Study on evolutionary characteristics of toppling deformation of reverse-dip layered rock slope based on surface displacement monitoring data

2018 ◽  
Vol 77 (4) ◽  
Author(s):  
Liangfu Xie ◽  
Echuan Yan ◽  
Jianhu Wang ◽  
Gongda Lu ◽  
Guangming Yu
Keyword(s):  
Rock Slope ◽  
Surface Displacement ◽  
Monitoring Data ◽  
Displacement Monitoring ◽  
Layered Rock ◽  
Toppling Deformation

Centrifuge-model test study of key hazard factors of deep toppling deformation and disaster pattern of anti-dip layered-rock slope under gravity

2020 ◽  
Author(s):  
Da Zheng ◽  
Hua Zhao
Keyword(s):  
Model Test ◽  
Rock Slope ◽  
Shear Failure ◽  
Similarity Theory ◽  
Distinct Element ◽  
Centrifuge Model Test ◽  
Centrifuge Model ◽  
Layered Rock ◽  
External Conditions ◽  
Toppling Deformation

<p>To study the toppling deformed body before construction of the dam at the Gushui hydropower station, we developed here a physical model of the slope on the basis of known local geology and of similarity theory. We simulated valley trenching by a method using prior produced block modules and three levels of excavation, and we studied key hazard factors of deep toppling deformation and the disaster pattern related to anti-dip, layered-rock slope under gravity by a five-stage centrifuge-model test and Universal Distinct Element Code numerical-simulation analysis. The results show the following: (1) The occurrence, development and destruction of deep toppling deformation of anti-dip layered rock slopes must have gone through a long geological history; the accumulation of energy and deformation is a very long process, and accelerated-deformation is closely related to changes in external conditions (such as excavation, earthquake, etc.); (2) lithologic conditions (relatively weak rock mass), structural conditions (appropriate layer thickness and dip angle), and external conditions (valley trenching or excavation of slopes) are key factors for deep toppling deformation, while the free-surface condition is the key hazard factor; (3) deep toppling deformation can lead to multilevel bending zones at different depths inside the slope after the several stages of valley trenching (multilevel excavation); the bending zone is gradually connected from the foot of the slope all the way to the top, which eventually becomes the failure boundary; and the development and connection of the bending zone may result in the overall shear failure of the slope along the bending zone; (4) for deep toppling deformation, we propose a qualitative-judgment index and quantitative-judgment indicators of the degree of toppling deformation. We derived quantitative-judgment formulas for the degree of toppling deformation and the calculation formulas were used for the maximum depth of toppling deformation, and we established a system for discrimination of destruction patterns for deep toppling deformation of anti-dip slope.</p>

scholarly journals Deformation and Stability Characteristics of Layered Rock Slope Affected by Rainfall Based on Anisotropy of Strength and Hydraulic Conductivity

Water ◽  
2020 ◽  
Vol 12 (11) ◽  
pp. 3056
Author(s):  
Chengzhi Xia ◽  
Guangyin Lu ◽  
Ziqiang Zhu ◽  
Lianrong Wu ◽  
Liang Zhang ◽  
...  
Keyword(s):  
Hydraulic Conductivity ◽  
Factor Of Safety ◽  
Rock Slope ◽  
Horizontal Displacement ◽  
Field Monitoring ◽  
Monitoring Data ◽  
Anisotropy Ratio ◽  
Conductivity Anisotropy ◽  
Layered Rock ◽  
Dip Angle

The strength and hydraulic conductivity anisotropy of rock slopes have a great impact on the slope stability. This study took a layered rock slope in Pulang, Southwestern China as a case study. The strength conversion equations of the seriously weathered rock mass were proposed. Then, considering the anisotropy ratio and anisotropy angle (dip angle of bedding plane) of strength and hydraulic conductivity, the deformation and stability characteristics of rock slope were calculated and compared with field monitoring data. The results showed that the sensitivity analysis of strength and hydraulic conductivity anisotropy could successfully predict the occurrence time, horizontal displacement (HD), and the scope of the rock landslide. When the anisotropy ratio was 0.01 and the dip angle was 30°, the calculated HD and scope of the landslide were consistent with the field monitoring data, which verified the feasibility of the strength conversion equations. The maximum horizontal displacement (MHD) reached the maximum value at the dip angle of 30°, and the MHD reached the minimum value at the dip angle of 60°. When the dip angle was 30°, the overall factor of safety (FS) and the minimum factor of safety (MFS) of the rock slope were the smallest. By assuming that the layered rock slope was homogeneous, the HD and MHD would be underestimated and FS and MFS would be overestimated. The obtained results are likely to provide a theoretical basis for the prediction and monitoring of layered rock landslides.

scholarly journals Study on Deformation Evolution Characteristics of Reverse-Dip Rock Slope under the Influence of Rainfall

2021 ◽  
Vol 2021 ◽  
pp. 1-18
Author(s):  
Jiabing Zhang ◽  
Liangfu Xie ◽  
Xuejun Liu ◽  
Yongjun Qin ◽  
Liming Wu
Keyword(s):  
Rock Slope ◽  
Horizontal Displacement ◽  
Buffer Zone ◽  
Vertical Displacement ◽  
Displacement Monitoring ◽  
Bank Slope ◽  
Evolution Characteristics ◽  
Strong Deformation ◽  
Toppling Deformation ◽  
Dip Slope

In Southwestern China, there exists deep river valleys and abundant rainfall, which leads to a large number of reverse-dip rock slopes. In order to investigate the evolution characteristics of toppling deformation of reverse-dip slope under the influence of rainfall, and a typical reverse-dip slope was taken as an engineering case. Firstly, the temporal and spatial evolution nephogram of toppling displacement under different rainfall was obtained based on the discrete surface displacement monitoring data of bank slope. Then, taking bank slope, gully buffer zone, and development degree of bank slope as development characteristics based on geological field survey, afterward, the evolution characteristics in different strong deformation zones were analyzed by superimposing the development characteristic partition and the spatial and temporal displacement nephogram. The results showed that the horizontal displacement mainly occurred on the right front and middle rear of the bank slope while large vertical displacement occurred on the middle of the bank slope under the influence of rainfall. As the rainfall increased to the maximum, the toppling deformation reached the peak, and vertical displacement was more sensitive to the rainfall than horizontal displacement. After the superposition, the largest strong deformation zone was located in the middle and rear part of the bank slope, which is characterized by medium and high slope and mature stage and 50 m gully buffer zone. This paper explores the deformation and failure process of reverse-dip rock slope considering the change of rainfall through real displacement monitoring data and focuses on the real deformation evolution law of each characteristic zone combined with different development characteristics partition.

Seismic stability analysis of a layered rock slope

2014 ◽  
Vol 55 ◽  
pp. 474-481 ◽  
Author(s):  
Yaqun Liu ◽  
Haibo Li ◽  
Keqiang Xiao ◽  
Jianchun Li ◽  
Xiang Xia ◽  
...  
Keyword(s):  
Stability Analysis ◽  
Rock Slope ◽  
Seismic Stability ◽  
Layered Rock

Preliminary Study on the Progressive Failure of a Layered Rock Slope under Explosions

2006 ◽  
Vol 306-308 ◽  
pp. 1461-1466 ◽  
Author(s):  
Y.Q. Liu ◽  
Hai Bo Li ◽  
H.C. Dai ◽  
Jun Ru Li ◽  
Qing Chun Zhou
Keyword(s):  
Critical Point ◽  
Rock Slope ◽  
Progressive Failure ◽  
Distinct Element ◽  
Failure Process ◽  
Two Dimensional ◽  
Layered Rock ◽  
Universal Distinct Element Code ◽  
Preliminary Study ◽  
Distinct Element Code

The progressive failure process of a layer rock slope under explosions is simulated using two-dimensional Universal Distinct Element Code (UDEC). It is shown that the failure process of the slope can be divided into three phases, the formation and growth of local failure area as well as coalescence of sliding plane. In addition, the displacement components of a critical point of the slope are also suggested to be a progressive process.

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