An Innovative Calculation Method of Trajectories of Rockfall

2011 ◽  
Vol 368-373 ◽  
pp. 752-760
Author(s):  
Zuo An Wei ◽  
Yu Long Chen ◽  
Bin Zhu ◽  
Hai Ru Liu
Keyword(s):  
Calculation Method ◽  
Rock Slope ◽  
Rock Fall ◽  
Disaster Prevention ◽  
Similar Model ◽  
Slope Surface ◽  
Kinetic Feature ◽  
Construction Engineering ◽  
Extensive Analysis ◽  
Capital Construction

Rockfall is a frequent engineering disaster confronted in the capital construction engineering. The key for preventing rock fall is the evaluation of the rockfall trajectory. After extensive analysis, an innovative calculation method of rockfall trajectory, called segmented cycling algorithm, has been proposed in the paper. According to the contact relationship between the rolling stones and the slope surface, the movement divided into three sections which include the jumping phase, the rolling (sliding) phase and collision phase, the formulae to calculate the velocity of different phases of motion are proposed respectively by segmented cycling algorithm. A similar model, based on a rock slope in Chongqing-Wanzhou highway, is established to verify the capability and validity of the presented algorithm. Compared with existing algorithm, the new algorithm is simple and clear, easy to use and so on. The algorithm meets the law of the movement of rockfall and can be used to forecast the kinetic feature of rockfall. It is also used as the basis for rockfall disaster prevention.

Model Test Investigation of Rock-Fall Impaction to Cut-and-Cover Tunnel Arch Structure

2011 ◽  
Vol 90-93 ◽  
pp. 2492-2499 ◽  
Author(s):  
Yu Suo Wang ◽  
Jian Hui Tang ◽  
Tao Yan ◽  
Ju Mei Zhao
Keyword(s):  
Linear Relationship ◽  
Cross Sections ◽  
Rock Fall ◽  
Similar Model ◽  
Slope Gradient ◽  
Slope Surface ◽  
Arch Structure ◽  
Test Investigation ◽  
Rock Weight ◽  
Different Parts

On conditions of different weight，height, shape, slope gradient and the property of slope surface, the tunnel portal structure’s strain evoked by rock-fall impaction has been researched in laboratory by using a 1/30 scale similar model. The study shows that there is a simple linear relationship between the structure’s strain , the rock weight and the rockfall height when the slope gradient is specific and the slope surface is slippery and the multiple linear relationship between the structure’s strain , the rock weight and the rockfall height has been obtained. Effect of the shape of the rockfall and the property of slope surface on structure’s strain has been analyzed; The distribution characteristics of the structure’s strain of different parts of one cross-section and the same parts of different cross-sections has been comparative analyed.

Model Test Research of the Influences of Rock-Fall Impaction on Deformation of the Cut-and-Cover Tunnel Structure

2011 ◽  
Vol 368-373 ◽  
pp. 2716-2721
Author(s):  
Yu Suo Wang ◽  
Ju Mei Zhao ◽  
Jian Hui Tang ◽  
Guo Qing Li
Keyword(s):  
Linear Relationship ◽  
Model Test ◽  
Rock Fall ◽  
Tunnel Structure ◽  
Similar Model ◽  
Slope Gradient ◽  
Slope Surface ◽  
Simple Linear Relationship ◽  
Rock Weight ◽  
Tunnel Portal

On conditions of different weight，height, shape and the property of slope surface, the tunnel portal structure’s deformation evoked by rock-fall impaction has been researched in laboratory by using a 1/30 scale similar model. The study shows that there is a simple linear relationship between the structure’s deformation , the rock weight and the rockfall height when the slope gradient is 1:0.5 and the slope surface is slippery and the multiple linear relationship between the structure’s deformation , the rock weight and the rockfall height has been obtained. Effect of the shape of the rockfall and the property of slope surface on structure’s deformation has been comparative analyzed.

Model Test Research of the Influences of Rock-Fall Impaction on Accelerations of the Cut-and-Cover Tunnel Structure

2011 ◽  
Vol 117-119 ◽  
pp. 206-211
Author(s):  
Yu Suo Wang ◽  
Ke Yue Zhang ◽  
Jian Hui Tang ◽  
Dong Liang
Keyword(s):  
Linear Relationship ◽  
Rock Fall ◽  
Lateral Acceleration ◽  
Tunnel Structure ◽  
Similar Model ◽  
Slope Gradient ◽  
Slope Surface ◽  
Rock Weight ◽  
Tunnel Portal ◽  
Normal Acceleration

On conditions of different weight and height, the tunnel portal structure’s accelerations evoked by rock-fall impaction have been researched in laboratory by using a 1/30 scale similar model. The study shows that the normal acceleration value is the biggest, the lateral acceleration is second and the longitudinal acceleration is the minimum. There is a simple linear relationship between the structure’s acceleration, the rock weight and the rockfall height when the slope gradient is 1:0.5 and the slope surface is slippery. The multiple linear relationship between the structure’s normal acceleration, the rock weight and the rockfall height has been obtained.

scholarly journals ROCK SLOPE SURFACE STABILITY ANALYSIS: A CASE STUDY ON HON LON ISLAND, KIEN HAI DISTRICT, KIEN GIANG PROVINCE, VIETNAM

2021 ◽  
Vol 56 (5) ◽  
pp. 340-350
Author(s):  
Ngoc Binh Vu ◽  
Truong Thanh Phi ◽  
Thanh Cong Nguyen ◽  
Hong Thinh Phi ◽  
Quy Nhan Pham ◽  
...  
Keyword(s):  
Slope Failure ◽  
Rock Slope ◽  
Slope Surface ◽  
Plane Failure ◽  
Surface Stability ◽  
Average Percentage ◽  
The Road ◽  
Wedge Failure ◽  
Analytical Results

The research aimed to study 24 rock slope surfaces along the road around Hon Lon Island, Kien Hai district, Kien Giang province, Vietnam. The analytical results have determined slope failure, wedge failure, and toppling, which occurred on almost slope surface and the average percentage of plane failure is the largest. The average percent of plane failure is 19.23%, the wedge failure is 15.35%, and the toppling fault is 6.73%. Besides, the analytical results have also identified the slope surfaces which can be the key blocks: ND-13, 18, 23, 25, 34, 37, 45, 51, 62, 63. The other analytical results show that the existence of key blocks at the rock slope surfaces in the N-S direction, dip to E at the survey locations: ND-13, 23, 63 and dip to W at the survey locations: ND-37, 45; in the NE-SW direction, dip to SE at the survey locations: ND-15, 62 and dip to NW at the survey locations: ND-18, 34; in the NW-SE direction, dip to SW at the survey location ND-51. These results have important significance to support for protecting slope surface safety.

scholarly journals Dynamic Response of Rock Slopes under Obliquely Incident Seismic Waves

2020 ◽  
Vol 2020 ◽  
pp. 1-19
Author(s):  
Biao Liu ◽  
Boyan Zhang
Keyword(s):  
Dynamic Response ◽  
Peak Ground Acceleration ◽  
Rock Slope ◽  
Incident Angle ◽  
Slope Angle ◽  
Amplification Coefficient ◽  
Slope Surface ◽  
Ground Acceleration ◽  
Obliquely Incident ◽  
Acceleration Amplification

In this study, the seismic input model of slope is proposed to investigate the dynamic response of the rock slope under obliquely incident seismic wave on the basis of the time-domain wave analysis method. The model includes viscoelastic boundary considering the infinite foundation radiation damping and the seismic obliquely incident method. The semi-infinite space numerical example is simulated to verify the validity and accuracy of the model. Based on the established model, the effects of the variation of the seismic wave incident angles and slope angles on the dynamic response of a rock slope are analyzed. The results demonstrate that the changes of the incident angle and the slope angle have no discernible effect on the dynamic response of the rock slope when the P wave is obliquely incident. As the SV wave is obliquely incident, the peak ground acceleration amplification coefficient along the slope surface gradually increases with the increase of the incident angle; when the slope angle gradually increases, the peak ground acceleration amplification coefficient along the slope surface will also gradually increase at the upper part of the slope. The research results can provide some basis for the pseudostatic method to determine the seismic action coefficient.

Magnitude and frequency of rock falls and rock slides along the main transportation corridors of southwestern British Columbia

1999 ◽  
Vol 36 (2) ◽  
pp. 224-238 ◽  
Author(s):  
O Hungr ◽  
S G Evans ◽  
J Hazzard
Keyword(s):  
British Columbia ◽  
Rock Slope ◽  
Sampling Procedure ◽  
Rock Fall ◽  
Rock Falls ◽  
Geological Conditions ◽  
Transportation Corridors ◽  
Risk Magnitude ◽  
Frequency Relationship ◽  
Rock Slides

The two main transportation corridors of southwestern British Columbia are subject to a range of rock slope movements (rock falls, rock slides, and rock avalanches) that pose significant risks to road and rail traffic travelling through the region. Volumes of these landslides range from less than 1 m3 to over 4.0 × 107 m3. A database of rock falls and slides was compiled for rail and highway routes in each transportation corridor using maintenance records spanning four decades. The records number approximately 3500, of which about one half includes information on volume. Magnitude - cumulative frequency (MCF) relationships were derived for each corridor. A scaled sampling procedure was used in part to reduce the effects of censoring. Both corridors yield MCF curves with significant linear segments on log-log plots at magnitudes greater than 1 m3. The form of both railway and road plots for each corridor shows similarity over several orders of magnitude. The slope of the linear segments of the curves depends on geological conditions in the corridors. Temporal histograms of the data show a trend towards reduction of rock fall frequency as a result of rock slope stabilization measures, implemented during the 1980s and 1990s. A risk analysis methodology using the slope of the magnitude-frequency relationship is outlined. The major part of the risk to life in the case examined results from rock falls in the intermediate-magnitude range (1-10 m3).Key words: rock fall, rock slide, landslide hazard, risk, magnitude-frequency, British Columbia.

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 Stability Analysis and Reinforcement of a High-Steep Rock Slope with Faults: Numerical Analysis and Field Monitoring

2019 ◽  
Vol 2019 ◽  
pp. 1-8 ◽  
Author(s):  
Qibing Zhan ◽  
Xinjian Sun ◽  
Cheng Li ◽  
Yawei Zhao ◽  
Xinjie Zhou ◽  
...  
Keyword(s):  
Stability Analysis ◽  
Numerical Analysis ◽  
Rock Slope ◽  
Field Monitoring ◽  
Monitoring Data ◽  
Slope Surface ◽  
Monitoring Point ◽  
Reinforcement Measure ◽  
The Stability ◽  
External Forces

This study presents a stability analysis of a high-steep rock slope with two faults during excavations and evaluates the effectiveness of a proposed reinforcement method using prestressed anchor cables. A 3D finite difference model was established based on the strength reduction method using FLAC3D software. The influence of various fault conditions and the effectiveness of the reinforcement on the slope stability during the excavation process were analyzed and compared to field monitoring data. The numerical analysis and field monitoring results showed that the fault close to the slope surface (f20) was prone to the local instability under external forces caused by the excavation, but a fault further away from the slope surface (f14) had insignificant influence on the stability of the slope. Based on the numerical analysis results, the proposed reinforcement measure can increase the factor of safety (FOS) of the slope by 19.2%. The field monitoring data also showed that the displacement of the monitoring point gradually decreased after the reinforcement, and the deformation of the slope was effectively controlled.

Full-scale testing of draped nets for rock fall protection

2009 ◽  
Vol 46 (3) ◽  
pp. 306-317 ◽  
Author(s):  
Paola Bertolo ◽  
Claudio Oggeri ◽  
Daniele Peila
Keyword(s):  
Rock Slope ◽  
Test Procedure ◽  
Full Scale ◽  
Rock Fall ◽  
Test Results ◽  
Structural Components ◽  
Full Scale Test ◽  
Technical Standards ◽  
Scale Test ◽  
Fall Protection

The installation of draped meshes, metallic nets installed in such a way as to lie against the rock slope surface, is one of the most common ways to protect roads and infrastructure against the detachment of small rock elements in areas prone to rock fall. Despite their frequent and worldwide application, there are no universally recognized guidelines or technical standards to help engineers in their correct design, and no full-scale test results are available where the whole system, composed of several interacting structural components, is tested. In this paper, a full-scale test procedure, which is able to permit the evaluation of the global behaviour of a draped mesh, is described and the results of tests carried out on widely used meshes are presented and discussed.

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