Assessment of underground tunnel stability to adjacent tunnel explosion

Li, J.C.; Li, H.B.; Ma, Guowei; Zhou, Yingxin

doi:10.1016/j.tust.2012.07.005

Cited by 102 publications

(28 citation statements)

References 17 publications

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“…The PPVs data were grouped together for statistical analyses and propagation equation for roof, sidewall and floor were derived Fig 15. V. THRESHOLD VALUE OF VIBRATION FOR THE SAFETY OF ADJOINING UNDERGROUND WORKINGS The peak particle velocityhas traditionally been used as a criteria to establish the degree of blast damage [14,3,42,10 &21]. The rock damage extent around the underground workings linearly increases with the peak particle velocity [39,18]. Additionally, the mining industry is quite familiar with PPV and its relative ease of measurement has generally formed the basis of blast damage criteria for underground Fig.…”

Section: Underground Blast Results and Analysesmentioning

confidence: 99%

Stability of underground mine workings due to surface blasting

Singh¹

2016

Proceedings of the Conference on Recent Advances in Rock Engineering (RARE 2016)

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Blasting in the mining industry is being transformed, and can no longer be treated as an art or a practice purely dependent upon experiences of individuals. Examples of key drivers that have demanded consistent and more accurate blast results are initiatives to control pit-wall damage to help mine operators for steeper pit slope angles, to control damage to adjoining underground mine opening due to open-pit mining. Such situation exists at Rampura Agucha open-pit lead zinc mine which is producing 5.7 Mt/a of ore and has started its underground part which is slated to produce initially 2-2.4 Mt/a and 4.5 Mt/a in near future. The open-pit mine is currently working at 370 m depth and is designed to reach 400 m deep. The underground operations have been commenced successfully maintaining 50 m parting from the planned ultimate level of the open-pit mine. Presently, open-pit and underground mines are being operated simultaneously. The present average depth of underground working lies between 370 and 410 m below the surface level. Sometimes explosives up to 95,978 kg are being detonated in a blast round in open-pit mine for speedy removal of overburden. These blasts are often apprehended as a danger to the safety and stability of underground openings. It was decided to document the impact of open-pit blasting in the openings of underground workings, so that preventive measures may be taken for the safety and long term stability of the underground mine. The impact of 86 open-pit blasts has been documented in the underground openings and 258 blast vibration data has been recorded. The vibrations were recorded simultaneously in the roof, side walls and at floor levels. The highest levels of vibrations were recorded in the roof and the lowest levels at the corresponding floor levels. The pillars experienced lower level of vibrations than those of the roof. Blast designs were optimised at open-pit mine to control vibration in view of long term safety and stability of the underground openings. The underground development face blasts were also optimised for the safety and stability of underground workings. Vibrations generated due to detonation of explosives with shock tubes and electronic delay detonators have been recorded in underground openings for comparative assessment. Ground vibration recorded at roof, pillar and floor were analysed separately and threshold value of the vibration for the safety of underground workings has been determined based on the Rock Mass Rating (RMR) of the roof rock and accordingly blast designs have been optimised which helped in exploitation of precious minerals from openpit as well as from underground mines simultaneously.

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Section: Underground Blast Results and Analysesmentioning

confidence: 99%

Stability of underground mine workings due to surface blasting

Singh¹

2016

Proceedings of the Conference on Recent Advances in Rock Engineering (RARE 2016)

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“…Blasting Vibration Test. At present, Sadovsky's empirical attenuation formula is the most widely used in engineering and can better reflect the attenuation law of blasting vibration [30,31]. e formula is as follows:…”

Section: Regression Analysis Of Vibration Parameters Based Onmentioning

confidence: 99%

Optimization Analysis of Controlled Blasting for Passing through Houses at Close Range in Super-Large Section Tunnels

Song

Mao

Tian

et al. 2019

Shock and Vibration

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According to the on-site vibration velocity monitoring and peak vibration velocity prediction, it is found that the maximum vibration velocity generated by the existing Dizong blasting scheme does not meet the requirements of the maximum allowable vibration velocity of houses. Therefore, the existing blasting scheme is optimized by reducing the maximum single-segment charge and a variety of damping measures such as multistage duplex wedge groove, adding damping hole, and millisecond blasting. In addition, the blasting data before and after optimization are analyzed and compared by wavelet (packet) technology. The results show that the optimized blasting main frequency domain is increased to 50∼150 Hz and the maximum vibration intensity value is reduced by 79.8%. Based on the time-energy analysis, the maximum energy value is reduced by 67.75% compared with the original scheme, and the dominant energy of the original scheme is reduced by 97.81%, 71.49%, 82.44%, 95.93%, and 93.03%, respectively, after optimization. The maximum vibration velocity generated by the optimized blasting scheme construction is 1.12 cm/s, which is less than the maximum allowable vibration velocity of the building of 1.2 cm/s, which meets the maximum allowable vibration velocity requirements of the building. The optimized blasting scheme realizes the safe and rapid construction of the two steps of the Dizong tunnel, which can provide a reference for similar engineering construction in the future.

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“…In addition, [5] used a closed-form transient solution for the case of circular tunnels and blasting loading. In the research of [6], a theoretical method to predict the underground tunnel behavior considering the peak particle velocity (PPV) and the stress distribution is also presented. The influence of the explosioninduced wave on an adjacent tunnel is explicitly considered in order to evaluate tunnel stability.…”

Section: Introductionmentioning

confidence: 99%

Impact of Blasting at Tunnel Face on an Existing Adjacent Tunnel

Dang¹

2018

GEOMATE

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Experimental and numerical research of the effect of blasting vibrations during tunneling on surrounding structures (rock mass, existing tunnels, buildings, etc.) was widely studied in recent years. However, the effect of blasting vibration from a new tunnel on an existing adjacent tunnel is still unclear. A few researches were carried out to study the relationship of the observed Peak Particle Velocity (PPV) on the lining areas along the existing tunnel direction, due to either the lack of in situ test data or the difficulty in conducting field tests, particularly for tunnels that are usually old and vulnerable after several decades of service. This paper introduced two dimensional and three dimensional numerical with field data investigations on the effect of tunnel face blasting on the surrounding rock mass and on an existing adjacent tunnel along the existing tunnel direction. The Croix-Rousse tunnel project in Lyon (France) was adopted as a case study. The derived results allow predicting the tunnel lining damage areas under the impact of blast loads.

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Assessment of underground tunnel stability to adjacent tunnel explosion

Cited by 102 publications

References 17 publications

Stability of underground mine workings due to surface blasting

Stability of underground mine workings due to surface blasting

Optimization Analysis of Controlled Blasting for Passing through Houses at Close Range in Super-Large Section Tunnels

Impact of Blasting at Tunnel Face on an Existing Adjacent Tunnel

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