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1
Xu, Shi Qiang, and Tao Zhao. "The Loess Slope Stability Study." Applied Mechanics and Materials 380-384 (August 2013): 4827–29. http://dx.doi.org/10.4028/www.scientific.net/amm.380-384.4827.
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We often use circular arc method when calculating the stability of the slope. But this kind of method ignores how the slope rate of top influences stability of slope. In this thesis, a destruction model of loess slope is set up to study the regular rule of how the slope rate of top influences stability of slope, which will have great guiding significance in the construction of slopes in highway engineering.
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Deng, Xiaopeng, and Xinghua Xiang. "Fuzzy Comprehensive Evaluation Method for Evaluating Stability of Loess Slopes." Advances in Civil Engineering 2023 (November 23, 2023): 1–15. http://dx.doi.org/10.1155/2023/6692746.
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The stability assessment of loess slopes is of great significance for slope reinforcement and safety assessment. This research studies the main factors affecting the stability of the loess slope through the summary and analyzes the failure cases of the loess slope in Shaanxi Province. The importance of influencing factors was studied through numerical simulation method, sensitivity analysis method, and gray correlation analysis method, and the weight value method was given. On this basis, we have developed the fuzzy comprehensive evaluation model method for assessing the stability of loess slopes based on the principle of maximum membership degree. Finally, the method was applied to the stability analysis of the actual loess slope, and the rationality and correctness of the loess slope stability evaluation method proposed in this paper were demonstrated. The results showed that, for the Shaanxi loess slope, the probability of instability of the positive slopes is far greater than that of negative slopes; the greater the slope gradient, the more unstable the loess slopes. Collapse mainly occurs in the range of 10–40 m slope height. There is a significant positive correlation between rainfall and the probability of loess landslides. The degree of correlation between the factors influencing slope stability and the safety factor can be categorized from strong to weak as follows: slope inclination > internal friction angle > height of the slope > gravitational forces > cohesion > Poisson’s ratio > modulus of elasticity, and the influence of Poisson’s ratio and elastic modulus can be ignored. The fuzzy comprehensive evaluation method based on the gray correlation degree method established in this paper was used to evaluate the stability of the loess slopes. The evaluation results attested to the actual data of slope monitoring. The evaluation method proves reasonable and feasible and can be well applied to the stability analysis of the loess slopes.
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Asteris, Panagiotis G., Fariz Iskandar Mohd Rizal, Mohammadreza Koopialipoor, Panayiotis C. Roussis, Maria Ferentinou, Danial Jahed Armaghani, and Behrouz Gordan. "Slope Stability Classification under Seismic Conditions Using Several Tree-Based Intelligent Techniques." Applied Sciences 12, no. 3 (February 8, 2022): 1753. http://dx.doi.org/10.3390/app12031753.
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Slope stability analysis allows engineers to pinpoint risky areas, study trigger mechanisms for slope failures, and design slopes with optimal safety and reliability. Before the widespread usage of computers, slope stability analysis was conducted through semi analytical methods, or stability charts. Presently, engineers have developed many computational tools to perform slope stability analysis more efficiently. The challenge associated with furthering slope stability methods is to create a reliable design solution to perform reliable estimations involving a number of geometric and mechanical variables. The objective of this study was to investigate the application of tree-based models, including decision tree (DT), random forest (RF), and AdaBoost, in slope stability classification under seismic loading conditions. The input variables used in the modelling were slope height, slope inclination, cohesion, friction angle, and peak ground acceleration to classify safe slopes and unsafe slopes. The training data for the developed computational intelligence models resulted from a series of slope stability analyses performed using a standard geotechnical engineering software commonly used in geotechnical engineering practice. Upon construction of the tree-based models, the model assessment was performed through the use and calculation of accuracy, F1-score, recall, and precision indices. All tree-based models could efficiently classify the slope stability status, with the AdaBoost model providing the highest performance for the classification of slope stability for both model development and model assessment parts. The proposed AdaBoost model can be used as a screening tool during the stage of feasibility studies of related infrastructure projects, to classify slopes according to their expected status of stability under seismic loading conditions.
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Yin, Xiangjie, Hang Lin, Yifan Chen, Yixian Wang, and Yanlin Zhao. "Precise evaluation method for the stability analysis of multi-scale slopes." SIMULATION 96, no. 10 (August 3, 2020): 841–48. http://dx.doi.org/10.1177/0037549720943274.
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Slope stability analysis is a multi-scale problem. Typically, owing to the distinctions of slope scales (e.g., slope height or slope angle) in practical engineering, the stability calculation results of slopes with various scales from numerical methods inevitably exhibit different computational precision levels in the case of identical computational grids, and therefore the stability results of different slopes cannot be compared. To achieve equal accuracy stability analysis for multi-scale slopes, this study establishes numerical models of slopes with various scales as well as different grid shapes and sizes to conduct stability analysis. The results show the following: (a) a positive correlation relationship exists between the safety factor of the slope and the scaling factor, which is defined as the ratio of the grid size to the slope height; (b) the definition of the refined safety factor is given, representing the safety factor that corresponds to the infinitesimal grid size and eliminating the computational error of slope stability analysis caused by grid size or shape; (c) on this basis, embarking on the composite influence of multiple scales of slope on stability analysis, the study proposes a simplified treatment method suitable for evaluating the refined safety factor of the multi-scale slopes, which is verified as valid and feasible by some examples.
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Li, Guang Ming, Chun Yuan Liu, and Pei Chen. "Study on the Channel Slope Safe Stability." Applied Mechanics and Materials 256-259 (December 2012): 311–14. http://dx.doi.org/10.4028/www.scientific.net/amm.256-259.311.
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It is well known that the slope stability analysis is the core of the slope engineering study .The key of the study slope safety stability is optimize the slop coefficient。And the reasonable coefficient decides the design of slope type structure.This paper used the simplified Bishop method which according to the limit equilibrium theory as the foundation and the finite element numerical simulation to solve the south-to-north water transfer engineering slope instability problem.So it can provide the theory basis and design opinion for the slop construction engineering in the future.
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Luden, Alesandro Sejo, I. Gde Budi Indrawan, and Dwikorita Karnawati. "Slope stability analyses by circular failure chart and limit equilibrium methods: the inlet and outlet of diversion tunnel of Bolango Ulu Dam, Indonesia." E3S Web of Conferences 325 (2021): 01015. http://dx.doi.org/10.1051/e3sconf/202132501015.
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The objective of this research is to evaluate the stability of the natural slopes at the inlet and outlet portals of the Bolangu Ulu diversion tunnel, Gorontalo. The natural slopes were considered stable, and therefore slope stability analyses were not carried out previously in the tunnel portal design. The slope stability analyses were carried out using the Circular Failure Chart (CFC) and Limit Equilibrium Methods (LEM). Input data for the slope stability analyses were obtained from field mapping and laboratory testing of soil and rock samples. The results show that the portal slopes consist of diorite and residual soil. Both stability analysis methods yield nearly the same results. The slope at the outlet section had the factor of safety (FOS) values of 1.29 and 1.30 based on the CFC method and LEM, respectively, indicating the slope in a stable condition. However, the slope at the inlet section had the FOS values of 1.01 and 1.07 based on the CFC method and LEM, respectively, indicating the slope in a critical condition. The results suggest that stabilization of the portal slopes, particularly the portal slope at the inlet section, is required to prevent slope failures under static and earthquake loads.
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Yuan, Wei Bin, Cheng Min Ye, Ji Yao, and Lie De Wang. "Stability Analysis of Mountain Slope Based on Finite Element and Discrete Element." Applied Mechanics and Materials 170-173 (May 2012): 1087–90. http://dx.doi.org/10.4028/www.scientific.net/amm.170-173.1087.
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In recent year, the foundations of the stability analysis of slope were provided by the development of finite element and discrete element method. Using finite element and discrete element method, the stability analysis of three typical slopes of shiwu thorp of Quzhou was carried out. The safety factors of slope profile were obtained. Based on the judgment criterion of slope stability，the slopes stability of shiwu thorp was judged. The results showed that the way to analyze the stability of soil slope is feasible.
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Malekian, Maral, Moe Momayez, Pat Bellett, and Fernanda Carrea. "Predicting Stability of Slope by Amplitude and Coherence Using a Naïve Bayes Classifier." International Journal for Research in Applied Science and Engineering Technology 11, no. 3 (March 31, 2023): 832–36. http://dx.doi.org/10.22214/ijraset.2023.49542.
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Abstract: Slope instability is a challenge in both mining and civil engineering industries. Current ap-proaches to slope stability analysis are mostly based on slope deformation data provided by mon-itoring equipment. This study proposes a new method to estimate slope stability using amplitude and coherence obtained from slope stability radar data. More than 160,000 data points from 10 slope failures were collected with GroundProbe’s slope stability radar systems. They were used as input dataset in a Naive Bayes model for classification into two groups of stable and unstable slopes. The classifications were conducted based on different range limit values for amplitude and coherence. The findings were validated against slope deformation behavior in each case. The results show that 91 percent of the data that are classified as unstable slope by the Naive Bayes Gaussian method belong to slope failure events and are categorized correctly. The coherence and amplitude range values proposed in this research can be utilized by mining operations to determine the stability of slopes in conjunction with slope deformation and inverse velocity data.
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Ding, Yu, Chao Dang, Yu Bin Shao, and Xiao Dong Zou. "Limit Analysis on Stability of Cracked Slope Induced by Earthquake." Advanced Materials Research 243-249 (May 2011): 2780–85. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.2780.
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Intense earthquake shaking inevitably ruptures the rockmass along the fissures and bursts mountainous slopes, and these understable slopes are namely cracked slopes. For such slopes, aftershocks, rainwater infiltration and others factors will inevitably induce crack propagation and the crack thus gradually accumulates to be the cutting boundary that controls the slope deformation and failure. To understand how the slope stability varies in the process of cracking expanding, upper bound approach is employed to assess the cracked slope in Wenchuan earthquake epicenter considering the effects of crack propagation, rainwater infiltrating and earthquake. The results conducted in this paper indicate that the crack propagation lowly reduces the slope stability and it does not directly destabilize the slope. But the crack length owing to propagation inevitably increases the probability of slope failure, which more depend on the filling water in the crack and the earthquake intensity.
10
Astuti, Tri Puji, I. Gde Budi Indrawan, and Didit Hadi Barianto. "Stability Analysis of Cut Slope Using RMR and SMR." Applied Research on Civil Engineering and Environment (ARCEE) 3, no. 03 (October 26, 2022): 135–49. http://dx.doi.org/10.32722/arcee.v3i03.4783.
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The Planjan - Tepus road is built on a slightly steep karst morphology, necessitating slope excavation works. Slope stability is one of the elements to consider, particularly in slope excavation work. The excavation depth of the slopes sampled in this research is up to 48 meters. It is critical to undertake slope stability analysis quickly, precisely, and safely. For rapidly examining slopes, empirical approaches such as Rock Mass Rating (RMR) and Slope Mass Rating (SMR) can be utilized. An examination of the limit equilibrium method was performed using Rocscience Slide v.6.0 software to assure the slope stability level further. The limit equilibrium method used is Morgenstern-Price and Spencer. The value of slope stability analysis using the RMR method is 41-53, and the rock mass quality is categorized as class III (fair). The value of slope stability analysis using the SMR method 41-53, the rock mass quality is categorized as class III (normal), with slope stability in partially stable conditions. Slope stability using the limit equilibrium method produces a safety factor value of 1.670 - 1.680 for conditions without seismic loads and 1.137 - 1.154 for conditions with seismic loads. According to the findings of this analysis, the slope is in stable (safe) conditions.
11
Praporgescu, A., and A. Popa. "Different aspects regarding slope stability improvement using piles." IOP Conference Series: Materials Science and Engineering 1304, no. 1 (March 1, 2024): 012009. http://dx.doi.org/10.1088/1757-899x/1304/1/012009.
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Abstract The problem of slope stability is a common one in the field of geotechnical engineering. There is more than one method that can be adopted in order to improve the stability of a slope. During the last decade, using piles for improving the mechanical behaviour of slopes has become the main approach of dealing with unstable slopes. In the current paper, the stability of a slope was analysed by using the tridimensional finite elements method using different scenarios of consolidation with timber piles. A parametric analysis was carried out for two different slopes: sand slope and soft soil slope. There were also analysed two different constitutive models: Mohr-Coulomb and Hardening Soil Small with different location of the consolidation system. The stability analyses employed both timber piles and concrete piles which were modelled in Plaxis 3D software by using two different approaches: embedded piles and volume piles. In the end, the most favourable position for the pile consolidation system is highlighted in order to attain the maximum stability of the slope. Also, different aspects of the constitutive models, modelling the piles and pile material are discussed from the point of view of slope stability improvement.
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Botjing, M. U., N. R. Janat, T. Hilmansyah, Asrafil, and Z. Saing. "Rock slope stability analysis using Slope Stability Rating (SSR) method." Journal of Physics: Conference Series 1517 (April 2020): 012040. http://dx.doi.org/10.1088/1742-6596/1517/1/012040.
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Tao, Hongliang, Guangli Xu, Jingwen Meng, Ronghe Ma, and Jiaxing Dong. "Stability Assessment of High and Steep Cutting Rock Slopes with the SSPC Method." Advances in Civil Engineering 2021 (April 20, 2021): 1–10. http://dx.doi.org/10.1155/2021/8889526.
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The stability of high rock slopes has become a key engineering geological problem in the construction of important projects in mountainous areas. The original slope stability probability classification (SSPC) system, presented by Hack, has made obvious progress and been widely used in rock slope stability analysis. However, the selection and determination of some evaluation indexes in the original SSPC method are usually subjective, such as intact rock strength and weathering degree. In this study, the SSPC method based on geological data obtained in the prospecting tunnels was presented and applied. According to the field survey and exploration of the prospecting tunnels, the weathering degree of the slope rock mass was evaluated. The empirical equation for the maximum stable height of the slope was applied to the slope stability evaluation in the presented SSPC method. Then, the slope stability probability of numerous cutting slopes in the sandstone unit was evaluated using the presented system. Results of the Geostudio software based on the limited equilibrium analysis of the investigated slopes were compared with the results obtained by the SSPC method. The results indicate that the SSPC method is a useful tool for the stability prediction of high and steep rock slopes.
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Hong, Yung-Shan, Rong-Her Chen, Cho-Sen Wu, and Jian-Ren Chen. "Shaking table tests and stability analysis of steep nailed slopes." Canadian Geotechnical Journal 42, no. 5 (October 1, 2005): 1264–79. http://dx.doi.org/10.1139/t05-055.
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Shaking table tests were performed on five model slopes to examine the effects of the angle and length of the nails and the frequency of excitation on the seismic resistance and failure mechanism of the slopes. Seismic excitation was also applied to slopes at various angles. Experimental results showed that nails markedly improved the seismic resistance of all model steep slopes. Additionally, nailed slopes exhibit characteristics of ductility under strong excitation. The angle of the nails influences the deformation of the slope but only slightly affects seismic resistance. An increase in the length of the nails increased the seismic resistance of the slope and reduced the displacement of the facing only when subjected to strong excitation. The slope at an angle of 90° to the horizontal has a markedly lower seismic resistance than that at 80°. The rocking of the model slope was strong for the slope with inclined nails and the slope at 90° to the horizontal. The failure surface of the soil mass is approximately a bilinear surface; the pullout of nails from the lower rows of nails caused total slope failure. The seismic resistance of a nailed slope is categorized viz. response of the models by three stages: stable, seismic resistance, and incipient collapse phases. Critical seismic acceleration coefficients of all models are evaluated and compared with values predicted by a developed pseudo-static, limit-equilibrium-based slope stability approach, which postulates a two-wedge failure mechanism.Key words: shaking table test, steep nailed slope, seismic resistance, pseudo-static approach.
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Zhang, Zhaopeng, Chaoyu Chang, and Zhiyi Zhao. "Influence of the Slope Shape on Seismic Stability of a Slope." Advances in Civil Engineering 2020 (August 14, 2020): 1–8. http://dx.doi.org/10.1155/2020/8827072.
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The slope shape is one of the most intuitive factors affecting the seismic stability of a slope. However, current research on this subject is mainly focused on statistical analysis and seismic response law, and the influence on seismic stability evaluation of the slope is rarely discussed. Furthermore, slope shapes are often simplified for easy numerical model building. In view of this, five slope models with different slope shapes are considered, and the time-history analysis method and Newmark method are chosen to evaluate the seismic stability of these slope models under different amplitudes. The purpose of this paper is to compare the seismic stability of slopes with different slope shapes and to study the feasibility of simplifying the slope shape when evaluating the seismic stability of a slope.
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Norfaeda, Rahma, Tommy Maulidyanto, and Kartini. "MINE SLOPE DESIGN SIMULATIONS USING SLIDE 6.0 SOFTWARE OF POST-MINING SLOPE STABILITY." Jurnal Teknologi Informasi Universitas Lambung Mangkurat (JTIULM) 9, no. 1 (May 11, 2024): 83–92. http://dx.doi.org/10.20527/jtiulm.v9i1.208.
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Post-mining slopes are susceptible to landslides due to factors such as slope geometry, rock structure, physical and mechanical properties of rocks, and groundwater content. Monitoring of these slopes is essential to prevent broader environmental issues. This research aims to determine the stability of former mining slopes using soil samples from the Mataraman District, Banjar Regency. The technical analysis method focuses on the physical and mechanical properties of soil, supplemented with mine slope design simulations using Slide 6,0 software to ascertain the safety factors from various slope angles. Safety factor analysis considers the smallest cohesion and bulk density values to represent the material strength of the slope. Findings indicate that the post-mining slopes would remain stable and safe provided no additional destabilizing factors are introduced. The slopes maintain a safety factor greater than 2, implying stability even with a steepness up to 70°. Keywords: mining slope stability, safety factor
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Zhou, Linlu, Lei Su, Zhuang Wang, Dongchun Zhu, Wei Shi, and Xianzhang Ling. "Slope Stability and Effectiveness of Treatment Measures during Earthquake." Sustainability 15, no. 6 (March 16, 2023): 5309. http://dx.doi.org/10.3390/su15065309.
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Slopes are prone to instability during earthquakes, which will cause geological disasters such as landslides and pose a great threat to people’s lives and property. Therefore, it is necessary to analyze the stability of slopes and the effectiveness of treatment measures during earthquakes. In this study, an actual slope in the creeping slide stage was selected and located in an area where earthquakes occur frequently. Once the slope experiences instability, it will produce great damage. Therefore, a finite difference program, Fast Lagrangian Analysis of Continua in Two Dimensions (FLAC2D), was employed in the numerical simulation to explore the stability of the slope before and after treatment under earthquake action. Different from previous studies, this study explores the effectiveness of various treatment measures on slope stability during earthquake. The computed results show that the stability of the slope is greatly influenced by earthquakes, and the slope displacement under seismic conditions is far larger than that under natural conditions. Three treatment measures, including excavation, anti-slide piles, and anchor cables, can significantly reduce slope displacement and the internal force on anti-slide piles, and improve the stability of a slope during an earthquake. This will provide a valuable reference for the strengthening strategies of unstable slopes. The analysis technique as well as the derived insights are of significance for slope stability and the effectiveness of treatment measures.
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Zhao, Bingchao, Yaxin Guo, Wei Wang, and Shenglin He. "Impact of Underground Coal Seam Mining on Stability and Slippage of the Loess Slope." Sustainability 15, no. 8 (April 11, 2023): 6485. http://dx.doi.org/10.3390/su15086485.
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How to quantitatively characterise the impact of underground coal mining on the stability and slippage of loess slopes is a key problem in the evaluation of mining damage under loess slopes, but it is more difficult to study this problem under the impact of the particular mechanical properties and topographical features of loess slopes. In order to clarify the impact of underground coal seam mining on the stability and slippage of the loess slope, theoretical analysis, numerical simulation and physical similarity simulation experiments are used to address the problem based on the theory of slope stability and strata movement. The results show that the stability coefficient of a mining slope (Kms) is introduced to quantitatively characterise the stability of a mining loess slope, and to measure the degree of landslide risk. Due to the superposition of slope movement caused by mining subsidence and slope sliding tendency, the slope is more unstable when mining along the slope than when mining against the slope. The slope angle and slope height are the most important factors influencing the Kms. The ratio of rock stratum thickness to mining height and the ratio of rock stratum thickness to soil stratum thickness are positively correlated with Kms, and the correlation is relatively strong. The range of variation of the volume weight, internal friction angle and cohesion of the loess is small, and the influence on Kms is relatively weak. Probability integral theory is used to construct the relationship between stability and slippage of mining loess slopes. Taking the mining of a working face under the loess slope of Ningtiaota Coal Mine (China) as an example, the predicted results of the slope movement and deformation theory are in good agreement with the similar simulation test results, reaching 93.57~97.97%.
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Fan, Wenchen, Ping Cao, Ke Zhang, Kaihui Li, and Chong Chen. "Stability Assessment and Optimization Design of Lakeside Open-Pit Slope considering Fluid-Solid Coupling Effect." Mathematical Problems in Engineering 2015 (2015): 1–11. http://dx.doi.org/10.1155/2015/691826.
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Chengmenshan copper mine, located at Jiujiang city in the Jiangxi Province, is a rarely lakeside open-pit mine in China. Since the open-pit is very close to Sai Lake, the seasonally changed water level and the distance between lake and slope have great influence to the stability of open-pit slope. Based on the drill data and geological sections, a numerical model of the slope is built. With the fluid-mechanical interaction associated, the stability of the slopes is numerically analyzed, in which different lake water levels and lake-slope distances are taken into consideration. The comparative analysis shows that a larger lake-slope distance can promise better slope stability and weaken the sensitivity of slope stability to water. The stability of slopes with different heights is analyzed to find that the stability weakens and the sensitivity is enhanced with the height increasing. To the most serious situation, the slope height and the lake water level being 238 m and 17.2 m, respectively, theFsvalue equals 1.18945 which is extremely closed to the allowable safety factor of 1.20 for slope design. According to the minimumFsfor slope design, the minimum distance between lake and open-pit slope is found to be 60 m.
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Alyazahari, Lafridha, Luthfi Amri Wicaksono, and Dwi Nurtanto. "Perencanaan Perkuatan Lereng Menggunakan Geoframe di Jalan Raya Dampit-Lumajang." Bentang : Jurnal Teoritis dan Terapan Bidang Rekayasa Sipil 10, no. 1 (January 7, 2022): 59–68. http://dx.doi.org/10.33558/bentang.v10i1.2933.
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A Landslide is the movement of soil mass or rock constituents down the slope due to disturbance of soil stability. One of the factors that affect soil stability is the rainy season as happened in Sumberwuluh Village, Candipuro District, Lumajang Regency. The alternative used to stabilize the slope is by changing the slope geometry, then adding geoframe reinforcement. This study aims to determine the value of the factor of safety (SF) of unreinforced slopes, after changing the slope geometry, and after being given geoframe reinforcement. The method used in analyzing slope stability is the Ordinary/Fellenius method. The results of the calculation of slope stability without reinforcement using the Rocscience Slide software obtained a SF of 0.719, while the manual calculation obtained a SF of 0.7191. The two values of the safety factor are less than 1.25, which means that landslides often occur. The results of the calculation of slope stability after changing the geometry of the slopes obtained a SF of 0.828 where the value is less than 1.25 which means that landslides often occur. The slopes that have been changed geometry are added with geoframe reinforcement. The results of the calculation of slope stability using geoframe reinforcement obtained a SF of 1.315 where the value is more than 1.25 which means that landslides are rare or slope in a safe condition.
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Zhao, Yuxia, Jun Feng, Kangqi Liu, Hongwei Xu, Liqun Wang, and Hongyan Liu. "Study of the Stability of a Soil-Rock Road Cutting Slope in a Permafrost Region of Hulunbuir." Advances in Civil Engineering 2020 (November 22, 2020): 1–14. http://dx.doi.org/10.1155/2020/6701958.
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Due to the threat of global warming and the accelerated melting of glaciers and permafrost, the stability of slopes in permafrost regions has received an increasing amount of attention from scholars. However, research on the stability of soil-rock road cutting slopes in high-latitude and low-altitude permafrost regions of the Greater Khingan Mountains in the Inner Mongolia Autonomous Region has not been reported. For this reason, a study of the stability of a slope with a high ice content in section K105 + 600 to K105 + 700 of National Highway 332 is conducted. The slope is 20 m high and the slope angle is 45°, and the risk of landslides on this slope under the action of freeze-thaw erosion is very high. Because of this, field in situ monitoring, indoor freeze-thaw tests, thermal parameter tests, and ABAQUS numerical simulation models are used to study the stability of the slope. After collecting the continuous temperature, moisture, settlement, and slope deformation data, it was found that the slope was undergoing dynamic changes. The creep of shallow slopes increased with the number of freeze-thaw cycles. After approximately 150 freeze-thaw cycles, the slope safety factor was less than 1, which means that the slope had reached the limit equilibrium state. Therefore, freeze-thaw erosion greatly reduced the stability of the slope. Hence, the stability of the slope must be protected during its entire life cycle. This study provides a reference for the design and construction of road cutting slopes in the high-latitude and low-altitude permafrost regions of the Greater Khingan Mountains.
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Nian, T. K., R. Q. Huang, S. S. Wan, and G. Q. Chen. "Three-dimensional strength-reduction finite element analysis of slopes: geometric effects." Canadian Geotechnical Journal 49, no. 5 (May 2012): 574–88. http://dx.doi.org/10.1139/t2012-014.
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The vast majority of slopes, both natural and constructed, exhibit a complex geometric configuration and three-dimensional (3D) state, whereas slopes satisfying the assumption of plane strain (infinite length) are seldom encountered. Existing research mainly emphasizes the 3D dimensions and boundary effect in slope stability analysis; however, the effect of complex geometric ground configuration on 3D slope stability is rarely reported. In this paper, an elastoplastic finite-element method using strength-reduction techniques is used to analyze the stability of special 3D geometric slopes. A typical 3D slope underlain by a weak layer with groundwater is described to validate the numerical modeling, safety factor values, and critical slip surface for the 3D slope. Furthermore, a series of special 3D slopes with various geometric configurations are analyzed numerically, and the effects of turning corners, slope gradient, turning arcs, and convex- and concave-shaped surface geometry on the stability and failure characteristics of slopes under various boundary conditions are discussed in detail.
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Harabinová, Slávka, and Eva Panulinová. "Modelling of ensuring slope stability." MATEC Web of Conferences 313 (2020): 00030. http://dx.doi.org/10.1051/matecconf/202031300030.
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Analysis and assessment of the slopes stability are an important in geotechnical engineering for all the times. The first and foremost requirement for the modelling and design of slope is to guarantee their safety and reliability during their service life. In analysing the overall stability of the ground, of soil or rock, all relevant modes of failure shall be taken into account. When modelling a slope stability processes, it should be considered: soil layering, occurrence and inclination of discontinuities, seepage and pore-water pressure distribution, shortand long-term stability, type of failure (circular or non-circular surface; toppling; flow), using of numerical methods. The paper deals with the modelling of ensuring slope stability.
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Xiaoli, Guo, Yan Jiancheng, Li Xueliang, Wen Xin, and Li Xingli. "Study on shaping slope stability of dump in eastern grassland open-pit mine." E3S Web of Conferences 194 (2020): 04043. http://dx.doi.org/10.1051/e3sconf/202019404043.
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The dumps in the open-pit mining area in the eastern grassland are prone to landslides due to the fragile ecological environment, so it is inevitable to reshape the dump slopes. In order to explore a more scientific method for slope shaping of open-pit mine dump, slope stability analysis were used to compare effect of three types of slope-type (wave-shaped, slope-shaped and step-shaped slope shaping method)in outside dumping site of Baori Hiller open-pit mine. The results show that the slope stability is negatively correlated with the slope angle, and the stability of different shaping slopes is realized as wave-shaped slope (F=2.711)> Slope-shaped slope(F=2.513)>Step-shaped slope(F=1.047), in which the wave type and slope type are all within the safe range, but the step type slope is unstable; in consideration of cost, stability and erosion resistance, it is better to set the slope angle of the dump to 15°.The wave-shaped shaping method of the natural dumping of the excavation field outside the Baori Hiller open-pit mine has the best effect and is worth promoting.
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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.
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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.
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Marcell Fandy, Patrick, Minar Julita Hutagalung, Frans Simbol Tambing, George Belly Sahetapy, and Herlina Sanggamele. "ANALYSIS OF LIMESTONE QUARRY SLOPE STABILITY, NIMBOKRANG DISTRICT, JAYAPURA REGENCY, PAPUA, INDONESIA." Jurnal Sains dan Teknologi 5, no. 3 (February 12, 2024): 763–68. http://dx.doi.org/10.55338/saintek.v5i3.2375.
Full textAbstract:
Slope stability analysis generally uses the concept of factor of safety (FoS) value using several whole rock parameters. The slope stability analysis method that will be used in this research is the slope stability analysis method in open pit mines based on rock mass classification with the Rock Mass Rating (RMR) system and the Geological Strength Index (GSI) system and analyses the potential for landslides that can occur on slopes at that location with kinematics and limit equilibrium methods so that the type of landslide can be determined based on the intensity of the geological structure on the slope of the CV. Inti Jaya open pit limestone mine, in Wahab Village, Nimbokrang District, Jayapura Regency. This research aims to provide information on the current condition of the slope whether it is by safety standards, make slope engineering improvements and redesign safe slopes if unstable slope conditions are found. Research on the stability of limestone slopes begins with the collection of field data and rock samples. Furthermore, sample testing was carried out to obtain physical and mechanical properties and weighting of rock masses, which were then analysed to obtain the characteristics and quality of rock masses that would be applied using the finite element method with Slide 6 from Rocscience to determine the Factor of Safety (FK) and the design of safe slope geometry. The RMR value for slope 1 is 62, slope 2 is 61, and slope 3 is 62. So it can be concluded that the rock is included in rock mass class 2 with good quality. Based on the analysis of potential avalanche types, the three slopes have non-arc avalanche types. From the analysis carried out using Rocscience Slide 6.0 software, the FoS value for slopes in original, dry, and saturated conditions is obtained, where on slope 1: FoS in original conditions is 0.935, FoS in dry conditions is 1.619, and FoS in saturated conditions is 0.671. Then slope 2: FoS in original condition is 0.896, FoS in dry condition is 1.457, and FoS in saturated condition is 0.806. Slope 3: FoS in original condition is 3.490, FoS in dry condition is 4.199, and FoS in saturated condition is 3.368. So it can be concluded that slopes 1 and 2 are unsafe or unstable in original and saturated conditions so that landslides can occur. In the analysis of the FoS value of the actual condition of the slopes in the field using the Hoek & Brown method, the FoS value of slope 1 is 0.387, the FoS value of slope 2 is 0.579, and the FoS value of slope 3 is 1.272, it can be seen that the actual condition of the slopes in the field is slopes 1 and 2 in an unsafe or unstable state. Improvements must be made to the slope geometry to maintain the stability of the slope to remain safe or stable. The recommended improvement is to create a new working level for slopes 1 and 2, with steep height and large rock porphyry.
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Park, Sangki, Wooseok Kim, Jonghyun Lee, and Yong Baek. "Case Study on Slope Stability Changes Caused by Earthquakes—Focusing on Gyeongju 5.8 ML EQ." Sustainability 10, no. 10 (September 27, 2018): 3441. http://dx.doi.org/10.3390/su10103441.
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Slope failure is a natural hazard occurring around the world and can lead to severe damage of properties and loss of lives. Even in stabilized slopes, changes in external loads, such as those from earthquakes, may cause slope failure and collapse, generating social impacts and, eventually causing loss of lives. In this research, the slope stability changes caused by the Gyeongju earthquake, which occurred on 12 September 2016, are numerically analyzed in a slope located in the Gyeongju area, South Korea. Slope property data, collected through an on-site survey, was used in the analysis. Additionally, slope stability changes with and without the earthquake were analyzed and compared. The analysis was performed within a peak ground acceleration (PGA) range of 0.0 (g)–2.0 (g) to identify the correlation between the slope safety factor and peak ground acceleration. The correlation between the slope safety factor and peak ground acceleration could be used as a reference for performing on-site slope stability evaluations. It also provides a reference for design and earthquake stability improvements in the slopes of road and tunnel construction projects, thus supporting the attainment of slope stability in South Korea.
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Ma, Zong Yuan, Hong Jian Liao, and Mao Hong Yu. "Slope Stability Analysis Using Unified Strength Theory." Applied Mechanics and Materials 137 (October 2011): 59–64. http://dx.doi.org/10.4028/www.scientific.net/amm.137.59.
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Numerical computations using finite difference method and unified strength theory are reported to analyze the slope stability problem. The Factor of safety of plane strain and axisymmetric slopes was calculated by strength reducing method, and the influences of intermediate principal stress on slope stability problem was analyzed. The associative and non-associative flow rule was taking into account in plane strain slope problem analysis. The intermediate principal stress has equivalent influences on slope stability problem under associative and non-associative flow rule. The Factor of safety of plane strain slope is lower than the axisymmetric situation. The influence of intermediate principal stress on slope stability under plane strain condition is heavier than axisymmetry.
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Keskin, Mehmet Salih, and Sedat Kezer. "Stability of MSW Landfill Slopes Reinforced with Geogrids." Applied Sciences 12, no. 22 (November 21, 2022): 11866. http://dx.doi.org/10.3390/app122211866.
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Slope stability is one of the main problems encountered in MSW (municipality solid waste) landfill designs. Slope stability calculations become difficult due to the heterogeneous structure of MSW landfills and leachate, and therefore, slope geometries are formed by choosing low slope angles for safe designs. This causes less waste to be stored on site. This study presents slope stability analyses of MSW landfills. Numerical analyses were performed using finite element and limit equilibrium methods. The stability behavior of landfill slopes was analyzed for both unreinforced and geogrid-reinforced conditions in order to investigate the effects of shear strength parameters, the unit weight of soil waste, and material model parameters. It has been seen that the stability of landfill slopes can be increased significantly using geogrid materials. When the optimum geogrid parameters obtained from the numerical analysis results are used, it has been observed that the safety factor of the slope can be increased by up to approximately two times. Slopes in landfills reinforced with geogrid reinforcements can be formed steeper, allowing more solid waste to be stored. Considering the high initial investment cost of MSW landfills, it has been concluded that storing more solid waste with the use of geogrids will provide significant economic gains. Based on the results, the optimum values of geogrid parameters were determined and suggested for maximum reinforcing effects in MSW landfill slopes.
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Seyed-Kolbadi, S., J. Sadoghi-Yazdi, and M. Hariri-Ardebili. "An Improved Strength Reduction-Based Slope Stability Analysis." Geosciences 9, no. 1 (January 21, 2019): 55. http://dx.doi.org/10.3390/geosciences9010055.
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Slope uncertainty predominantly originates from the imperfect analysis model and the inaccuracy and imprecision of the observations. The strength reduction method (SRM) is widely used to attain the safety factor (SF) of the slopes, which is similar to interpretation of the limit state (LS). In this paper, the spectral element method (SEM), using an elasto-plastic Mohr–Coulomb failure criterion, is employed to project the plausible LS of the soil slopes. An iterative SRM search method is proposed to evaluate the SF of the slopes regardless of the LS interpretation. The proposed SRM paradigm encompasses the design trigger to trace the uncertain parameters in decision-making. This method is applied to three numerical examples: (1) a homogeneous dry slope, (2) a dry slope with a weak layer, and (3) a partially-wet slope with a weak layer. It is shown that for the case study examples, the proposed SRM reasonably converges to the required precision. Results further are compared and contrasted with some of the conventional and standard techniques in slope stability. This hybrid procedure paves the road for fast and safe stability analysis of man-made and natural slopes.
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Burgess, Jesse, Gordon A. Fenton, and D. V. Griffiths. "Probabilistic seismic slope stability analysis and design." Canadian Geotechnical Journal 56, no. 12 (December 2019): 1979–98. http://dx.doi.org/10.1139/cgj-2017-0544.
Full textAbstract:
Deterministic seismic slope stability design charts for cohesive–frictional ([Formula: see text]) soils are traditionally used by geotechnical engineers to include the effects of earthquakes on slopes. These charts identify the critical seismic load event that is sufficient to bring the slope to a state of limit equilibrium, but they do not specify the probability of this event. In this paper, the probabilistic seismic stability of slopes, modeled using a two-dimensional spatially random [Formula: see text] soil, is examined for the first time using the random finite element method (RFEM). Slope stability design aids for seismic loading, which consider spatial variability of the soil, are provided to allow informed geotechnical seismic design decisions in the face of geotechnical uncertainties. The paper also provides estimates of the probability of slope failure without requiring computer simulations. How the design aids may be used is demonstrated with an example of slope remediation cost analysis and risk-based design.
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Sun, Chaowei, Junrui Chai, Tao Luo, Zengguang Xu, Yuan Qin, Xiaosa Yuan, and Bin Ma. "Stability Charts for Pseudostatic Stability Analysis of Rock Slopes Using the Nonlinear Hoek–Brown Strength Reduction Technique." Advances in Civil Engineering 2020 (August 6, 2020): 1–16. http://dx.doi.org/10.1155/2020/8841090.
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This paper presents a set of stability charts for the stability assessment of rock slopes that satisfy the Hoek–Brown (HB) criterion under various seismic loading conditions. The nonlinear Hoek–Brown strength reduction technique is used to conduct pseudostatic stability analysis of rock slopes subjected to horizontal seismic excitation. Based on an extensive parametric study, first, a set of stability charts with a slope angle of β = 45° under static and pseudostatic conditions are proposed by using ABAQUS 6.10 software. Second, the slope angle weighting factor (fβ) and the seismic weighting factor (fkh) are adopted to characterize the influence of slope angle (β) and horizontal seismic acceleration coefficient (kh) on the rock slope stability. Finally, the reliability of the proposed charts was validated by three typical examples and two case studies, and the results show that the values of the factor of safety (FOS) obtained from the proposed charts are consistent with the values from other methods. The proposed charts provide an efficient and convenient way to determine the FOS of rock slopes directly from the rock mass properties (γ and σci), the HB parameters (mi and GSI), the slope geometry (H and β), and the horizontal seismic coefficients (kh).
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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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Donati, Davide, Doug Stead, and Lisa Borgatti. "The Importance of Rock Mass Damage in the Kinematics of Landslides." Geosciences 13, no. 2 (February 9, 2023): 52. http://dx.doi.org/10.3390/geosciences13020052.
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The stability and kinematics of rock slopes are widely considered to be functions of lithological, structural, and environmental features. Conversely, slope damage features are often overlooked and considered as byproducts of slope deformation. This paper analyzes and discusses the potential role of slope damage, its time-dependent nature, and its control on both the stability of rock slopes and their kinematics. The analysis of several major landslides and unstable slopes, combined with a literature survey, shows that slope damage can play an important role in controlling short- and long-term slope stability. Seasonal and continuously active events cause permanent deformation within the slope due to the accumulation of slope damage features, including rock mass dilation and intact rock fracturing. Rock mass quality, lithology, and scale control the characteristics and complexity of slope damage, as well as the failure mechanism. The authors propose that the role of slope damage in slope kinematics should always be considered in slope stability analysis, and that an integrated characterization–monitoring–numerical modelling approach can enhance our understanding of slope damage, its evolution, and the controlling factors. Finally, it is emphasized that there is currently a lack of guidelines or frameworks for the quantitative assessment and classification of slope damage, which requires a multidisciplinary approach combining rock mechanics, geomorphology, engineering geology, remote sensing, and geophysics.
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Wang, Yafei, Zhanrong Zhang, Xingpei Kang, Hao Xie, Chenchen Wang, and Kun Liu. "Stability Analysis of Soil and Rock Mixed Slope Based on Random Heterogeneous Structure." Advances in Civil Engineering 2024 (February 19, 2024): 1–12. http://dx.doi.org/10.1155/2024/1448371.
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Due to the complexity in the heterogeneous internal structure and interactions between rocks and soil, the slide of soil–rock mixed slope is usually more complex than that of a homogeneous soil slope. This paper investigated the stability of soil–rock mixed slopes with finite element method (FEM) based on random heterogeneous structure. An image-aided approach was used to generate the 2-D and 3-D digital rocks to ensure the morphology of digital rocks was similar with the real rocks. The 2-D and 3-D soil–rock mixed slopes were then generated by placing the digital rocks into the soil matrix. The generated heterogeneous structures of soil–rock mixed slope were imported into ABAQUS for numerical analysis. The effect of rock content, spatial distributions, material properties, and rock–soil interface on the stability of soil–rock mixed slopes were analyzed. Results show that the stability factor of the soil–rock mixed slope increases with the increase of rock content. The rocks can play a certain degree of antislide effect in the slope. The uneven spatial distribution of rocks has effect on the overall stability of soil–rock mixed slope. This effect is more significant when the rock content is moderate. Rocks distributed in the middle layer of the slope may improve the overall antisliding performance of the slope. The stability factor decreases with the increase of rock density. While the effect of rock elastic modulus on stability of soil–rock mixed slope is relatively limited. The contact condition at the soil–rock interface has effect on the overall stability of soil–rock mixed slope. It is recommended to properly determine the interface properties for stability analysis of soil–rock mixed slope.
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Qader, Rebaz, Ghafor Hamasur, and Ali Surdashy. "Q-Slope System for Assessing the Stability of Rock Slopes in Selected Area, Mergasur Town, Erbil, Kurdistan Region, NE Iraq." Iraqi Geological Journal 57, no. 1C (March 31, 2024): 243–60. http://dx.doi.org/10.46717/igj.57.1c.16ms-2024-3-28.
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Rock slope, slope height, rock discontinuity orientations, and undesigned excavated slopes are the primary contributing factors to the instability of the road in the mountain area. The eight rock slopes in Mergasur town, NE-Iraq, were chosen to be assessed for stability using the kinematic approach with DIPS v6.008 software to determine the type of slope failure and the Q-slope system applied to determine the stability condition. This is an efficient approach for classifying rock slope engineering. According to the kinematic results, stations 1–5 and 7 may have planar sliding, whereas stations 4–8 may experience wedge sliding, stations 1, 2, and 7-8 may experience flexural toppling, and station 3 may have direct toppling. In accordance with the Q-slope system results, stability conditions are determined by projecting the Q-slope and slope angle values on the Q-slope chart.
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Li, Haotian, Liangxing Jin, and Pingting Liu. "Analysis of Soil Slope Stability under Underground Coal Seam Mining Using Improved Radial Movement Optimization with Lévy Flight." Mathematics 12, no. 10 (May 17, 2024): 1566. http://dx.doi.org/10.3390/math12101566.
Full textAbstract:
Underground coal seam mining significantly reduces the stability of slopes, especially soil slopes, and an accurate evaluation of the stability of soil slopes under underground mining conditions is crucial for mining safety. In this study, the impact of coal seam mining is considered as the additional horizontal and vertical stresses acting on the slope, and an equation for calculating the safety factor of soil slopes under underground mining conditions is derived based on the rigorous Janbu method. Then, the Improved Radial Movement Optimization (IRMO) algorithm is introduced and combined with Lévy flight optimization to conduct global optimization searches, obtaining the critical sliding surface and corresponding safety factor of the soil slope under underground coal seam mining. Through comparisons with the numerical simulation results in three different case studies, the feasibility of applying the IRMO algorithm with Lévy flight to analyze the stability of soil slopes under underground mining is demonstrated. This ensures the accuracy and stability of the calculation results while maintaining a high convergence efficiency. Furthermore, the effects of the mining thickness and mining direction on slope stability are analyzed, and the results indicate that a smaller mining thickness and mining along the slope are advantageous for slope stability. The method proposed in this study provides valuable insights for preventing the slope instability hazards caused by underground coal seam mining.
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Chen, Yu, Hui Yun Duan, and Cheng Tao Zhou. "The Numerical Calculation of Highway Slope Stability under the Influence of Rainfall." Applied Mechanics and Materials 260-261 (December 2012): 907–11. http://dx.doi.org/10.4028/www.scientific.net/amm.260-261.907.
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The slope deformation and instability caused by rainfall is the most common geological hazard in the highway slope landslide hazards. This paper used the finite element method to analyze the stability of slop in a variety of water-saturated conditions based on the strength reduction method, and to get the mechanism of rainfall weakening the strength of landslide. The results shows that the slope landslide in the fully saturated state would be instability when the surface was muddy geotechnical (thickness about 5 m), but it could remain stable when the saturated rate was under 80%. Under the action of rainfall, the maximum shear stress of potential slip plane in this kind of slopes was in the landslide’s lower edge which has obvious stress concentraten. Therefore, slope control measures should be strengthened to prevent the occurrence of the landslide hazard in the lot of long rainy season.
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Tamošiūnas, Tadas. "ANALYSIS OF EMBANKMENT SLOPE STEEPNESS AND STABILITY." Mokslas - Lietuvos ateitis 14 (January 6, 2022): 1–5. http://dx.doi.org/10.3846/mla.2022.15191.
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This paper describes the stability calculations of the most common road embankments slopes and their results using the modified Bishop method. By searching for the smallest possible effective angle of internal friction of the different slope steepness embankments, the possible different bases of the embankment, the weight of the embankment soil, the load caused by transport and the location of load application (shoulder) were evaluated. Analyzing the obtained calculation results, it was determined that at a slope of 1:2 (26.57°) steepness, to ensure slope stability, the calculated effective internal friction angle of the embankment soil should be φʹd ≥ 28.5°, and at a slope of 1:1.75 (29.74°) steepness – φʹd ≥ 29.8°. When the slope is 2:3 (33.69°) steepness, the stability of the slope cannot be guaranteed.
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Lei, WENG, WU Zhijun, and MA Liangliang. "Stability Analysis of Rock Slope under Rainfall Infiltration Based on A Zero-Thickness Cohesive Element." Bulletin of Chinese Civil Engineering 1, no. 1 (June 28, 2023): 1–14. http://dx.doi.org/10.48014/bcce.20220830001.
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There are often a large number of joints, fissures and other water channels in rock slopes. Under the condition of short-term heavy rainfall or continuous rainfall, a large amount of rainwater enters the slope body, which can easily induce landslide disaster on rock slopes. Therefore, it is of great significance to study the stability of rock slope under the infiltration of rainfall. Based on the ABAQUS numerical simulation platform, this paper implements continuous-discontinuous simulation of the deformation and damage of rock slopes under rainfall conditions by embedding zero-thickness cohesive elements and focuses on the effects of rainfall intensity, rainfall duration and rainfall infiltration location on the slope stability using vector method safety factors as indicators. The results show that as the rainfall intensity and rainfall duration increase, the depth of fissures in the slope gradually becomes larger, and the stability of the slope gradually decreases. The farther the initial location of rainfall infiltration is from the shoulder of the slope, the shorter the rain-induced fissure extension length is and the better the stability of the slope is. The research results provide reference for the engineering treatment of rock slope under rainfall conditions.
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Zhou, Aizhao, Xianwen Huang, Na Li, Pengming Jiang, and Wei Wang. "A Monte Carlo Approach to Estimate the Stability of Soil–Rock Slopes Considering the Non-Uniformity of Materials." Symmetry 12, no. 4 (April 8, 2020): 590. http://dx.doi.org/10.3390/sym12040590.
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A soil–rock slope is a heterogeneous slope composed of soil and rocks that is widely distributed throughout the world. In order to accurately analyze the slope stability of soil–rock mixture, based on a Monte Carlo algorithm (fuzzy-based method), a symmetrical stability analyzing method for soil–rock slopes is proposed, considering the dispersion of strength of soil–rock mixtures. In analyzing it, the numerical model is symmetrical to the real soil–rock slope in geometry and material properties. In addition, the effect of rock content to slope stability was studied by this symmetrical method. The specific work of this paper is as follows: (1) The acquisition method of random number series for the Monte Carlo algorithm and the method of slope stability analysis, using the Monte Carlo method, are introduced. (2) According to in situ samples and remade samples, the strength characteristics of soil–rock mixtures were measured with different rock contents, which proved the scatter of strength of soil–rock mixtures. (3) Based on the measured strength parameters of soil–rock mixtures and the slope landslide, the reliability in analyzing results and superiority in calculating time of using the Monte Carlo method to analyze stability of soil–rock slopes are detailed. (4) The stability of soil–rock slopes with different rock content is discussed with the Monte Carlo method, and it is concluded that with the increase of rock content, the stability of a soil–rock slope decreases first and then increases, and the minimum safety factor is acquired at 20% rock content. (5) Based on a large number of calculation examples, the applied situations of the Monte Carlo method to analyze stability of soil–rock slopes are detailed according to sampling results and rock size.
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Ghutke, Vishal, Shubhankar Humaney, Kunal Zamare, Vivek Patode, Ritik Wasekar, Neha Upadhyay, Apu Banik, and Aniket Girehepunje. "Stability of Slopes under Dynamic Loading using FEM Software." International Journal for Research in Applied Science and Engineering Technology 11, no. 4 (April 30, 2023): 4277–84. http://dx.doi.org/10.22214/ijraset.2023.51276.
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Abstract: In this study, the dynamic stability of soil slopes was analysed using the finite element method (FEM). The analysis was performed using the Plaxis 2D software, which is a popular FEM software package. The study aimed to investigate the behaviour of soil slopes under dynamic loading conditions and to evaluate the accuracy and effectiveness of the FEM approach for predicting slope stability. A 2D slope model was created using Plaxis 2D, and dynamic analyses were performed under different loading conditions. A Shake Table was used for simulating the loading conditions at different frequencies and amplitude. The results of the analysis showed that the slope stability was highly dependent on the dynamic loading conditions and the soil properties. Under earthquake like ground motions which were simulated with the help of shake table under controlled environment, the slope experienced significant deformations and displacements. The deformations were calculated in the form of crest settlement and toe settlement. The study also evaluated the accuracy of the FEM approach by comparing the simulation results with the experimental data. The comparison showed that the FEM approach provided a good prediction of the slope behaviour under dynamic loading conditions and could be used as a reliable tool for analysing slope stability. Overall, the study demonstrated the effectiveness of the FEM approach for analysing the dynamic stability of soil slopes and highlighted the importance of considering dynamic loading conditions in slope stability analysis. The study also provided insights into the behaviour of soil slopes under different loading conditions and could be useful for designing safer and more stable slopes in practice.
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Xu, Jingshu, Xinrui Wang, Pengfei Xie, Ruotong Wang, and Dianchun Du. "Effect of Rock Mass Disturbance on Stability of 3D Hoek–Brown Slope and Charts." Buildings 14, no. 1 (December 31, 2023): 114. http://dx.doi.org/10.3390/buildings14010114.
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The present study performs a stability analysis of a three-dimensional (3D) rock slope in disturbed rock masses following the Generalized Hoek–Brown (GHB) failure criterion. The factor of safety (FoS) of the slope is derived and the optimal solution is captured combining the limit analysis method and the strength reduction technique. It is indicated by the parametric analysis that the 3D geometric characteristics have a significant impact on slope stability such that FoS decreases sharply with the increase in the width-to-height ratio B/H within 0<B/H≤2.0 and thereafter reaches a constant value asymptotically. The FoS decreases more than 60% linearly when the disturbance factor D increases from 0 to 1.0. Stability charts and slope angle weight factor fβ_3D for 3D slopes are proposed to provide a convenient and straightforward approach to obtain the FoS solutions of 3D slopes. A case study was carried out to apply the stability charts on practical engineering cases, which showed that slope stability under two-dimensional (2D) plane strain will lead to conservative results, and a 3D stability analysis of slope is more appropriate, especially for a slope with a limited width.
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Van Gent, Marcel, Gregory M. Smith, and Ivo Van der Werf. "STABILITY OF RUBBLE MOUND BREAKWATERS WITH A BERM." Coastal Engineering Proceedings 1, no. 33 (October 25, 2012): 10. http://dx.doi.org/10.9753/icce.v33.structures.10.
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The stability of rock slopes with a horizontal berm has been studied by means of physical model tests. This paper is focussed on the rock slope stability of the slopes above and below the berm. By applying a berm the rock size can be reduced compared to the required rock size for a straight slope without a berm. This reduction can be significant for the slope above the berm. The influence of the slope angle (1:2 and 1:4), the width of the berm, the level of the berm, and the wave steepness have been investigated. Based on the test results prediction formulae have been derived to quantify the required rock size for rubble mound breakwaters with a berm.
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Cha, Kyung-Seob, and Tae-Hoon Kim. "Evaluation of slope stability with topography and slope stability analysis method." KSCE Journal of Civil Engineering 15, no. 2 (January 28, 2011): 251–56. http://dx.doi.org/10.1007/s12205-011-0930-5.
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Khabibullin, I. L., and G. A. Nigametuanova. "THERMOMECHANICAL MODEL FOR DETERMINING THE STABILITY OF THE PERMAFROST ZONE SLOPES." Oil and Gas Studies, no. 1 (March 1, 2018): 42–48. http://dx.doi.org/10.31660/0445-0108-2018-1-42-48.
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The authors of the article propose a model for determining the stability of the permafrost zone slopes, which includes mechanical and thermophysical components. The developed model for determining the stability of slopes in the process of thawing permafrost allows assess slope stability factor depending on the time and the set of parameters: thermal and mechanical properties of soil making up the slope, the components of the radiation balance, the exposure, and the angle of slope, etc.
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Onyango, Joan Atieno, Takashi Sasaoka, Hideki Shimada, Akihiro Hamanaka, and Dyson Moses. "Stability Assessment of the Slopes of an Oceanside Coral Limestone Quarry under Drawdown Condition of Semidiurnal Ocean Tides." Mining 2, no. 3 (September 14, 2022): 589–615. http://dx.doi.org/10.3390/mining2030032.
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Vipingo quarry in Kilifi county, Kenya, is one of the quarries supplying coral limestone for limestone manufacturing in the coastal region. Due to its close proximity to the Indian ocean, the semidiurnal ocean tides tend to have an influence on the stability of the quarry slopes adjacent to the shoreline. Finite element numerical analysis using the generalized Hoek–Brown criterion is conducted to assess the stability condition of the slopes followed by slope-angle optimization to determine the safest overall slope angle as well as analyzing the stability of the slopes due to action of varying ocean tides. The optimum overall slope angles for various excavation depths are found to be 52° for 20 m, 46° for 30 m, 42° for 40 m, and 39° for 50 m, which are the same even with varying distance of the slope face from the shoreline. A parametric analysis shows that there is no significant effect of the tides on slope stability for excavations above the water table, but as the quarry gets deeper, the slope stability is affected. A sensitivity factor (ζ) is introduced, being a measure of how much the slope safety factor is reduced as a result of the semidiurnal tidal action.
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Markovic, Mladen, Nikola Zivanovic, and Grozdana Gajic. "Stability analysis of slopes along roads in bio-reinforced soil conditions." Bulletin of the Faculty of Forestry, no. 119 (2019): 91–104. http://dx.doi.org/10.2298/gsf1919091m.
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Root system has ability to stabilize slopes, improving physical and mechanical properties of soil on which it develops. Morphology and tendency of root system to compose soil particles into one monolithic mass, which we call bio-reinforced soil, contribute to increasing the resistance of soil to shearing. In this paper, is presents a comparative analysis of slope stability along roads without and with the influence of root system. The analyzes were made for the needs of defense of roads, finding most optimal types of root system as an alternative solution for stabilization of the slopes along roads. ?n the slope model was simulated influence of four groups of vegetation, based on morphology of root system (plate, heart, tap and undefined). For each selected species, value of root cohesion (cr) has been adopted. Software for geotechnical numerical modeling-GeoStudio 2007, was used for all slope stability analyzes. Analyzing stability of the slope model without influence of vegetation, slope is unstable. By calculating stability of slope model with vegetation groups, an increase in stability of the slope model is achieved. The greatest influence on stability of the slope model has group 2.- vegetation with a tap root system, followed by group 1. - with a heart root, while group 3, plate root, and group 4, undefined types of root system, gave at least the values. The results from this paper, represent a contribution to choice of solutions for stabilization of slopes along roads and the prevention of erosion processes.
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Li, Shaoling, Chi Qiu, Jiankun Huang, Xiaoping Guo, Yucun Hu, Al-Shami Qahtan Mugahed, and Jin Tan. "Stability Analysis of a High-Steep Dump Slope under Different Rainfall Conditions." Sustainability 14, no. 18 (September 6, 2022): 11148. http://dx.doi.org/10.3390/su141811148.
Full textAbstract:
The existing slope stability research, which is based on the fluid–solid coupling theory, is mainly focused on the slopes of central and eastern China. The impact of rainfall on the stability of the dump slope has often been ignored. It is worthwhile to reveal the mechanism of the fluid–solid coupling mechanics of dump slopes in the arid desertification area of northwest China under the maximum precipitation. The method of combining the seepage mechanics theory with the geomechanics theory was adopted. Darcy’s law and the mass conservation law were introduced to derive and establish the fluid–solid coupling analysis method. Taking the Xinxing Coal Mine in Wuhai City, China, as an example, the finite element software ABAQUS was used to construct the fluid–solid coupling model for slope stability analysis with unsaturated soil. The equivalent rainfall intensity of 68 mm/h for 1 h and 18 mm/h for 24 h was designed in the simulation, respectively. Four different types of initial water content (i.e., 1.72%, 7.34%, 14.69%, and 22.03%) of the dump slopes were defined as the initial conditions. The high-steep slope was compared to the standard slope. Therefore, a set of sixteen rainfall schemes was proposed. The variation regularity of slope stability was thoroughly discussed in regards to four areas: vertical deformation, pore water pressure distribution, equivalent plastic strain, and safety factor. As was expected, the research showed that the slope height and angle have a significant effect on the slope stability. When high-intensity rainfall occurs for a short duration, the slope tends to be more stable as the initial water content increases on the slope. When low-intensity rainfall occurs over a long period, the slope stability reduces if the initial water content is too high or too low in the slope.
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Wu, Di, Yuke Wang, Fei Zhang, and Yue Qiu. "Influences of Pore-Water Pressure on Slope Stability considering Strength Nonlinearity." Advances in Civil Engineering 2021 (May 25, 2021): 1–16. http://dx.doi.org/10.1155/2021/8823899.
Full textAbstract:
The pore-water pressure is a vital factor in determining the slope stability. To deal with the stability of slopes undergoing pore-water pressures, this paper used the pore-water pressure coefficient to develop the three-dimensional limit analysis method for slope stability evaluation with a nonlinear strength envelope. For numerical slope examples, the critical heights and corresponding critical slip surfaces associated with linear and nonlinear envelopes were derived by using a numerical optimization procedure. The influences of pore-water pressures on the slope stability were addressed by comparing the upper-bound solutions derived by linear and nonlinear strength envelopes (the linear and nonlinear results for short). The obtained two critical inclinations between the linear and nonlinear results both decrease and gradually approach with increasing pore-water pressure coefficient. For most slopes subjected to pore-water pressures, using the linear Mohr–Coulomb envelope will obviously overestimate the slope critical height. The overestimation resulted from the linear criterion will become more distinct for slopes with smaller widths. Besides, the presented results showed that the equivalent internal friction angle tends to have a weaker increasing trend for steeper slopes as pore-water pressure coefficient increases. Hence, when pore-water pressure coefficient increases, the critical slip surfaces of gentle slopes with nonlinear strength criteria become shallower, but the critical slip surfaces of steep slopes seem to have no consistent change law. These results and analyses can illustrate the significance of the application of nonlinear strength envelopes in slope stability evaluation considering pore-water pressures and provide certain reference advice in slope engineering design and landslide prevention.