X-ray spectrometer.

  1. Application of dynamic analysis of strength reduction in the slope engineering under earthquake

    Institute of Scientific and Technical Information of China (English)

    Ye Hailin; Zheng Yingren; Huang Runqiu; Li Anhong; Du Xiuli

    2010-01-01

    At present,the methods of analyzing the stability of slope under earthquake are not accurate and reasonable because of some limitations.Based on the real dynamic tensile-shear failure mechanism of slope,the paper proposes dynamic analysis of strength reduction FEM(finite element method)and takes the reduction of shear strength parameters and tensile strength parameters into consideration.And it comprehensively takes the transfixion of the failure surface,the non-convergence of calculation and mutation of displacement as the criterion of dynamic instability and failure of the slope.The strength reduction factor under limit state is regarded as the dynamic safety factor of the slope under earthquake effect and its advantages are introduced.Finally,the method is applied in the seismic design of anchors supporting and anti-slide pile supporting of the slope.Calculation examples show that the application of dynamic analysis of strength reduction is feasible in the seismic design of slope engineering,which can consider dynamic interaction of supporting structure and rock-soil mass.Owing to its preciseness and great advantages,it is a new method in the seismic design of slope supporting.

  2. Stability investigation of road cut slope in basaltic rockmass, Mahabaleshwar, India

    Institute of Scientific and Technical Information of China (English)

    Ashutosh Kainthola; P.K. Singh; T.N. Singh

    2015-01-01

    Slope failures along hill cut road slopes are the major nuisance for commuters and highway planners as they put the human lives at huge risk, coupled with immense monetary losses. Analysis of these vulnerable cut slopes entails the assessment and estimation of the suitable material strength input parameters to be used in the numerical models to accomplish a holistic stability examination. For the present study a 60 m high, basaltic and lateritic road cut hill slope in Mahabaleshwar, India, has been considered. A number of samples of both basalt and laterite, in their natural state were tested in the laboratory and the evaluated maximum, minimum and mean strength parameters were employed for the three cases in a distinct element numerical model. The Mohr-Coulomb failure criterion has been incorporated in the numerical model for the material as well as the joints. The numerical investigation offered the factor of safety and insights into the probable deformational mechanism for the three cases. Beside, several critical parameters have also been judged from the study viz., mode of failure, factor of safety, shear strain rate, displacement magnitudes etc. The result of this analysis shows that the studied section is prone to recurrent failures due to the capping of a substantially thick layer of weaker lateritic material above the high strength basaltic rock mass. External triggering mechanisms like heavy pre-cipitation and earthquake may also accelerate the slope failure in this area. The study also suggests employing instant preventive measures to avert the further risk of damage.

  3. Thermal conditions of rock slopes below unstable infrastructure in Alpine permafrost area: the cases of the Cosmiques hut and the Grands Montets cable-car station (Mont Blanc massif)

    Science.gov (United States)

    Duvillard, Pierre-Allain; Magnin, Florence; Mörtl, Christian; Ravanel, Ludovic; Deline, Philip

    2017-04-01

    Thermal state of steep permafrost-affected rock faces is crucial to assess the safety and reliability of mountain infrastructure as current permafrost degradation affects the rock slope stability. In the Mont-Blanc massif, 23 infrastructures are built on such a rock face with 13 of them that are characterized by a high risk of destabilization (Duvillard et al., 2015), including the upper station of the Grands Montets cable car (3325 m a.s.l.) as well as the Cosmiques hut (3613 m a.s.l.) on which we will focus. These two buildings have already been affected by different geomorphological processes. A rockfall event (600 m3) occurred for example on the SE face on the Arête inférieure des Cosmiques on the 21st of August 1998 (Ravanel et al., 2013) and the Grands Montets case shows a slow subsidence of the stairway over the last decade. In order to better assess the role of the permafrost in these processes and to gain insight on possible future geomorphic activity, we characterized the current permafrost conditions and simulated its changes up to the end of the 21st century using two complementary approaches: (i) the result of ERT (Electrical Resistivity Tomography) surveys carried out in October 2016 on the northern and southern faces right below the Cosmiques hut (at the level of the foundations) and at the Aiguilles des Grands Montets; (ii) the modeling of mean annual rock surface temperature for 2016 and at the end of the 21st century (Magnin et al., in rev.). Duvillard P.-A., Ravanel L., Deline P. (2015). Risk assessment of infrastructure destabilisation due to global warming in the high French Alps. Journal of Alpine Research, 103 (2). Magnin F., Josnin J.-Y., Ravanel L., Pergaud J., Pohl B., Deline P. (in rev.). Modelling rock wall permafrost degradation in the Mont Blanc massif from the LIA to the end of the 21st century. The Cryosphere Discuss., doi:10.5194/tc-2016-132. Ravanel L., Deline P., Lambiel C. and Vincent C. (2013). Instability of a high alpine

  4. 基于刚性块体系统的岩质边坡稳定性下限法研究%Lower bound method for stability of rock slopes based on rigid block assemblages

    Institute of Scientific and Technical Information of China (English)

    李泽; 张小艳; 王均星

    2012-01-01

    块状岩质边坡由岩块和结构面两部分组成,而且结构面的存在以及结构面的强度控制着岩体的强度和稳定性;将塑性极限分析下限法理论、块体离散技术以及数学规划手段结合起来,研究块状岩质边坡的稳定性。首先将边坡离散成为刚性块体系统+结构面的组合体,考虑岩块体与结构面的综合作用,然后基于塑性极限分析的下限定理,建立以边坡稳定安全系数为目标函数且同时满足平衡条件、屈服条件和边界条件的塑性极限分析下限法数学规划模型,进而提出了相应的求解策略并编制了计算程序。最后对4个经典算例进行了分析,得到了严格的下限解,并将计算结果与其他方法的结果进行了比较,验证了方法和程序的正确性。%The block rock slope is made up of blocks and structural surfaces, and the stability of the rock mass is controlled by the existence and the strength of structural surface. Researches on the stability of block rock slope are carried out by using the lower bound theorem of plastic limit analysis, block discretization technique and mathematical programming method. Firstly, the slope is discretized into block assemblages that consist of rigid blocks and structural surface, considering the integral interaction of each other. And then, regarding the safety factor of slope stability as the objective fimction, the nonlinear mathematical programming models are established based on the lower bound theorem, which satisfy the equilibrium equations, yield conditions and static boundary conditions. The solution strategies of models are put forward, and the calculation programs are compiled. Finally, four classic examples are analyzed by means of the proposed method, and the rigorous lower limit values of the strength safety coefficient of slope, and the corresponding statically admissible stress fields are obtained. The results are compared with those

  5. 基于Hoek-Brown准则的无限岩坡稳定性概率可靠度分析研究%Study of Probabilistic Infinite Rock Slope Analysis Based on the Hoek-Brown Criterion

    Institute of Scientific and Technical Information of China (English)

    韩孝峰; 孙树林; 阮晓波; 程亚男; 陈晓磊

    2013-01-01

    Infinite rock slope stability analysis is highly amenable to probabilistic treatment. To assecess the probability distribution of the safety factor of the infinite rock slope using the jointly distributed random variables method based on the equivalent parameters derived from the Hoek-Brown criterion, the program on the basis of the MATLAB is provided, and the results verifies the feasibility of this method and shows the safety factor approximately obeys the normal distribution. The sensitivity analysis to the 4 parameters shows that the most effective parameters are σci and γ.%无限岩坡稳定性分析问题是一个概率问题.结合由Hoek-Brown准则衍生的等效Mohr-Coulomb参数,采用概率密度函数联合分布方法确定无限岩坡最终安全系数的概率分布,借助Matlab数学软件对该方法实现程序表达,并对安全系数的4个影响因素进行敏感性分析.结果表明:联合分布法可以用作对无限岩坡稳定性分析的评价;安全系数的最终概率分布曲线呈现正态分布;GSI、σci、mi和γ均值的减小对安全系数的影响程度存在差异,其中σci和y的影响作用特别显著.

  6. Influence to Stability by Thickness of Hard Rock in Slope%边坡内部硬岩厚度对稳定性的影响

    Institute of Scientific and Technical Information of China (English)

    李玉蛟; 於智; 陈兵; 余成

    2015-01-01

    主要以江苏省南京地区的地层岩性及地质构造条件为依据,以极限平衡理论为基础,运用geo-studio软件中的SLOPE/W模块和VADOSE/W模块来计算分析边坡在天然工况和暴雨工况下,边坡内不同硬岩厚度对边坡稳定性的影响.结果表明,边坡内部硬岩的存在,对边坡稳定性起到了非常有利的作用,且硬岩的存在,会使边坡潜在滑动面的范围和深度明显增加,起到积极的抗滑作用.

  7. On the influence of topographic, geological and cryospheric factors on rock avalanches and rockfalls in high-mountain areas

    Directory of Open Access Journals (Sweden)

    L. Fischer

    2012-01-01

    Full Text Available The ongoing debate about the effects of changes in the high-mountain cryosphere on rockfalls and rock avalanches suggests a need for more knowledge about characteristics and distribution of recent rock-slope instabilities. This paper investigates 56 sites with slope failures between 1900 and 2007 in the central European Alps with respect to their geological and topographical settings and zones of possible permafrost degradation and glacial recession. Analyses of the temporal distribution show an increase in frequency within the last decades. A large proportion of the slope failures (60% originated from a relatively small area above 3000 m a.s.l. (i.e. 10% of the entire investigation area. This increased proportion of detachment zones above 3000 m a.s.l. is postulated to be a result of a combination of factors, namely a larger proportion of high slope angles, high periglacial weathering due to recent glacier retreat (almost half of the slope failures having occurred in areas with recent deglaciation, and widespread permafrost occurrence. The lithological setting appears to influence volume rather than frequency of a slope failure. However, our analyses show that not only the changes in cryosphere, but also other factors which remain constant over long periods play an important role in slope failures.

  8. Relationship between the electric resistivity and the rain fall in discontinuity zone of rock slope by the continuous measurement; Renzoku tokei ni yoru ganban shamen no furenzokutaibu ni okeru mikake hiteiko henka to kou tono kankei ni tsuite

    Energy Technology Data Exchange (ETDEWEB)

    Kusumi, H.; Nishida, K. [Kansai University, Osaka (Japan). Faculty of Engineering; Nakamura, M. [Newjec Inc., Osaka (Japan)

    1996-10-01

    The relationship between change in resistivity and rainfall was studied by continuously measuring resistivities of fracture zone and stratum boundary along the measuring line of 95m long from the top to bottom of rock slope. The measurement field was located on a hill of 150-200m high at the northern part of Arima-Takatsuki tectonic line. Electrodes of 30m in maximum measuring depth were arranged at 289 points by dipole-dipole method. Resistivity was continuously measured at time intervals of 6 hours. Apparent resistivity was hardly affected by rainfall at points with less infiltration of stormwater from the ground surface, while it decreased by rainfall at points on fracture zone, stratum boundary or bleeding channel. The change rate of apparent resistivity could be approximated with the exponential function of rainfall. In such case, the apparent resistivity under most dried condition at the concerned point should be used as reference maximum apparent resistivity. The change rate of apparent resistivity due to rainfall in fracture zone reflects infiltration of stormwater, suggesting to be useful for disaster prevention of slopes. 5 refs., 6 figs.

  9. 某码头软黏土岸坡破坏机制分析及重建%Study of failure mechanism of a soft clay slope and pier reconstruction

    Institute of Scientific and Technical Information of China (English)

    刘润; 闫玥; 闫澍旺; 乔春生

    2009-01-01

    在某吹填软黏土岸坡上修建码头时发生了较大规模的滑坡,待滑体稳定后采取了一系列的工程措施,实现了码头的重建.详细阐述了岸坡发生滑动的全过程,通过现场勘察和有限元模拟分析了岸坡发生滑动破坏的原因.分别考虑了打桩与交通荷载作用,导致地基土中产生超静孔压,从而对岸坡的稳定性造成影响.分析结果表明,岸坡发生失稳破坏是多种不利工况叠加的结果,其主要原因是在低潮位时的超挖引起的,打桩及交通荷载作用也是造成滑坡的不利因素.在破坏的岸坡上重建码头,采用了振动砂桩加固地基,同时在地表铺碎石垫层作为预压荷载,加速地基土的固结.有限元分析和码头的成功重建表明,使用砂桩加固地基可以同时达到提高地基承载力和加速土体排水固结的目的,对于码头的重建是有效的技术措施.%A large scale landslide took place when constructing a port on soft clay foundation. A series of engineering measures were taken for reconstructing the port. Detailed investigation and finite element analysis of slope stability were performed to determine the possible causes of slope failure. In the analysis, the excess pore water pressure in the subsoil caused by piling and the traffic load has been considered especially. The analyzing results show that the failure of the slope was caused by the superposition of several unfavorable operation conditions. It is concluded that the primary cause for the slope failure is under-cutting combined with the low tide level. Furthermore, the pile driving and the traffic load on the slope topside also play a negative role in slope failure. The pile driving construction has a notable impact on slope stability and the safety factor considering the piling effect is much less than that without considering it. However, the influence of the traffic load is not so large relatively. The ground at failed slope was rehabilitated

  10. Risk Analysis and Prediction of Floor Failure Mechanisms at Longwall Face in Parvadeh-I Coal Mine using Rock Engineering System (RES)

    Science.gov (United States)

    Aghababaei, Sajjad; Saeedi, Gholamreza; Jalalifar, Hossein

    2016-05-01

    The floor failure at longwall face decreases productivity and safety, increases operation costs, and causes other serious problems. In Parvadeh-I coal mine, the timber is used to prevent the puncture of powered support base into the floor. In this paper, a rock engineering system (RES)-based model is presented to evaluate the risk of floor failure mechanisms at the longwall face of E 2 and W 1 panels. The presented model is used to determine the most probable floor failure mechanism, effective factors, damaged regions and remedial actions. From the analyzed results, it is found that soft floor failure is dominant in the floor failure mechanism at Parvadeh-I coal mine. The average of vulnerability index (VI) for soft, buckling and compressive floor failure mechanisms was estimated equal to 52, 43 and 30 for both panels, respectively. By determining the critical VI for soft floor failure mechanism equal to 54, the percentage of regions with VIs beyond the critical VI in E 2 and W 1 panels is equal to 65.5 and 30, respectively. The percentage of damaged regions showed that the excess amount of used timber to prevent the puncture of weak floor below the powered support base is equal to 4,180,739 kg. RES outputs and analyzed results showed that setting and yielding load of powered supports, length of face, existent water at face, geometry of powered supports, changing the cutting pattern at longwall face and limiting the panels to damaged regions with supercritical VIs could be considered to control the soft floor failure in this mine. The results of this research could be used as a useful tool to identify the damaged regions prior to mining operation at longwall panel for the same conditions.

  11. Rock avalanches: significance and progress (Invited)

    Science.gov (United States)

    Davies, T. R.

    2013-12-01

    1. The probability distribution of landslide volumes follows a power-law indicating that large rock avalanches dominate the terrestrial sediment supply from mountains, and that their source area morphologies dominate mountain topography. 2. Large rock slope failures (~ 106 m3 or greater) often mobilise into rock avalanches, which can travel extraordinarily long distances with devastating effect. This hypermobility has been the subject of many investigations; we have demonstrated that it can be explained quantitatively and accurately by considering the energetics of the intense rock fragmentation that always occurs during motion of a large rock mass. 3. Study of rock avalanche debris psd shows that the energy used in creating new rock surface area during fragmentation is not lost to surface energy, but is recycled generating a high-frequency elastic energy field that reduces the frictional resistance to motion during runout. 4. Rock avalanches that deposit on glaciers can eventually form large terminal moraines that have no connection with any climatic event; unless these are identified as rock-avalanche-influenced they can confuse palaeoclimatic inferences drawn from moraine ages. Rock-avalanche-derived fines, however, can be identified in moraine debris up to ten thousand years old by the characteristic micron-scale agglomerates that form during intense fragmentation, and which are absent from purely climatically-induced moraines; there is thus a strong case for re-examining existing palaeoclimatic databases to eliminate potentially rock-avalanche-influenced moraine ages. 5. Rock avalanches (especially coseismic ones) are a serious hazard, being very destructive in their own right; they also block river valleys, forming landslide dams and potentially devastating dambreak floods, and subsequent severe decade-scale aggradation of downstream fans and floodplains. Rock avalanches falling into lakes or fiords can cause catastrophic tsunami that pose a serious risk to

  12. 降雨条件下岩体边坡稳定性数值模拟与分析%A Numerical Simulation and Analysis of Stability of Rock Slope under Rainfall Condition

    Institute of Scientific and Technical Information of China (English)

    赵冰华; 沈振中

    2011-01-01

    According to the actual engineering conditions of an expressways slope, the finite dement model of the rock slope is set up under the rainfall conditions by unstable saturated-unsaturated seepage flow with rainfall infiltration. The law of the groundwater seepage field of the slope under two conditions of heavy rain in the flood seasons and continuous rainfall conditions are calculated and analyzed, and the underground water load is determined. The process of stage excavation and reinforcement of the slope are further simulated, and the stress and deformation law and displacement change of the slope during each stage are analyzed, and the stability of slope is evaluated under two conditions. The results that the minimum safety factor after rainfall is smaller than before rainfall, and the local safety factor is less than 1.0, so there is a risk of landslide. The minimum safety factor after rainfall with support of mooring wire rope is bigger than without support, and the distribution of smaller safety factors certainly decreases, so the safety factor is raised greatly, which can meet the stability demands. The results not only provide a scientific basis for the project construction, but also play an important guiding role in the slope reinforcement measures and landslide forecast.%根据某高速公路岩体边坡的实际情况和基本资料,选定典型边坡,建立降雨入渗条件下该边坡非稳定饱和一非饱和渗流分析的有限元模型,分析在汛期暴雨和平均降雨两种工况下边坡内的地下水渗流场及其变化规律,确定地下水荷载。进一步模拟边坡分级开挖、支护过程,计算分析各阶段边坡应力变形规律和位移变化,以及在2种工况下的边坡稳定性。结果表明,降雨后的最小安全系数比降雨前有所减小,局部安全系数小于1.0,有滑坡危险;锚索支护后降雨的最小安全系数比支护前要大,较小安全系数的分布范围有一定的

  13. APPLICATION OF PITCH RULES OF DISCONTINUITIES TO EXCAVATION SURFACE FOR ROCK SLOPE STRUCTURE MAPPING%侧伏规律在岩质边坡结构面编录中的应用

    Institute of Scientific and Technical Information of China (English)

    刘明; 黄润秋; 严明; 巨能攀

    2011-01-01

    理论上,据边坡设计坡面来编录展示结构面的迹线分布应与其在坡面内的侧伏交线一致.把握一定的侧伏规律,处以适当的素描技法,既可吻合实际情况,又可提高绘图效率和资料质量,对边坡结构模型的准确分析不无裨益.有鉴于此,经过现场观测总结,分析了结构面与坡面的各种交切关系及其迹线的侧伏特征.在侧伏规律公式推导的基础上,根据两者产状提出其特征三角形判别法,并编制相应的算图,可校核以及在适当条件下推测某一产状要素.讨论了实践中几类难以作图的特殊情况下侧伏规律的应用.%In theory, the extension of a discontinuity trace in revealing detailed map of the excavated surface by rock slope design must be in accordance with the pitch of the intersecting line of discontinuity and excavated surface on the latter. Grasping the pitch regularity and manipulating the appropriate sketch technique maybe not only make the trace map coincide with the in-site actual situation, but also increase drawing efficiency and data quality, without no avail of the accurate analysis for slope structure model. In view of this, by means of in-site observation and conclusion, relationships between discontinuity and slope surface and properties of discontinuities traces are analyzed.Based on formulas to express pitch rules, the discriminance of pitching by features triangle, which is inferred from both attitudes of discontinuity and slope surface,is proposed. Meanwhile, homograph to determine pitch of discontinuity trace is drawn up. Under the proper condition,checking and concluding one of essentials of attitude by other one is discussed. Practical application of pitch regularity to a particular case, the trace of which is difficult to draw,is illustrated.

  14. Three-dimensional stability study of semi-deterministic blocks in complex rock high slope%复杂岩质高边坡半确定性块体三维稳定性研究

    Institute of Scientific and Technical Information of China (English)

    钟卫; 杨涛; 孔纪名

    2011-01-01

    通过工程地质学中的赤平投影原理对各个结构面产状进行统计分析,找出优势结构面组合,再对非确定位置的结构面按一定间距进行搜索,利用运动学分析方法对各个块体进行分析,确定出可能从坡体上滑出的块体.结合三维刚体极限平衡法,计算出各个可能块体组合在不同工况下的稳定系数,找出最危险滑块,进而对边坡进行稳定性评价,通过具体的工程实例进行了验证.结果表明,将工程地质学方法、运动学分析方法与刚体极限平衡法结合起来分析复杂岩质边坡可以提高边坡稳定性评价的准确性,对工程具有很好的指导意义.%Preferred structural plane combinations are determined by using stereographic projection principle in the engineering geology to statistically analyze the strike-dip of structural surfaces.And to the uncertain position surfaces, they are searched by a certain distance.Then.the kinematic analysis of every combination block is done by kinematic analysis method; and the blocks that can slide out from slope body are finally gained Combined with three-dimensional rigid limit equilibrium method the stability factor of each block in different cases is cakulated; and the most dangerous slip body is found.Furthermore, the stability evaluation is done.This method is verified by case study.The results show that this method of analyzing complex rock slope combined engineering geology with kinematic analysis and rigid limit equilibrium method can improve the accuracy of slope stability assessment.The results provide a good guidance for slope design and stability analysis.

  15. Exploiting COSMO-Skymed Data and Multi-Temporal Interferometry for Early Detection of Landslide Hazard: A Case of Slope Failure and Train Derailment Near Marina Di Andora, Italy.

    Science.gov (United States)

    Wasowski, J.; Chiaradia, M.; Bovenga, F.; Nutricato, R.; Nitti, D. O.; Milillo, G.; Guerriero, L.

    2014-12-01

    The improving temporal and spatial resolutions of new generation space-borne X-Band SAR sensors such as COSMO-SkyMed (CSK) constellation, and therefore their better monitoring capabilities, will guarantee increasing and more efficient use of multi-temporal interferometry (MTI) in landslide investigations. Thanks to their finer spatial resolution with respect to C-band data, X-band InSAR applications are very promising also for monitoring smaller landslides and single engineering structures sited on potentially unstable slopes. This work is focused on the detection of precursory signals of an impending slope failure from MTI time series of ground deformations obtained by exploiting 3 m resolution CSK data. We show the case of retrospectively captured pre-failure strains related to the landslide which occurred on January 2014 close to the town of Marina di Andora. The landslide caused the derailment of a train and the interruption of the railway line connecting north-western Italy to France. A dataset of 56 images acquired in STRIPMAP HIMAGE mode by CSK constellation from October 2008 to May 2014 was processed through SPINUA algorithm to derive the ground surface deformation map and the time series of displacement rates for each coherent radar target. We show that a cluster of moving targets coincides with the structures (buildings and terraces) affected by the 2014 landslide. The analysis of the MTI time series further shows that the targets had been moving since 2009, and thus could have provided a forewarning signal about ongoing slope or engineering structure instability. Although temporal landslide prediction remains difficult even via in situ monitoring, the presented case study indicates that MTI relying on high resolution radars such as CSK can provide very useful information for slope hazard mapping and possibly for early warning. Acknowledgments DIF provided contribution to data analysis within the framework of CAR-SLIDE project funded by MIUR (PON01_00536).

  16. 节理岩体等效流变损伤模型及其在卸载边坡中的应用%Equivalent rheological damage model of jointed rock and its application to unloading slope

    Institute of Scientific and Technical Information of China (English)

    马春驰; 李天斌; 孟陆波; 陈国庆; 陈子全

    2014-01-01

    . In order to reflect the instantaneous plastic deformation in the unloading-rebound stage of slope as well as the viscoplastic deformation in the time-evolution stage of slope, loading-plastic and viscoplastic components are applied to the rheology model; thus a composite visco-elastoplastic model (elastic-viscous-viscoelastic-viscoplastic-plastic) is established. Results of compression(unloading) creep test proves the rationality of this model;and rheological parameters are recognized. On this basis, damage tensor describes the characteristics of joint geometry, and damage evolution equation based on the viscoplastic partial strain is established; eventually, a new type of equivalent rheological damage model of jointed rock is established. Applying this model to a soft-hard interbedded slope under the cutting(unloading) condition, the results show that instantaneous plastic damage in unloading-rebound stage and viscoplastic damage in time-evolution stage, of the damageable parts (soft rock section, buried section of soft rock, hard rock section of soft-hard handover), gradually accumulate;the unloading damage areas gradually appear;creep rates of every part gradually increase in varying degrees of growth with the damage accumulating. The reasonable analysis results can reflect the dynamic stability in the process of slope cutting, and guide the intervention time of supporting measures.

  17. Deep soil compaction as a method of ground improvement and to stabilization of wastes and slopes with danger of liquefaction, determining the modulus of deformation and shear strength parameters of loose rock.

    Science.gov (United States)

    Lersow, M

    2001-01-01

    For the stabilization of dumps with the construction of hidden dams and for building ground improvement, for instance for traffic lines over dumps, nearly all applied compaction methods have the aim to reduce the pore volume in the loose rock. With these methods, a homogenization of the compacted loose rock will be obtained too. The compaction methods of weight compaction by falling weight, compaction by vibration and compaction by blasting have been introduced, and their applications and efficiencies have been shown. For the estimation of the effective depth of the compaction and for a safe planning of the bearing layer, respectively, the necessary material parameters have to be determined for each deep compaction method. Proposals for the determination of these parameters have been made within this paper. In connection with the stabilization of flow-slide-prone dump slopes, as well as for the improvement of dump areas for the use as building ground, it is necessary to assess the deformation behavior and the bearing capacity. To assess the resulting building ground improvement, deformation indexes (assessment of the flow-prone layer) and strength indexes (assessment of the bearing capacity) have to be determined with soil mechanical tests. Förster and Lersow, [Patentschrift DE 197 17 988. Verfahren, auf der Grundlage last- und/oder weggesteuerter Plattendruckversuche auf der Bohrlochsohle, zur Ermittlung des Spannungs-Verformungs-Verhaltens und/oder von Deformationsmoduln und/oder von Festigkeitseigenschaften in verschiedenen Tiefen insbesondere von Lockergesteinen und von Deponiekörpern in situ; Förster W, Lersow M. Plattendruckversuch auf der Bohrlochsohle, Ermittlung des Spannungs-Verformungs-Verhaltens von Lockergestein und Deponiematerial Braunkohle--Surface Mining, 1998;50(4): 369-77; Lersow M. Verfahren zur Ermittlung von Scherfestigkeitsparametern von Lockergestein und Deponiematerial aus Plattendruckversuchen auf der Bohrlochsohle. Braunkohle

  18. 'Wopmay' Rock

    Science.gov (United States)

    2004-01-01

    This approximate true-color image taken by NASA's Mars Exploration Rover Opportunity shows an unusual, lumpy rock informally named 'Wopmay' on the lower slopes of 'Endurance Crater.' The rock was named after the Canadian bush pilot Wilfrid Reid 'Wop' May. Like 'Escher' and other rocks dotting the bottom of Endurance, scientists believe the lumps in Wopmay may be related to cracking and alteration processes, possibly caused by exposure to water. The area between intersecting sets of cracks eroded in a way that created the lumpy appearance. Rover team members plan to drive Opportunity over to Wopmay for a closer look in coming sols. This image was taken by the rover's panoramic camera on sol 248 (Oct. 4, 2004), using its 750-, 530- and 480-nanometer filters.

  19. Failure Mechanism Study for Fairy-River Shore Slope in the Three Gorges Reservoir Caused by Water-Impoundment%三峡水库蓄水诱发神女溪岸坡破坏机制研究

    Institute of Scientific and Technical Information of China (English)

    向杰; 唐红梅

    2011-01-01

    Based on the pre-study of the related research, the failure mechanism for Fariy-River shore slope which is located in Fairy-River scenic area of sorcery mountain is analyzed, because of the water level' s change between the Three Gorges Reservoir retains water front and back. It is key part to prevent and cure a database shore slippery ascent by analyzing the formation mechanism's break. All the same,simple statement the calculation method about the slop's stability analysis under the water level change situation . What' s more, it is required to discuss the shore slope cause of second-class slope, and some prevention and cure counterplots are put forward.%在相关文献研究的基础上,列举出诱发巫山神女溪滑坡的因素,从而分析巫山神女溪由于三峡水库蓄水前后,水位变动诱发库岸滑坡的机理,研究其破坏形成机制是防治库岸滑坡的核心.简述在库水位变化情况下,岸坡库水间相互作用及其岸坡稳定性分析的计算方法.

  20. 基于非线性破坏准则的边坡稳定性极限分析%Limit analysis of slope stability based on nonlinear failure criterion

    Institute of Scientific and Technical Information of China (English)

    张迎宾; 李亮; 赵炼恒; 姚辉; 任东亚

    2011-01-01

    Upper bound limit analysis method is an effective tool in solving geotechnical engineering problems. Conventional calculations in stability of slopes are formulated assuming the soils obeying a linear Mohr-Coulomb yield criterion. However, experimental evidences show that the failure criteria of almost all geomaterials are nonlinear over a wide range of normal stresses. In this paper, the soil masses of slopes are assumed to follow a nonlinear Mohr-Coulomb failure criterion. Based on the nonlinear failure criterion, the paper studies the problem of slope stability by combining the slice method and limit analysis upper bound method. The nonlinear strength parameters cohesionc, and internal friction angle ψ, are introduced through the tangent method. Joined influence of nonlinearity is established. The equations of equivalent in rates of external work and internal energy dissipation are established based on the joined influence. The equations of factors of safety for slope with different slide surface (straight line, broken-line, and circle) are deduced and the plastic analysis upper limit solutions are calculated well by these equations. A classical slope calculation case shows that the method is of correctness and high precision which consists with previous achievements. The new method can be used to guide the slope stability analysis based on the nonlinear failure criterion on the plastic upper limit theorem.%上限定理是求解岩土工程问题的有效工具.以上限定理为理论基础,分析边坡的稳定性问题,并考虑了岩土材料破坏准则的非线性特性.在非线性Mohr-Coulomb破坏准则下,采用条分法与极限分析上限法相结合的方法,对边坡稳定性进行分析.通过切线法引入非线性强度参数ct、(4)t,推导了岩土材料在非线性破坏准则下的相关联流动法则,建立功能方程,推导了边坡直线滑裂面、折线滑裂面和光滑曲线滑裂面安全系数F的计算方程.采用数学规

  1. Mechanical interaction between roots and soil mass in slope vegetation

    Institute of Scientific and Technical Information of China (English)

    2010-01-01

    The most basic function of slope vegetation is to strengthen rock and soil mass through plant roots which increase the shear strength of the slope markedly and thereby increase the stability of the slope. However, the calculation of the reinforcement ability of slope vegetation still remains at the stage of judging by experience, because it is rather difficult due to the intricacy and volatility of the force condition of plant roots in rock and soil medium. Although some scholars have tried to study the interaction between plant roots and soil mass, the systemic analysis of the mechanical reinforcement mechanism and the contribution of plant roots to strengthening the rock and soil mass on the surface of the slope is untapped. In this paper, by analyzing the mechanism of slope vegetation and the corresponding reinforcement effect, the effects that slope vegetation generates on the shear strength of slope soil mass are studied, thereby a theoretical basis for plant protection designing is provided.

  2. Sliding surface searching method for slopes containing a potential weak structural surface

    Directory of Open Access Journals (Sweden)

    Aijun Yao

    2014-06-01

    Full Text Available Weak structural surface is one of the key factors controlling the stability of slopes. The stability of rock slopes is in general concerned with set of discontinuities. However, in soft rocks, failure can occur along surfaces approaching to a circular failure surface. To better understand the position of potential sliding surface, a new method called simplex-finite stochastic tracking method is proposed. This method basically divides sliding surface into two parts: one is described by smooth curve obtained by random searching, the other one is polyline formed by the weak structural surface. Single or multiple sliding surfaces can be considered, and consequently several types of combined sliding surfaces can be simulated. The paper will adopt the arc-polyline to simulate potential sliding surface and analyze the searching process of sliding surface. Accordingly, software for slope stability analysis using this method was developed and applied in real cases. The results show that, using simplex-finite stochastic tracking method, it is possible to locate the position of a potential sliding surface in the slope.

  3. Sliding surface searching method for slopes containing a potential weak structural surface

    Institute of Scientific and Technical Information of China (English)

    Aijun Yao; Zhizhou Tian; Yongjun Jin

    2014-01-01

    Weak structural surface is one of the key factors controlling the stability of slopes. The stability of rock slopes is in general concerned with set of discontinuities. However, in soft rocks, failure can occur along surfaces approaching to a circular failure surface. To better understand the position of potential sliding surface, a new method called simplex-finite stochastic tracking method is proposed. This method basically divides sliding surface into two parts: one is described by smooth curve obtained by random searching, the other one is polyline formed by the weak structural surface. Single or multiple sliding surfaces can be considered, and consequently several types of combined sliding surfaces can be simu-lated. The paper will adopt the arc-polyline to simulate potential sliding surface and analyze the searching process of sliding surface. Accordingly, software for slope stability analysis using this method was developed and applied in real cases. The results show that, using simplex-finite stochastic tracking method, it is possible to locate the position of a potential sliding surface in the slope.

  4. THE IMPACT OF STRUCTURAL, PETROGRAPHIC AND CLIMATIC FACTORS ON THE SLOPE STABILITY IN THE OPEN CAST MINE OF GRADNA

    Directory of Open Access Journals (Sweden)

    Ivan Tomašić

    1992-12-01

    Full Text Available This paper presents an analysis of a complexity of interrelated structural, petrologic and climatic factors that considerably affect the instabilities in the open cast mine of Gradna, near Samobor. The instabilities provoke the slope failures such as slides and slumps of rock material. During the protracted periodical investigations, the relationship among the factors of regional geology, tectonics, structural geology, petrography, engineering geology, rock mechanics and the rock mining technology was observed in the area. The local control of hydrogeologic properties, as well as climatic fluctuations of temperature and precipitation on the slope stability, was also recognized. It turned out that the structural relationships, characteristic of the manifold cataclased dolomite, stimulated the development of local instabilities, particularly during the period of low temperatures affecting the process of ground-water accumulation. When the temperatures are worm, the ground-water circulation is slow, exerting only the small-scale influence on the local instabilities (the paper is published in Croatian.

  5. Experimental Research on the Low Frequency Wave That Radiates into the Air before the Failure of Rock

    Institute of Scientific and Technical Information of China (English)

    Li Shiyu; Tang Linbo; He Xuesong; Su Fang; Sun Wei; Liu Jianxin

    2005-01-01

    Experiments on sonic transmission show that a slabstone can directly transmit part of the energy of a wave excited by knocking or by a transducer into the air. The other part of the wave energy can generate the normal mode of vibration on the slabstone and excite measurable acoustic signals in the air. The dominant frequency is related to the size of the slabstone. These results indicate that the acoustic emission (AE) in rock also displays similar behavior if the source is shallow. It is demonstrated that with the nucleation and propagation of cracks, the dominant frequency of the radiated wave will be lower. When the frequency becomes very low,the wave can be transmitted through the rock into the air and be received by a microphone.According to the theory of similarity of size, there will be low-frequency waves before strong earthquakes because of nucleation of cracks, which can be received by special low-frequency transducers or infrasonic detectors. Before earthquakes, the mechanism of precursors could be very complicated. They might be produced by plastic creep or attributed to liquids but not brittle fracture in most cases. So the periods of the produced waves will be longer. This perhaps accounts for the lack of foreshocks before many strong earthquakes.

  6. 线性波浪加载下海底斜坡失稳机制的数值分析%Numerical Analysis of the Failure Mechanism of Submarine Slopes under Linear Wave Loading

    Institute of Scientific and Technical Information of China (English)

    刘敏; 刘博; 年廷凯; 印萍; 宋雷

    2015-01-01

    基于大型有限元软件 ABAQUS 中的荷载模块,添加一阶波浪力载荷模式,并结合强度折减技术,实现波浪力作用下海底斜坡稳定性与失稳机制的弹塑性有限元数值分析。引入典型算例,利用先前提出的波浪荷载下海底斜坡稳定性的极限分析上限方法开展数值解的对比验证;在此基础上,通过深入地变动参数比较分析,探讨不同波长、波高和水深等波浪参数对计算结果的影响以及波浪力影响下海底斜坡潜在滑动面的变化规律,获得波浪荷载下海底斜坡失稳滑动机制的初步认识。%Submarine landslides,a natural hazard,not only destroy subsea infrastructure but also trigger life-threatening tsunamis.Because of its destructive potential,many scholars are studying the failure mechanism of seabed slopes.There are many factors that induce submarine landslides, e.g.,earthquakes,volcanic eruptions,gas hydrate dissociation,and so on.However,the instability of the seafloor in shallow waters may be induced by waves.This study treats the stability of a sub-marine slope as a plane strain problem and adopts an elasto-plastic constitutive model obeying the Mohr-Coulomb yield criterion.To analyze seafloor stability under wave loading,a large-scale elas-to-plastic finite element program called ABAQUS combined with a strength reduction method is adopted.Based on linear wave theory,wave-induced pressure is implemented by developing a load-ing module in this program.Pressures are applied on the slope surface as pseudo-static loads at a particular time during the wave period.In addition,a typical example is presented,and a factor of safety (FS)and corresponding critical sliding surface (CSS)for the submarine slope under wave loading are obtained using the improved finite element program.A previously programmed analyt-ical code based on an upper-bound approach of limit analysis is also employed to validate the nu-merical solutions.Based on this

  7. 不同岩质边坡复绿植物多样性与土壤特性%Revegetation Plant Diversity and Soil-property of Different Rock Slope

    Institute of Scientific and Technical Information of China (English)

    黄月; 鲁小珍; 胡海波; 胡国长; 马冰

    2015-01-01

    This paper were established 6 plant configuration modes,a total of 18 observation groups in the abandoned rock slope of Nanjing and Suzhou,which using net-suspended spray seeding and scale-hole cofferdam.After 4 years later,we analyzed and com-pared species diversity indices with different soil type.Meanwhile,the relationship between vegetation factors and species diversity were studied.The results showed that the Shannon-Weiner index,Margalef index and Pielou index of Robinia pseudoacacia+Amorpha fruticosa+Medicago sativa communities were relatively high in granite slope,however,Robinia pseudoacacia+Indigofera pseudotinc-toria in limestone with stronger niche advantage.The diversity indices have a significant relation with the content of organic matter, soil porosity.The maximum moisture capacity correlate markedly with Margalef index, while having no significant difference with Pielou index as well as the porosity.%选择在南京、苏州废弃宕口岩质边坡上采用挂网喷播和鱼鳞坑围堰方式建立6个植物配置模式共18个群落观察试验组,分析恢复4a后不同岩质边坡复绿植物多样性与土壤特性指标。结果表明:花岗岩质边坡,刺槐+紫穗槐+紫花苜蓿群落多样性指数和丰富度较高;灰岩岩质边坡,刺槐+马棘等植物具有极强的生态位优势。植物多样性指数之间相关性显著,多样性指数、丰富度指数与有机质含量、土壤孔隙度的相关性较强,丰富度与最大持水量相关性明显,均匀度指数与最大持水率、孔隙度的相关性较差。

  8. Study on the Screening of Plants for Ecological Restoration of Rock Side Slope in Huangshi City%黄石市岩质边坡生态修复植物筛选应用研究

    Institute of Scientific and Technical Information of China (English)

    许建新; 吴彩琼; 周琼; 张衡; 周贤军; 张洪钢

    2011-01-01

    Taking the No. 5 quarry in the northern Huangjingshan Mountain in Huangshi City as the research object, we casted the plant slots in the slope surface, so as to create the basic conditions for plants growing, such as soil, water and fertilizer. Then the plants were planted in the slots for the research of the survival rate, the height growth, the ground diameter growth, the crown growth and so on. The results show that the appropriate plants for ecological restoration of rock slope in Huangshi city are :(1) the tree species : Leucaena leucocephala, Ligustrum lucidum ; (2) the shrub species : Liqustrum quihoui, Pyracantha fortuneana, Nerium indicum, Jasminum mesnyi, Cudrania tricuspidata ; (3) the vine species: Parthenocissus quinquefolia, Rubus coreanus, Mucuna sempervirens, Eunoymus fortunei%以黄石市黄荆山北麓5号采石场岩质边坡为研究对象,在坡面上浇筑飘板种植槽,创造植物生长所需的土壤、水分、肥料等基本生长条件,种植并筛选适宜的边坡绿化植物,观察其成活率、高生长量、地径生长量、冠幅生长量、覆盖度等。综合比较结果表明,适宜黄石市岩质边坡生态修复的植物为:①乔木种类:银合欢(Leucaena leucocephala)、大叶女贞(Ligustrum lucidum);②灌木种类为:小叶女贞(Liqustrum quihoui)、火棘(Pyracantha fortuneana)、夹竹桃(Nerium indicum)、云南黄素馨(Jasminum mesnyi)、柘木(Cudrania tricuspidata);③藤本植物为:五叶地锦(Parthenocissus quinquefolia)、野蔷薇(Rubus coreartus)、常春油麻藤(Mucuna sempervirens)、扶芳藤(Eunoymus fortunei)。

  9. An Experimental and Numerical Study on Mechanical Behavior of Ubiquitous-Joint Brittle Rock-Like Specimens Under Uniaxial Compression

    Science.gov (United States)

    Cao, Ri-hong; Cao, Ping; Fan, Xiang; Xiong, Xinguang; Lin, Hang

    2016-11-01

    Rock engineers often encounter materials with a large number of discontinuities that significantly influence rock stability. However, the strength and failure patterns of ubiquitous-joint rock specimens have not been examined comprehensively. In this study, the peak uniaxial compressive strength (UCSJ) and failure patterns of ubiquitous-joint rock-like specimens are investigated by combining similar material testing and numerical simulation using the two-dimensional particle flow code. The rock-like specimens are made of white cement, water, and sand. Flaws are created by inserting mica sheets into the fresh cement mortar paste. Under uniaxial compressional loading, the failure patterns of ubiquitous-joint specimens can be classified into four categories: stepped path failure, planar failure, shear-I failure, and shear-II failure. The failure pattern of the specimen depends on the joint-1 inclination angle α and the intersection angle γ between joint-1 and joint-2, while α strongly affects UCSJ. The UCSJ of specimens with γ = 15° or 30° shows similar tendencies for 0° ≤ α ≤ 75°. For specimens with γ = 45° or 60°, UCSJ increases for 0° ≤ α ≤ 30° and decreases for α > 30°. For specimens with γ = 75°, the UCSJ peaks when α = 0° and increases for 60° ≤ α ≤ 75°. The numerical and experimental results show good agreement for both the peak strength and failure patterns. These results can improve our understanding of the mechanical behavior of ubiquitous-joint rock mass and can be used to analyze the stability of rock slopes or other rock engineering cases such as tunneling construction in heavily jointed rock mass.

  10. Experimental research on seismic failure mode and supporting for slope of bedrock and overburden layer%地震力作用下基覆边坡模型试验研究

    Institute of Scientific and Technical Information of China (English)

    赵安平; 冯春; 李世海; 艾畅; 刘洋

    2012-01-01

    以汶川灾区实地考察资料为背景,选择宇宫庙滑坡为参照,制作了模型试验台,在量纲分析的基础上,对主要参数做了相似理论研究,并采用水下爆炸的方式来模拟地震波(近场)进行了大量模型试验.结果表明:基覆边坡在地震力作用下的破坏模式是浅表层张拉而导致表层松散体流坍,且地震加速度随着药量(地震烈度)的增加而呈递增趋势,重力墙、桩板墙等支挡结构对于基覆边坡的作用明显.其结论将为铁路、公路沿线的高陡边坡分析和研究提供一定的依据.%According to the site investigation of Wenchuan disaster area's statistics data as the background, the experiment model is made selecting Yugongmiao slope as the reference. The similarities of main parameters are analyzed based on dimensional analysis. The underwater blasting is used to simulate seismic wave (near-field), and a large number of model tests are conducted. The results show that the failure model of bedrock and overburden layer slope under seismic loading is surface loose media flowing caused by the tension of superficial layer, and with the increase of explosives (seismic intensity), seismic accelerations increase. It is very useful to design of gravity retaining wall and pile-wall structures. These conclusions can provide some bases for analysis and research of high-steep slopes along railways and highways.

  11. A rock-/ice mechanical model for the destabilisation of permafrost rocks

    Science.gov (United States)

    Krautblatter, Michael; Funk, Daniel

    2010-05-01

    The destabilisation of permafrost rocks is commonly attributed to changes in ice-mechanical properties (Davies et al. 2001). The effect of low temperatures on intact rock strength and its mechanical relevance for shear strength and brittle fracture propagation has not been considered yet. But this effect is significant since compressive and tensile strength are reduced by up to 50% and more when rock thaws (Mellor, 1973). Here we show, that the reduction of the shear resistance of rock-rock contacts in joints plays a key role for the onset of larger instabilities in thawing permafrost rocks. Based on a Mohr-Coulomb assumption, we defined a failure criterion of an ice-filled rock cleft, with cohesive rock bridges, contact of rough fracture surfaces, ductile creep of ice and with a representation of rock-ice "failure" mechanisms along the surface and inside the ice body. The synoptic models are based on the principle of superposition, i.e. that shear stress "absorbed" by one component reduces the amount of shear stress applied to the other components. Failure along existing sliding planes can be explained by the impact of temperature on shear stress uptake by creep deformation of ice, the propensity of failure along rock-ice fractures and reduced total friction along rough rock-rock contacts. This model may account for the rapid response of rockslides to warming (reaction time). In the long term, brittle fracture propagation is initialised. Warming reduces the shear stress uptake by total friction and decreases the critical fracture toughness along rock bridges. The latter model accounts for slow subcritical destabilisation of whole rock slopes over decades to millennia, subsequent to the warming impulse (relaxation time). To test the importance of reduced friction, we conducted shearing tests on homogeneous fine-grained limestone specimen taken from a permafrost site (Zugspitze, Germany). In a temperature-controlled shearing box, we repeatedly tested mechanical

  12. The role of tectonic deformation on rock avalanche occurrence in the Pampeanas Ranges, Argentina

    Science.gov (United States)

    Penna, Ivanna M.; Abellán, Antonio; Humair, Florian; Jaboyedoff, Michel; Daicz, Sergio; Fauqué, Luis

    2017-07-01

    Both tectonic and long-term gravitational slope deformation in several mountain settings have been shown to be key drivers of large-scale slope instability. The roles of both mechanisms are investigated in this study of the Potrero de Leyes rock avalanche, one of the largest and better preserved slope failures in the Pampeanas ranges in Argentina. This rock avalanche involved 0.25 km3 of highly fractured granitic rocks cropping out on an uplifted planation surface. The rock avalanche left a lobate deposit up to 4 km run out into the piedmont. A field survey, 3D terrestrial LIDAR, photogrammetry, and gigapixel panoramic photos allowed us to map the structures on the headscarp and on the planation surface. We observed a dense network of fractures with joints sets striking NNE-SSW, ENE-WSW, and NW-SE, respectively representing foliation, Riedel, and anti-Riedel structures that developed during the Paleozoic, as suggested by previous studies. The decrease of rock mass strength caused by tectonic fracturing, the exposure of those highly fractured rocks along a tectonically active mountain front, and potential deep-seated gravitational deformation occurring along NNE-SSW foliation planes along the mountain front suggest that tectonic and gravitational processes were key causal factors leading to the occurrence of the Potrero de Leyes rock avalanche.

  13. Alaskan North Slope petroleum systems

    Science.gov (United States)

    Magoon, L.B.; Lillis, P.G.; Bird, K.J.; Lampe, C.; Peters, K.E.

    2003-01-01

    Six North Slope petroleum systems are identified, described, and mapped using oil-to-oil and oil-to-source rock correlations, pods of active source rock, and overburden rock packages. To map these systems, we assumed that: a) petroleum source rocks contain 3.2 wt. % organic carbon (TOC); b) immature oil-prone source rocks have hydrogen indices (HI) >300 (mg HC/gm TOC); c) the top and bottom of the petroleum (oil plus gas) window occur at vitrinite reflectance values of 0.6 and 1.0% Ro, respectively; and d) most hydrocarbons are expelled within the petroleum window. The six petroleum systems we have identified and mapped are: a) a southern system involving the Kuna-Lisburne source rock unit that was active during the Late Jurassic and Early Cretaceous; b) two western systems involving source rock in the Kingak-Blankenship, and GRZ-lower Torok source rock units that were active during the Albian; and c) three eastern systems involving the Shublik-Otuk, Hue Shale and Canning source rock units that were active during the Cenozoic. The GRZ-lower Torok in the west is correlative with the Hue Shale to the east. Four overburden rock packages controlled the time of expulsion and gross geometry of migration paths: a) a southern package of Early Cretaceous and older rocks structurally-thickened by early Brooks Range thrusting; b) a western package of Early Cretaceous rocks that filled the western part of the foreland basin; c) an eastern package of Late Cretaceous and Paleogene rocks that filled the eastern part of the foreland basin; and d) an offshore deltaic package of Neogene rocks deposited by the Colville, Canning, and Mackenzie rivers. This petroleum system poster is part of a series of Northern Alaska posters on modeling. The poster in this session by Saltus and Bird present gridded maps for the greater Northern Alaskan onshore and offshore that are used in the 3D modeling poster by Lampe and others. Posters on source rock units are by Keller and Bird as well as

  14. Earthquake triggering of landslides in highly jointed rock masses: Reconstruction of the 1783 Scilla rock avalanche (Italy)

    Science.gov (United States)

    Bozzano, Francesca; Lenti, Luca; Martino, Salvatore; Montagna, Alfredo; Paciello, Antonella

    2011-06-01

    The Scilla rock avalanche occurred on 6 February 1783 along the coast of the Calabria region (southern Italy), close to the Messina Strait. It was triggered by a mainshock of the “Terremoto delle Calabrie” seismic sequence, and it induced a tsunami wave responsible for more than 1500 casualties along the neighbouring Marina Grande beach. Based on subaerial and submarine surveys, a 5 × 106 m3 subaerial landslide was identified together with a 3 × 106 m3 submarine scar area, whereas block deposits are present in both the subaerial and submerged regions. A detailed geological reconstruction of the slope was obtained and a geomechanical characterisation of the metamorphic rocks involved in the landslide was performed. Based on this reconstruction, intense jointing conditions of the rock mass can be related to main fault zones parallel and normally oriented to the actual coastline. An engineering geology model of the landslide was devised according to an equivalent continuum approach to evaluate both stiffness and strength of the rock mass within the slope. A finite difference stress-strain numerical modelling of the Scilla landslide was performed under dynamic conditions to back-analyse the landslide trigger as well as local seismic amplifications. This modelling gave new insights into the physical interactions between seismic inputs and slopes, as it demonstrated the fundamental role played by i) the interaction between the seismic input and geological setting of unsheared rock slopes (i.e., without preexisting landslide masses), ii) cumulated strain effects due to seismic sequences, and iii) jointing conditions of the involved rock masses responsible for the seismic amplification of the landslide-prone volume, driving it toward failure conditions.

  15. Stability investigation of road cut slope in basaltic rockmass, Mahabaleshwar, India

    Directory of Open Access Journals (Sweden)

    Ashutosh Kainthola

    2015-11-01

    Full Text Available Slope failures along hill cut road slopes are the major nuisance for commuters and highway planners as they put the human lives at huge risk, coupled with immense monetary losses. Analysis of these vulnerable cut slopes entails the assessment and estimation of the suitable material strength input parameters to be used in the numerical models to accomplish a holistic stability examination. For the present study a 60 m high, basaltic and lateritic road cut hill slope in Mahabaleshwar, India, has been considered. A number of samples of both basalt and laterite, in their natural state were tested in the laboratory and the evaluated maximum, minimum and mean strength parameters were employed for the three cases in a distinct element numerical model. The Mohr-Coulomb failure criterion has been incorporated in the numerical model for the material as well as the joints. The numerical investigation offered the factor of safety and insights into the probable deformational mechanism for the three cases. Beside, several critical parameters have also been judged from the study viz., mode of failure, factor of safety, shear strain rate, displacement magnitudes etc. The result of this analysis shows that the studied section is prone to recurrent failures due to the capping of a substantially thick layer of weaker lateritic material above the high strength basaltic rock mass. External triggering mechanisms like heavy precipitation and earthquake may also accelerate the slope failure in this area. The study also suggests employing instant preventive measures to avert the further risk of damage.

  16. Hydro-mechanically coupled modelling of deep-seated rock slides in the surroundings of reservoirs

    Science.gov (United States)

    Lechner, Heidrun; Preh, Alexander; Zangerl, Christian

    2016-04-01

    In order to enhance the understanding of the behaviour of deep-seated rock slides in the surroundings of large dam reservoirs, this study concentrates on failure mechanisms, deformation processes and the ability of self-stabilisation of rock slides influenced by reservoirs. Particular focus is put on internal rock mass deformations, progressive topographical slope changes due to reservoir impoundment and shear displacements along the basal shear zone in relation to its shear strength properties. In this study, a two-dimensional numerical rock slide model is designed by means of the Universal Distinct Element Code UDEC and investigated concerning different groundwater flow scenarios. These include: (i) a completely drained rock slide model, (ii) a model with fully saturated rock mass below an inclined groundwater table and (iii) a saturated groundwater model with a reservoir at the slope toe. Slope displacements initiate when the shear strength properties of the basal shear zone are at or below the critical parameters for the limit-equilibrium state and continue until a numerical equilibrium is reached due to deformation- and displacement-based geometrical changes. The study focuses on the influence of a reservoir at the toe of a rock slide and tries to evaluate the degree of displacement which is needed for a re-stabilisation in relation to the geometrical characteristics of the rock slide. Besides, challenges and limitations of applied distinct element methods to simulate large strain and displacements of deep-seated rock slides are discussed. The ongoing study will help to understand the deformation behaviour of deep-seated pre-existing rock slides in fractured rock mass during initial impounding and will be part of a hazard assessment for large reservoirs.

  17. ElevationSlope_SLOPE2M

    Data.gov (United States)

    Vermont Center for Geographic Information — This metadata applies to the following collection area(s): Bennington County 2012 2.0m and related SLOPE datasets. Created using ArcGIS "SLOPE" command to produce...

  18. ElevationSlope_SLOPE1M2005

    Data.gov (United States)

    Vermont Center for Geographic Information — This metadata applies to the following collection area(s): Essex County 2005 1m and related SLOPE datasets. Created using ArcGIS "SLOPE" command to produce change in...

  19. ElevationSlope_SLOPE1M2010

    Data.gov (United States)

    Vermont Center for Geographic Information — This metadata applies to the following collection area(s): Bennington Floodplain 2010 1m and related SLOPE datasets. Created using ArcGIS "SLOPE" command to produce...

  20. ElevationSlope_SLOPE1M2007

    Data.gov (United States)

    Vermont Center for Geographic Information — This metadata applies to the following collection area(s): Bennington Floodplain 2007 1m and related SLOPE datasets. Created using ArcGIS "SLOPE" command to produce...

  1. ElevationSlope_SLOPE1M2009

    Data.gov (United States)

    Vermont Center for Geographic Information — This metadata applies to the following collection area(s): Barre Montpelier 2009 1m and related SLOPE datasets. Created using ArcGIS "SLOPE" command to produce...

  2. 同时考虑张拉及剪切破坏的边坡上限原理有限元法%LINEARIZED UPPER BOUND LIMIT ANALYSIS CONSIDERING TENSION AND SHEAR FAILURES FOR SLOPE STABILITY PROBLEMS

    Institute of Scientific and Technical Information of China (English)

    孙聪; 李春光; 郑宏; 孙冠华; 刘治军

    2015-01-01

    The upper bound finite element method is one of the commonly used methods for slope stability analysis. Since the Mohr-Coulomb shear yield criterion which is widely used overrates the tension strength,the tensile cracks cannot be get at the rear of the slope when using it for slope stability analysis. In order to solve this problem,the yield surface approximation method of the upper bound finite element method was remolded. From the viewpoint of discrete spatial orientation the plastic flow constraint equation on the discrete directions can be built easily,and by introducing the tension damage to the upper limit method,each azimuth plane was satisfied the tensile failure criteria,and then the linearized upper bound finite element method considering both tension and shear failures can be established. This method can be used to calculate the safety factor of slope and get the critical velocity field with tensile crack. A few of examples prove the effectiveness of this method.%上限有限元法是一种常用的边坡稳定性分析方法,目前被广泛采用的仅考虑剪切破坏的 Mohr-Coulomb 屈服准则过高地估计了边坡的抗拉强度,因此在用其进行边坡稳定性分析时,无法得到实际工程中常遇到的位于坡体后缘的拉裂缝。针对这一问题,从空间方位离散的角度出发,对上限法中的 Mohr-Coulomb 屈服面逼近方式进行改造,建立基于方位离散的线性化剪切屈服准则;同时引入张拉破坏准则,保证在每一个离散方位平面上不违背张拉破坏准则,从而形成既考虑张拉破坏,又考虑剪切破坏的线性化上限原理有限元法。该方法可以准确地求出边坡的安全系数和带有拉裂缝的临界失稳速度场。算例证明方法的有效性,同时还表明不考虑拉伸破坏会过高地估计边坡的安全性。

  3. 考虑吸力变化的膨胀土边坡破坏规律分析%Failure law of the expansive soil slope considering the suction changes

    Institute of Scientific and Technical Information of China (English)

    石北啸; 陈生水; 韩华强; 王庭博

    2014-01-01

    By monitoring the surface and bottom matric suction of the expansive soil slope model under wet⁃ting-drying cycle with the thermal conductivity sensor, the laboratory tests were carried out on matric suc⁃tion of the expansive soil slope to study the variation with the different depth and time, and the damage process of the model were analyzed. The test results show that the expansive soil slope generated cracks which provide channels for the infiltration of rainwater as the repeated swelling-shrinkage cycle, so the crack area quickly absorb water and the matric suction drop;because the rainwater is not easy to infiltrate in non-cracking area, the decrease of matric suction show obviously hysteresis. After a period of raining, the strength of soil in crack area and non-cracking area has significant differences, which reach the maxi⁃mum in the second wetting. For the project of the filling expansive soil slope, we recommend that by dry⁃ing the soil soon after filling a part which may promote the growth of matric suction and to improve the strength of soil mass;it should avoid the rainwater infiltrating into the soil in the process of construction, and monitor the water content and the deformation of slope. It also should adopt promptly the effective mea⁃sures to prevent the occurrence of landslide failures.%膨胀土边坡中吸力降低会引起强度衰减,进而引起边坡变形破坏。采用热传导传感器监测干湿循环作用下膨胀土边坡模型坡顶和坡底的基质吸力,开展膨胀土边坡基质吸力随深度和时间变化规律的室内试验,并对模型破坏过程进行了分析。试验结果表明:膨胀土边坡因膨胀干缩的反复作用产生裂缝,为雨水入渗提供通道,裂缝区土体迅速吸水,吸力骤降;非裂缝区土体雨水难以入渗,吸力降低存在明显的滞后现象。降雨后一段时间内,裂缝区土体与非裂缝区土体强度差异明显。对于填方膨胀土边

  4. A revision of the Haiming rock avalanche (Eastern Alps)

    Science.gov (United States)

    Dufresne, Anja; Ostermann, Marc; Kelfoun, Karim; Ring, Max; Asam, Dario; Prager, Christoph

    2016-04-01

    The carbonate Haiming rock avalanche is directly neighbouring the larger Tschirgant rock avalanche deposit, both located in the upper Inn valley (Tyrol, Austria). Based on detailed morpho-lithologic mapping of the deposit, which has not been done at Haiming before, the sedimentology of the Holocene landslide debris is characterised. Structural-tectonic elements of the bedrock units at the scarp area are supplemented with borehole data from drillings at the source area giving valuable insights into the complex geological bedrock composition and structure. New source and runout reconstructions allow updated volumetric calculations, which are subsequently integrated into numerical runout modelling. Haiming is one of few topographically unobstructed rock avalanches, yet its morphology was greatly influenced by fluvial terraces, which are still discernible through the deposit on LiDAR hillshade images. We also address the influence of the rock avalanche on the valley floor and local river system as a short-lived dam and its interaction with fluvial incision. Finally, we discuss the Haiming rock avalanche in view of the other massive rock slope failures in the area ("Fernpass cluster"), their spatio-temporal distribution, and point out further highlights of this simple(?) rock avalanche deposit.

  5. Slope monitoring by using 2-D resistivity method at Sungai Batu, Pulau Pinang, Malaysia

    Science.gov (United States)

    Azman, Muhamad Iqbal Mubarak Faharul; Yusof, Azim Hilmy Mohd; Ismail, Nur Azwin; Ismail, Noer El Hidayah

    2017-07-01

    Slope is a dynamic system of geo-environmental phenomena that related to the movement of the soil and rock masses. In Pulau Pinang, the occurrence of slope related phenomena such as landslide and rock fall has become a huge issue especially during rainy season as the government would have to invest more for the people safety. 2-D resistivity method is one of the geophysical methods that can be applied to overcome this issue thus prepare countermeasure actions. Monitoring is one of the common acquisition technique that has been used in solving such issue. This technique was applied to identify and monitor changes at the suspected area and thus, countermeasure steps can be taken accordingly and not blindfolded. Starting from August until November 2016, a 200 m survey line of 2-D resistivity survey had been conducted monthly at Sungai Batu, Pulau Pinang slope for monitoring purpose. Three resistivity ranges were able to detect within the subsurface. Resistivity value of 250 - 400 Ωm indicated the low resistivity value and interpreted as the weak zone located at distance of 90 - 120 m with depth of 10 m. Intermediate resistivity value was interpreted as weathered granite zone with resistivity value of 400 - 1500 Ωm was found at almost along survey line. High resistivity value was > 5000 Ωm and interpreted as granitic bedrock located at depth of > 20 m. Aside from weathered granite zone and weak zone, a fracture was found develop over time at distance of 130 - 140 m. The features found have the potential to be the cause for slope failure phenomena to occur. As a conclusion, monitoring slope using 2-D resistivity method is a success and indeed helpful in overcome landslide and rock fall issue as a pre-countermeasure action.

  6. A three-dimensional slope stability model based on GRASS GIS and its application to the Collazzone area, Central Italy

    Science.gov (United States)

    Mergili, M.; Marchesini, I.; Fellin, W.; Rossi, M.; Raia, S.; Guzzetti, F.

    2012-04-01

    Landslide risk depends on landslide hazard, i.e. the probability of occurrence of a slope failure of a given magnitude within a specified period and in a given area. The occurrence probability of slope failures in an area characterized by a set of geo-environmental parameters gives the landslide susceptibility. Statistical and deterministic methods are used to assess landslide susceptibility. Deterministic models based on limit equilibrium techniques are applied for the analysis of particular types of landslides (e.g., shallow soil slips, debris flows, rock falls), or to investigate the effects of specific triggers, i.e., an intense rainfall event or an earthquake. In particular, infinite slope stability models are used to calculate the spatial probability of shallow slope failures. In these models, the factor of safety is computed on a pixel basis, assuming a slope-parallel, infinite slip surface. Since shallow slope failures coexist locally with deep-seated landslides, infinite slope stability models fail to describe the complexity of the landslide phenomena. Limit equilibrium models with curved sliding surfaces are geometrically more complex, and their implementation with raster-based GIS is a challenging task. Only few attempts were made to develop GIS-based three-dimensional applications of such methods. We present a preliminary implementation of a GIS-based, three-dimensional slope stability model capable of dealing with deep-seated and shallow rotational slope failures. The model is implemented as a raster module (r.rotstab) in the Open Source GIS package GRASS GIS, and makes use of the three-dimensional sliding surface model proposed by Hovland (1977). Given a DEM and a set of thematic layers of geotechnical and hydraulic parameters, the model tests a large number of randomly determined potential ellipsoidal slip surfaces. In addition to ellipsoidal slip surfaces, truncated ellipsoids are tested, which can occur in the presence of weak layers or hard

  7. Hydromechanical Rock Mass Fatigue in Deep-Seated Landslides Accompanying Seasonal Variations in Pore Pressures

    Science.gov (United States)

    Preisig, Giona; Eberhardt, Erik; Smithyman, Megan; Preh, Alexander; Bonzanigo, Luca

    2016-06-01

    The episodic movement of deep-seated landslides is often governed by the presence of high pore pressures and reduced effective stresses along active shear surfaces. Pore pressures are subject to cyclic fluctuation under seasonal variations of groundwater recharge, resulting in an intermittent movement characterized by acceleration-deceleration phases. However, it is not always clear why certain acceleration phases reach alarming levels without a clear trigger (i.e., in the absence of an exceptional pore pressure event). This paper presents a conceptual framework linking hydromechanical cycling, progressive failure and fatigue to investigate and explain the episodic behavior of deep-seated landslides using the Campo Vallemaggia landslide in Switzerland as a case study. A combination of monitoring data and advanced numerical modeling is used. The principal processes forcing the slope into a critical disequilibrium state are analyzed as a function of rock mass damage and fatigue. Modeling results suggest that during periods of slope acceleration, the rock slope experiences localized fatigue and gradual weakening through slip along pre-existing natural fractures and yield of critically stressed intact rock bridges. At certain intervals, pockets of critically weakened rock may produce a period of enhanced slope movement in response to a small pore pressure increase similar to those routinely experienced each year. Accordingly, the distribution and connectivity of pre-existing permeable planes of weakness play a central role. These structures are often related to the rock mass's tectonic history or initiate (and dilate) in response to stress changes that disturb the entire slope, such as glacial unloading or seismic loading via large earthquakes. The latter is discussed in detail in a companion paper to this (Gischig et al., Rock Mech Rock Eng, 2015). The results and framework presented further demonstrate that episodic movement and progressive failure of deep

  8. 岩体滑坡冲击能计算及受灾体易损性定量评估%IMPACT ENERGY CALCULATION FOR ROCK SLOPE AND QUANTITATIVE ASSESSMENT OF VULNERABILITY FOR ELEMENT AT RISK

    Institute of Scientific and Technical Information of China (English)

    吴越; 刘东升; 李明军

    2011-01-01

    In the processes of landslide mass sliding and impacting on element at risk, the internal collapse of landslide mass will dissipate part of kinetic energy. But in practice, this part of energy is not taken usually into account. The discrete element method(DEM) is adopted to get impact force-time curves; and the impact energy conversion equation is also deduced based on impulse law and energy conservation law. With the analysis of the energy dissipation principle in the sliding and impacting processes of a practical rock slope, a comparison is made between the calculation method which takes both internal and external energy dissipations into account and the method which only takes external energy dissipation into account. The result shows that there is a significant difference between the two methods; and the internal energy dissipation can not be ignored. Moreover, the influence factors of impact energy and vulnerability for element at risk are both analyzed. The analysis result shows that impact energy is most sensitive to internal friction angle of landslide debris; second sensitive to distance between element at risk and landslide mass, gap length between joint segments, density of landslide mass and width of impact surface; last sensitive to the cohesion of landslide mass. In addition, the impact direction of landslide debris can simulataneously effect both impact energy and anti-impact energy.%滑体下滑及对受灾体冲击过程中,由于滑体内部的崩解碰撞将会耗散部分动能,而工程中通常采用简化的方法计算滑体冲击能,没有考虑内部耗能的影响.采用离散元法模拟得到滑体对受灾体的冲击力-时间曲线,根据冲量定律和能量守恒定律换算得到滑体冲击能.以实际工程为例,详细分析滑体下滑过程与冲击受灾体过程中的能耗规律.结果表明:同时考虑下滑和冲击过程中滑体内外部耗能的计算方法与只考虑滑体外部摩擦耗能的计算方法相比,

  9. Relating rock avalanche morphology to emplacement processes

    Science.gov (United States)

    Dufresne, Anja; Prager, Christoph; Bösmeier, Annette

    2015-04-01

    The morphology, structure and sedimentological characteristics of rock avalanche deposits reflect both internal emplacement processes and external influences, such as runout path characteristics. The latter is mainly predisposed by topography, substrate types, and hydrogeological conditions. Additionally, the geological setting at the source slope controls, e.g. the spatial distribution of accumulated lithologies and hence material property-related changes in morphology, or the maximum clast size and amount of fines of different lithological units. The Holocene Tschirgant rock avalanche (Tyrol, Austria) resulted from failure of an intensely deformed carbonate rock mass on the southeast face of a 2,370-m-high mountain ridge. The initially sliding rock mass rapidly fragmented as it moved towards the floor of the Inn River valley. Part of the 200-250 x 106 m3 (Patzelt 2012) rock avalanche debris collided with and moved around an opposing bedrock ridge and flowed into the Ötz valley, reaching up to 6.3 km from source. Where the Tschirgant rock avalanche spread freely it formed longitudinal ridges aligned along motion direction as well as smaller hummocks. Encountering high topography, it left runup ridges, fallback patterns (i.e. secondary collapse), and compressional morphology (successively elevated, transverse ridges). Further evidence for the mechanical landslide behaviour is given by large volumes of mobilized valley-fill sediments (polymict gravels and sands). These sediments indicate both shearing and compressional faulting within the rock avalanche mass (forming their own morphological units through, e.g. in situ bulldozing or as distinctly different hummocky terrain), but also indicate extension of the spreading landslide mass (i.e. intercalated/injected gravels encountered mainly in morphological depressions between hummocks). Further influences on its morphology are given by the different lithological units. E.g. the transition from massive dolomite

  10. Evaluation of Slope Assessment Systems for Predicting Landslides of Cut Slopes in Granitic and Meta-sediment Formations

    Directory of Open Access Journals (Sweden)

    Suhaimi Jamaludin

    2006-01-01

    Full Text Available In Malaysia, slope assessment systems (SAS are widely used in assessing the instability of slope or the probability of occurrence and the likely severity of landslides. These SAS can be derived based on either one particular approach or combination of several approaches of landslide assessments and prediction. This study overviews four slope assessment systems (SAS developed in Malaysia for predicting landslide at a large-scale assessments. They are the Slope Maintenance System (SMS, Slope Priority Ranking System (SPRS, Slope Information Management System (SIMS and the Slope Management and Risk Tracking System (SMART. An attempt is made to evaluate the accuracy of the SAS in predicting landslides based on slope inventory data from 139 cut slopes in granitic formation and 47 cut slopes in meta-sediment formation, which are the two most common rock/soil formations found in Malaysia. Based on this study, it was found that none of existing SAS is satisfactory in predicting landslides of cut slopes in granitic formation, for various reasons such as the use of hazard score developed from another country, insufficient data base, oversimplified approach and use of data base derived from different rock/soil formations. However for the case of cut slope in meta-sediment, the Slope Management and Risk Tracking System (SMART was found to be satisfactory with 90% prediction accuracy. The current database of SMART is largely based on meta-sediment formation.

  11. Slope failure of chalk channel margins

    DEFF Research Database (Denmark)

    Gale, A.; Anderskouv, Kresten; Surlyk, Finn

    2015-01-01

    The importance of mass transport and bottom currents is now widely recognized in the Upper Cretaceous Chalk Group of Northern Europe. The detailed dynamics and interaction of the two phenomena are difficult to study as most evidence is based on seismic data and drill core. Here, field observation...

  12. Gas hydrate dissociation structures in submarine slopes

    Energy Technology Data Exchange (ETDEWEB)

    Gidley, I.; Grozic, J.L.H. [Calgary Univ., AB (Canada). Dept. of Civil Engineering

    2008-07-01

    Studies have suggested that gas hydrates may play a role in submarine slope failures. However, the mechanics surrounding such failures are poorly understood. This paper discussed experimental tests conducted on a small-scale physical model of submarine soils with hydrate inclusions. The laboratory tests investigated the effects of slope angle and depth of burial of the hydrate on gas escape structures and slope stability. Laponite was used to model the soils due to its ability to swell and produce a clear, colorless thixotropic gel when dispersed in water. An R-11 refrigerant was used to form hydrate layers and nodules. The aim of the experiment was to investigate the path of the fluid escape structures and the development of a subsequent slip plane caused by the dissociation of the R-11 hydrates. Slope angles of 5, 10, and 15 degrees were examined. Slopes were examined using high-resolution, high-speed imaging techniques. Hydrate placement and slope inclinations were varied in order to obtain stability data. Results of the study showed that slope angle influenced the direction of travel of the escaping gas, and that the depth of burial affected sensitivity to slope angle. Theoretical models developed from the experimental data have accurately mapped deformations and stress states during testing. Further research is being conducted to investigate the influence of the size, shape, and placement of the hydrates. 30 refs., 15 figs.

  13. ANALYSIS METHODS ON STABILITY OF TALL AND BEDDIIG CREEP SLOPE

    Institute of Scientific and Technical Information of China (English)

    RUIYongqin; JIANGZhiming; LIUJinghui

    1995-01-01

    Based on the model of slope engineering geology,the creep and its failure mechanism of tall and bedding slope are deeply analyzed in this paper .The creep laws of weak intercalations are also discussed.The analysis om the stability of creep slope and the age forecasting of sliding slope have been conducted through mumerical simulations using Finite Element Method (FEM)and Dintimct Element Method(DEM).

  14. Controlling and Evaluation on High Rock Slope Stability of Open-pit for Ash Storage%露天矿坑灰场岩质高边坡的稳定性评判与治理

    Institute of Scientific and Technical Information of China (English)

    吕言新; 乔卫国; 魏烈昌; 孟庆彬

    2011-01-01

    Slopes of open-pit mine and ash storage are likely to result in the geological disasters of landslides, collapse, ground deformation and so on, due to its geological structure and mining activities, etc. Laizhou Power Plant is going to use the open-pit of Cangshang gold mine as ash storage field. Therefore, the long-term stability of the slope is of great significance. Through the geological investigation and analysis of open-pit mine slope of Cangshang Mine, the geological and tectonic conditions of ash slopes are summarized. On the basis of field monitoring,the stability of the slopes is analyzed in detail The estimated results can better reflect the actual stability of the open-pit slope. Feasible treatment scheme is put forward according to the engineering practice.%露天矿坑边坡及排土场边坡,由于地质构造、采矿活动等原因极易诱发滑坡、塌陷、地面变形等地质灾害.莱州电厂拟采用仓上金矿矿坑作为灰场,边坡的长期稳定性有着重要的意义.通过对仓上矿坑边坡的工程地质调查与分析,总结了灰场边坡的地质条件和构造情况.在现场监测的基础上,对矿坑边坡的稳定性进行了详细的分析,所得的结果能较理想地反映该矿坑边坡的实际稳定程度,并根据工程的实际情况提出了切实可行的治理方案.

  15. 宜昌磷矿地质灾害现状及岩质边坡稳定性影响因素探讨%DISCUSSION ON GEOLOGICAL HAZARDS SITUATION AND EFFECT FACTORS OF ROCK SLOPE STABILITY OF YICHANG PHOSPHATE AREA

    Institute of Scientific and Technical Information of China (English)

    贺小黑; 逄思宇; 苏志军; 杜鹏; 王迎霜; 许多; 李英华

    2015-01-01

    通过对宜昌磷矿矿区内崩塌、滑坡、泥石流、地面塌陷、地裂缝等地质灾害等影响区内岩质边坡稳定性的因素的发育现状及现有防治的调查研究,并分析了地震、降雨、露天和地下开挖对边坡稳定性的影响.得出结论有:①崩塌及其隐患(危岩)是宜昌磷矿最主要的地质灾害,其次为地面塌陷和地裂缝,滑坡和泥石流较少.②地下采空区变形是引发地面塌陷和地裂缝的主要原因,也是引发崩塌危岩的重要原因;泥石流以沟谷型泥石流为主,采矿产生的固体废弃物可作为泥石流的物源,采空区回填、修建拦渣坝是预防其充当物源的主要措施.③影响岩质边坡稳定的因素包括地质因素、自然因素和人为因素等.④露天开挖时,在坡角不变时,稳定性系数随坡高的增大而减小;开挖高陡边坡所能形成的最大坡高约为460m.⑤当巷道位于边坡内部时,随着开挖范围的扩大,稳定性系数逐渐减小.%The occurrence situation as well as the present prevention and control measures of rock fall, landslide, debris flow, ground collapse and fracture at Yichang phosphate area is introduced. At the same time, the effect factors of rock slope stability with the effect of earthquake, rainfall, open-air and underground mining on slope stability are summarized. Some conclusion can be reached. Firstly, rock fall is the main geological hazard, secondly for ground collapse and fracture. Landslide and debris flow are less. Secondly, The mined-out area deformation is the important reason that rock fall, ground collapse and fracture are induced. The main type of debris flow is gully debris flow. Solid waste can become debris flow provenance, and backfilling mined-out area and building debris retaining dams are the main prevention measures. Thirdly, stability influence factors of rocky slope includes geological factor, natural factor and human factor. Fourthly, stability coefficient

  16. True 3D kinematic analysis for slope instability assessment in the Siq of Petra (Jordan), from high resolution TLS

    Science.gov (United States)

    Gigli, Giovanni; Margottini, Claudio; Spizzichino, Daniele; Ruther, Heinz; Casagli, Nicola

    2016-04-01

    Most classifications of mass movements in rock slopes use relatively simple, idealized geometries for the basal sliding surface, like planar sliding, wedge sliding, toppling or columnar failures. For small volumes, the real sliding surface can be often well described by such simple geometries. Extended and complex rock surfaces, however, can exhibit a large number of mass movements, also showing various kind of kinematisms. As a consequence, the real situation in large rock surfaces with a complicate geometry is generally very complex and a site depending analysis, such as fieldwork and compass, cannot be comprehensive of the real situation. Since the outstanding development of terrestrial laser scanner (TLS) in recent years, rock slopes can now be investigated and mapped through high resolution point clouds, reaching the resolution of few mm's and accuracy less than a cm in most advanced instruments, even from remote surveying. The availability of slope surface digital data can offer a unique chance to determine potential kinematisms in a wide distributed area for all the investigated geomorphological processes. More in detail the proposed method is based on the definition of least squares fitting planes on clusters of points extracted by moving a sampling cube on the point cloud. If the associated standard deviation is below a defined threshold, the cluster is considered valid. By applying geometric criteria it is possible to join all the clusters lying on the same surface; in this way discontinuity planes can be reconstructed, rock mass geometrical properties are calculated and, finally, potential kinematisms established. The Siq of Petra (Jordan), is a 1.2 km naturally formed gorge, with an irregular horizontal shape and a complex vertical slope, that represents the main entrance to Nabatean archaeological site. In the Siq, discontinuities of various type (bedding, joints, faults), mainly related to geomorphological evolution of the slope, lateral stress

  17. Couple analysis on strength reduction theory and rheological mechanism for slope stability

    Institute of Scientific and Technical Information of China (English)

    刘子振; 言志信; 段建

    2008-01-01

    Considering the rheological properties of rock and soil body,and exploiting the merit of strength reduction technique,a theory of couple analysis is brought forward on the basis of strength reduction theory and rheological properties.Then,the concept and the calculation procedure of the safety factor are established at different time.Making use of finite element software ANSYS,the most dangerous sliding surface of the slope can be obtained through the strength reduction technique.According to the dynamic safety factor based on rheological mechanism,a good forecasting could be presented to prevent and cure the landslide.The result shows that the couple analysis reveals the process of the slope failure with the time and the important influence on the long-term stability due to the rheological parameters.

  18. 3D geodetic monitoring slope deformations

    Directory of Open Access Journals (Sweden)

    Weiss Gabriel

    1996-06-01

    Full Text Available For plenty of slope failures that can be found in Slovakia is necessary and very important their geodetic monitoring (because of their activity, reactivisations, checks. The paper gives new methodologies for these works, using 3D terrestrial survey technologies for measurements in convenient deformation networks. The design of an optimal type of deformation model for various kinds of landslides and their exact processing with an efficient testing procedure to determine the kinematics of the slope deformations are presented too.

  19. Preliminary blasting as a means of constructing the final slopes

    Energy Technology Data Exchange (ETDEWEB)

    Lopez Jimeno, E.; Lopez Jimeno, C. (Lignitos de Meirama, La Coruna (Spain))

    1983-01-01

    In order to undertake construction of a new belt at the Meirama opencast lignite workings in the Province of Coruna it has been necessary partially to re-site the slope of the general haulage drift. Preliminary blasting was thought to be the most suitable method of blasting in order to maintain slope stability of the rock mass. (17 refs.)

  20. Stability analysis of the open-pit mine slope and the study on the incensement of the slope angle

    Institute of Scientific and Technical Information of China (English)

    LIU Bao-xu(刘宝许); QIAO Lan(乔兰); LAI Xing-ping(来兴平)

    2004-01-01

    Based on the exploration of the engineering geology and the rock mechanics testing, limit equilibrium analysis method was adopted to calculate the stability of the Huogeqi Copper Mine slope, the results show that the original slope angle is too conservative and the slope have the potential of more preferable slope angle. In order to discuss the possibility of slope angle enhancement, sensitivity analysis of parameters related to limit state slope was made. Quantitatively determined angle value of the adding and the optimal slope angle was obtained. The study having performed showed that it is not only useful for the safety control of open-pit mine slope but also for the open-pit mine design for the similar geological condition.

  1. Numerical evaluation of strength and deformability of fractured rocks

    Institute of Scientific and Technical Information of China (English)

    Majid Noorian Bidgoli; Zhihong Zhao; Lanru Jing

    2013-01-01

    Knowledge of the strength and deformability of fractured rocks is important for design, construction and stability evaluation of slopes, foundations and underground excavations in civil and mining engineering. However, laboratory tests of intact rock samples cannot provide information about the strength and deformation behaviors of fractured rock masses that include many fractures of varying sizes, orientations and locations. On the other hand, large-scale in situ tests of fractured rock masses are economically costly and often not practical in reality at present. Therefore, numerical modeling becomes necessary. Numerical predicting using discrete element methods (DEM) is a suitable approach for such modeling because of their advantages of explicit representations of both fractures system geometry and their constitutive behaviors of fractures, besides that of intact rock matrix. In this study, to generically determine the compressive strength of fractured rock masses, a series of numerical experiments were performed on two-dimensional discrete fracture network models based on the realistic geometrical and mechanical data of fracture systems from field mapping. We used the UDEC code and a numerical servo-controlled program for controlling the progressive compressive loading process to avoid sudden violent failure of the models. The two loading conditions applied are similar to the standard laboratory testing for intact rock samples in order to check possible differences caused by such loading conditions. Numerical results show that the strength of fractured rocks increases with the increasing confining pressure, and that deformation behavior of fractured rocks follows elasto-plastic model with a trend of strain hardening. The stresses and strains obtained from these numerical experiments were used to fit the well-known Mohr-Coulomb (M-C) and Hoek-Brown (H-B) failure criteria, represented by equivalent material properties defining these two criteria. The results show

  2. Engineering geology and geomechanics as fundamentals of rock engineering

    Energy Technology Data Exchange (ETDEWEB)

    Mueller, L. (ed.)

    1982-01-01

    Topics covered included modelling of flexural slip phenomena, statistical methods in engineering geology, design of tunnels, calculating strength properties of jointed clay, retaining measures and foundations in rock slopes, slope design for open pit mines, slopes of dams, use of convergency and workability of coal as indication of rock bursts, deformation in bearing rock mass mechanical drivage of tunnels, and control of water inflows during construction of tunnels. Two papers have previously been abstracted.

  3. Dynamic and Static Combination Analysis Method of Slope Stability Analysis during Earthquake

    Directory of Open Access Journals (Sweden)

    Liang Lu

    2014-01-01

    Full Text Available The results of laboratory model tests for simulating the slope failure due to vibration, including unreinforced slope and the slope reinforced by using geotextile, show that the slope failure occurs when a cumulative plastic displacement exceeds a certain critical value. To overcome the defects of conventional stability analysis, which evaluates the slope characteristics only by its strength parameters, a numerical procedure considering the stiffness and deformation of materials and geosynthetics is proposed to evaluate the seismic slope stability. In the proposed procedure, the failure of slope is defined when the cumulative plastic displacement calculated by a dynamic response analysis using actual seismic wave exceeds the critical value of displacement estimated by a static stability analysis considering seismic coefficient. The proposed procedure is applied to the laboratory model tests and an actual failure of slope in earthquake. The case study shows the possibility that the proposed procedure gives the realistic evaluation of seismic slope stability.

  4. Internal deformation within an unstable granular slope: insights from physical modeling

    Science.gov (United States)

    Liu, Z.; Koyi, H.; Nilfouroushan, F.; Swantesson, J.; Reshetyuk, Y.

    2012-04-01

    The collapses of granular materials frequently occur in nature in the form of, for example, rock avalanches, debris avalanches and debris flow. In previous studies of collapses of a granular material, most of the focus has been on the effect of initial geometry and mechanical properties of the granular materials, the run-out distance, and the topography of final deposit. In this study, results of analogue models and scanned natural failed slopes are used to outline the mode of failure of an unstable slope. Model results and field observations are used to argue that a granular mass moves downslope in a wavy pattern resulting in its intensive deformation. In the models, we mainly investigated the internal deformation of collapses of granular slopes in terms of their internal structures and the spatial and temporal distribution of the latter. Model results showed that a displaced mass of the granular slope has the following two features: (1) Initial collapse resulted in a series of normal faults, where hanging-wall blocks were slightly deformed, like the slump-shear structures in nature; (2) With further collapse, a set of secondary structures, such as deformed/folded fault surfaces, faulted folds, displaced inclined folds, and overturned folds formed near the slope surface. The occurrence of these structures reflects the failure process of the granular mass in space and time. In addition, our model results show that the nature of basal friction has a significant influence on the geometry and kinematics of these structures at the slope toe. Model results show also that the mass does not glide downslope along only one surface, but includes several gliding surfaces each of which take part of the sliding. These gliding surfaces become steeper deeper in the sliding mass. Some of these features observed in the models are also detected in the field. Scanned failed slope surfaces show a wavy pattern similar to that in the models, reflecting the presence of normal faults at

  5. Numerical simulation of failure of armour blocks on slope under wave action%波浪作用下斜坡上护面块体断裂破坏的数值模拟

    Institute of Scientific and Technical Information of China (English)

    崔焱; 姜峰

    2015-01-01

    Based on FEM/DEM method, a prototype numerical model was presented to simulate internal stress distribution, crack formation and fracture process of armor blocks on the slopes under wave action. The wave⁃in⁃duced hydrodynamic loads of the structures were calculated using the theoretical solution of the small amplitude wave. The armor blocks movement and contact between the armor blocks and the deformation of the blocks were simulated using the FEM/DEM method. The contact force between blocks was calculated by the penalty function method based on potential function. The combined single and smeared crack model was used to simulate the crack of concrete block. Numerical solution was calculated using the central difference explicit integration algorithm. By the application of numerical model and ANSYS model, the internal stress of concrete blocks under gravity were com⁃pared and analyzed. Two forms of collision failure of blocks were given. The calculation accuracy of stress and defor⁃mation of the numerical model was verified. The relative movement between armor blocks, the stress distribution within the blocks, crack formation and fracture process on the slopes under different wave loads were obtained from numerical calculation. The stress duration curves of different points were put forward. The properties of stress, crack formation and fracture process were discussed.%基于FEM/DEM方法建立原型尺度数值模型,模拟波浪荷载作用下斜坡上护面块体内部的应力分布和断裂破坏过程。其中结构物所受的波浪力采用微幅波的理论解计算,块体之间的运动、接触以及块体变形采用FEM/DEM方法模拟。采用基于势函数的罚函数法计算块体之间的接触力,采用Single/Smeared破坏模型模拟混凝土块体开裂,采用中心差分法的显式积分算法进行数值求解计算。分别采用文中数值模型与ANSYS模型对自重作用下块体的应力进行比较分析,给出了

  6. The determination and stereogram demonstration of RQD for rock masses of slope in Baiyunebo iron mine%白云鄂博主矿边坡岩体 全方位RQD指标的确定及其三维图形显示

    Institute of Scientific and Technical Information of China (English)

    袁绍国; 郝长胜; 王少杰

    2001-01-01

    Equivalent jointed rock masses are generated based on the computer simulation according to the data of the scanline survey.RQD values are calculated through simulated drilling core in all directions on the generated rock masses.Simultaneously the stereogram of RQD value is obtained.From the results mentioned above,the anisotropy of RQD can be analyzed and the RQD value in any direction can be got easily for the rock masses of slope in Baiyunebo iron mine.%在三维岩体结构模拟的基础上,给出了白云鄂博主矿边坡岩体全方位RQD指标变化的三维图形,据此可以很清楚地看出边坡岩体结构的各向异性情况,为边坡工程后续工作提供了一个准确而形象的地质信息.

  7. NUMERICAL SIMULATION OF ROCK FAILURE PROCESS IN UNIAXIAL COMPRESSION USING SMOOTHED PARTICLE HYDRODYNAMICS%单轴压缩条件下岩石破坏的光滑粒子流体动力学数值模拟

    Institute of Scientific and Technical Information of China (English)

    周小平; 赵毅; 钱七虎

    2015-01-01

    The problem of rock failure is discontinuous one. The numerical results depend on meshes and computational efficiency is low when finite element method is applied to simulate the failure of rock. Standard smoothed particle hydrodynamics(SPH) method is mesh-free numerical one,which is mainly applied to model the problem of fluid. In this paper,a corrected smoothed particle hydrodynamics,in which constitutive relation of fluid is replaced by constitutive relation of elasto-brittle solid and Weibull statistical approach is used to describe the heterogeneity of the rock-like materials,is developed to simulate the failure of heterogeneous elasto-brittle rock. The corrected smoothed particle hydrodynamics overcomes the shortcomings of finite element method. The numerical results is independence of meshes and computational efficiency is high when the corrected smoothed particle hydrodynamics is applied to simulate growth and coalescence of cracks. The corrected smoothed particle hydrodynamics is helpful to understanding and predicting complex fracture processes of rock-like materials.%岩石破坏问题是非连续问题。采用传统的有限元方法模拟岩石破坏时,计算结果依赖于网格,计算效率低。光滑粒子流体动力学(SPH)法主是一种模拟流体的无网格方法。对SPH法进行改进,将SPH法中流体的本构关系修正为弹脆性固体的本构关系,采用Weibull统计方法描述岩石材料的非均匀性,使SPH法能有效地模拟各向异性弹脆性岩石的破坏。改进的SPH法克服了有限元的缺点,在模拟裂纹启裂、扩展和连接时,计算结果不依赖网格,计算效率高。通过对单轴压缩条件下岩石破坏的数值计算结果表明:改进的SPH法能有效地理解和预测岩石材料的复杂破裂过程。

  8. Slope stability and erosion control: Ecotechnological solutions

    NARCIS (Netherlands)

    Norris, J.E.; Stokes, A.; Mickovski, S.B.; Cammeraat, E.; van Beek, R.; Nicoll, B.C.; Achim, A.

    2008-01-01

    This book is designed to assist the civil and geotechnical engineer, geomorphologist, forester, landscape architect or ecologist in choosing ecotechnological solutions for slopes that are prone to a variety of mass movements e.g. shallow failure or erosion. Within this book, the 'engineer' is used i

  9. Slope stability and erosion control: Ecotechnological solutions

    NARCIS (Netherlands)

    Norris, J.E.; Stokes, A.; Mickovski, S.B.; Cammeraat, E.; van Beek, R.; Nicoll, B.C.; Achim, A.

    2008-01-01

    This book is designed to assist the civil and geotechnical engineer, geomorphologist, forester, landscape architect or ecologist in choosing ecotechnological solutions for slopes that are prone to a variety of mass movements e.g. shallow failure or erosion. Within this book, the 'engineer' is used

  10. Slope stability and erosion control: Ecotechnological solutions

    NARCIS (Netherlands)

    Norris, J.E.; Stokes, A.; Mickovski, S.B.; Cammeraat, E.; van Beek, R.; Nicoll, B.C.; Achim, A.

    2008-01-01

    This book is designed to assist the civil and geotechnical engineer, geomorphologist, forester, landscape architect or ecologist in choosing ecotechnological solutions for slopes that are prone to a variety of mass movements e.g. shallow failure or erosion. Within this book, the 'engineer' is used i

  11. New method for dynamic analysis of rock slope stability based on modal parameters%基于模态参量变化的边坡动态稳定分析新方法

    Institute of Scientific and Technical Information of China (English)

    杜岩; 谢谟文; 吕夫侠; 王增福; 王桂杰; 刘秋强

    2015-01-01

    The slope stability analysis is a focal problem in the geotechnical engineering field. However, few dynamic stability analyses are made based on the ever-changing modal parameters. Therefore, the cohesion in key regions is taken as the dynamic parameter so as to realize the dynamic stability analysis of the slope. By using GIS (geographic information systems) 3D slope stability analysis models, the cohesion can be adjusted by real-time data of natural vibration frequencies in order to make the strength reduction method more real and effective. The establishment of the inherent relationship between the vibration frequency and the cohesion of landslide can effectively solve the difficulty of selection and adjustment of the parameter in numerical analysis. The experimental results show that the dynamic stability analysis based on the variation of modal parameters makes full use of the objective advantages of strength reduction and avoids the subjective disadvantages of the limit equilibrium method. Thus, the simulated results are more close to the actual conditions. Furthermore, this new method can take into full account the slope space features and allow an objective evaluation of the strength retrogression, so it is reliable for slope stability analysis.%边坡稳定问题一直是岩土工程领域研究的重要课题,但对于基于模态参量变化的动态稳定分析研究不多。因此,研究将坡体重点区域的黏聚力作为动态参量,实现边坡体动态稳定分析评价。基于 GIS 三维滑坡分析模块,结合实时固有振动频率对黏聚力参量进行调整,实现坡体更加客观的强度折减。固有振动频率与滑坡黏聚力关系的构建,可以有效解决数值分析中参数选取和调节的困难。通过试验和实际边坡的应用,基于模态参量变化的动态数值分析,避开了极限平衡法主观缺点,模拟结果更加符合客观实际。同时,分析结果更加客观、合理,

  12. Laboratory Experiments on Steady State Seepage-Induced Landslides Using Slope Models and Sensors

    OpenAIRE

    Sandra G. Catane; Mark Albert H. Zarco; Cathleen Joyce N. Cordero; Roy Albert N. Kaimo; Ricarido M. Saturay, Jr.

    2011-01-01

    A thorough understanding of the failure initiation process is crucial in the development of physicallybased early warning system for landslides and slope failures. Laboratory-scale slope models were constructed and subjected to instability through simulated groundwater infiltration. This is done by progressively increasing the water level in the upslope tank and allowing water to infiltrate laterally towards the toe of the slope. Physical changes in the slope models were recorded by tilt sens...

  13. THREE-DIMENSIONAL SLOPE STABILITY ANALYSIS BASED ON NONLINEAR FAILURE ENVELOPE%基于非线性破坏包络线的三维边坡稳定性分析

    Institute of Scientific and Technical Information of China (English)

    蒋景彩; 山上拓男; Baker R

    2003-01-01

    The effects of nonlinearity of strength envelopes on 3D slope stability analysis are investigated. A power relation for the nonlinear envelope is employed to derive the 3D factor of safety equations of an extended Spencer method which satisfies both force equilibrium and moment equilibrium. Then,a search procedure is presented based on dynamic programming to determine the 3D critical slip surface for a general slope. Linear and nonlinear strength envelopes used for slope stability computations are obtained by fitting curves to the 103 strength data of consolidated-undrained (CU) triaxial compression tests for compacted Israeli clay. Results of a typical 3D problem show that a linear approximation of the nonlinear strength envelope may lead to a significant overestimation of calculated safety factors.

  14. Laws and mechanisms of slope movement due to shallowly buried coal seam mining under ground gully

    Institute of Scientific and Technical Information of China (English)

    FAN Gang-wei; ZHANG Dong-sheng; ZHAI De-yuan; WANG Xu-feng; LU Xin

    2009-01-01

    Based on the results of similar material simulation, the laws of slope movement due to mining under a gully were analyzed. Selected a slope rock as objective, the mechanisms of slope movement influence upon underground mining were proposed, and respective structural models were built by means of numerical modeling and physical simulation. It holds the point that the influence of slope movement on underground mining could be controlled to some extent by appropriate measures. The results indicate that, for gully-ward mining, which mines toward a gully, the slope rock slides horizontally and rotates in layers; for gully-away mining, which mines away from the gully, the slope rock rotates in a reversed polygon. The slope movement associated with mining under a gully is attributed to pre-existing free faces in the ground gully and underground mining-induced free faces.

  15. Collecting Rocks

    Institute of Scientific and Technical Information of China (English)

    孙铮

    2007-01-01

    My hobby is collecting rocks.It is very special,isn’t it?I began to collect rocks about four years ago.I usually go hiking in the mountains,or near the river to look for rocks.When I find a rock,I pick it up and clean it with the brush and water.Then I put it into my bag.Most of the rocks I have collected are quartzite~*.They are really

  16. Analysis of hydrological processes in unstable clayey slopes

    NARCIS (Netherlands)

    Bogaard, T.A.

    2002-01-01

    In slope stability research a ground water level increase is often the critical factor for failure. High ground water levels (or more properly stated: high pore water pressures) reduce the internal strength of the slope. It is recognised for quite some time that fast infiltration of precipitation to

  17. 基于折线滑动面法的土石坝坝坡稳定分析%Stability Analysis for Earth-rock Dam Slope Based on Broken Line Method

    Institute of Scientific and Technical Information of China (English)

    杨才; 丰土根

    2013-01-01

      采用折线滑动面法,利用visual basic程序语言编制计算程序求解危险工况下的最小稳定安全系数 Kc值。经计算,在三种工况下,水位在1/3坝高处、稳定渗流期设计洪水位以及正常蓄水位+地震, Kc值均满足要求。在此基础上,还讨论了上游水位变化对坝坡稳定的影响以及折坡折点位置变化对坝坡稳定的影响,并验证了与文献[8]中所述利用公式法计算得出的相关结论一致性,即坝内最小 Kcmin值的折面不会通过坝顶平面,只限于坝坡范围内。%Based on the broken line method ,the Visual Basic programming language is used to compile a program so as to get the value of minimum safety coefficient Kc under risk working conditions .Through calculation ,it is found that in three working cases ,the water level is in 1/3 of the dam height ,and the design flood level in steady seepage stage as well as and the normal storage level and earthquake ,and Kc value could meet the requirements of design .Based on this , the influence on the stability of dam slope due to the change of upstream water level and the turning point ’s position is discussed .At the same time ,the conclusion from Literature [8] is tested ,in which the formula is used for calculation , and the results are consistent ,that is ,the bending surface to the Kcmin value could not pass through the dam crest level and just be limited to the range of dam slope .

  18. Comprehensive evaluation of high-steep slope stability and optimal high-steep slope design by 3D physical modeling

    Science.gov (United States)

    Lai, Xing-ping; Shan, Peng-fei; Cai, Mei-feng; Ren, Fen-hua; Tan, Wen-hui

    2015-01-01

    High-steep slope stability and its optimal excavation design in Shuichang open pit iron mine were analyzed based on a large 3D physical simulation technique. An optimal excavation scheme with a relatively steeper slope angle was successfully implemented at the northwest wall between Nos. 4 and 5 exploration lines of Shuichang Iron Mine, taking into account the 3D scale effect. The physico-mechanical properties of rock materials were obtained by laboratory tests conducted on sample cores from exploration drilling directly from the iron mine. A porous rock-like composite material was formed for the model, and the mechanical parameters of the material were assessed experimentally; specifically, the effect of water on the sample was quantitatively determined. We adopted an experimental setup using stiff modular applied static loading to carry out a visual excavation of the slope at a random depth. The setup was equipped with acoustic emission (A