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<p>This study focuses on a large rainfall-induced Lishi loess landslide in the Yuwa area of Lingbao City, Henan Province. A three-dimensional PFC (Particle Flow Code) 3D discrete element model was used to simulate the entire process from landslide initiation to failure, taking into account the reduction of loess shear strength due to heavy rainfall and the coupling effects at the soil-rock interface. The simulation results show that the slip of the underlying bedrock provides traction and dynamically amplifies the motion of the overlying loess slide mass. The slip zone cuts through the soil-rock contact, forming a composite slip surface. The landslide’s failure mode is characterized by a combined process: the crest of the slope slides first, the moving bedrock exerts a traction force, and the front (toe) of the slide is pushed forward. The displacement evolution of the landslide progresses through four stages—initial slight movement, accelerated sliding, rapid (catastrophic) sliding, and deceleration to stabilization. In the x-direction (horizontal), the slope crest experienced about 35&#xa0;m of displacement and the toe about 30&#xa0;m. The y-direction displacement was small; movement was first toward the right then toward the left, eventually becoming synchronized. Vertical deformation (z-direction) included up to 12.5&#xa0;m of subsidence at the slope crest and about 5&#xa0;m of uplift at the toe, exhibiting a typical “shovel-shaped” deformation pattern. At the microscale, the coordination number of the granular soil structure fluctuated between 4.05 and 6.38. The coordination number at the slope crest dropped to as low as 4.05, indicating a loose particle structure prone to instability, whereas at the slope toe it remained higher (up to 6.38), reflecting a dense, load-bearing structure. The simulated deformations agree closely with field-monitored deformations (R² &gt; 0.85), confirming the reliability of the model. Based on these findings, a comprehensive mitigation approach combining anti-slide reinforcement with improved drainage is proposed, along with prevention and control measures that integrate monitoring feedback to inform early warning and adaptive management.</p>

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Mechanism analysis and mitigation measures for a large-scale Lishi loess landslide in Henan, China

  • 期刊论文

  • 发表日期：

    2026年6月30日

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  • Jing Zhang,
  • Yun Tian,
  • Yong Wu,
  • Hongtao Li

摘要

This study focuses on a large rainfall-induced Lishi loess landslide in the Yuwa area of Lingbao City, Henan Province. A three-dimensional PFC (Particle Flow Code) 3D discrete element model was used to simulate the entire process from landslide initiation to failure, taking into account the reduction of loess shear strength due to heavy rainfall and the coupling effects at the soil-rock interface. The simulation results show that the slip of the underlying bedrock provides traction and dynamically amplifies the motion of the overlying loess slide mass. The slip zone cuts through the soil-rock contact, forming a composite slip surface. The landslide’s failure mode is characterized by a combined process: the crest of the slope slides first, the moving bedrock exerts a traction force, and the front (toe) of the slide is pushed forward. The displacement evolution of the landslide progresses through four stages—initial slight movement, accelerated sliding, rapid (catastrophic) sliding, and deceleration to stabilization. In the x-direction (horizontal), the slope crest experienced about 35 m of displacement and the toe about 30 m. The y-direction displacement was small; movement was first toward the right then toward the left, eventually becoming synchronized. Vertical deformation (z-direction) included up to 12.5 m of subsidence at the slope crest and about 5 m of uplift at the toe, exhibiting a typical “shovel-shaped” deformation pattern. At the microscale, the coordination number of the granular soil structure fluctuated between 4.05 and 6.38. The coordination number at the slope crest dropped to as low as 4.05, indicating a loose particle structure prone to instability, whereas at the slope toe it remained higher (up to 6.38), reflecting a dense, load-bearing structure. The simulated deformations agree closely with field-monitored deformations (R² > 0.85), confirming the reliability of the model. Based on these findings, a comprehensive mitigation approach combining anti-slide reinforcement with improved drainage is proposed, along with prevention and control measures that integrate monitoring feedback to inform early warning and adaptive management.