Journal articles on the topic 'Slopes'
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Xu, Zaixian, Chao Li, Fang Fang, and Fufei Wu. "Study on the Stability of Soil–Rock Mixture Slopes Based on the Material Point Strength Reduction Method." Applied Sciences 12, no. 22 (November 15, 2022): 11595. http://dx.doi.org/10.3390/app122211595.
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In this paper, the material point strength reduction method is used to investigate the stability of soil–rock mixture (SRM) slopes and the whole process of large deformation occurring after destabilization. A comparative study with homogeneous soil slopes is conducted. First, a material point slope model with typical shapes, a homogeneous soil slope, and an SRM slope with stones of different sizes distributed inside is established. Next, gravity is linearly added to establish the initial state of the slopes. Then the material strength of the slope is discounted according to the criterion of strength discounting. The material point method (MPM) simulations of the two slopes are carried out separately until the slope’s displacement changes abruptly to determine the slope’s safety factor. The final accumulation form of the slope after the damage is studied. Finally, the deformation characteristics of the two slopes under extreme conditions are explored. The research shows that the stones are beneficial to the slope in maintaining slope stability, and due to the presence of stones, the slope presents different characteristics from the pure soil slope when damage occurs.
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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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Friday, Sara. "Writing Slopes: Folding Slope." Physiotherapy 74, no. 7 (July 1988): 346. http://dx.doi.org/10.1016/s0031-9406(10)63261-0.
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Burt, T. P. "Slopes and slope processes." Progress in Physical Geography: Earth and Environment 9, no. 4 (December 1985): 582–99. http://dx.doi.org/10.1177/030913338500900405.
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Burt, T. P. "Slopes and slope processes." Progress in Physical Geography: Earth and Environment 10, no. 4 (December 1986): 547–62. http://dx.doi.org/10.1177/030913338601000404.
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Burt, T. P. "Slopes and slope processes." Progress in Physical Geography: Earth and Environment 11, no. 4 (December 1987): 598–611. http://dx.doi.org/10.1177/030913338701100408.
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Burt, T. P. "Slopes and slope processes." Progress in Physical Geography: Earth and Environment 12, no. 4 (December 1988): 583–94. http://dx.doi.org/10.1177/030913338801200405.
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Allison, Robert J. "Slopes and slope processes." Progress in Physical Geography: Earth and Environment 14, no. 3 (September 1990): 373–87. http://dx.doi.org/10.1177/030913339001400305.
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Allison, Robert J. "Slopes and slope processes." Progress in Physical Geography: Earth and Environment 15, no. 4 (December 1991): 423–37. http://dx.doi.org/10.1177/030913339101500405.
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Allison, Robert J. "Slopes and slope processes." Progress in Physical Geography: Earth and Environment 17, no. 1 (March 1993): 92–101. http://dx.doi.org/10.1177/030913339301700108.
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Allison, Robert J. "Slopes and slope processes." Progress in Physical Geography: Earth and Environment 18, no. 3 (September 1994): 425–35. http://dx.doi.org/10.1177/030913339401800309.
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Allison, Robert J. "Slopes and slope processes." Progress in Physical Geography: Earth and Environment 19, no. 2 (June 1995): 265–79. http://dx.doi.org/10.1177/030913339501900208.
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Allison, Robert J. "Slopes and slope processes." Progress in Physical Geography: Earth and Environment 20, no. 4 (December 1996): 453–65. http://dx.doi.org/10.1177/030913339602000405.
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Despite suggestions (see Wolman, 1995, for example) that problem-solving in physical geography relies increasingly on interactions between research and application, there is abundant evidence in hillslope studies of research focused on both real-world problems and aimed at generating new knowledge. A study of mass movement patterns (Flagollet, 1996) illustrates application, by examining hazard associated with spatial and temporal variations in landslide activity. Understanding the principle of dynamic equilibrium is, on the other hand, examined and verified using quantitative DEM data (Chandler and Brunsden, 1995) from sequential air photographs for a landslide complex at Black Ven, Dorset, UK. Some studies crosscut applied and basic research. Hazard assessment is one example, where Crozier (1996) uses past temporal records to address magnitude, fre quency and risk issues through the determination of trigger mechanisms and thresholds, rather than simply ranking terrain unit hazard susceptibility.
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Shen, Y., R. Lindenbergh, B. Hofland, and R. Kramer. "CHANGE ANALYSIS OF LASER SCANS OF LABORATORY ROCK SLOPES SUBJECT TO WAVE ATTACK TESTING." ISPRS Annals of Photogrammetry, Remote Sensing and Spatial Information Sciences IV-2/W4 (September 13, 2017): 139–47. http://dx.doi.org/10.5194/isprs-annals-iv-2-w4-139-2017.
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For better understanding how coastal structures with gentle slopes behave during high energy events, a wave attack experiment representing a storm of 3000 waves was performed in a flume facility. Two setups with different steepness of slope were compared under the same conditions. In order to quantify changes in the rock slopes after the wave attack, a terrestrial laser scanner was used to obtain 3D coordinates of the rock surface before and after each experiment. Next, through a series of processing steps, the point clouds were converted to a suitable 2D raster for change analysis. This allowed to estimate detailed and quantitative change information. The results indicate that the area around the artificial coast line, defined as the intersection between sloped surface and wave surface, is most strongly affected by wave attacks. As the distances from the sloped surface to the waves are shorter, changes for the mildly sloped surface, slope 1 (1 : 10), are distributed over a larger area compared to the changes for the more steeply sloped surface, slope 2 (1 : 5). The results of this experiment show that terrestrial laser scanning is an effective and feasible method for change analysis of rock slopes in a laboratory setting. Most striking results from a process point of view is that the transport direction of the rocks change between the two different slopes: from seaward transport for the steeper slope to landward transport for the milder slope.
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I. A. Ahmed, Abdalla, Ibrahim M. Eldoma, Elsadig ElMahdi A. H. Elaagip, and Fujiang Hou. "Effects of Indigenous Cultivation Practices on Soil Conservation in the Hilly Semiarid Areas of Western Sudan." Water 12, no. 6 (May 29, 2020): 1554. http://dx.doi.org/10.3390/w12061554.
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In dry regions, it is customary for farmers to use soil water conservation and/or water harvesting techniques. These practices have now become applicable to agriculturalists combating the adverse effects of drought on food production. In the semiarid areas of Zalingei in western Sudan, we quantified the soil erosion using traditional conservation measures, and conducted experiments in two consecutive rainy seasons (2013 and 2014). A split-split plot design was used to quantify the respective influences of each variable on reducing soil erosion: A) three gentle gradients (Slope1 (0.98%), Slope2 (1.81%), and Slope3 (3.1%)); B) two cropping systems (mono-crop and mixed-crops); and C) five indigenous conservation tillage practices—chisel ploughing (CHP), cross slope tied bonding (CSTB), contour ridge with stone bonds (CRSB), cross slope bonding (CSB), and zero tillage (ZT). Our results showed that there were significant differences between the slopes in season 2 (2014); the soil eroded at Slope3 was more than that of Slope1 and Slope2 by 71% and 27%, respectively. Over two seasons, there were no significant differences between the cropping systems. Conversely, the erosion level observed with CHP was higher than with the other practices. However, the CSTB and CSB erosion levels were only higher in season 2 when compared with those of CRSB and ZT. The study concluded that under the above conditions, the rate of soil erosion was severe and exceeded the erosion tolerance. Based on these results, in western Sudan, CRSB and ZT may be the more effective indigenous conservation practices for the protection of agricultural soils and productivity.
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Faraj, Muna Kh, Mohammed R. Abood, and Mohanad E. Khider. "Assessment of Rock Slope Stability along Bazian-Basara Main Road, Sulaimani, NE Iraq." Iraqi Geological Journal 55, no. 2B (August 31, 2022): 162–69. http://dx.doi.org/10.46717/igj.55.2b.14ms-2022-08-30.
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In Iraq, the majority of rock slope instability issues along highways result in road deterioration or collapse. Among these is located along Bazian-Basara main road on the southwestern limb of the Bazian anticline fold. For the study of this problem, stations along the road within Sinjar and Pila Spi formations are selected. The study included an investigation of the slopeʾs stability and the occurrence and potential failures. The stability of the slopes was evaluated using the SMRTool-v205 software, which is used to classify the condition and degree of the slopeʾs stability. The stability analysis results demonstrate the possibility of wedge sliding and direct toppling occurrence in the stations 4,8, and 10, thus, described as unstable slopes and need important intervention. Whereas the dominant failure modes in stations 3,4,6,7,9, and 10 and stations 1 and 5 in the slope with a dip of 90̊ are direct toppling, flexure toppling, and wedge sliding, therefore, described as normal and partially stable slopes and need to systematic monitoring. As well as, direct toppling is the dominant failure mode in stations 1 with a slope of dip 20̊ and stations 2,5, and 7 which are classified as good and stable slopes but need to be monitored occasionally.
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Zuhdi, Muhammad, Syamsuddin Syamsuddin, and Bakti Sukrisna. "The landslides mechanism on the slopes of mount rinjani due to the july 2018 Lombok earthquake." Jurnal Pijar Mipa 16, no. 5 (November 25, 2021): 664–67. http://dx.doi.org/10.29303/jpm.v16i5.2985.
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The Lombok earthquake that occurred in succession, which began at the end of July 2018, triggered landslides on several slopes on Mount Rinjani. The vibrations caused by the earthquake make the slopes unstable due to a decrease in the normal force as a component of the frictional force that binds the deposited material on the mountain slopes. The standard power is one factor that influences the friction force as a material binding to resist landslides. Under ordinary conditions, the average pressure depends on mass, gravity, and the slope's slope. During an earthquake, the normal force can be significantly reduced, causing landslides to occur. The slope stability angle shows the maximum slope angle susceptible to landslides due to an earthquake shock. The greater the peak ground acceleration (PGA) due to an earthquake, will have a landslide effect at a smaller tilt angle. The means that a significant shock due to an earthquake on a slope will be able to launch a landslide on a gentle slope, whereas a small shock can only slide a steep slope with a large angle. From the calculation of slope stability, which depends on the static friction coefficient, and PGA, which depends on the earthquake magnitude and the distance of the earthquake source from the slopes of Mount Rinjani, it gives a maximum value of 61.9o and a minimum value of 45.76o.
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Zhao, Zi Chao, Wen Nian Xu, and Dong Xia. "Soil Nutrient and Soil Enzyme Activity of the Slopes with Different Ecological Protection Technologies." Advanced Materials Research 356-360 (October 2011): 2445–50. http://dx.doi.org/10.4028/www.scientific.net/amr.356-360.2445.
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Taking four types of slopes as test objects this paper measured their, soil nutrient and soil enzyme activity. The results showed that variation of soil nutrients in different slopes is obvious; soil enzyme activity is also a significant difference between different slopes. The soil of A slope (natural secondary forest ) was the highest in activity of urease, invertase, neutral phosphatase and catalase, the lowest in D(wasteland)slope except catalase. There were extremely significant positive correlations among soil urease activity, invertase activity and neutral phosphatase activity. Significant positive correlations were observed between soil urease activity, invertase activity, neutral phosphates activity and organic matter, available N, total N. It suggested that enzymatic activity could be used to indicate and estimate soil fertility of artificial remediation slopes. Combined with and community structure and community characteristics of vegetation on the sanmpled slops, soil enzyme activities could be used to measure the degree of vegetation restoration in the disturbed area.
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Tiambunan, Damos, Irvani Irvani, and Ferra Fahraini. "Analisa Kestabilan Lereng Menggunakan Metode Fellenius Secara Manual dan Software Slide Rocscience 6.0 (Studi Kasus : TB 1.42 Pemali PT Timah (Persero) Tbk." MINERAL 3, no. 1 (January 30, 2020): 39–49. http://dx.doi.org/10.33019/mineral.v3i1.1575.
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A hill slope is a part of a mining, especially mining by Open Pit Method. The TB 1.42 Pemali PT Timah (Persero)Tbk, which is often referred as the TB 1.42 applies the open it method in its mining, hence the condition of the hill slope greatly influences the mining Safety because hill slope instability can cause avalance. Hance, the hill slope stability has to be calculated.The calculation is performed to get the value of the safety factor (FK) and to understand the slope’s condition. This calculation can be done using yheFelleniusMethod, either manually or using,SoftwareSlideRocscience 6.0. The FelleniusMethod requires the shear strength parameter in the calculation, therefore a laboratory testing is performed using direct shear test ASTM D-3064-04. This test generates the value of cohesion (c),the angle of internal friction (ɸ) and the soil density (γ) of a soil sample taken from the field.Basedon the research the front south slope TB 1.42 Pemali have sandy loam lithology (Slope LT01), clay (Slope LT02 dan LT03), and gravelly clay (slope LT04). Based on the Fellenius Method, the value of FK for the slope is affected by the slope’s angle and shear strength parameter ( c and ɸ). The analysis conducted in this study showed that of the four slopes that are observed, there are two unstable slopes, which are slope LT02 with FK amounted to 0,809 (manual) and 0,877 (slide), which is unstable ; and the slope LT03 with FK amounted to 1,056 (manual) and 1,070 (slide), which is in critical condition. In order to solve the instability of the slope, PT Timah (Persero) Tbk. Can alter the slope’s geometry and install a grouted tieback anchors at unstable slopes.
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Zhang, Hong, Bang Zhang, Can Wu, and Kun Chen. "Macro and micro analysis on coal-bearing soil slopes instability based on CFD-DEM coupling method." PLOS ONE 16, no. 9 (September 17, 2021): e0257362. http://dx.doi.org/10.1371/journal.pone.0257362.
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By combining the discrete element method (DEM) with computational fluid dynamics (CFD), this study proposes a three-dimensional CFD–DEM fluid–solid coupling microscopic computational model for analyzing the micromechanisms of instability and failure in a coal-bearing soil slope during rainfall. The CFD–DEM fluid–solid coupling model indicated that the main failure mode of the coal-bearing soil slopes was rainwater washing, and the slope sliding surface was predicted as an approximately linear segment. The adaptability of this numerical method was verified by comparing its results with those of rain-washed slopes in an outdoor model test. Rainfall changed the microscopic parameters such as the force chain, coordination number, and porosity of the slope soil particles. The porosity of the slope’s top particles increased from 0.35 in the initial state to 0.80 in the unstable state. This change was directly related to the macroscopic mechanics of the slope soil. By analyzing the changes in the microscopic parameters of the particles, the failure evolution law of the coal-bearing soil slopes during rainfall was explored from a microscopic perspective. This study not only provides a theoretical basis for the protection design and construction of coal-bearing soil slopes in the region but can also analyze macroscopic mechanical laws of discrete media from a micro–macro perspective in geotechnical engineering.
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Ažman Momirskis, Lucija. "ATAPTED SLOPES." Proyecto, Progreso, Arquitectura, no. 21 (2019): 13–20. http://dx.doi.org/10.12795/ppa.2019.i21.01.
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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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Zhou, Yuan, Fei Zhang, and Bing Li. "Static and Seismic Stability Charts for Three-Dimensional Cut Slopes and Natural Slopes under Short-Term Undrained Conditions." Advances in Civil Engineering 2019 (January 22, 2019): 1–18. http://dx.doi.org/10.1155/2019/1914674.
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In the strict framework of limit analysis, an analytical approach is derived to obtain the upper bound solutions for three-dimensional inhomogeneous slopes in clays under undrained conditions. Undrained strength profiles increasing linearly with depth below the crest of the slope and below the outline surface of the slope are assumed representative of cut slopes and natural slopes, respectively. Stability charts are produced for the cut slopes and the natural slopes under both static and pseudostatic seismic loading conditions. The presented charts are convenient to assess the preliminary and short-term stability for 3D slopes in practical applications, such as rapid excavation or buildup of embankments and slopes subjected to earthquakes. Compared with the available results from the finite element limit analysis method, a better estimate of the slope safety is obtained from the analytical approach.
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Yang, Guoyu, Tao Shang, Liu Han, and Tao Chen. "Numerical Study on the Influence of Profile Shape on the Stability of a Nonhomogeneous Slope." Advances in Civil Engineering 2021 (December 15, 2021): 1–14. http://dx.doi.org/10.1155/2021/3668378.
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To study the influence of profile shape on the stability of nonhomogeneous slopes, strip mechanical models of slopes with different profile shapes were established following the simplified Bishop method. Three hundred and seventy slope models with different profile shapes and strata sequences were simulated and analyzed with FLAC3D. The results show that slopes with weaker-to-stronger (WtS) strata sequences are, in most cases, more stable than slopes with stronger-to-weaker (StW) strata sequences when all other conditions are the same. Slopes with linear shapes are the most stable. With increasing arch height, the stability of convex slopes decreases, and the stability of concave slopes first increases slightly and then decreases. When the strata sequences are WtS, the factors of safety (FoSs) of slopes with convex and exterior polyline shapes decrease more slowly. However, when the strata sequences are StW, the FoSs of slopes with concave and interior polyline shapes decrease more slowly. The greatest X-displacements are concentrated in the steeper areas of the slopes. For different strata sequences, the higher the rock strength at the steeper position is, the more stable the slope is, and the opposite trend is also observed. For the same strata sequence, the stability of a polyline-shaped slope is always better than that of a curved slope with the same inflection point.
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Zayadi, Ruwaida, Christy Anandha Putri, Muhammad Nur Irfan, Zaenal Kusuma, Amin Setyo Leksono, and Bagyo Yanuwiadi. "Soil Reinforcement Modelling on a Hilly Slope with Vegetation of Five Species in the Area Prone to Landslide in Malang, Indonesia." Environmental Research, Engineering and Management 78, no. 3 (October 4, 2022): 56–72. http://dx.doi.org/10.5755/j01.erem.78.3.30670.
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Malang Indonesia is an area prone to landslides, resulting in the need to model soil reinforcement to determine the vegetation’s slope stability using the roots of five species. One of the methods to improve the stability of slopes prone to landslides is adequate vegetation preservation. Soil strengthening with vegetation roots is environmentally friendly and an inexpensive alternative to reduce the vulnerability of slopes along mountainous slopes and the risk of shallow erosions. Therefore, this study aims to evaluate the vegetation arrangement on the slopes in Malang Regency, Indonesia, with a view of geotechnical engineering on the role of its root characteristics. Slope stability was analyzed by modeling the distribution of vegetation roots as an equivalent cohesion approach, where the factor of safety (FoS) is calculated using the PLAXIS-2D version 86 software. Soil and root parameters were obtained through direct shear testing and examining five plant species’ tensile strength. The results showed that the highest stability is achieved when the position of the vegetation on the slope’s surface is compared to the top. The factor of safety (FoS) increased from 23% to 30% and from 28% to 31% for slopes with uniform and combined species. Of the five plant species, P. merkusii demonstrated some advantages in maintaining stability because it has better root mechanical properties, among others. However, the combined species, such as C. arabica, had better performance because they possess vertical and lateral root systems, which act as an anchor in penetrating and griping the soil. This means combining vegetation species is a preferable preventive measure to increase slope stability. The analysis results also demonstrated the significance of vegetation on slope stability. The results show that the FoS decreases when the slope angle increases and reaches its maximum when the species are combined. The mechanical effect of the plant root matrix system can increase the shear strength of the soil, thereby raising the slope stability. The density of roots in the soil mass and the tensile strength contribute to the soil’s ability to withstand shear stresses.
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Kroeger, E. Bane. "The effects of water on planar features in compound slopes." Environmental and Engineering Geoscience 6, no. 4 (November 1, 2000): 347–51. http://dx.doi.org/10.2113/gseegeosci.6.4.347.
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Abstract Plane failure in rock and soil slopes is usually caused by the intersection of a discontinuity plane with a slope face. Typically, discontinuities are weaker than the surrounding intact material and provide a surface along which movement can occur. When designing a stable slope, it is often desirable to find the most critical conditions for a particular slope configuration and base the final slope design around those conditions. The worst case for most dry slopes usually includes a tension crack at a location determined by the slope geometry. The worst case for saturated slopes typically has a tension crack at the slope crest, providing the deepest tension crack, and a fully or partially dammed discontinuity. This paper focuses on plane failure analyses of compound slopes using limit equilibrium techniques. It provides new equations to calculate the position of a tension crack, water forces, and stability factor in compound slopes. The results of a compound slope and water pressures are illustrated through several examples.
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Li, D., L. Zhang, C. Zhou, and W. Lu. "Risk-based stabilization planning for soil cut slopes." Natural Hazards and Earth System Sciences 9, no. 4 (August 6, 2009): 1365–79. http://dx.doi.org/10.5194/nhess-9-1365-2009.
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Abstract. Risk-based slope stabilization planning integrates the failure probability and the failure consequence systematically and shows promise for use in the practice. This paper attempts to develop a risk-based methodology for stabilization planning for deteriorating soil cut slopes. First, a framework of risk-based stabilization planning for slopes is proposed. Then the time-dependent reliability of deteriorating slopes is analyzed based on observed performance. Thereafter, the slope failure consequence is assessed in terms of expected numbers of fatality. After obtaining the time-dependent risk of slope failure, the time for slope stabilization is determined according to selected risk criteria. Finally, the effect of slope maintenance on the reliability of slopes is evaluated. Based on the analyses, the annual probability of failure of soil cut slopes would increase exponentially in the early stage of service if no maintenance were implemented. As a slope deteriorates, the risk of slope failure increases with time and may reach an intolerable level at a certain time. The risk of slope failure may also reach an intolerable level due to a change of elements at risk. The derived stabilization time depends on the factors that cause the slopes to deteriorate, consequence of slope failure, selected risk criteria, and vulnerability of the affected population.
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Agus Nugroho, Soewignjo, Muhamad Yusa, and Andarsin Ongko. "Rock slope stability analysis by approximation of geological strength index and finite element method." MATEC Web of Conferences 276 (2019): 05007. http://dx.doi.org/10.1051/matecconf/201927605007.
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As a part of natural geography systems, rock slopes have treasured amount of natural resources potential. The rock materials could be utilized to fulfill several needs, especially to construct buildings. However, society sometimes have taken advantages from the slope’s existence in wrong ways. The exploitations toward rock materials, either through manual or modern way (blasting) have caused some cracks occurred. These cracks have reduced the stability of rock slopes and easily triggered failures on rock slopes. In this paper, the stability of a rock slope will be precisely discussed by using Geological Strength Index (GSI) and was analyzed by using finite element method. The rock samples were taken from Pangkalan (West Sumatera, Indonesia), which this location is also vulnerable to rock slope failures. Geological Strength Index was obtained by doing manual observations on rock sample’s properties, i.e. joint, cracks, and discontinuity. The result was consisted of rock’s properties. Meanwhile, the analysis by using finite element method produced an outcome in form of safety factor. This result could be made as a reference for pre-disaster mitigation in Pangkalan.
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Schoonees, Talia B., Nils B. Kerpen, Sven Liebisch, and Torsten Schlurmann. "WAVE OVERTOPPING PREDICTION OF A GENTLE SLOPED STEPPED REVETMENT." Coastal Engineering Proceedings, no. 36 (December 30, 2018): 99. http://dx.doi.org/10.9753/icce.v36.papers.99.
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Stepped revetments are multi-functional coastal structures o ering protection against flooding. Despite the fact that these structures have been implemented for more than 60 years, comprehensive design guidance is lacking. Previous research studied overtopping of stepped revetments with slopes ranging between 1:1 to 1:4. To address the knowledge gap of predicting overtopping of stepped revetments with gentler slopes, this paper presents results of physical model tests for a 1:6 sloped stepped revetment with step heights of 0.05 m. The tests were conducted in a 110 m long, 2.2 m wide and 2.0 m deep wave flume. A fit through the overtopping results is compared with the reference curve for a smooth slope of EurOtop (2016), which allows the determination of the influence factor for roughness ( gamma_f ) of the stepped revetment. A value of gamma_f = 0.74 (r^2 of 0.94) is proposed to be used in combination with the overtopping prediction formula of EurOtop (2016) for slopes under breaking wave conditions. The results of the study indicate a high slope dependency for gamma_f .
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Menudi, La, Irwan Lakawa, Sufrianto Sufrianto, and Vickky Anggara Ilham. "Analysis of National Road Slope Risk Level Based on Geographic Information System." Sultra Civil Engineering Journal 3, no. 2 (October 27, 2022): 95–102. http://dx.doi.org/10.54297/sciej.v3i2.364.
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The purpose of this study is to investigate the failure and instability of slopes, control and evaluate treatments and create slope data in a geographic information system as a planning data base to determine the level of risk, hazard consequences and the distribution of slopes along the National road in Konawe Selatan district. In this study using the Bina Marga slope survey method, which is to provide a score or value for each parameter measured in the field and a database is made using a geographic information system (GIS) to state the level of slope risk using the Bina Marga standard value.
The results showed that the slopes spread on the Awunio – Lapuko and Lainea – Awunio National roads were dominated by artificial slopes, namely 4 embankment points and 5 excavation points and 1 natural slope point. From the results of the investigation and data collection on the slopes, the data is processed using the formula R = 0.9.H + C. where R is the risk level value, H is the hazard value and C is the consequence value. The conclusion from the above research results is that the slopes at the study site are dominated by artificial slopes with slope characteristics of soil, sand and weathered rock so that the slopes are unstable and have a high level of risk.
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Zhu, Xiaoxiao, Sheng Nie, Cheng Wang, Xiaohuan Xi, Dong Li, Guoyuan Li, Pu Wang, Di Cao, and Xuebo Yang. "Estimating Terrain Slope from ICESat-2 Data in Forest Environments." Remote Sensing 12, no. 20 (October 11, 2020): 3300. http://dx.doi.org/10.3390/rs12203300.
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The global digital elevation measurement (DEM) products such as SRTM DEM and GDEM have been widely used for terrain slope retrieval in forests. However, the slope estimation accuracy is generally limited due to the DEMs’ low vertical accuracy over complex forest environments. The Ice, Cloud, and land Elevation Satellite-2 (ICESat-2) mission shows excellent potential for slope estimation because of the high elevation accuracy and unique design of beam pairs. This study aimed to explore the possibility of ICESat-2 data for terrain slope retrieval in the United States forests. First, raw ICESat-2 data were processed to obtain accurate ground surfaces. Second, two different methods based on beam pairs were proposed to derive terrain slopes from the ground surfaces. Third, the estimated slopes were validated by airborne LiDAR-derived slopes and compared with SRTM-derived slopes and GDEM-derived slopes. Finally, we further explored the influence of surface topography and ground elevation error on slope estimation from ICESat-2 data. The results show that the ground surface can be accurately extracted from all scenarios of ICESat-2 data, even weak beams in the daytime, which provides the basis for terrain slope retrieval from ICESat-2 beam pairs. The estimated slope has a strong correlation with airborne LiDAR-derived slopes regardless of slope estimation methods, which demonstrates that the ICESat-2 data are appropriate for terrain slope estimation in complex forest environments. Compared with the method based on along- and across-track analysis (method 1), the method based on plane fitting of beam pairs (method 2) has a high estimation accuracy of terrain slopes, which indicates that method 2 is more suitable for slope estimation because it takes full advantage of more ground surface information. Additionally, the results also indicate that ICESat-2 performs much better than SRTM DEMs and GDEMs in estimating terrain slopes. Both ground elevation error and surface topography have a significant impact on terrain slope retrieval from ICESat-2 data, and ground surface extraction should be improved to ensure the accuracy of terrain slope retrieval over extremely complex environments. This study demonstrates for the first time that ICESat-2 has a strong capability in terrain slope retrieval. Additionally, this paper also provides effective solutions to accurately estimate terrain slopes from ICESat-2 data. The ICESat-2 slopes have many potential applications, including the generation of global slope products, the improvement of terrain slopes derived from the existing global DEM products, and the correction of vegetation biophysical parameters retrieved from space-borne LiDAR waveform data.
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Liu, Hanxiang, Tong Qiu, and Qiang Xu. "Dynamic acceleration response of a rock slope with a horizontal weak interlayer in shaking table tests." PLOS ONE 16, no. 4 (April 21, 2021): e0250418. http://dx.doi.org/10.1371/journal.pone.0250418.
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The weak interlayer in a rock slope often plays a significant role in seismic rockslides; however, the effect of weak interlayer on the seismic slope response and damage process is still not fully understood. This study presents a series of shaking test tests on two model slopes containing a horizontal weak interlayer with different thicknesses. A recorded Wenchuan earthquake ground motion was scaled to excite the slopes. Measurements from accelerometers embedded at different elevations of slope surface and slope interior were analyzed and compared. The effect of the weak interlayer thickness on the seismic response was highlighted by a comparative analysis of the two slopes in terms of topographic amplification, peak accelerations, and deformation characteristics as the input amplitude increased. It was found that the structure deterioration and nonlinear response of the slopes were manifested as a time lag of the horizontal accelerations in the upper slope relative to the lower slope and a reduction of resonant frequency and Fourier spectral ratio. Test results show that under horizontal acceleration, both slopes exhibited significant topographic amplification in the upper half, and the difference in amplification between slope face and slope interior was more pronounced in Slope B (with a thin weak interlayer) than in Slope A (with a thick weak interlayer). A four-phased dynamic response process of both slopes was observed. Similar deformation characteristics including development of strong response zone and macro-cracks, vertical settlement, horizontal extrusion and collapse in the upper half were observed in both slopes as the input amplitude increased; however, the deformations were more severe in Slope B than in Slope A, suggesting an energy isolation effect of the thick interlayer in Slope A.
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LAN, SHIYONG, YIGUANG LIU, BINGBING LIU, PENG SHENG, TAO WANG, and XINSHENG LI. "EFFECT OF SLOPES IN HIGHWAY ON TRAFFIC FLOW." International Journal of Modern Physics C 22, no. 04 (April 2011): 319–31. http://dx.doi.org/10.1142/s0129183111016270.
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In this paper, we propose a novel slope cellular automaton (CA) model to depict some physical properties of traffic flow with slopes. In our model, we present the effect of slopes on the acceleration/deceleration capabilities and safety distance of the vehicles in highways as in real traffic situations. By numerical simulations, we investigate the dependence of the vehicle capacities in highways on the length and grade of slopes. It is shown that the larger the slope grade, the more significant the effect of slopes on the traffic flow is. Especially when the slope grade is beyond a certain value (i.e. |σ| > 3%), the effect of slopes on traffic flow becomes quite markedly.
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Aharonson, Oded, Maria T. Zuber, Gregory A. Neumann, and James W. Head. "Mars: Northern hemisphere slopes and slope distributions." Geophysical Research Letters 25, no. 24 (December 15, 1998): 4413–16. http://dx.doi.org/10.1029/1998gl900057.
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Deng, Hua Feng, Yu Wang, Min Zhu, and Jing Guo. "Excavation Type Optimization of High Cutting Slope at Reservoir Bank." Advanced Materials Research 250-253 (May 2011): 2486–89. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.2486.
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Because our country is a mountainous country, in engineering construction process, inevitably involve a lot of high cutting slopes. Summarized the relevant research achievements of predecessors, we put forward the type optimization scheme based on the current problems of smaller longitudinal slope degrees at bottom interface of high cutting slopes. Setting some slower longitudinal slope degrees at the bottom interface of high cutting slopes, which will reduce excavation volume to a certain degree, thus reduce energy consumption, reduce the influence of excavation on the surrounding environment, and reduce relevant expenses to restore the slope environment. After setting some slower longitudinal slope degrees, the slope toe drainage will be more unobstructed, the slope height will be reduced, and the slope will be more stable, thus reduce the work amount of slope retaining. For each year, thousands of kilometers mountainous highway will be built, bottom interface type optimization of high cutting slopes will have very big economic value. Therefore, which is worth to recommend in construction and designing of high cutting slopes.
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Cruden, D. M., K. H. Tedder, and S. Thomson. "Setbacks from the crests of slopes along the North Saskatchewan River, Alberta." Canadian Geotechnical Journal 26, no. 1 (February 1, 1989): 64–70. http://dx.doi.org/10.1139/t89-007.
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Setbacks from the crests of slopes along the North Saskatchewan River valley between Edmonton and Fort Saskatchewan can be estimated from the ultimate angle of the slope and the rate of lateral river erosion. The ultimate slope angle depends on the slope stratigraphy and the position of the water table in the slope. Three slopes, in overburden, with a bedrock base and dominantly in bedrock, typically having groundwater tables at respectively the toe of the slope, halfway up the slope, and at the lower quarter of the slope height, are studied. Theoretical estimates of the ultimate slope angle in each type, from infinite slope analysis and from charts, agree with observations of the inclinations of abandoned slopes along the river valley. The procedure recommended presents a rational estimation of setback distances without extensive site investigations. Key words: setback, slope, ultimate angle, abandoned slopes, river erosion.
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Senderak, Krzysztof, Marta Kondracka, and Bogdan Gądek. "Postglacial talus slope development imaged by the ERT method: comparison of slopes from SW Spitsbergen, Norway and Tatra Mountains, Poland." Open Geosciences 11, no. 1 (December 31, 2019): 1084–97. http://dx.doi.org/10.1515/geo-2019-0084.
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Abstract Talus slopes are a common sedimentary formation both in polar and high-mountain areas, but their development is still not sufficiently understood. This article discusses the environmental factors that have been influencing development of talus slopes since the deglaciation and their impact on the internal structure of slopes. Case studies of the slopes from SW Spitsbergen and the Tatra Mountains in Poland were compared in order to explore different evolution stages. Slopes’ structure was analysed using geophysical surveys based on two-dimensional electrical resistivity tomography (ERT) with a Wenner-Schlumberger array and an electrode spacing of 5 m, combined with geomorphological observations. The investigated talus slopes represent the paraglacial, periglacial and talus-alluvial environments. New data on the internal structure of talus slopes developing in the present or past glaciated areas adds to understanding talus slope evolution. There are many different views concerning the development of slopes during the paraglacial period, whose analysis seems to be crucial in the background of climate change and their record in slope structures. In addition, the study provided valuable information on the development and degradation of permafrost in slope materials.
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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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Silveira, Larissa Regina Costa, Milene Sabino Lana, Pedro Alameda-Hernández, and Tatiana Barreto dos Santos. "A New Methodology for Rockfall Hazard Assessment in Rocky Slopes." Mining 2, no. 4 (December 6, 2022): 791–808. http://dx.doi.org/10.3390/mining2040044.
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This article presents an approach to rockfall hazard assessment for rocky slopes based on a previously published rockfall hazard methodology. The original method is appropriate to high alpine rocky slopes exposed to large scale deformations. It evaluates the parameters related to the geomechanical characterization of rock mass, indications of activity, external influences and event intensity. The original methodology was modified to consider different contexts, including geological, climatic and social environments. Parameters related to external influences were modified; the geometry and characteristics of the slope and the catchment area were introduced. The original methodology and the new proposal were applied to two urban slopes and one railway slope in order to test and compare the methods. The original proposal could not represent the rockfall conditions of these slopes. The new proposal was validated using two mine slopes, whose conditions of stability are known. The results of the analyses with the urban slope and the railway slope were coherent with the situation observed at the field. The validation in the mine slopes showed that this approach is applicable in several situations, being able to determine how hazardous a slope is in relation to rockfall events.
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Robert, Audrey, and Marie-Agnès Moravie. "Topographic variation and stand heterogeneity in a wet evergreen forest of India." Journal of Tropical Ecology 19, no. 6 (October 24, 2003): 697–707. http://dx.doi.org/10.1017/s0266467403006096.
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We investigated the links between slope variation and heterogeneity in tree growth and stand structure. The study was conducted in an undisturbed wet evergreen forest in India. We selected three plots situated on gentle slopes and three plots situated on steep slopes. Tree growth was considered as mean annual diameter increment. Stand structure was considered in relation to several characteristics: trunk diameter distributions, tree heights, and spatial distributions of stems and crowns. Except for the spatial structure, analyses were performed on samples including either all the species or only the dominant species (Vateria indica L.). Diameter growth varied according to slope intensity and to tree size: growth of large trees was clearly higher on steep slopes whereas growth of small trees proved lower or similar. Diameter distributions were different among the six plots, but the difference cannot be related to slope intensity. On the contrary, tree heights differed according to slope intensity: for a given diameter, trees were taller on gentle slopes than on steep slopes. Finally, stem spatial distributions showed strong regularity on gentle slopes whereas they were random on steep slopes. The observed changes between gentle and steep slopes suggest differences at tree level through a modification of its shape, but also differences in the major processes responsible for stand dynamics: competition, establishment and survival.
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Cruden, D. M., Xian-Qin Hu, and Zhongyou Lu. "Rock topples in the highway cut west of Clairvaux Creek, Jasper, Alberta." Canadian Geotechnical Journal 30, no. 6 (December 1, 1993): 1016–23. http://dx.doi.org/10.1139/t93-098.
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The topples exposed in the road cut along Highway 16, 17 km west of Jasper, Alberta, were caused by slope steepening by both glaciation and excavation. The toppling of layers that underdip the cut slope was initiated by water pressure, ice pressure, and loose materials in the cracks of rock masses with large block ratios. Toppling formed well-exposed sliding surfaces on steep slopes and rupture surfaces on shallower slopes. Key words : rock slopes, rock cuts, Rockies, toppling, sliding, underdip slopes.
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Simanjuntak, Devito Wirasto, Ferra Fahraini, and Anisa Indriawati. "Analisis Kestabilan Lereng Tunggal Menggunakan Metode Fellenius dan Slide v.6.0 serta Lereng Keseluruhan dengan GeoStudio 2012 pada Pit I Banko Barat PT Bukit Asam (Persero) Tbk Tanjung Enim – Sumatera Selatan." MINERAL 3, no. 1 (January 30, 2020): 50–57. http://dx.doi.org/10.33019/mineral.v3i1.1576.
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Slopes are a topography that is often found in opened pit mine that had been made by humans with the purpose of exploiting minerals that exist. Landslides can occur on any slopes that is formed due to the increase of shear stress, shear strength declining in the field of landslides or both simultaneously. Slope stability analysis performed to obtain the value of the safety factor of the field of potential landslides. The study conducted at a coal mine Pit 1 Banko Barat PT Bukit Asam (Persero) Tbk by comparing the value of a single slope safety factor Fellenius with manual method to Slide v.6.0 software and the overall slope safety factor with software GeoStudio 2012 From the analysis performed on a single slope 1 to 9, safety factor values obtained below 1.25 for single slopes 1 and single slope 2 to 9 above 1.25. Of the value of the safety factor is obtained, a single slope 1 in critical condition and the single slopes 2 to 9 in stable condition. While the overall slope stability analysis using GeoStudio 2012 program obtained average value of the safety factor - average is 4.57 so the slope can be declared in a stable condition. Then there are effforts to increase the safety factor (FK) of single slopes by changing a single slope geometry previously at an angle of 55 ° to 47 ° in order to obtain the condition of the slopes in a stable condition.
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Wang, Y., and B. Wu. "IMPROVED LARGE-SCALE SLOPE ANALYSIS ON MARS BASED ON CORRELATION OF SLOPES DERIVED WITH DIFFERENT BASELINES." ISPRS - International Archives of the Photogrammetry, Remote Sensing and Spatial Information Sciences XLII-3/W1 (July 25, 2017): 155–61. http://dx.doi.org/10.5194/isprs-archives-xlii-3-w1-155-2017.
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The surface slopes of planetary bodies are important factors for exploration missions, such as landing site selection and rover manoeuvre. Generally, high-resolution digital elevation models (DEMs) such as those generated from the HiRISE images on Mars are preferred to generate detailed slopes with a better fidelity of terrain features. Unfortunately, high-resolution datasets normally only cover small area and are not always available. While lower resolution datasets, such as MOLA, provide global coverage of the Martian surface. Slopes generated from the low-resolution DEM will be based on a large baseline and be smoothed from the real situation. In order to carry out slope analysis at large scale on Martian surface based low-resolution data such as MOLA data, while alleviating the smoothness problem of slopes due to its low resolution, this paper presents an amplifying function of slopes derived from low-resolution DEMs based on the relationships between DEM resolutions and slopes. First, slope maps are derived from the HiRISE DEM (meter-level resolution DEM generated from HiRISE images) and a series of down-sampled HiRISE DEMs. The latter are used to simulate low-resolution DEMs. Then the high-resolution slope map is down- sampled to the same resolution with the slope map from the lower-resolution DEMs. Thus, a comparison can be conducted pixel-wise. For each pixel on the slope map derived from the lower-resolution DEM, it can reach the same value with the down-sampled HiRISE slope by multiplying an amplifying factor. Seven sets of HiRISE images with representative terrain types are used for correlation analysis. It shows that the relationship between the amplifying factors and the original MOLA slopes can be described by the exponential function. Verifications using other datasets show that after applying the proposed amplifying function, the updated slope maps give better representations of slopes on Martian surface compared with the original slopes.
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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.
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Li, Ming Yi, Gang Liu, Wen Nian Xu, Ke Liang Wei, and Zi Chao Zhao. "Analysis of Soil Fertility in the Preliminary Stage of Ecological Slope Protection in Guandi Hydropower Station." Advanced Materials Research 599 (November 2012): 847–50. http://dx.doi.org/10.4028/www.scientific.net/amr.599.847.
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The soil fertility was measured in four experimental plots on human-induced restoration slopes like vegetation-growing concrete spraying bio-slope (CBS) and external-soil spray seeding bio-slope ( ESS) in Yalong River Guandi Hydropower. The results showed that the soil fertility level of four repaired slopes were significantly higher than the control sample, and there was no significant difference among these experimental slopes except for the slope D (right bank CBS) which was the highest in all of slopes. It indicated that the technology of ecological slope protection can improve soil quality in the disturbed areas of Guandi Hydropower Station, Yalong River. The results of using vegetation-growing concrete base material spraying technology were better than the external-soil spray seeding technology.
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Wang, Liang Qing, P. H. S. W. Kulatilake, Hui Ming Tang, and Ye Liang. "Rock Slope Stability Study for Yujian River Dam Site Based on Kinematic Analyses." Advanced Materials Research 446-449 (January 2012): 2048–55. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.2048.
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Lithological information, rock mass fracture data and discontinuity shear strength obtained through field investigations have been used in conducting kinematic analyses for the rock slopes that exist in the Yujian River dam site to evaluate the stability of the slopes. Results given in the paper can be considered as conservative because of several conservative assumptions used in the analyses. Dam site slopes seem quite stable up to 40º dip angle. Out of the three basic failure modes, possible wedge sliding seems to be the most likely one followed up with possible plane sliding as the second. Irrespective of the considered slope regions, slope dip direction ranges 270-315º and 200-210º seem to be the worst cases for possible instability of slopes in the dam site. Regional slopes in the dam site can be ranked with respect to safety from the lowest to highest in the following order: R-c-1, R-e-2, R-c-2, R-d-1, R-b, R-a, R-d-2 and R-e-1. Note that the dam site slopes are currently stable and the existing slope angles agree well with the results obtained from the rock slope stability analyses.
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Fan, Xiangguo, Haoming Fan, and Shuang Dong. "The coupling of hillslope- and gully-erosion increases their controlling efforts: A case study in Liaoning Province, China." Soil and Water Research 17, No. 2 (March 4, 2022): 123–37. http://dx.doi.org/10.17221/106/2021-swr.
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The widespread hillslope- and gully-erosion in Liaoning Province of Northeast China, pose serious challenges to the local agricultural production. Hillslope- and gully-erosion have typically been studied separately; however, there has been little investigation on the relationship of these two types of erosion. In this study, the coupling relationship of the hillslope- and gully-erosion from the perspectives of erosion intensity and land use, as well as the slope gradient, aspect, and shape, was analysed. The study employed remote sensing and geographic information system techniques, and the universal soil loss equation and kriging were used to perform a macroscopic analysis. The results showed that gully-erosion was more severe compared with hillslope-erosion in the study area. The cultivated land has the highest level of human activities, therefore, the most intense hillslope- and gully-erosion. The threshold slope gradients for the hillslope- and gully-erosion are 14° and 6°, respectively. Above the threshold of 6°, the slope gradient is no longer the primary factor affecting the gully-erosion. Sunny slopes have observably more hillslope-erosion than shady slopes, and the highest hillslope-erosion is observed on the south-southeast-facing slopes. The effect of the slope aspect on the gully-erosion should not be ignored, as evidenced by the considerable gully density of the east-northeast-facing slopes which is obviously higher than for slopes with other slope aspects. The highest hillslope-erosion amount and gully density occur on concave slopes, followed by convex and straight slopes, and straight slopes have little effect on the hillslope-erosion, but have a marked impact on the gully-erosion. The results of this work may serve as a scientific reference for the comprehensive control of soil erosion across a slope-gully system in Northeast China.
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Wang, Feichao, Guoce Xu, Lin Li, Zhanbin Li, Peng Li, Jianwen Zhang, and Yuting Cheng. "Response Relationship between Microtopographic Variation and Slope Erosion under Sand-Cover." Water 11, no. 12 (November 26, 2019): 2488. http://dx.doi.org/10.3390/w11122488.
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Slope microtopography is an important factor that affects the process of slope erosion. We quantified the responses between microtopography and the amount of erosion on overland sand slope and loess slopes through an indoor artificial simulated rainfall experiment. Three continuous rainfall tests under 1.5 mm/min rain intensity were used to analyze the spatial variation of slope microtopography and soil erosion with three-dimensional laser scanning technology. Our results show that under 0.5, 1.0, and 1.5 cm sand-covered slopes, the runoff time of the first rainfall is delayed by 18, 19, and 23 min, respectively, compared with the loess slope. Furthermore, the average sediment concentration on the slope decreased with subsequent rainfall events. The total erosion of the slope under 0.5, 1.0, and 1.5 cm sand was 4.24, 3.57, and 5.40 times that of the loess slope, respectively. The erosion of the sand-covered slopes was much larger than that of the loess slope. The length of the main sand production area was about 2.4 times that of the loess slope and the peaks of the erosion amount of the slope were mostly distributed in the lower part of the slope. As the rainfall progressed, the microtopographic factors of the loess slopes increased significantly (p < 0.05), and the microtopographic factors of the sand slopes increased, but not significantly (p > 0.05). We found that the microtopographic factors with the strongest erosion responses to the loess slope and the sand-covered slope were surface incision and surface roughness. The response relationship between microtopographic variation and erosion of the loess slope was stronger than the sand-covered slope, and suggests that other, unaccounted-for factors may be affecting the erosion of sand-covered slopes. This study provides a reference for erosion mechanisms of the wind–water erosion crisscross region.
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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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Qader, Rebaz. "ENGINEERING GEOLOGICAL ASSESSMENT OF THE ROCK SLOPE STABILITY ALONG THE PROPOSED LERABIRE ROAD IN THE MERGASUR CITY, KURDISTAN, IRAQ." Iraqi Geological Journal 53, no. 2F (December 31, 2020): 65–82. http://dx.doi.org/10.46717/igj.53.2f.5ms-2020-12-28.
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The study of slope stability along the proposed Lerabire road in the Mergasur town, in Erbil city, Kurdistan region of NE-Iraq is carried out. To evaluate the stability of slopes, twenty stations were selected along the mentioned road, two stations in the rock slopes of the Shiranish Formation, eleven stations in the Bekhme Formation, six stations in the Qamchuqa Formation, and one station in the Sarmord Formation. In this study, the stability of rock slopes has been evaluated by the Landslide Possibility Index system. The results of the Landslide Possibility Index category in the rock slopes along the proposed Lerabire road ranges from a very low to low for rock slopes in stations 1 and 2 (marl and marly limestone of the Shiranish Formation, Moderate for rock slopes in stations 3, 4 and 19 (limestone of the Bekhme Formation), High for rock slopes in the stations 5, 6, 7, 8, 9, 10, 11 (limestone of the Bekhme Formation), stations 12, 17 (limestone and marly limestone of the Qamchuqa Formation), station 20 (limestone of the Sarmord Formation and very high for rock slopes in the stations 13, 14, 15, 16 (limestone and marly limestone of the Qamchuqa Formation), station 18 (limestone of the Bekhme Formation). According to Landslide Possibility Index category, the hazard category is Low in station 1 in the Shiranish Formation, but in station 2, 3, 4 and 19 are Moderate, moreover, in the station 5, 11, 12, 17, 18 and 20 are high. The rock slope assessment indicated that the height of the slope face, slope angle, a high degree of weathering, and discontinuities spacing are the factors that increase the failure possibility. To prevent landslide the ditch method is used in the Shiranish Formation rock slopes, the reinforcement techniques are used in the Behkme Formation rock slopes and rock removal methods are used in Qamchuqa and Sarmord Formation rock slopes.