Analysis of slope stability by using Oasys Slope version 18.1 software
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A fill slope with two different angles and fill slope by extend the toe of the fill slope were proposed to stabilize the permanent fill slope at KM 47.9 of Tamparuli -Ranau
Highway, Sabah. In this study, software Oasys Slope version 18.1 was used to analysis the possibility failure of the existing fill slope. Bishop Method with Variably
Indined Interslice Forces was used for the analysis. Two method of proposed fill slope were analyzed. The result showed that the factor of safety fur the existing
slopes close to factor of safety 1. The existing slopes tend to fail. For the proposed slope, the factor of safety increased after application of the proposed fill slope.Keywords:
Slope failure
Safety factor
Factor of safety
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According to the geological conditions of cutting slope of Wutongshandao overpass,using multi-stage slope control of slope ratio,this paper introduced in detail the slope support scheme design,and based on monitoring data evaluation of slope support effect,summed up the prevention experience of this kind of slope,provided reference to similar slope engineering.
Slope failure
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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.
Slope failure
Wedge (geometry)
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In this study, the design method of slope reinforced by the earth retention systems were systematically developed, and the flow chart of design procedure fur each system were constructed to design the slope rationally. The proposed design method is composed of 5 steps such as field condition investigation step, slope design step, landslide occurrence prediction step, slope failure scale estimation step and reinforcement countermeasure selection step. The quantitative standard of slope failure scale was established based on the arrangement of various overseas standards which is estimating the slope failure, and the analysis of slope failure scale which is occurred in the country. The slope failure scale is classified into three categories the small scale of slope failure is less than of slope failure volume, the middle scale of slope failure is from to and the large scale of slope failure is more than . The earth retention system could be selected by the proposed slope failure scale based on the slope failure volume. Meanwhile, the design methods of earth retention system such as piles, soil nails and anchors were developed. The optimal countermeasure for slope stability could be proposed using above design methods.
Slope failure
Mechanically stabilized earth
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This research introduces the georisk and reliability design approach to predict the sustainability of development on or near mountainous terrains. A field study was conducted on fifty two slopes to identify the most frequent factor that trigger slope instability in sedimentary slope formation. The classification level of risk also identified in this study. Parameters such as slope geology, mode of slope failure, slope geometry, slope distress, rainfall, and drainage system and slope stabilization technique slope were studied. Further parametric study was carried out using SLOPE/W to determine the internal instability factor of slope failure. The results from slopes assessment show that the weathering Grade V and Grade VI become the most favorable georisk factor of slope instability that effect the reliability of the slope. While, for the reliability of slope design, slope height, slope angle and factor of safety become the main factor that contributed to low reliability of slope. In addition, further statistical analysis found that drainage structure contributed to major instability factor of slope stability. At the end of this study the risk reliability chart and guidelines for slope design reliability were produced.
Slope failure
Factor of safety
Safety factor
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The west bank slope of certain bridge is rock slope.Affected by the pier loading and the being built Yeshanhe reservior,the slope is likely to be destroyed.On the basis of engineering geology surveying,the hydrological and engineering geological condition of the slope was ascertained.Then the geological model was built and the controlling factors of slope stability were determined.To get reasonable mechanical parameters of rock mass and controlling joints,particular researching work was carried out,and the parameters were achieved.3D continuum and discrete numerical methods were both used to simulate the deforming and destroying features of the slope.2D and 3D ultimate analyzing methods were used to calculate the stability factor of typical blocks.Stability analyzed result indicates that the slope is stable as a whole,while,the surface layers have the probability of sliding.It's suggested that the aqueduct at the bottom of the slope should be filled to increase the stability of the slope.
Safety factor
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The purpose of this study is to capture the essentials in survey and evaluation scheme which are able to assess the hazard of a rock slope systematically. Statistical analysis are performed on slope instability parameters related to failure of the rock slope. As the slope instability parameters, twelve survey items are considered such as tension crack, surface deformation, deformation of retaining structures, volume of existing failures, angles between strike of discontinuity and strike of cut slope face, angles between dip of discontinuity and dip of cut slope face, discontinuity condition, cut slope angle, rainfall or ground water level, excavation condition, drainage condition, reinforcement. A total of 233 road cut slopes located in Gyeongnam were considered. The stability of the road cut slopes were evaluated by estimating the slope instability index(SII) and corresponding stability rank. 126 rock slopes were selected to analyze statistical relation between SII and slope instability parameters. The multiple regression analysis was applied to derive statistical models which are able to predict the SII and corresponding slope stability rank. Also, its applicability was explored to predict the slope failures using the variables of slope instability parameters. The results obtained in this study clearly show that the methodology given in this paper have strong capabilities to evaluate the failures of the road cut slope effectively.
Discontinuity (linguistics)
Discontinuous Deformation Analysis
Factor of safety
Magnetic dip
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Analysis towards certain slope at Malaysia is important due to many tragedy occurred effect by the slope failure. The purpose of this study is to analyze the slope stability at KM 99 and 101, Maran Highway that carried out by using computer simulation software, slope/ W by Geoslope. The analysis is divided into four (4) different case, which is natural slope condition, protection of slope using slope benching, ground anchor and soil nail method. The computation for the factor of safety is required and from the result achieved; then the proposed slope protection is applied to improve ground stability. The data (Soil Investigation report) collected from the IKRAM Sdn. Bhd. is important to gather the parameter needed for analysis. The output of this study using Morgenstern and Price’s method establishes the FOS value for natural condition of the slope is below the minimum requirement for safe slope which is 0.796. Presence of excess pore water pressure beneath the slope ground layer through rainfall affected the ground stability of the slope. Thus, slope protection must be installed to improve the stability. The result after applying the protection shows the increased in stability; and the highest FOS value is achieved by soil nailing method with 1.591 and followed by anchoring and benching method with 1.229 and 1.164. After safety and economical criteria are considered, soil nailing method is chosen. The immense friction between the soils nails and soil layer produce an additional grip and hold the slope from easily slide.
Factor of safety
Safety factor
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The end slope of an open-pit mine has a height of 278 ～350 m and a slope angle of 42 ～ 48°, which belongs to a typical high and steep slope. Combining with the geological survey data and the current situation of the open slope, six typical slopes are selected for slope stability analysis by using limit equilibrium method and FLAC3D numerical simulation software in order to ensure the safe production of the mine. It comprehensively evaluates the stability of the open-pit slope to provide suggestions for slope safety management.
Slope failure
Steep slope
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