Microseismic early warning of surrounding rock mass deformation in the underground powerhouse of the Houziyan hydropower station, China

2017 ◽  
Vol 62 ◽  
pp. 64-74 ◽  
Author(s):  
Feng Dai ◽  
Biao Li ◽  
Nuwen Xu ◽  
Yongguo Zhu
Keyword(s):  
Rock Mass ◽  
Early Warning ◽  
Surrounding Rock ◽  
Hydropower Station ◽  
Underground Powerhouse ◽  
Rock Mass Deformation ◽  
Mass Deformation

Analysis on Factors Influencing Deformation of the Underground Cavities during the Construction Period

2012 ◽  
Vol 446-449 ◽  
pp. 2722-2726
Author(s):  
Chun Yu Gao ◽  
Jian Hui Deng ◽  
Fan Li Meng
Keyword(s):  
Rock Mass ◽  
Large Scale ◽  
Surrounding Rock ◽  
Hydropower Station ◽  
Construction Period ◽  
Underground Caverns ◽  
Underground Cavities ◽  
Rock Mass Deformation ◽  
Mass Deformation

The underground cavities of the Guandi Hydropower Station are Complex large-scale underground caverns. The quality of the surrounding rock masses of the underground cavities of the Guandi Hydropower Station is good and the deformation is normally less than 30mm. The structure surfaces have noticeable action for controlling the surrounding rock mass deformation. The time characteristic of the surrounding rock mass deformation is not noticeable.

Analysis of Displacement in Guandi Underground Powerhouse Based on the Influence of Dislocation Surfaces

2013 ◽  
Vol 303-306 ◽  
pp. 2866-2870
Author(s):  
Meng Ke Yuan ◽  
Chun Yu Gao ◽  
Hong Chun Zheng
Keyword(s):  
Rock Mass ◽  
Opening Displacement ◽  
Measuring Range ◽  
Underground Powerhouse ◽  
Maximum Deformation ◽  
Structure Surface ◽  
Bolt Stress ◽  
Rock Mass Deformation ◽  
Structural Surface ◽  
Mass Deformation

The monitoring data suggests that the overall displacement in Guandi underground powerhouse is a little less, 87% of which is less than 30 mm, while the maximum deformation can be reached as big as 65.77mm. Combined with the study on excavated geological data, the bigger displacement part of Guandi underground powerhouse is mainly affected by the dislocation interfaces, the excavation disturbance causes an opening displacement on the rock mass near the dislocation interfaces and a much bigger displacement partially. Due to the structural surface cut rock mass, deformation coordination between the surrounding rock and the structure surface after stress applied, the stress concentration appears nearby, measuring range of bolt stress meter is excessed in large displacement cases.

scholarly journals Stability Analysis of the Left Bank Slope of Baihetan Hydropower Station Based on the MF-DFA Method

2020 ◽  
Vol 2020 ◽  
pp. 1-19
Author(s):  
Haoyu Mao ◽  
Min Zhang ◽  
Biao Li ◽  
Nuwen Xu
Keyword(s):  
Rock Mass ◽  
Multifractal Spectrum ◽  
Surrounding Rock ◽  
Left Bank ◽  
Deformation And Failure ◽  
Bank Slope ◽  
Spectrum Width ◽  
Baihetan Hydropower Station ◽  
Rock Mass Deformation ◽  
Mass Deformation

Based on the left bank slope of Baihetan hydropower station in Southwestern China, a high-precision microseismic monitoring system was established. An early warning model of surrounding rock mass deformation and failure based on MF-DFA was proposed. The results showed that the multifractal characteristics of the microseismic and blasting waveform time series in the left bank slope were obvious, and the multifractal spectrum width of the blasting waveform is much larger than that of microseismic waveform. Before the slope cracks increased, the multifractal time-varying response characteristics of microseismic waveform showed strong regularity, which could be regarded as a precursor of surrounding rock mass deformation. Before the deformation and failure of surrounding rock mass, the multifractal spectrum width Δα showed an increasing trend while the multifractal spectrum of microseismic waveforms Δf(α) presented a decreasing trend, which can be regarded as a precursor of surrounding rock mass deformation; when deformation and failure occurred, Δα showed a decreasing trend and Δf(α) showed an increasing trend, which can be regarded as a deformation failure period; after the occurrence of deformation and failure, both Δα and Δf(α) showed a steady trend, and Δf(α) would approach to the zero line, which can be regarded as a stable period.

scholarly journals Stabilization of Deep Roadways in Weak Rocks Using the System of Two-level Rock Bolts

2021 ◽  
Vol 1 (2) ◽  
Author(s):  
Tuan Minh TRAN ◽  
Ngoc Thai DO ◽  
Trung Thanh DANG ◽  
Duyen Phong NGUYEN ◽  
Trong Hung VO
Keyword(s):  
Rock Mass ◽  
Surrounding Rock ◽  
Rock Bolts ◽  
Weak Rocks ◽  
Total Displacement ◽  
Cable Bolts ◽  
Rock Mass Deformation ◽  
Technical Solutions ◽  
Primary Support ◽  
Mass Deformation

Large rock mass deformation around deep roadways in the weak rocks was a significantproblem in mining activities in Vietnam and other countries. The excavation of roadways leads to highreleasing stress, which exceeds the peak strength of spalling surrounding rock and causes it to enter thepost-failure stage. Tensile failures then initiate and develop around the roadways, which causes thefragmentation, dilation, and separation of surrounding rock. The capacity of the primary support systemis low, which results in a severe contraction in the whole section of roadways, which requires findingsolutions to prevent the deformation of rock mass around roadways and technical solutions fromstabilizing for deep roadways. To stability analysis of roadways can be applied analytical, experimental,semi-experimental, and numerical methods. This paper introduces the prevention mechanism of largedeformation of rock mass around roadways using 2-level rock bolts. The research results show that usingthe system of two-level rock bolts can reduce the values of tensile stress on the boundary of roadwaysrange from 10 to 15% compared with only one. The importance of the total displacement of rock mass onthe boundary of roadways will be reduced from 3.47 to 13.85% using six long cable bolts.

Deformation of underground excavations under conditions of the Gremyachinsk potassium salt deposit

2020 ◽  
pp. 113-124
Author(s):  
V. N. Toksarov ◽  
I. A. Morozov ◽  
N. L. Beltyukov ◽  
A. A. Udartsev
Keyword(s):  
Rock Mass ◽  
Geological Structure ◽  
Surrounding Rock ◽  
Key Factors ◽  
Underground Excavations ◽  
Deformation Control ◽  
Factors Influencing ◽  
Rock Mass Deformation ◽  
Mass Deformation ◽  
Roof Support

The analysis of rock mass deformation around permanent excavations in sylvinite seam at a depth of 1100 m is presented. Surrounding rock mass features occurrence of hard anhydrite-dolomite rocks in the roof and soft carnallite in the floor of underground excavations. The test openings were driven with height of 3.7 m and width of 6.0 m using a cutter- loader. The deformation control used 6 measurement points in the excavations with support by rockbolting in the patterns of 1.0×1.0, 1.5×1.5 and 2.0×2.0 m. Two measurement points were arranged in an unsupported excavation. It is found that the key factors influencing deformation of the perimeter of underground excavations are the rockbolting design and the geological structure of enclosing rock mass. For instance, the reinforcement of roof support decreases values and velocities of deformation both in the roof and sidewalls of excavations. The highest values of velocities of displacements are recorded in the floor. The increased displacements in the floor rocks should be expected when the distance between the excavation perimeter and the nearest interface of seams (layers) in the floor of a tunnel decreases. The presented results can be of use to experts in the fields of geomechanics as well as in design and construction of underground excavations.

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