Landslide Multi-attitude Data Measurement of Bedding Rock Slope Model

2019 ◽  
Vol 48 (5) ◽  
pp. 928-939
Author(s):  
Wei Wang ◽  
Huansheng Song ◽  
Zhaoyang Zhang ◽  
Hua Cui
Keyword(s):  
Rock Slope ◽  
Data Measurement ◽  
Bedding Rock Slope

scholarly journals Comprehensive Method to Test the Stability of High Bedding Rock Slop Subjected to Atomized Rain

2020 ◽  
Vol 10 (5) ◽  
pp. 1577
Author(s):  
Zheng-jun Hou ◽  
Bao-quan Yang ◽  
Lin Zhang ◽  
Yuan Chen ◽  
Geng-xin Yang
Keyword(s):  
Slope Failure ◽  
Rock Slope ◽  
Evaluation Method ◽  
Failure Modes ◽  
Similarity Theory ◽  
Fem Simulation ◽  
Strength Reduction ◽  
Comprehensive Method ◽  
The Stability ◽  
Bedding Rock Slope

In the construction of high dams, many high rock slope failures occur due to flood discharge atomized rain. Based on the steel frame lifting technique and strength reduction materials, a comprehensive method is proposed in this paper to study the stability of high bedding rock slope subjected to atomized rain. The safety factor expression of the comprehensive method and the evaluation method for deformation instability were established according to the similarity theory of geomechanical model, failure criterion, and mutation theory. Strength reduction materials were developed to simulate the strength reduction of structural planes caused by rainfall infiltration. A typical test was carried out on the high bedding rock slope in the Baihetan Hydropower Station. The results showed that the failure modes of the bedding rock slope were of two types: sliding–fracturing and fracturing–sliding. The first slip block at the exposed place of the structural plane was sliding–fracturing. Other succeeding slip blocks were mainly of the fracturing–sliding type due to the blocking effect of the first slip block. The failure sequence of the slip blocks along the structural planes was graded into multiple levels. The slip blocks along the upper structural planes were formed first. Concrete plugs had effective reinforcement to improve the shear resistance of the structural planes and inhibit rock dislocation. Finite element method (FEM) simulation was also performed to simulate the whole process of slope failure. The FEM simulation results agreed well with the test results. This research provides an improved understanding of the physical behavior and the failure modes of high bedding rock slopes subjected to atomized rain.

Numerical Simulation Study on the Failure Mechanism of Bedding Rock Slope Based on the Lagrangian Multiplier Method

2014 ◽  
Vol 513-517 ◽  
pp. 2603-2606
Author(s):  
Fei Yu ◽  
Yu Zhang ◽  
Shan Xiong Chen ◽  
Jian Li
Keyword(s):  
Rock Slope ◽  
Mechanical Response ◽  
Contact Friction ◽  
Lagrangian Multiplier ◽  
Weak Formulation ◽  
Discrete Equations ◽  
Contact Constraint ◽  
The Status ◽  
Lagrangian Multiplier Method ◽  
Bedding Rock Slope

The weak formulation of the Lagrangian control equations considering the contact constraint conditions and the FEM discrete equations have been derived. The non-linear and non-smooth problems of the mechanical response are solved perfectly by adopting the suggestion method for which tolerance large tangential slipping of the contact surface. One excavation bedding rock slope of the Hu-Rong-Xi expressway is analyzed applying the method mentioned above. The distribution rules of the displacement, stress, strain, contact state, contact friction force and sliding distance under the status of critical sliding are obtained. The analysis results indicate that the failure of the bedding slope is a progressive course. The interlayer stagger firstly, then the deformation evaluates to creep bedding slip and the bottom rock occurs buckling slip at last. The destruction model changes form the bedding slide to rock buckling slip.

Dynamic Response Differences Between Bedding and Counter-Tilt Rock Slopes with Intercalated Weak Layers

2016 ◽  
Vol 11 (4) ◽  
pp. 681-690
Author(s):  
Song Zhi ◽  
◽  
Liu Yang ◽  
◽  
◽  
...  
Keyword(s):  
Dynamic Response ◽  
Rock Slope ◽  
Surface Displacement ◽  
Amplification Coefficient ◽  
Rock Slopes ◽  
Relative Height ◽  
Slope Surface ◽  
Weak Layer ◽  
Acceleration Amplification ◽  
Bedding Rock Slope

Bedding and counter-tilt rock slope with intercalated weak layers are common geological bodies in west China, the dynamic response research will guide the anti-seismic reinforcement of bedding and counter-tilt rock slope with intercalated weak layer effectively. Two test models of bedding rock slope with intercalated weak layer and counter-tilt rock slope with intercalated weak layer, which are in the same size, have been designed and developed. A large scale shaking table test has been performed to analyze the dynamic response difference of bedding and counter-tilt rock slope with intercalated weak layer. The study results show that the acceleration amplification coefficient inside the bedding slope is smaller than that inside the counter-tilt rock slope; at the middle and upper parts of the slope body (relative height > 0.4), the acceleration amplification coefficient at bedding rock slope surface is larger than that of counter-tilt rock slope. At the lower part of the slope (relative height le 0.4), the acceleration amplification coefficient at bedding rock slope surface is close to that of counter-tilt rock slope. The slope surface displacement of both bedding and counter-tilt rock slopes increases with increasing input seismic wave amplitude. The slope surface displacement of the bedding rock is larger than that of counter-tilt rock slope. The seismic stability of counter-tilt rock slope is stronger than bedding rock slope. The dynamic failure form of bedding rock slope mainly includes vertical tension crack at back edge, bedding sliding along intercalated weak layer and rock collapse at slope crest; whereas the dynamic failure form of counter-tilt slope mainly includes intersection of horizontal and vertical cracks on slope surface, extrusion of intercalated weak layer and shattering of slope crest.

scholarly journals Instability Process Model Test for Bedding Rock Slope with Weak Interlayer under Different Rainfall Conditions

2018 ◽  
Vol 2018 ◽  
pp. 1-8 ◽  
Author(s):  
Zhongming He ◽  
Baolin Wang
Keyword(s):  
Plastic Flow ◽  
Model Test ◽  
Process Model ◽  
Rock Slope ◽  
Heavy Rain ◽  
Long Time ◽  
Weak Interlayer ◽  
Seepage Characteristics ◽  
Short Time ◽  
Bedding Rock Slope

The instability process of bedding rock slope with weak interlayer may be induced under rainfall infiltration conditions. Due to this, we conducted a research of model test for the instability process, based on the similarity theory. With use of the recent 50 years’ rainfall data of Changsha, China, we analyzed the seepage characteristics, mechanical characteristics, and deformation laws of the slope under the conditions of long-time heavy rain and short-time rainstorm, respectively. The test results show that the original seepage characteristics of the slope were changed by the existence of weak interlayer, presented the “double seepage” effect, resulted in the seepage characteristics of rock and soil in the shallow layer and weak interlayer of the slope showed a sickle “Γ” distribution, and the adjacent rock layer presented a curve-type “S” distribution. With the increase of rainfall duration, the weak interlayer gradually became muddy and softened, and then the plastic flow zone was formed locally. The stress concentration phenomenon was gradually generated in the weak interlayer due to the influence of the gravitational field of the upper rock mass. The large infiltration of rainwater led to the phenomenon of plastic flow extrusion of the slope at the weak interlayer extrusion. With the further penetration of the tensile cracks in the upper part of the weak interlayer, the slope had a large settlement displacement and gradually formed sliding shear deformation along the weak structural plane. Under the condition of equal rainfall amount, the condition of long-time heavy rain has a greater influence on the stability of the bedding rock slope with weak interlayer than that of short-time rainstorm. The failure form of slope could be divided into four stages: prechange stage, interlayer extrusion stage, slip-pull-fracture stage and plastic flow-shear failure stage.

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