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1
Hussin, Hamzah, Tajul Anuar Jamaluddin, and Muhammad Fadzli Deraman. "Mode of Slope Failure of Moderately to Completely Weathered Metasedimentary Rock at Bukit Panji, Chendering, Kuala Terengganu." Journal of Tropical Resources and Sustainable Science (JTRSS) 3, no. 2 (May 15, 2015): 5–12. http://dx.doi.org/10.47253/jtrss.v3i2.522.
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Geology of Bukit Panji, Chendering, Kuala Teregganu consists of interbededmetasedimentary rocks (slate, phyllite and schists with minor quartzite) which haveexperience regional metamorphism. The age of this rock is Carboniferous. A development project which under construction in Bukit Panji, Kuala Terengganu hasenabled a landslide assessment to observe the modes of failure in moderately tocompletely weathered metasedimentary rock. Development on hillsides caused manyslope had to be cut to provide space for the infrastructure construction. From assessment analysis, a total of 21 cases of landslide failure occurred involving 17 cut slopes, and 4 cut-fill slopes. The most common type of failures is gully failures, with 9 cases represent 43% of all the observed slope failure. This was followed by 6 wedge failures, two planar and rock fall failures and one shallow sliding and toppling respectively. Cut slope failure involving moderate weathered rock mass (grade III) to the residual soil (grade VI). Relict structure was identified as the main factors controlling the failure, as well as water, natural slope-forming materials and the use of appropriate slope stabilization.
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Zarraq, Ghazi. "Slope Stability Analysis of the Southwestern Limb of Kosret Anticline in Dokan, Northeastern Iraq." Iraqi Geological Journal 54, no. 2A (July 31, 2021): 34–48. http://dx.doi.org/10.46717/igj.54.2a.3ms-2021-07-24.
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The stability of the rock slopes was studied on the southwestern limb of the Kosret Anticline in the Dokan Area in northeastern Iraq to analyze and indicate the danger of rock mass failures along the public street linking Dokan and Quesangaq, Erbil and the road which link between the city and the residential neighborhood of Dokan Lake, as well as the revealing and the analysis of the risk of landslides in the slopes and rocks detectors of exposed rocks of the formations in the study area. The stereographic projection was used in the analysis and classification of the rock slopes. This study has shown that the failures of rocks are fall and day lighting bedding plane. The factors that affect the stability of the slopes were assessed. This research mainly focuses on identifying the types of collapses along the rocky slopes and the factor that affects the instability of the studied slopes. It was found that it is the direction slopes and the interruption geometry. Different treatment methods have been proposed for the studied rock base on the rock slope analysis. The expected failure types that may occur along the road are plane sliding, rock fall, toppling, and probably the failure type in the future may be planner sliding due to the angle of the friction comes to zero degree. The rocky slopes along the road require constant monitoring due to their hazardous conditions. Where it was found that the attitude of the joints and their frequency with the relation between the attitude of the slopes and the rock beds played an important role in the failures, as well as the weak rocks of the Marl layers of the Shiranish, Kometan and Tanjero formations play a key role in responding to weathering and erosion factors that increase the failures of rock slopes.
3
Xian-Wen, Huang, Zhi-Shu Yao, Wang Bing-Hui, Zhou Ai-Zhao, and Peng-Ming Jiang. "Soil-Rock Slope Stability Analysis under Top Loading considering the Nonuniformity of Rocks." Advances in Civil Engineering 2020 (December 16, 2020): 1–15. http://dx.doi.org/10.1155/2020/9575307.
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Soil-rock slopes are widely distributed in central or western China. With the development of transportation, many subgrades are being built on mountainsides and therefore, slope stability has to be estimated under high loadings. To obtain better estimation results, a new rock contour establishing algorithm was developed, capable of considering interlock effect between rocks. Then, computed tomography (CT) and unconfined triaxial tests with ring top loadings were conducted. Based on rock distribution characteristics (obtained by CT photos) and the appearance of shear failure surfaces in slopes under ring top loadings, four rock skeleton status and five shear failure surface developing models were introduced. Based on the developed rock contour establishing algorithm, ten groups (twelve models per group) were established and calculated by finite element method (FEM). After this, normalized ultimate loading increasing multiple N, which was the ultimate loading ratio of rock-containing slope to uniform soil slope, was introduced to evaluate the influence of rock distributions on slope stability. The value of N was increased with the increase of rock content due to rock skeleton status. The values of N in slopes with angular rocks were about three times higher than those with round rocks which was due to complex geometric shape and distribution characteristics of angular rocks. Then, considering different slope angles (50°–60°), rock contents (0%–60%), and rock shapes (round and angular), the ultimate loading increasing multiple N of soil-rock slopes under high loadings was calculated and suggested for engineering designs. Finally, based on the failure surfaces of numerical modes, three typical failure modes were developed, which could be reference for designers to deal with slopes.
4
Al-E’Bayat, Mariam, Dogukan Guner, Taghi Sherizadeh, and Mostafa Asadizadeh. "Numerical Investigation for the Effect of Joint Persistence on Rock Slope Stability Using a Lattice Spring-Based Synthetic Rock Mass Model." Sustainability 16, no. 2 (January 20, 2024): 894. http://dx.doi.org/10.3390/su16020894.
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This study underscores the profound influence of rock joints, both persistent and non-persistent with rock bridges, on the stability and behavior of rock masses—a critical consideration for sustainable engineering and natural structures, especially in rock slope stability. Leveraging the lattice spring-based synthetic rock mass (LS-SRM) modeling approach, this research aims to understand the impact of persistent and non-persistent joint parameters on rock slope stability. The Slope Model, a Synthetic Rock Mass (SRM) approach-based code, is used to investigate the joint parameters such as dip angle, spacing, rock bridge length, and trace overlapping. The results show that the mobilizing zones in slopes with non-persistent joints were smaller and shallower compared to slopes with fully persistent joints. The joint dip angle was found to heavily influence the failure mode in rock slopes with non-coplanar rock bridges. Shallow joint dip angles led to tensile failures, whereas steeper joint dip angles resulted in shear-tensile failures. Slopes with wider joint spacings exhibited deeper failure zones and a higher factor of safety, while longer rock bridge lengths enhanced slope stability and led to lower failure zones. The overlapping of joint traces has no apparent impact on slope stability and failure mechanism. This comprehensive analysis contributes valuable insights into sustainable rock engineering practices and the design of resilient structures in natural environments.
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Tamrakar, Naresh Kazi, and Jaya Laxmi Singh. "Slope mass rating of rock slopes of the Malekhu River, central Nepal Lesser Himalaya." Journal of Nepal Geological Society 47, no. 1 (June 30, 2014): 36–46. http://dx.doi.org/10.3126/jngs.v47i1.23102.
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The Malekhu River is one of the major tributaries of the Trishuli Ganga River fl owing from the south in Malekhu region, central Nepal. Riverbank slope stability is a topic of concern as rock mass condition and slope stability of riverbank slopes are important parameters for riverbank erodibility. Fourteen sites in the Malekhu River were selected for rock mass rating (RMR) and then slope mass rating (SMR) by using a graphic method. The potentially vulnerable sites were identifi ed after conducting field study in different slopes. The results indicate that there occur modes of failures ranging from stable (good rock mass) to partially stable (normal rock mass) in all the study sites. The unstable (bad rock mass) and completely unstable (very bad rock mass) slopes are, however, distributed only in some slopes. The unstable slope of plane failure mode is Ka1, whereas the completely unstable slopes of plane failure mode are Rb2, Ml1 Slope 1 and Ml2. The unstable slope of toppling failure mode is Ml2. When wedge failure mode is considered, the slopes at Ti1 and Ka1 are unstable while the slopes at Kh1, Ka1, Ml1 Slope 1 are completely unstable. The rock slopes with unstable to completely unstable states are considered bad (SMR Class IV: 21–40) to very bad (SMR Class V: 0–20) rock mass with fair to poor rock mass rating, respectively. These bad to very bad rock mass slopes are vulnerable to slope movements and river erosion, and they require mitigative measures.
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Lemaire, Emilie, Anne-Sophie Mreyen, Anja Dufresne, and Hans-Balder Havenith. "Analysis of the Influence of Structural Geology on the Massive Seismic Slope Failure Potential Supported by Numerical Modelling." Geosciences 10, no. 8 (August 18, 2020): 323. http://dx.doi.org/10.3390/geosciences10080323.
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The stability of rock slopes is often guided significantly by the structural geology of the rocks composing the slope. In this work, we analysed the influences of structural characteristics, and of their seismic responses, on large and deep-seated rock slope failure development. The study was focused on the Tamins and Fernpass rockslides in the European Alps and on the Balta and Eagle’s Lake rockslides in the southeastern Carpathians. These case studies were compared with catastrophic rock slope failures with ascertained or very likely seismic origin in the Tien Shan Mountains. The main goals was to identify indicators for seismically-induced rock slope failures based on the source zone rock structures and failure scar geometry. We present examples of failures in anti-dip slopes and along-strike rock structures that were potentially (or partially) caused by seismic triggering, and we also considered a series of mixed structural types, which are more difficult to interpret conclusively. Our morpho-structural study was supported by distinct element numerical modelling that showed that seismic shaking typically induces deep-seated deformation in initially “stable” rock slopes. In addition, for failures partially triggered by dynamic shaking, these studies can help identify the contribution of the seismic factor to slope instability. The identification of the partial seismic origin on the basis of the dynamic response of rock structures can be particularly interesting for case histories in less seismically active mountain regions (in comparison with the Andes, Tien Shan, Pamirs), such as in the European Alps and the Carpathian Mountains.
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Zhang, Fei, Jing Cao, and Hai Ming Liu. "Research on the Failure Mechanism of Bedding High Rock Slope at an Open-Pit Mine." Advanced Materials Research 671-674 (March 2013): 266–73. http://dx.doi.org/10.4028/www.scientific.net/amr.671-674.266.
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The bedding high rock slope is most likely to failure in the rock slopes. It is the sliding and bending deformation model (buckling failure) according to deformation characteristic of the north wing slope at the open-pit mine. Considering the influence of rocky self-weight, seismic force and groundwater, the failure mechanism of bedding high rock slope by energy method is researched on the basis of stability theory for elastic plane. And the critical length is obtained. Finally, the influences of model geometry on the critical length, such as the rock stratum dip angle, thickness and width length ratio, is analyzed.
8
Mohammad. R. Abood, Amera. I. Hussein, and Marwan. A. Marhon. "Study of rock slope stability for formation outcrops in limb north eastern poor anticline North Iraq." Tikrit Journal of Pure Science 22, no. 3 (January 27, 2023): 119–29. http://dx.doi.org/10.25130/tjps.v22i3.721.
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This Study aims at rock Slopes Stability for formation in limb northـeastern poor anticline (Fatha, Injana and Mukdadyah). In (5) Stations, representing all types of failures (taken place and possible). General Survey for rock Slopes included Classification and engineering description according to [1][2]. The slopes in the area are Classified based on the direction of the Strike Slopes and Strike of beds into Parallel and Oblique Lateral Slopes according to [3] Classification and the Slope Types are Concordant Slope and discordant Slope.
The main modes of Failures involved rock Fall and Toppling. The Plane Sliding possible with existence conditions must occurrence of Failure. In addition to rolling and Slumping Which Some times Follows the above mentioned Modes of Failures. The main reasons for Failures occurring are differential Weathering Which Cause to over hanging Slopes by under Cutting in addition to the discontinuities in rocks Masses.
9
Guo, Qifeng, Jiliang Pan, Meifeng Cai, and Ying Zhang. "Analysis of Progressive Failure Mechanism of Rock Slope with Locked Section Based on Energy Theory." Energies 13, no. 5 (March 3, 2020): 1128. http://dx.doi.org/10.3390/en13051128.
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Progressive failure in rock bridges along pre-existing discontinuities is one of the predominant destruction modes of rock slopes. The monitoring and prediction of the impending progressive failure is of great significance to ensure the stability of the rock structures and the safety of the workers. The deformation and fracture of rocks are complex processes with energy evolution between rocks and the external environment. Regarding the whole slope as a system, an energy evolution equation of rock slope systems during progressive failure was established by an energy method of systemic stability. Then, considering the weakening effect of joints and the locking effect of rock bridges, a method for calculating the safety factor of rock slopes with a locked section was proposed. Finally, the energy evolution equation and the calculation method of safety factor are verified by a case study. The results show that when the energy dissipated in the progressive failure process of rock bridges is less than the energy accumulated by itself, the deformation energy stored in the slope system can make the locked section deform continuously until the damage occurs. The system energy equal to zero can be used as the critical criterion for the dynamic instability of the rock slope with locked section. The accumulated deformation energy in the slope system can promote the development of the cracks in the locked section, and the residual energy in the critical sliding state is finally released in the form of kinetic energy, which is the main reason for the progressive dynamic instability of rock slopes.
10
Whittall, John, Erik Eberhardt, and Scott McDougall. "Runout analysis and mobility observations for large open pit slope failures." Canadian Geotechnical Journal 54, no. 3 (March 2017): 373–91. http://dx.doi.org/10.1139/cgj-2016-0255.
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Objectively forecasting the runout of a potential open pit slope failure, in addition to identifying the failure itself, is a critical component of a mine’s risk management plan. Recent losses arising from large open pit slope failures demonstrate shortcomings in current practice. A dataset of 105 pit slope failures was compiled to compare open pit runout trends against established empirical runout relationships for natural landslides. Fahrböschung angle versus volume and Fahrböschung angle versus slope angle relationships provide reasonable runout estimates. Open pit slopes have the advantage of removing the influence of morphological features, vegetation, and liquefiable substrates while controlling the travel path angle and roughness. In such a controlled environment, landslide mobility has a strong sensitivity to slope angle, material properties, and fall height, and is only modestly sensitive to volume. A grouping of highly mobile open pit slope cases involving weathered, saturated, collapsible rock mass materials exceed expected runout distances when compared with established runout trends. This suggests mobility for these weaker rock masses is controlled by pore pressures mediating basal friction. The result is that two different runout exceedance trends are observed based on whether the unstable rock mass involves fresh, strong rocks or weathered weak rocks.
11
Fattah, Mustafa, Jaffar Al-Zubaydi, and Maher Zainy. "Structural Analysis for Slope Stability Assessment of Selected Sites at ShurShirin Valley, Zurbatiyah Region, Eastern Iraq." Iraqi Geological Journal 56, no. 2F (December 31, 2023): 290–300. http://dx.doi.org/10.46717/igj.56.2f.19ms-2023-12-25.
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Shurshirin Valley and surrounding areas are the most wonderful places as tourist areas in the east of Iraq. Many rock slopes appear as dangerous geological locations along this valley. One of the most effective geological structures on the rock slope stability is the orientation of the joints concerning the attitude of the bedding plane and the slope (inclination angle and direction), thus a geometrical analysis for joints has been performed for rock slopes along Shurshirin Valley to assess their instability; Five stations have been studied for both Tertiary rocks and Alluvial fan sediments which exist in three stations only. The main failure types in the study area are rock fall in all stations, toppling in two stations, and (potentially wedge sliding )in one station along the intersection line of the joint sets concerning the lateral slope of station No.2. While the suggested ways to improve the slope stability and protection versus rock failures are re-slope, trimming, ditches, and wire mesh.
12
Sasangka, D. J. "Rock Slope Stability Evaluation on The Construction of New Road Shortcut 4 Border City of Singaraja – Mangwitani, Bali." IOP Conference Series: Earth and Environmental Science 940, no. 1 (December 1, 2021): 012006. http://dx.doi.org/10.1088/1755-1315/940/1/012006.
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Abstract Shortcut 4 new national road development project on Singaraja - Mangwitani section Bali found a potential rock slide slope problem. An outcrop of igneous rock with an intensive joint was not expected to be encountered previously. The excavation work in road construction had to pay attention to the stability of the resulting rock slope considering that apart from the potential for slope failure, rock slope could also threaten the bridge abutment building in front of it. The location of the rock slope was on the edge of Lake Bratan which is geologically part of the early Holocene volcanic rocks, namely mountain rocks composed of tuff, lava and volcanic breccia. Anisotropic andesite slope was controlled by a discontinuous plane with a certain pattern. Rock Quality Assessment was carried out by the Rock Mass Rating (RMR) method and Slope Mass Rating (SMR) for slope stability evaluation. The planar, tople and wedge potensial slope failure were evaluated. The potential for planar slope failure has a value of SMR 30.18 (Unstable), 57.6 (Partialy Stable) for wedge slope failure potential and 47.6 (Partialy Stable) for tople slope failure potential. The SMR value indicated that the rock slope requires engineering threatment to become stable.
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Wang, Luqi, Yibing Zhang, Jian Guo, Qiang Ou, Songlin Liu, and Lin Wang. "Study on the Catastrophic Evolution of Tianshan Road Slope under the Freeze-Thaw Cycles." Geofluids 2021 (October 4, 2021): 1–12. http://dx.doi.org/10.1155/2021/6128843.
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The maximum temperature difference of Tianshan Road can reach 77.4°C in a year. Under such complex mechanical environment, the mechanical properties of rock mass and structural planes will change significantly as the increase of freeze-thaw cycles (FTC). Consequently, the FTC has become a key factor in the instability and failure of rocky slopes along the Tianshan Road. In this paper, the progressive deformation of rocky slopes and sudden failure process after critical instability were studied through the FTC tests of rock mass and structural planes, discrete element method, and theoretical analysis. The results show that the structural planes and internal microcracks of the rock mass expand under the action of the FTC, causing a gradual decrease in the stability of the slope. The dynamic collapse of the rocky slope has a certain degree of randomness caused by the spatial distribution of structural planes and the interaction between the rock fragments. Due to the limitation of the slipping space and the tilt angle of the trailing edge of the slope, long-distance migration did not occur, and the in situ accumulation of the slope was obvious after failure. The analysis method in this paper can provide an important reference for guiding the catastrophe mechanism analysis and protection of engineering slopes in cold regions.
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ZHANG, GUOXIN, YAN ZHAO, and XIAOCHU PENG. "SIMULATION OF TOPPLING FAILURE OF ROCK SLOPE BY NUMERICAL MANIFOLD METHOD." International Journal of Computational Methods 07, no. 01 (March 2010): 167–89. http://dx.doi.org/10.1142/s0219876210002118.
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As one type of rock slope failures, topping failure can be accurately simulated only when several aspects are correctly calculated such as deformation and stress, contacts between blocks, contact stress, movement of blocks, open/close of contacts between blocks, development of failure plane, and crack generation and propagation. Current numerical methods encounter many difficulties in simulating toppling failure, especially for rock slope with lots of rock-bridges. Numerical manifold method (NMM) can deal with these highly discontinuous problems and be used to model the toppling failure of rock slopes. This paper first introduces the fundamental principles, modeling of contacts, calculation of contact force and stress, and modeling of failure in NMM. Then, several case studies are conducted to testify the accuracy and convergence of method; comparisons with method, based on limit equilibrium principle, which was proposed by Goodman and Bray (G–B method) and centrifuge test are conducted. Finally, the topping failure of left bank of one high dam is simulated. Results show that the NMM can be used to correctly calculate the toppling safety factor, simulate the failure process of slope toppling, and accurately model the whole failure process of rock slopes with many rock-bridges.
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Yang, Hongwei, Cheng Zhao, Jinquan Xing, Tairan Hu, Lin Huang, Huiguan Chen, and Haoyu Pan. "Numerical research method of rock slope with intermittent fractures based on parallel bond contact model." IOP Conference Series: Earth and Environmental Science 1331, no. 1 (May 1, 2024): 012016. http://dx.doi.org/10.1088/1755-1315/1331/1/012016.
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Abstract Within the domain of rock slopes characterized by intermittent fracturing, the fracture distribution and the mechanical properties of the interstitial rock bridges significantly influence the stability of the slope. The parallel bond contact model is advantageous in replicating the mechanical behavior of rock particles. This research introduces a numerical methodology for analyzing rock slopes with intermittent fractures using the parallel bond contact model. Initially, the model’s microscale parameters are refined through calibration with empirical data derived from macroscopic mechanical tests on rocks. Following this, the discrete element modeling software is employed to construct a detailed rock slope model. This model incorporates a smooth joint approach to define the intermittent fractures, enabling the creation of slope models with varying configurations of coplanar rock bridges and diverse rock types. The research methodologically investigates the mechanical properties and failure patterns of rock slopes under a spectrum of variable combinations. The findings reveal that slopes with multiple rock bridges demonstrate progressive failure and interlocking phenomena during their load-deformation cycles. These insights provide a foundational understanding for the analysis of catastrophic mechanisms and the stability assessment of rock slopes.
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Feng, Wen Kai, Run Qiu Huang, and Qiang Xu. "Seismic Response Analysis of Horizontal Layer Slope with Soft and Hard Rock Combination." Applied Mechanics and Materials 90-93 (September 2011): 1326–33. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.1326.
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Slope of subhorizontal layer structure is among typical natural structures and the different soft and hard rock combinations in upper and lower slope parts differ in seismic response. Taking into consideration some slope failure phenomena of two-sided slopes with banded structure ridges in “5.12” Wenchuan Earthquake, simulation experiment are made to research two types of horizontal structure slopes with hard-upper and soft-lower and soft-upper and hard-lower parts, by means of numerical simulation analysis and simulating experiment on vibration table. Research results show that for slope with hard-upper and soft-lower parts, its upper hard rock body is inclined to undergo global shearing deformation, along contact layer with underlying soft rock body, and the upper slope body is apt to go through collapse and pull-crack. For slope with soft -upper and hard -lower parts, influenced relatively more strongly by its lower hard rock part, rock body possibly shows cracking deformation similar to sliding and compression cracking, which may extend upward or downward along the contact layer. Moreover, the shoulder of two-sided slope is apt to undergo pull-crack and that, to some degree, relieves integral stress and sliding deformation of the upper soft rocky body. Therefore the whole rock body goes through little sliding deformation. Research result confirms the actual shatter slope failure, which further verifies the view that horizontal seismic action force plays main role in slope failure.
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Li, Ming, Zhufeng Yue, Hongguang Ji, Zhanguo Xiu, Jianhua Han, and Fanzhen Meng. "Numerical Analysis of Interbedded Anti-Dip Rock Slopes Based on Discrete Element Modeling: A Case Study." Applied Sciences 13, no. 23 (November 22, 2023): 12583. http://dx.doi.org/10.3390/app132312583.
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Varying geological conditions and different rock types lead to complex failure modes and instability of interbedded anti-dip rock slopes. To study the characteristics of failure evolution of interbedded anti-dip slopes, a two-dimensional particle flow code (PFC2D) based on the discrete element method (DEM) was utilized to establish an interbedded anti-dip rock slope numerical model for the Fushun West Open-pit Mine based on the true geological conditions and field investigations. The slope model with an irregular surface consists of interbedded mudstone and brown shale as two different rock layers, and a number of small-scale rock joints are randomly distributed in the rock layers. The influence of different inclination angles (20° and 70°) of the rock layer and slope angles (60° and 80°) on the stability of interbedded anti-dip rock slopes was considered. The evolution of the failure progress was monitored by the displacement field and force field. The simulation results showed that the rock joints in the rock stratum promoted crack initiation and increased the crack density but did not change its shear-slip failure mode. A large inclination angle of the rock layers and slope angle can lead to topping slip failure along the slip zone. However, shear-slip instability generally occurs in interbedded anti-dip rock slopes with small inclination angles of the rock layer and small slope angles. These results can contribute to a better understanding of the failure mechanism of interbedded anti-dip rock slopes under different geological conditions and provide a reference for disaster prevention.
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Jia, Jun, Xiangjun Pei, Gang Liu, Guojun Cai, Xiaopeng Guo, and Bo Hong. "Failure Mechanism of Anti-Dip Layered Soft Rock Slope under Rainfall and Excavation Conditions." Sustainability 15, no. 12 (June 12, 2023): 9398. http://dx.doi.org/10.3390/su15129398.
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The phenomenon of toppling deformation and failure is common in slopes with anti-dip structures, especially in soft metamorphic rock slopes. This paper aims to explore the instability mechanism of anti-dip layered soft metamorphic rock landslides. Taking the slope of a mining area in the southern Qinling Mountains of China as a geological prototype, a large-scale centrifuge model test and a numerical simulation based on the combined finite and discrete element method (FDEM) were performed. The deformation and failure process, failure mode, and failure path of the slope under rainfall and excavation conditions were simulated. The results show that both the physical centrifuge model test and the new numerical model test can simulate the instability process of anti-dip layered soft metamorphic rock slopes, and the phenomena simulated by the two methods are also very close. Rainfall mainly weakens the mechanical properties of rock, while the excavation at the slope toe mainly changes the stress field distribution and provides space for slope deformation, both of which accelerate the instability of the anti-dip soft metamorphic rock slope. The failure process of an anti-dip layered soft rock slope can be described as follows: bending of the rock layer–tensile fracture along the layer–flexural toppling and cracking perpendicular to the rock layer–extension and penetration of the tensile fracture surface–sliding and instability of the slope.
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CHE, AILAN, and XIURUN GE. "EARTHQUAKE-INDUCED TOPPLING FAILURE MECHANISM AND ITS EVALUATION METHOD OF SLOPE IN DISCONTINUOUS ROCK MASS." International Journal of Applied Mechanics 04, no. 03 (September 2012): 1250036. http://dx.doi.org/10.1142/s1758825112500366.
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The seismic behavior of rock slopes accompanied with discontinuity is heavily governed by the geometrical distribution and mechanical properties of discontinuity. Especially, high and steep rock slopes, which are dominated by sub-vertical discontinuity, are likely to collapse due to toppling failure and it causes serious damage to structures surrounding the slopes. Ten thousands of landslides, collapses and other geological disasters occurred in the Wenchuan Ms 8.0 great earthquake on May 12, 2008 in Sichuan province of central China. The field survey during the disaster investigations indicated that it shows the tensile failure close to the top of slop and the shear failure below it. However, it is difficult to assess quantitatively toppling failure potential. In order to clarify mechanism of toppling failure in rock slopes and evaluation on seismic stability, 2D joint elements around each rock column is proposed to simulate the discontinuity of rock slope, which is different from Goodman joint and composed with normal spring Kn and shear spring Ks without volume. By a nonlinear numerical FEM analysis, the dynamic response of the rock slopes could demonstrate the landslide mechanism. Coupled with the effect of amplification on the toppling, the seismic horizontal acceleration at the top of slopes is often large, and then coursed inertia force would far exceed the tensile strength of rock mass. Eventually, the opening and sliding of joint elements occurs on the slope are identified based on the nonlinear characteristics of the joint elements. The result shows that a toppling failure could have occurred on the slope and the sliding plane also could be observed, which shows agreement with the existing investigation flexural toppling failure during the Wenchuan great earthquake.
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Li, Lian Chong, and Shao Hua Li. "Numerical Investigation on Factors Influencing the Time-Dependent Stability of the Rock Slopes with Weak Structure Planes." Applied Mechanics and Materials 353-356 (August 2013): 177–82. http://dx.doi.org/10.4028/www.scientific.net/amm.353-356.177.
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Under the combined effects of various external factors, such as temperature, seepage, alternate wetting and drying and so on, the mechanical properties of rock mass are susceptible to be deteriorated, and its strength characteristics are significantly degraded with time. The mesoscopic damage accumulated inside the rock, contributing the rock slope instability with weak structure planes, generate the time-dependent deformation, and eventually lead to the slope failure. Given the time-dependent deformation of the rock, numerical simulations are conducted to investigate the key factors influencing the long-term stability of slopes. Numerical results show that the catastrophic failure time of slopes is linear to its cohesion, and the bigger cohesion and friction angle increase catastrophic failure time, i.e., the stability of rock slope increase. In addition, the configuration of the intact rock bridge can also influence the time-dependent slope stability. Slope height can significantly affect the slope stability and the maximum horizontal displacement. Differences in rock mass storage environment play an important role in the long-term stability of slopes.
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Hostani, Burhan, and Ghafor Hamasur. "Kinematic and Slope Mass Rating Application for Rock Slope Stability Evaluation Along Shanadar-Goratu Road in the Gali-Ashkafte Valley, Erbil, NE-Iraq." Iraqi Geological Journal 55, no. 2E (November 30, 2022): 59–81. http://dx.doi.org/10.46717/igj.55.2e.4ms-2022-11-18.
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A Study of rock slope stability along the Shanadar-Goratu main road, which is located near Mergasur town, northeast of Erbil city, is very necessary because many many slope failures take place every year, especially in the wet season. It is the main road between Erbil city and many towns and villages in the Mergasur district. For the current research, eight (8) rock-cut slope stations have been selected for 4.5 kms along the road from Shanadar to Goratu, based on differences in discontinuity pattern, slope geometry, and failure types. Field data has been assessed by the kinematic method, through DIPS v7.0 software, and by slope mass rating classification system, through SMRTool - v205 software. Kinematic analysis from DIPS v7.0 software showed that three types of failures (planar, wedge and toppling failures) may occur, and the largest susceptible rock masses to failure are of slope stations no. 1,5 and 8. In the worst conditions, the discrete-SMR and continuous-SMR pointed out that slope stations no. 1, 5 and 7 are completely unstable (class V – very bad slopes) with a failure possibility of 90%, while slope stations no. 2, 3 and 4 are unstable (class IV – bad slope) with failure possibility of 60%. However, slope stations no. 6 and 8 are partially stable (class III – normal slope face) with failure possibility of 40%, with an exception for slope station no.6 which is unstable (class IV – bad slope face) from continuous-SMR.
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Azzuhry, Yahdi. "STABILITY ANALYSIS AND FAILURE MECHANISMS OF OPEN PIT ROCK SLOPE." Journal of the Civil Engineering Forum 2, no. 3 (August 16, 2017): 255. http://dx.doi.org/10.22146/jcef.26589.
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Rock mass in nature tend to be unideal, for it is heterogeneous, anisotropic and has discontinuity. The discontinuity makes anisotropic strength and stress in the rock mass, and also controls the changing of the elastic properties of rock mass. This condition results to disruptions in the rock mass strength balance, and finally drives the slopes to collapse. This study aims to determine the slope failure mechanisms in the area of case study, as well as its variations based on the Rock Mass Rating (RMR), Geological Strength Index (GSI), Slope Mass Rating (SMR), kinematic analysis, numerical analysis and monitoring approach slope movement in a coal mine slope applications. The site investigations were implemented to obtain information about slope collapse. Prior to the collapse, the slope inclination was 38° with of 94 meters height, strike slope of N 245 E and direction of slope surface of 335°. After the collapse, the slope was became 25º; and after the collapse materials were cleared, it was 35º. The discontinuity mapping obtained 5 sets of discontinuities, and the data were developed to obtain the value of RMR. The result of piezometer measurements was that at occurrence of collapse, slope elevation was 44.40m. Displacement value from monitoring SSMR showed that when the slope was collapsing in two stages, the first stage value was 70.61cm (a more critical condition, the value was rounded down to 70cm to the implementation in modelling) and the second stage value was at 124.25cm. The value of RMR89 in this study was greater than the value of GSI and SMR. As for the average value, it was obtained 34.67 for RMR89 value and 29.67 for GSI value, these rocks then can be classified into Poor Rock class number IV. The result of kinematic analysis found that sliding planar failure at dips 36°, and wedge failure at dips 36°, 35° and 34°. Acquisition SMR value obtained at 25, 27, 28 and 29. The SMR values classified the rock mass quality into class number IV, the description of the rock mass was relatively poor, the slope stability was low or unstable and the collapse manifold was planar or wedge failure. The result from the analysis of the model with its criteria obtained was that un-collapse conditions at angle 29°. It is recommended to use 29° angle to repair the slopes, and also recommended for overall high wall slope angle. Type of collapse that occurred on the slope failure mechanisms in all of the analysis that has been done, it is known that the mechanisms involved are complex types (combine of wedge failure, planar failure, and step-path failure) or classified into large scale rock slope failure surface.
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Rahman, Aftab Ur, Zhang Guangcheng, Asghar Khan, Mohit Kumar Puniya, Sami Ur Rahman, and Zeng Xin. "ROCK MASS CLASSIFICATION SYSTEMS AND KINEMATIC ANALYSIS OF SLATES FROM DIR GROUP, NW, HIMALAYA, PAKISTAN; IMPLICATION FOR SLOPE STABILITY." Geological Behavior 6, no. 2 (2022): 61–67. http://dx.doi.org/10.26480/gbr.02.2022.61.67.
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Slope stability is an important issue for the construction of roads on hill slopes. 24 slopes cuts have been investigated to determine the slope instability issues and mode of failure along the newly constructed road of Dir-Sheringal Khyber-Pakhtunkhwa, Pakistan. The major rocks are slates and tuffaceous siltstone which are weak to moderately strong in strength. The main objective of this study is to assess the application of rock mass classification systems and kinematic analysis which affects the slopes. The investigation shows that rock mass rating (RMR-basic), and slope mass rating (SMR) values range from 0 to 73 which is poor to normal while geological strength index (GSI) analysis classified the rock mass from poor to good conditions. The Kinematic analysis shows that three types (plane, wedge and topple) of failure mode are present in these slopes. Most of the slopes are unstable and weak where perspective tools and proper installation provide support and prevent future failure. This study shows a good relationship between RMR-basic, SMR, and GSI for different locations.
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Al Mandalawi, Maged. "The Influence of Rock Slope Scales of Joint Network and Slope Height on the Stability and Failure Mechanisms." IRAQI BULLETIN OF GEOLOGY AND MINING 20, no. 1 (April 27, 2024): 139–49. http://dx.doi.org/10.59150/ibgm2001a09.
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This paper demonstrates the influence of slope geometry and scale of the joint networks on the stability and failure mechanisms in discontinued rock masses. These analyses are based on the finite element method (FEM) to calculate the factor of safety (FOS) and to simulate the explicit discontinuity deformations for different scales of rock masses. The study was carried out through examples of regular jointed models having different slope heights and irregular jointed dry rock slopes. Joints usually decrease the strength of the slopes and suggestively increase slope stability problems. The result shows that the slope stability decreases with increased block size and shape and that the irregular columnar joints are more unfavorable to the slope stability than the regular joints. Furthermore, with dropping the factor of safety and randomly distributed joints the rock failure mechanism appears to shift from structurally controlled for the 50 m slopes towards a step-like failure path for the 100 m and 200 m slopes.
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An, Huaming, Yuqing Fan, Hongyuan Liu, Yinyao Cheng, and Yushan Song. "The State of the Art and New Insight into Combined Finite–Discrete Element Modelling of the Entire Rock Slope Failure Process." Sustainability 14, no. 9 (April 19, 2022): 4896. http://dx.doi.org/10.3390/su14094896.
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The stability of rock slopes is of significance, as even the slightest slope failure can result in damage to infrastructure and catastrophes for human beings. Thus, this article focuses on the review of the current techniques available for rock slope stability analysis. The rock slope stability techniques can be classified as conventional methods and numerical methods. The advantages and limitations of the conventional method are briefly reviewed. The numerical methods mainly included three types, i.e., continuum methods, discontinuum methods, and the combined/hybrid continuum–discontinuum methods. This article pays more attention to the last type. The combined/hybrid finite–discrete element method (FDEM), which might be the most widely used continuum–discontinuum method, is introduced and we illustrated its abilities in modelling the entire rock slope failure process. The fundamental principles of FDEM, i.e., the contact interaction of the discrete bodies and the transition from continuum to discontinuum, are introduced in detail. The abilities of the FDEM in modelling the rock slope failure process are calibrated by modelling the entire typical rock slope failure process. Then, the application of the FDEM in the analysis of slope stability is introduced and discussed. Finally, the authors give insight into the GPGUP-parallelized FDEM modelling of the high rock slope failure process by the implementation of the strength reduction method (SRM). It is concluded that the FDEM can effectively model the entire rock slope failure process, even without the implantation of any slope modes, and the GPGUP-parallelized FDEM is a promising tool in the study and application of rock slope stabilities.
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Kolapo, Peter, Gafar Omotayo Oniyide, Khadija Omar Said, Abiodun Ismail Lawal, Moshood Onifade, and Prosper Munemo. "An Overview of Slope Failure in Mining Operations." Mining 2, no. 2 (June 2, 2022): 350–84. http://dx.doi.org/10.3390/mining2020019.
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The primary aim of every twenty-first century mining operation is to extract as much ore as possible in a safe and economical manner. Failure in mine excavation occurs when the shear stress acting on the rock is greater than the shear strength of the rock mass. The stability of rock slopes in open-pit mine and quarry operations is extremely important from both economic and safety points of view because unstable slopes can result in the loss of human life and damage to properties. This paper presents an overview of several case studies of slope failure in mining operations and explains various modes of failure in rock slopes, as well as factors that influence the stability of slope walls. With the aim of enforcing the importance of monitoring and evaluating slope stability in mining, both linear equilibrium and numerical modeling techniques were reviewed to elaborate their importance in designing stable slopes. In addition, the process of slope failure was discussed, and key signs of failure were indicated. In an effort to prevent mines from experiencing the hazards of slope failure, this study reports previous work performed in determining slope failure and the current state-of-the-art models, which entail the integration of analytical methods with artificial intelligence techniques. This innovation would help overcome the drawbacks of conventional prediction techniques that are cumbersome and ambiguous.
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Wang, Wencai, Yongfu Yan, Yue Qu, and Pengfei Wang. "Shallow Failure of Weak Slopes in Bayan Obo West Mine." International Journal of Environmental Research and Public Health 19, no. 15 (August 8, 2022): 9755. http://dx.doi.org/10.3390/ijerph19159755.
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The slope stability of large open-pit mines has always been a concern and the analysis of large-scale slope landslides is a focus. However, shallow failure in soft rock slopes also has a serious impact on safe production. The northern slope of Baiyunebo West Mine has many shallow landslides in the final slope, resulting in damage of the maintenance channel of the belt transportation system, which has a serious impact on the safety of production. In order to reduce the shallow failure in weak rock slope, it is necessary to analyze the behavior and characteristics of shallow failure in weak rock. Firstly, the mechanical parameters of the intact rock were obtained by using the exploration data; secondly, through the analysis of blasting-damage range, the distribution characteristics of fractures after the failure of weak rock were obtained. Finally, through theoretical analysis, numerical simulation, surface displacement monitoring and on-site shallow-failure case analysis, the deformation and characteristics of shallow failure of weak rock slope in West Mine were obtained. It was found that the mechanical parameters of rock mass strength on the surface of weak rock slope and the original rock were quite different after mining disturbance. The mode of failure of shallow weak rock slope in the West Mine was creep-cracking; the numerical modelling analysis was carried out by using the assignment method of shallow lithology weakening and gradual change, which is more in line with the deformation characteristics of weak rock slope in West Mine. The lower deformation of the soft rock slope in West Mine is 3–5 times that of the upper deformation. The research results are helpful to understand the influence of blasting on the stability of soft rock slope. At present, West Mine has started to adjust blasting parameters according to the research results, so as to reduce the excessive damage of blasting to rock mass, so the stability of the slope is improved.
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Li, Hai Feng, Guo Xing Zhang, Tao Huang, and Qiu Jing Zhou. "Stability Analysis of Dangerous Rocks on the Slope of a Hydropower Station." Applied Mechanics and Materials 405-408 (September 2013): 621–29. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.621.
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Dangerous rocks are among the most significant factors in analyzing the stability of high slopes, and are the main geological hazards on such slopes. These rocks are typical spatial blocks. The unstable failure of dangerous rocks poses evident spatial features. Consequently, their stability should be calculated by considering it as a three-dimensional (3-D) problem. In this research, the general block method of fractured rock mass and 3-D discontinuous deformation analysis (DDA) are used to study the stability of dangerous rocks on the slope of a hydropower station. The general block method of fractured rock mass is used to generate dangerous rocks and to assess the geometric mobility of blocks. The progressive unstable failure of dangerous rocks is also analyzed. Moreover, 3-D DDA is implemented to examine the stability of dangerous rocks, including the regularity of their unstable failure. The failure sequence of each batch of blocks estimated by general block theory is the same as that in the results of 3-D DDA. The decrease in the shear parameters of the structural plane shortens the time interval of failures, but increases the number and capacity of blocks.
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Xiong, Shaozhen, Wenbing Shi, Yong Wang, Chun Zhu, and Xiaoxiao Yu. "Deformation and Failure Process of Slope Caused by Underground Mining: A Case Study of Pusa Collapse in Nayong County, Guizhou Province, China." Geofluids 2022 (August 10, 2022): 1–19. http://dx.doi.org/10.1155/2022/1592703.
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Pusa village is located in the karst mountain area of Nayong County, Guizhou Province, China. Laoyingyan mountain rock is gently dipping, the upper part consists of hard rock formations, and the lower part is made up of soft rock composed of 3 coal seams. On August 28, 2017, a massive landslide occurred in this area, resulting in 82,3000 m3 of debris, which resulted in significant casualties and brought up the malaise in society. In this paper, the geological conditions and long-term mining activities in the study area are analyzed by field investigation. The base friction tests and numerical models are used to simulate and analyze the failure and deformation process of Pusa collapse to accommodate the research on the deformation and failure mechanism of the slope and provide better prevention and treatment suggestions. The results show that the Pusa collapse can mainly be attributed to unique geological conditions, underground mining activities, and the topography of the slope. The intensified mining activities promoted the development of fractures and cracks in the slope, resulting in unstable upper slopes. The failure process of the Pusa collapse can be summarized into four-stage: the development of goaves roof deformation, the crest of the slope cracks, intensification of deformation, and occurrence of collapse. The upper slope with high strength rock developed crack-toppling failure. Meanwhile, the upper slope with low strength rock developed subside-crack-sliding failure, and those two failures together contributed to the mechanism of Pusa collapse. Slope deformation and failure mechanism can be summarized as subside-crack-toppling-shear sliding type.
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Mohammed, Marwa, and Amera Hussain. "Assessment of Rock Slope Stability Along Degala-Koya Road, Erbil, NE Iraq." Iraqi Geological Journal 56, no. 2F (December 31, 2023): 314–23. http://dx.doi.org/10.46717/igj.56.2f.21ms-2023-12-27.
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This article addresses the issue of instability in rock slopes along the main Degala-Koya road in Erbil northeastern Iraq, which poses a significant threat to human safety and property. the use of Slope Mass Rating Tool software and various techniques such as kinematic analysis and geomechanical classification to investigate cut slopes and assess slope stability. Geotechnical tests, including a point load test, were performed at eight stations in the study area to determine the unconfined compressive strength. comparison between discrete and continuous Slope Mass Rating values for rock slopes was carried out. The most unstable slope was identified as Station 4, while Stations 2, 5, 6, and 8 were deemed the most stable. The study found that rock fall accompanied by direct toppling was the most common type of failure, with plane sliding, rock fall, toppling, and wedge sliding as likely dominant failures. The Slope Mass Rating Tool-v205 software is more accurate When evaluating slope stability when strengthen with kinematic analysis by Dips-v6.008 software.
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Zhou, Jia-wen, Chong Shi, and Fu-gang Xu. "Geotechnical Characteristics and Stability Analysis of Rock-Soil Aggregate Slope at the Gushui Hydropower Station, Southwest China." Scientific World Journal 2013 (2013): 1–16. http://dx.doi.org/10.1155/2013/540636.
Full textAbstract:
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.
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Iswandaru, Iswandaru, Rully Nurhasan R., Made Astawa Rai, and Ridho K. Wattimena. "Probabilistic Of Slope Failure Grasberg Open Pit Mining PT Freeport Indonesia." PROMINE 7, no. 1 (June 28, 2019): 01–07. http://dx.doi.org/10.33019/promine.v7i1.1064.
Full textAbstract:
The stability of a slope in mining activities is highly influenced by geology, especially thenature of rocks and geological structures. Slope stability analysis will be faced with severalproblems in the uncertainty of rock properties and rock mass. Slope stability analysis usingprobabilistic methods offers a more systematic way of treating conditions of uncertainty andprovides other alternatives to the value factor approach to security regarding information onthe probability of a slope failure.Grasberg Open Mine rock type classification based ongeotechnical parameters or Geotechnical Rock Code (GTRCK) classifies rocks based onrock type, rock mechanical properties, hydrothermal alteration type, clay content and RockQuality Designation (RQD) to 46 types of GTRCK. The GTRCK type which has a low rockmass strength value is a change in intrusive rock minerals and a low RQD value such as alot of clay material is exposed in the Northeast and Southwest of the Grasberg Open PitMine.The overall slope probabilistic modeling of the Grasberg mine uses a cross section of220o (northwest) with the effect of a 0.02g seismic factor which is the maximum criterionaccording to the probability of slope failure received with the average FK 1.13 and PK 0%.
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Qader, Rebaz. "Rock Slope Stability Assessment Along Rawanduz Main Road, Kurdistan Region." Iraqi Geological Journal 54, no. 1B (February 28, 2021): 79–93. http://dx.doi.org/10.46717/igj.54.1b.7ms-2021-02-25.
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The rock slope instability along the Khalifan-Bekhal-Rawanduz main road has been studied in the southwestern limb of the Bradost anticline (Mountain) and both northeastern and southwestern limb of the Korek anticline (Mountain) in the northeast of the Erbil city, Kurdistan Region, Iraq. The major factors of the instability of the rock slopes in the study area are types of discontinuous and the degree of erosion. Ten stations have been chosen for fieldwork. The expected failure types that may occur along the road are plane sliding and wedge sliding. This research is mainly focused on the type of failure along the rock slope and the factor that affect the instability of the studied slopes and have found that they are slope orientation and geometry of the discontinuity. Different remediation methods are proposed for the studied rock slopes base on rock slope analysis. The rock slopes along the road require continuous monitoring because of their hazard conditions.
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Abdul Rahim, Afiq Farhan, Abdul Ghani Rafek, Ailie Sofyiana Serasa, Rini Asnida Abdullah, Afikah Rahim, Wan Salmi Wan Harun, Swee Yeok Foong, et al. "Application of a Comprehensive Rock Slope Stability Assessment Approach for Selected Malaysian Granitic Rock Slopes." Sains Malaysiana 51, no. 2 (February 28, 2022): 421–36. http://dx.doi.org/10.17576/jsm-2022-5102-08.
Full textAbstract:
In Malaysia, rock slope stability analysis has been largely confined to kinematic analysis with rock mass rating systems as assessment tools for stability analysis. While this method addresses the fundamental issues of rock slope stability including identifying potential failure modes, an information gap still exists between geologists and engineers in designing proper mitigation measures for rock slopes. This paper aims to address this issue by incorporating several methodologies, including kinematic analysis, slope mass rating and the Barton-Bandis criterion for the limit equilibrium method. Four rock slopes with potential instabilities namely KSA, KSB, LHA, and LHB were studied. KSA and KSB were located near Kajang, Selangor while LHA and LHB were located near Rawang, Selangor. Each slope exhibits multiple potential failures, with attention given on sliding-type failures in planar or wedge form. A slope mass rating value was assigned to each potential failure based on rock mass ratingbasic and the slope mass rating based on readjustments for discontinuity orientation and excavation method. Factor of safety from limit equilibrium method show potentially unstable blocks and failed blocks (Factor of Safety <1.00) with confirmation on site. Water filling of discontinuity apertures plays an important role in destabilizing rock blocks, especially in wet conditions experienced in Malaysia’s tropical climate. Several geometries are identified as potentially unstable due to low slope mass rating (Class V) and factor of safety of <1.2, such as planar J5 and wedge J2*J5 at KSA, wedge forming with sets J3, J4 and fault plane at KSB, planar J2 at LHA, and wedge J3*J4 at LHB. Stabilization structures such as rock bolts can be better designed with the determined factor of safety values coupled with relevant geological and geotechnical inputs. In this comprehensive rock slope stability assessment approach, limit equilibrium method serves as a useful method in analyzing rock slope stability to complement kinematic analysis and stability ratings often used in Malaysia.
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Liu, Cai Hua, Z. H. Ye, Cong Xin Chen, Xia Ting Feng, Q. Shen, and G. F. Xiao. "Mechanical Analysis of Buckling Failure of Bedding Rock Slopes." Key Engineering Materials 326-328 (December 2006): 1125–28. http://dx.doi.org/10.4028/www.scientific.net/kem.326-328.1125.
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As a typical model of steep-tilt or moderate-tilt bedding rock slopes, buckling failure differs greatly from tensile or shear failure. The mechanical characteristic of buckling failure is analyzed, and the geo-mechanics model of buckling failure is put forward. The process of buckling failure includes three phases: slope terrane creep deformation, the lower of slope terrane bend deformation, and terrane structure collapse. Using pressure bar failure theory, a formulation for calculating critical load of buckling failure is developed, which shows that critical load decreases with bend length increasing. The relationship between critical slope length and bend length is analyzed. It is indicated that critical slope length decreases with bend length increasing, and that critical slope length reaches minimal value while critical load is zero. The minimal slope length can be considered as a limit value while analyzing buckling failure of bedding slope, and its calculation equation is developed.
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Akande, J. M., and M. A. Idris. "Mechanism of Rock Slope Failure in Selected Quarries in Oyo State, Nigeria." Advanced Materials Research 18-19 (June 2007): 13–19. http://dx.doi.org/10.4028/www.scientific.net/amr.18-19.13.
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Rock slope failure mechanisms were assessed in this study using KOPEC and RCC quarries as case studies in Oyo state. Discontinuities such as joints and bedding planes were obtained through face mapping and scanline survey of the excavated slopes of the quarries. Stereographic projections of the discontinuities were generated using ROCKPACK III and the stereonets analyzed in accordance with Markland’s plane failure analysis. The results of the analyses show that there are possibilities of plane failures in the south- east region of KOPEC quarry slope face and south –west region of RCC quarry slope face. It is therefore recommended that constant monitoring of the slope failure should be done and the slope angle should be less than 700 and 600 for KOPEC quarry and RCC quarry respectively.
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Martireni, A. P., K. Sugianti, K. Hermawan, A. Tohari, S. Wibawa, and E. Soebeowo. "Rock slope stability assessment using kinematic analysis at Gunung Batu, Lembang, West Java, Indonesia." IOP Conference Series: Earth and Environmental Science 1173, no. 1 (May 1, 2023): 012026. http://dx.doi.org/10.1088/1755-1315/1173/1/012026.
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Abstract Discontinuity plane in the Gunung Batu area associated with the geological structure of the activity of the Lembang fault has the potential to induce rock slope failure hazard to the surrounding residential areas. A series of slope stability analyses of the Gunung Batu was carried out using rock mass rating and kinematics analysis to assess the rock slope stability in the Gunung Batu and determine the rock failure type. According to the results of the rock mass rating, the outcrop of Gunung Batu is classified as a good rock. Meanwhile, kinematic analysis from three joint sets shows that the rock failure type is characterized by wedge and toppling failures. However, the analysis results of the Slope Mass Rating (SMR) indicate that the rock slope stability in Gunung Batu is considered in partially stable to stable condition.
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Chen, Guoqing, Yan Zhang, Runqiu Huang, Fan Guo, and Guofeng Zhang. "Failure Mechanism of Rock Bridge Based on Acoustic Emission Technique." Journal of Sensors 2015 (2015): 1–11. http://dx.doi.org/10.1155/2015/964730.
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Acoustic emission (AE) technique is widely used in various fields as a reliable nondestructive examination technology. Two experimental tests were carried out in a rock mechanics laboratory, which include (1) small scale direct shear tests of rock bridge with different lengths and (2) large scale landslide model with locked section. The relationship of AE event count and record time was analyzed during the tests. The AE source location technology and comparative analysis with its actual failure model were done. It can be found that whether it is small scale test or large scale landslide model test, AE technique accurately located the AE source point, which reflected the failure generation and expansion of internal cracks in rock samples. Large scale landslide model with locked section test showed that rock bridge in rocky slope has typical brittle failure behavior. The two tests based on AE technique well revealed the rock failure mechanism in rocky slope and clarified the cause of high speed and long distance sliding of rocky slope.
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Fu, Bin, Yingchun Li, Chun’an Tang, and Zhibin Lin. "Failure of Rock Slope with Heterogeneous Locked Patches: Insights from Numerical Modelling." Applied Sciences 11, no. 18 (September 15, 2021): 8585. http://dx.doi.org/10.3390/app11188585.
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Rock slope stability is commonly dominated by locked patches along a potential slip surface. How naturally heterogeneous locked patches of different properties affect the rock slope stability remains enigmatic. Here, we simulate a rock slope with two locked patches subjected to shear loading through a self-developed software, rock failure process analysis (RFPA). In the finite element method (FEM)-based code, the inherent heterogeneity of rock is quantified by the classic Weibull distribution, and the constitutive relationship of the meso-scale element is formulated by the statistical damage theory. The effects of mechanical and geometrical properties of the locked patches on the stability of the simulated rock slope are systematically studied. We find that the rock homogeneity modulates the failure mode of the rock slope. As the homogeneity degree is elevated, the failure of the locked patch transits from the locked patch itself to both the interfaces between the locked patched and the slide body and the bedrock, and then to the bedrock. The analysis of variance shows that length and strength of locked patch affect most shear strength and the peak shear displacement of the rock slope. Most of the rock slopes exhibit similar failure modes where the macroscopic cracks mainly concentrate on the interfaces between the locked patch and the bedrock and the slide body, respectively, and the acoustic events become intensive after one of the locked patches is damaged. The locked patches are failed sequentially, and the sequence is apparently affected by their relative positions. The numerically reproduced failure mode of the rock slope with locked patches of different geometrical and mechanical properties are consistent with the laboratory observations. We also propose a simple spring-slider model to elucidate the failure process of the rock slope with locked patches.
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Ghafor A. Hamasur and Nzho M. Qadir. "Slope Stability Assessment along Qalachwalan-Suraqalat Main Road, Sulaimani, NE-Iraq." Tikrit Journal of Pure Science 25, no. 3 (March 17, 2020): 26–48. http://dx.doi.org/10.25130/tjps.v25i3.248.
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Rock failures are extremely frequent along the cut slopes of the road in the mountainous terrains of the Iraqi Kurdistan region. Qalachwalan – Suraqalat road which is to the north of Sulaimani city is one of the major transportation ways between Sulaimani city and many towns and villages of Sharbazher district. Sometimes, this road (especially in winter and spring seasons) shows many rock failures that causing hazards for locals and traffics. Therefore, the stability assessment of road-cut slopes along such road is very necessary.
For the present study ten (10) slope stations have been chosen from the road stretch of 10 Kilometers from Qalachwalan to Suraqalat, and this for stability assessment of the rock slopes with different techniques. The slope stations were chosen on the basis of difference in discontinuities pattern, variation in slope morphology and difference in the type of failure and the data were analyzed for their potential degree of stability by kinematic analysis, using DIPS v6.008 software and slope mass rating system [discrete-SMR and continuous-SMR (CSMR)], using SMR Tool - v205 software.
Kinematic analysis revealed that planar sliding may occur in slopes of station 5, 7 & 9, wedge sliding in slopes of station 2, 3, 4, 5, 6, 8 & 10, flexural toppling in slopes of station 1, 2, 3, 4, 6, 7, 8 & 10 and direct toppling in slopes of station 1, 2, 4, 5 & 7.
In the worst condition, the discrete-SMR and CSMR values for slopes in all stations range from 22-46 and 18-46 respectively, so It is observed that the values at slope station 1, 2 & 6 lie in partially-stable zone, with failure probability of 0.4, the values at slope station 4, 5, 7, 8, 9 & 10 lie in unstable zone, with failure probability of 0.6 and the value at slope station 3 lies in completely-unstable zone, with failure probability of 0.9.
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Rohmah, Miftahul Avidatur, Arief Rachmansyah, and Harimurti Harimurti. "Landslides Mechanism Analysis at Km 258 Ponorogo – Pacitan Road." Rekayasa Sipil 16, no. 1 (May 12, 2022): 60–66. http://dx.doi.org/10.21776/ub.rekayasasipil.2022.016.01.9.
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One of the locations where landslides occurred on the Pacitan - Ponorogo route was at KM 258 in December 2017. At that location there are 3 adjacent slope segments, the first segment and the second segment had landslides, to prevent landslide at the third segment investigation was carried out on  the slope. Kinematics analysis method was used using the DIPS program to determine the slope failure type and to obtain the circular failure type. The weighting of RMR rock mass on the slopes studied obtained value of 52 (class III) where the rock type is moderate, and the correlation with the SMR on class III RMR rocks is the recommended slope angle of 55°. After slope stability simulation at angles of 80°, 75°, 70°, 65°, 60° to 55°, the effective angle is 70° with an FS value of 1.6.
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Song, Yafen, Li Chen, Xiaotao Zhang, Qian Zhao, Linlin Yu, and Jinhua Xu. "Experimental investigation on the deformation and failure mechanism of slope with interbedding soft and hard rocks under rainfall infiltration." E3S Web of Conferences 194 (2020): 04056. http://dx.doi.org/10.1051/e3sconf/202019404056.
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Taking Peng Jiawan slope in Yiba expressway as the project background, the deformation and failure mechanism of slope with interbedding of soft and hard rocks was studied on the basis of geological analysis and similarity theory. In geomechanical model test, the water infiltration softening process is used to simulate the rainfall infiltration. The result indications showed as follows: under the condition, the deformation mode of the slope is the previous sliding-tension and upper overall creep-slip, and the failure mode is overall slip failure in the sliding zone of deep soft rock. Strictly speaking, the deformation of hard rock differs from the deformation of soft rock, hard rock deforms mainly on sliding-tension and soft rock deforms mainly on overall creep-slippage. Changes of the condition of deep soft rock affect the total stability of the interbedded slope mostly.
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Pudasaini, Kusum, Krishna Kanta Panthi, and Abhay Kumar Mandal. "Evaluation and stability assessment of road cut slope at Bhalupahad of Syangja District along Siddhartha Highway; Western Nepal." Journal of Engineering and Sciences 2, no. 1 (December 6, 2023): 35–40. http://dx.doi.org/10.3126/jes2.v2i1.60390.
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A road section at Bhalupahad, Syangja of Siddhartha highway was investigated to characterize the rock mass, identify the potential slope failure modes, and determine the stability condition and the major governing factors. The site comprises steep slopes, faces intense rainfall during monsoon periods and falls in a highly active seismic zone. The attitudes of the hill slope and the major discontinuities were measured at 16 different locations and analyzed using stereographic projection. The data was plotted by using Dips 6.0 software. Plane, wedge, and toppling failure modes are possible in the study area. Besides, the Factor of Safety (FOS) for plane and wedge modes of failure has been calculated using Slide2 software. An end-anchored bolt has been installed to increase the FOS at the unstable slope locations. The FOS has increased to 1.3, 1.23, 1.21, 1.28, and 1.29 after support installation, which was 0.43, 0.71, 0.4, 0.55, and 0.57 before giving support at locations 1, 4, 8, 12 and 14 respectively. Rocks were identified as fair to good quality according to Rock Mass Rating (RMR) and partially stable to stable according to Slope Mass Rating (SMR). The results obtained from RMR and SMR agree well with each other and the real slope conditions. Q-slope suggests a slope angle of 60°-65° with a respective Q-slope value of approximately 1.0. The orientation of discontinuities, steep topography, intense rainfall and human intervention are the main causes of slope failures.
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Erfen, H. F. W. S., and B. Musta. "Rock Endpoints and Barriers Estimation of Slope Failure in Pinousuk Gravel Slopes using Rocfall Simulation." IOP Conference Series: Earth and Environmental Science 1103, no. 1 (November 1, 2022): 012033. http://dx.doi.org/10.1088/1755-1315/1103/1/012033.
Full textAbstract:
The research is conducted to simulate the possibility of rock fall occurrences in the study area. The study area is located at highland area in Mesilou, Kundasang, Sabah which consists of Late Pleistocene age of tilloid deposits namely Pinousuk Gravel. Four slopes of Pinousuk Gravel were selected to estimate the distance of rock endpoints and the locations of barriers to minimize the damage when slope failure occurs by using ‘Rocfall’ simulation software. The software is commonly used for risk assessment of potential rock slope failure. The result of analysis shows the rock endpoints distance ranges from the 3.1 meters to 4.9 meters from the foot of the slope with bounce height from 0.6 meters to 2.2 meters during downfall. Based on total amount of kinetic energy on each slope, the location of the proposed barrier is within 1 meter to 4 meters from the slope foot. As a conclusion, the rock endpoints depend on slope height and angle, while the proposed location for barrier is based on its ability to withstand the kinetic energy released during slope failure.
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Zhi, Song, and Liu Yang. "Dynamic Response Differences Between Bedding and Counter-Tilt Rock Slopes with Intercalated Weak Layers." Journal of Disaster Research 11, no. 4 (August 1, 2016): 681–90. http://dx.doi.org/10.20965/jdr.2016.p0681.
Full textAbstract:
Bedding and counter-tilt rock slope with intercalated weak layers are common geological bodies in west China, the dynamic response research will guide the anti-seismic reinforcement of bedding and counter-tilt rock slope with intercalated weak layer effectively. Two test models of bedding rock slope with intercalated weak layer and counter-tilt rock slope with intercalated weak layer, which are in the same size, have been designed and developed. A large scale shaking table test has been performed to analyze the dynamic response difference of bedding and counter-tilt rock slope with intercalated weak layer. The study results show that the acceleration amplification coefficient inside the bedding slope is smaller than that inside the counter-tilt rock slope; at the middle and upper parts of the slope body (relative height > 0.4), the acceleration amplification coefficient at bedding rock slope surface is larger than that of counter-tilt rock slope. At the lower part of the slope (relative height le 0.4), the acceleration amplification coefficient at bedding rock slope surface is close to that of counter-tilt rock slope. The slope surface displacement of both bedding and counter-tilt rock slopes increases with increasing input seismic wave amplitude. The slope surface displacement of the bedding rock is larger than that of counter-tilt rock slope. The seismic stability of counter-tilt rock slope is stronger than bedding rock slope. The dynamic failure form of bedding rock slope mainly includes vertical tension crack at back edge, bedding sliding along intercalated weak layer and rock collapse at slope crest; whereas the dynamic failure form of counter-tilt slope mainly includes intersection of horizontal and vertical cracks on slope surface, extrusion of intercalated weak layer and shattering of slope crest.
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Mirsandi, Mirsandi, Irvani Irvani, and Ferra Fahraini. "Penilaian Tingkat Kestabilan Lereng Batuan Granit Menggunakan Metode Slope Mass Rating (SMR) dan Analisis Kinematika di PT Mandiri Karya Makmur." MINERAL 2, no. 2 (January 30, 2020): 90–99. http://dx.doi.org/10.33019/mineral.v2i2.1563.
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PT Mandiri Karya Makmur (MKM) was a private company that mine granite rock. Level in mine site was almost steep so that it had the possibility to failure. The study was conducted to assess the stability of rock slope that may endanger the safety of workers. This study to determine the quality of rock mass of slope based on the value of SMR (Slope Mass Rating) and kinematics analysis. The data used included UCS, RQD, Space of discontinuity, Discontinuity conditions, Groundwater conditions and Discontinuity orientation data. Slopes data were divided into 4 scanline based on the direction changing of the slope. To determine the type of failure using kinematics analysis of Dips program and Schmidt Net.The analysis results revealed that the quality of rock mass for scanline II was very good or very stable based on the SMR value. While on the rock mass quality of scanline I, III and IV were good with the stability of the slope was in a stable condition. The possibility of a failure in scanline I, III and IV were only several blocks. There were two blocks that has possibility to failure was on scanline III and IV. Estimation direction of slope failure on scanline III and IV respectively were N 1350 and N 1850 E. The supporting of slope instability can be done by scaling or cutting blocks that have potential to failure.
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Liu, Honglei, Lianchong Li, Shaohua Li, and Weimin Yang. "The Time-Dependent Failure Mechanism of Rocks and Associated Application in Slope Engineering: An Explanation Based on Numerical Investigation." Mathematical Problems in Engineering 2020 (March 29, 2020): 1–19. http://dx.doi.org/10.1155/2020/1680265.
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In this study, a numerical model for long-term deformation and progressive failure of rock slope is presented. The model accounts for both rock heterogeneity and the initiation, activation, nucleation, and coalescence of cracks in rock slope through a stochastic local stress field and local rock degradation by using an exponential softening law. The time-dependent behaviour of rocks is taken as a macroscopic consequence of damage evolution and strength degradation in microstructure. A series of demonstrative slope cases containing preexisting joints are constructed and investigated. The slope instability occurs at a particular point in time when the rock strength is reduced to a certain value. The temporal and spatial evolution of joint linkage structures is numerically obtained, which clearly shows how the local stress field and damage evolution within the joint network contribute to the fracture pattern and the long-term instability. Then, a practical slope case in jointed and layered rock formations in Yunyang city is studied. The prevailing failure phenomena of the slope, including gradual surface scaling, sliding collapses, and block falling, are numerically reproduced, with an emphasis placed on the slope failure process and development tendency. There is a good agreement on the failure mode and instability time between the numerical simulations and the field observations.
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Mamot, Philipp, Samuel Weber, Tanja Schröder, and Michael Krautblatter. "A temperature- and stress-controlled failure criterion for ice-filled permafrost rock joints." Cryosphere 12, no. 10 (October 17, 2018): 3333–53. http://dx.doi.org/10.5194/tc-12-3333-2018.
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Abstract. Instability and failure of high mountain rock slopes have significantly increased since the 1990s coincident with climatic warming and are expected to rise further. Most of the observed failures in permafrost-affected rock walls are likely triggered by the mechanical destabilisation of warming bedrock permafrost including ice-filled joints. The failure of ice-filled rock joints has only been observed in a small number of experiments, often using concrete as a rock analogue. Here, we present a systematic study of the brittle shear failure of ice and rock–ice interfaces, simulating the accelerating phase of rock slope failure. For this, we performed 141 shearing experiments with rock–ice–rock “sandwich”' samples at constant strain rates (10−3 s−1) provoking ice fracturing, under normal stress conditions ranging from 100 to 800 kPa, representing 4–30 m of rock overburden, and at temperatures from −10 to −0.5 ∘C, typical for recent observed rock slope failures in alpine permafrost. To create close to natural but reproducible conditions, limestone sample surfaces were ground to international rock mechanical standard roughness. Acoustic emission (AE) was successfully applied to describe the fracturing behaviour, anticipating rock–ice failure as all failures are predated by an AE hit increase with peaks immediately prior to failure. We demonstrate that both the warming and unloading (i.e. reduced overburden) of ice-filled rock joints lead to a significant drop in shear resistance. With a temperature increase from −10 to −0.5 ∘C, the shear stress at failure reduces by 64 %–78 % for normal stresses of 100–400 kPa. At a given temperature, the shear resistance of rock–ice interfaces decreases with decreasing normal stress. This can lead to a self-enforced rock slope failure propagation: as soon as a first slab has detached, further slabs become unstable through progressive thermal propagation and possibly even faster by unloading. Here, we introduce a new Mohr–Coulomb failure criterion for ice-filled rock joints that is valid for joint surfaces, which we assume similar for all rock types, and which applies to temperatures from −8 to −0.5 ∘C and normal stresses from 100 to 400 kPa. It contains temperature-dependent friction and cohesion, which decrease by 12 % ∘C−1 and 10 % ∘C−1 respectively due to warming and it applies to temperature and stress conditions of more than 90 % of the recently documented accelerating failure phases in permafrost rock walls.
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Hou, Zheng-jun, Bao-quan Yang, Lin Zhang, Yuan Chen, and Geng-xin Yang. "Comprehensive Method to Test the Stability of High Bedding Rock Slop Subjected to Atomized Rain." Applied Sciences 10, no. 5 (February 25, 2020): 1577. http://dx.doi.org/10.3390/app10051577.
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In the construction of high dams, many high rock slope failures occur due to flood discharge atomized rain. Based on the steel frame lifting technique and strength reduction materials, a comprehensive method is proposed in this paper to study the stability of high bedding rock slope subjected to atomized rain. The safety factor expression of the comprehensive method and the evaluation method for deformation instability were established according to the similarity theory of geomechanical model, failure criterion, and mutation theory. Strength reduction materials were developed to simulate the strength reduction of structural planes caused by rainfall infiltration. A typical test was carried out on the high bedding rock slope in the Baihetan Hydropower Station. The results showed that the failure modes of the bedding rock slope were of two types: sliding–fracturing and fracturing–sliding. The first slip block at the exposed place of the structural plane was sliding–fracturing. Other succeeding slip blocks were mainly of the fracturing–sliding type due to the blocking effect of the first slip block. The failure sequence of the slip blocks along the structural planes was graded into multiple levels. The slip blocks along the upper structural planes were formed first. Concrete plugs had effective reinforcement to improve the shear resistance of the structural planes and inhibit rock dislocation. Finite element method (FEM) simulation was also performed to simulate the whole process of slope failure. The FEM simulation results agreed well with the test results. This research provides an improved understanding of the physical behavior and the failure modes of high bedding rock slopes subjected to atomized rain.
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Soehady Erfen, Hennie Fitria Wulandary, and Amirul Adlie bin Mohd Rosli. "SLOPE STABILITY ASSESSMENT USING MODIFIED D-SLOPE METHOD OF WESTERN PART OF SANDAKAN, SABAH." Geological Behavior 4, no. 1 (March 4, 2020): 13–17. http://dx.doi.org/10.26480/gbr.01.2020.13.17.
Full textAbstract:
Slope stability assessment using modified D-Slope method is been conducted on five (5) rock slopes from Sandakan, Sabah. D-slope method comprises of G-Rating determination and Potential Instability. G-Rating includes 17 parameters of field observation and laboratory analysis to assess the slope condition. Kinematic analysis is used for Potential Instability analysis to determine the type of failures for each slope. This later is to determine the level of slope’s risk: No Risk, Low Risk, Moderate Risk or High Risk. Based on the results of G-Rating, only slope C1 and C2 have value more than 0.4 while other slopes have less than 0.4 which indicates stable slopes. Based on kinematic analysis, slope C1 and C3 experienced wedge failures, slope C4 with toppling failure, slope C5 with wedge/planar failures and no failure shown for slope C2. D-slope analysis indicates that slope C1 is considered as Low Risk with mitigation suggestions of stream system inspection and vegetation on exposed area of the slopes, while other slopes (C2, C3, C4 and C5) have no suggestion for mitigation as been assessed as No Risk.