Slope stability prediction research is a complex non-linear system problem. In carrying out slope stability prediction work, it often encounters low accuracy of prediction models and blind data preprocessing. Based on 77 field cases, 5 quantitative indicators are selected to improve the accuracy of prediction models for slope stability. These indicators include slope angle, slope height, internal friction angle, cohesion and unit weight of rock and soil. Potential data aggregation in the prediction of slope stability is analyzed and visualized based on Six-dimension reduction methods, namely principal components analysis (PCA), Kernel PCA, factor analysis (FA), independent component analysis (ICA), non-negative matrix factorization (NMF) and t -SNE (stochastic neighbor embedding). Combined with classic machine learning methods, 7 prediction models for slope stability are established and their reliabilities are examined by random cross validation. Besides, the significance of each indicator in the prediction of slope stability is discussed using the coefficient of variation method. The research results show that dimension reduction is unnecessary for the data processing of prediction models established in this paper of slope stability. Random forest (RF), support vector machine (SVM) and k-nearest neighbour (KNN) achieve the best prediction accuracy, which is higher than 90%. The decision tree (DT) has better accuracy which is 86%. The most important factor influencing slope stability is slope height, while unit weight of rock and soil is the least significant. RF and SVM models have the best accuracy and superiority in slope stability prediction. The results provide a new approach toward slope stability prediction in geotechnical engineering. 

Intelligent prediction of slope stability based on visual exploratory data analysis of 77 in situ cases

Analysis of the effect of rock layer structure on the toppling failure evolution of soft-hard interbedded anti-dip slopes

Earthquakes are a major external factor that induce landslides. In order to systematically study the dynamic effects and failure mechanism of anti-dip bedding rock slopes (the slope trend is the same as the joint trend, while the slope dip direction is opposite to the joint dip direction) under seismic action (as well as the spatial effects of the structural planes in the anti-dip bedding rock slopes), three-dimensional (3D) discrete-element numerical calculations were performed to analyze anti-dip bedding rock slopes with different slope angles, joint angles, and joint trends subjected to the action of natural seismic and sinusoidal waves. The results were analyzed to investigate the amplification effect, change in Fourier spectrum, failure mechanism, and permanent displacement of the slope under the applied seismic action. The permanent displacement of the slope was calculated using Newmark’s method and the results obtained were discussed and compared with those obtained from a dynamic analysis performed using the 3D discrete-element method. The results showed that the regularity of the spatial distribution of the amplification effect was less clear than that encountered in the planar problem (unidirectional or bidirectional dynamical loading), and this leads to the effect of having an overall rhythmical nature. The seismic wave decays in the high-frequency part from the bottom up of the slope, while the dominant frequency of the seismic wave decreases. The value of the permanent displacement obtained using Newmark’s method is much smaller than that obtained using the dynamic 3D discrete-element analysis approach. The angle between the joint and slope trends has a significant effect on the amplification effect, failure mode, permanent displacement, and stability of slopes subjected to seismic action.

/pdf/dynamic-analysis-of-the-seismo-dynamic-response-of-anti-dip-2vpp5k6m.pdf

Dynamic Analysis of the Seismo-Dynamic Response of Anti-Dip Bedding Rock Slopes Using a Three-Dimensional Discrete-Element Method

Centrifuge Model Test on Anti-dip Rock Slopes with Unequal Thicknesses Subjected to Flexural Toppling Failure

Rockfall geologic hazards are widely distributed. Due to their concealed nature, the rockfalls are difficult to be effectively investigates using the traditional contact survey method, and the hazards seriously affect major projects and people's safety. Reproducing methods including scene survey and movement process analysis are the primary tasks to prevent the hazards. However, few reconstruction methods can directly apply the parameters of the rockfall geologic hazards obtained by scene survey to analysis the movement process. To break through this problem, a reproduction method based on oblique photography and three-dimensional discontinuous deformation analysis (3D-DDA) is presented in this paper, and this method is consist of three key technologies, including oblique photography, 3D rock block system modeling and 3D rock block system analysis. Firstly, geometric characteristic parameters of the terrain, rockfall and discontinuities are extracted based on oblique photography using unmanned aerial vehicle (UAV). Secondly, taking these geometric characteristic parameters as input, the block system model of rockfall is reconstructed by using 3D computational geometry theory. Finally, the whole evolution processes of rockfall geologic hazard, including initiation, movement and accumulation, are simulated by the 3D-DDA method. To test the practicability of this reproduction method, a typical rockfall geologic hazard, located in K8 + 050 section of Gaohai expressway, Yunnan, China, is studied. Based on oblique photography using UAV, the characteristics of 19 dangerous rock masses in the survey area are clarified, and the geometric features of the discontinuities in the rock masses are extracted. The block system model of a potential rockfall is reconstructed, the movement trajectory is simulated by 3D- DDA method, and the evolution process of velocity and kinetic energy of the rockfall verifies that the spatial layout of the current three-level passive protective nets system is reasonable. The case study shows that the proposed method can provide a geological and mechanical model for the risk assessment of rockfall geologic hazards.

/pdf/reproduction-method-of-rockfall-geologic-hazards-based-on-211vmutr2g.pdf

Reproduction Method of Rockfall Geologic Hazards Based on Oblique Photography and Three-Dimensional Discontinuous Deformation Analysis

Pre-stressed cables were found to be a viable approach of reinforcing anti-dip bedding rock slopes (ABRSs) in the Wenchuan earthquake. However, the dynamic response law and failure mechanism of reinforced ABRSs are still unclear, which was studied using the Universal Distinct Element Code (UDEC) method in this work. A numerical model of a typical ABRS was first built up using UDEC. Then, a comparison of the dynamic response of reinforced and unreinforced ABRSs was carried out. Moreover, a systematic parameter study was performed to investigate the effect of cable inclination, cable spacing, and pre-stressed force on the reinforcement effect. The results show that pre-stressed cables can be very effective in controlling the deformation and improving the dynamic stability of ABRSs subjected to dynamic loading. For both unreinforced and reinforced ABRSs, a remarkable acceleration amplification occurs on the surface of the slope from half of the slope height upwards. A small cable inclination and a high pre-stressed force are recommended in the seismic reinforcement design of ABRSs. The results of this work could guide the design of reinforcement of ABRS in earthquake-prone areas.

Dynamic analysis of anti-dip bedding rock slopes reinforced by pre-stressed cables using discrete element method

Flexural toppling failure is a common failure mode of natural and artificial rock slopes, which has caused serious damage to human life and property. In this work, an advanced numerical method called the Universal Distinct Element Code (UDEC) was used to study the mechanism of flexural toppling failure. In total, more than twenty slope models were built and analyzed. Two new parameters (displacement discontinuity and transition coefficient of failure surface) were introduced to present a further understanding of flexural toppling. The results show the failure zone of rock slopes subjected to flexural toppling includes two parts: the first-order instability part (FOIP) and the independent toppling zone (ITZ). The FOIP can be further divided into two subzones: the sliding zone (SZ) and the superimposed toppling zone (STZ). The occurrence of surface deformation discontinuities is the precursor to flexural toppling failure. The first displacement discontinuity occurs on the boundary between the FOIP and the ITZ. The angle, spacing, and angle of the joints, the angle of the slope has a significant influence on the stability of anti-dip bedding rock slopes. However, they do not affect the deformation and failure pattern of the slope.

/pdf/analysis-of-flexural-toppling-failure-in-rock-slopes-using-4beakw3tob.pdf

Analysis of Flexural Toppling Failure in Rock Slopes Using Discrete Element Method

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Dynamic analysis of anti-dip bedding rock slopes reinforced by pre-stressed cables using discrete element method

Analysis of Flexural Toppling Failure in Rock Slopes Using Discrete Element Method