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A landslide occurred on November 24, 2019, in weathered phyllite at the western longwall of Yabaling open pit of Anqian iron mine in Anshan City, Liaoning Province, China. The landslide was estimated to be 3.0 × 104 m3 in volume and caused severe damage to the road of transporting waste materials. This landslide was a typical jointed rock mass landslide, and the cause of the landslide was related to four factors: open-pit mining activity, the weak rock, discontinuities, and the high rainfall. According to the failure characteristics, the landslide area was divided into three parts: the tension-cracking area, the sliding-deformation area, and the colluvium area. The failure mechanism of the landslide was investigated through a back analysis combining nonlinear Hoek–Brown criterion and FLAC3D program with a parameter reduction technique. The results showed that the predicted sliding surface at the critical state matched closely the field observations. A remedial scheme of landslide stabilization including four rows of micropiles was proposed and the stabilization mechanism of the micropiles was discussed. The shear strain increment contours show that the micropiles arrested the original sliding surface and controlled the movement of the sliding mass behind them, and thereby significantly improved the stability of the landslide. This paper also presents the results obtained from the parametric analysis in order to understand the impact of strength parameters on the long-term stability of the stabilized slope. The findings improved understanding of the failure characteristics and mechanism of jointed rock mass landslides may be used for evaluating the stability of slopes and early identification for both active and inactive open-pit mines. [ABSTRACT FROM AUTHOR]

Piles are extensively used as a means of slope stabilization. A novel engineering technique of truncated piles that are unlike traditional piles is introduced in this paper. A simplified numerical method is proposed to analyze the stability of slopes stabilized with truncated piles based on the shear strength reduction method. The influential factors, which include pile diameter, pile spacing, depth of truncation, and existence of a weak layer, are systematically investigated from a practical point of view. The results show that an optimum ratio exists between the depth of truncation and the pile length above a slip surface, below which truncating behavior has no influence on the piled slope stability. This optimum ratio is bigger for slopes stabilized with more flexible piles and piles with larger spacing. Besides, truncated piles are more suitable for slopes with a thin weak layer than homogenous slopes. In practical engineering, the piles could be truncated reasonably while ensuring the reinforcement effect. The truncated part of piles can be filled with the surrounding soil and compacted to reduce costs by using fewer materials. [ABSTRACT FROM AUTHOR]

To reveal the deformation mechanism and evolution of potential diseases of the dumping site slope, a series of geo-mechanical model tests was conducted on the background of Yinwan Dumping site slope, Heidaigou open-pit mine. The process of dump slope elevating and groundwater infiltrating into loess basement was simulated. A method to simulate dumping site above the water-saturated loess basement was introduced. During the tests, the influence of water in loess basement was simulated by water injection from the holes on the bottom of the model. The variety of displacement of dumping site above the loess basement under filling, weak base, as well as water-saturated conditions was studied. It shows that, as dump height increased, the main deformation transformed from the shear deformation above the water-saturated loess basement to the vertical settlement above the natural loess basement, and the destruction of the model was caused directly by the continually increasing of moisture content of the loess basement. The destruction mode trailing edge attachment the silty loess and the loess (puddles edge) overall sliding interface. [ABSTRACT FROM AUTHOR]