Excavation-induced microseismicity: microseismic monitoring and numerical simulation

Xu, Nuwen; Tang, Chun’an; Li, Hong; Dai, Feng; Ma, Keping; Shao, Junpeng; Wu, Jichang

doi:10.1631/jzus.a1100131

Cited by 49 publications

(35 citation statements)

References 20 publications

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“…On the other hand, it may be also partly due to high stress concentration at the slope toe because of slope geometry. It is known that seismic activity depends on stresses and tectonic conditions, herein the tectonic stress is probably less important in this zone and the compression stress (normal stress) is higher and helps to reduce the fracturing and the seismic emission (Xu et al, 2011a). It is evident that micro-seismicity is being recorded at significant depths here (the spheres denote microseismic events, the size presents moment magnitude.…”

Section: (B) (A)mentioning

confidence: 90%

“…Finally, the seismic data recorded are transmitted from the on-site center to the office by GPRS for further analysis. The three systems are fully described in (Tang et al, 2011.;Xu et al, 2011a;Xu et al, 2011c;Xu et al, 2010). The processing system in the central station digitizes the data with a sampling frequency of 10 kHz and performs preliminary event detection when the recorded signals of the substations exceed a given threshold, using the Short Time Average vs Long Time Average algorithm (STA/LTA).…”

Section: The Constitution Of Microseismic Monitoring Systemmentioning

confidence: 99%

See 1 more Smart Citation

Application of Microseismic Monitoring Technique in Hydroelectric Projects

Xu¹,

Tang²,

Li³

et al. 2012

Hydropower - Practice and Application

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Section: (B) (A)mentioning

confidence: 90%

Section: The Constitution Of Microseismic Monitoring Systemmentioning

confidence: 99%

Application of Microseismic Monitoring Technique in Hydroelectric Projects

Xu¹,

Tang²,

Li³

et al. 2012

Hydropower - Practice and Application

Self Cite

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“…e average wave velocities in rock mass are determined as P wave 4400 m/s and S wave 2540 m/s. e detailed specification can be found in [21]. An event can be located by the first P-wave arrivals at 4-24 sensors and S-wave arrivals at 1/4-1/2 based on the simplex algorithm [22].…”

Section: Ms Monitoringmentioning

confidence: 99%

“…MS monitoring is a 3D and real-time monitoring technique, and it has been improved with the rapid progress of computer and data acquisition technology compared with traditional instrumentations. e MS monitoring system installed at the Dagangshan hydropower station was first adopted to investigate the macrocracks subject to the continuous excavation of the rock slope [21]. After more than one year of continuous monitoring and analysis, a total of 1,337 seismic events with M w values ranging from −2.0 to −0.2 were detected along the right bank slope.…”

Section: Tempospatial Characteristics Of Microseismicitymentioning

confidence: 99%

Stability Assessment of the Excavated Rock Slope at the Dagangshan Hydropower Station in China Based on Microseismic Monitoring

Liang

2018

Advances in Civil Engineering

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A high-resolution microseismic (MS) monitoring system was implemented at the right bank slope of the Dagangshan hydropower station in May 2010 to analyse the slope stability subjected to continuous excavation. e MS monitoring system could real-time capture a large number of seismic events occurring inside the rock slope. e identification and delineation of rock mass damage subject to excavation and consolidation grouting can be conducted based on the analysis of tempospatial distribution of MS events. However, how to qualitatively evaluate the stability of the rock slope by utilizing these MS data remains challenging. A damage model based on MS data was proposed to analyse the rock mass damage, and a 3D finite element method model of the rock slope was also established. e deteriorated mechanical parameters of rock mass were determined according to the model elements considering the effect of MS damage. With this method, we can explore the effect of MS activities, which are caused by rock mass damage subjected to excavation and strength degradation to the dynamic instability of the slope. When the MS damage effect was taken into account, the safety factor of the rock slope was reduced by 0.18 compared to the original rock slope model without considering the effect. e simulated results show that MS activities, which are subjected to excavation unloading, have only a limited effect on the stability of the right bank slope. e proposed method is proven to be a better approach for the dynamical assessment of rock slope stability and will provide valuable references for other similar rock slopes.

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“…It is widely used in the continuous real-time monitoring of the occurrence, development, and evolution of micro fractures in the rock mass [10][11][12][13]. Xu et al [14,15] proposed a rock mass damage evolutional model based on microseismic data and conducted a feedback analysis of the left bank slope stability combined with a 3D finite element method (FEM) model. However, mine rock mass engineering is a dynamic stability problem, with the stope space and rock damage constantly changing.…”

Section: Introductionmentioning

confidence: 99%

Mechanism of Surrounding Rock Failure and Crack Evolution Rules in Branched Pillar Recovery

Yang

Zhou

et al. 2017

Minerals

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Abstract:To study the mechanism of surface collapse and crack evolution in a roadway chain failure process in the pillar recovery of Hongling lead zinc ore in Inner Mongolia Province, China, microseismic monitoring technology, moment tensor theory, and numerical simulation are used for the inversion of rock mass fracturing, the destruction type classification of crack, and the mechanism of surrounding rock. Research shows the following: (1) the rock mass fracturing is first produced within the +955 m level, before extending through the hanging wall to the ground surface. Then, many shear failures occur in the ground surface of the footwall, extending downwards in an arc-shaped path to the +905 m level. Finally, the surface gradually collapses with large-scale shear failures. (2) The mechanism of surface collapse is as follows: after the recovery of pillars in the +905 m level, tensile cracks generated in the top of orebody #2 extend upwards and obliquely. Analogously, shear cracks are generated in the top of orebody #1, extending upwards. After the recovery of pillars in the +855 m level, the marble interlayer is destroyed and sinks, and many tensile cracks and shear cracks exist and incise in the ground surface, which cause the ground surface to collapse. (3) The mechanism of crack evolution is as follows: after the recovery of 5107 pillars, the footwall haul road in the +905 m level was damaged and collapsed by the cut-through cracks. Those cracks then continue to extend upwards and converge with the slanting shear cracks in the +905 m level, which form a triangular failure in the footwall rock. Finally, the failure causes the tensile and shearing cracks in the haulage way of the +955 m level to extend and connect, which forms the haulage way chain failure.

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Excavation-induced microseismicity: microseismic monitoring and numerical simulation

Cited by 49 publications

References 20 publications

Application of Microseismic Monitoring Technique in Hydroelectric Projects

Application of Microseismic Monitoring Technique in Hydroelectric Projects

Stability Assessment of the Excavated Rock Slope at the Dagangshan Hydropower Station in China Based on Microseismic Monitoring

Mechanism of Surrounding Rock Failure and Crack Evolution Rules in Branched Pillar Recovery

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