CN103075936B - Rock pillar rockburst step-by-step relief water filling blasting method in deep-buried tunnel penetrating process - Google Patents
Rock pillar rockburst step-by-step relief water filling blasting method in deep-buried tunnel penetrating process Download PDFInfo
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- CN103075936B CN103075936B CN201310051717.4A CN201310051717A CN103075936B CN 103075936 B CN103075936 B CN 103075936B CN 201310051717 A CN201310051717 A CN 201310051717A CN 103075936 B CN103075936 B CN 103075936B
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Abstract
The invention relates to a rock pillar rockburst step-by-step relief water filling blasting method in a deep-buried tunnel penetrating process. The method aims at rockburst control and solves the construction safety and construction progress problems caused by strong rockblast. The method adopts the technical scheme that a, when the rock pillar thickness between the two tunnels is 30m, the digging is stopped; and a group of blast holes penetrating through the whole rock pillars are horizontally drilled in the digging surface of one tunnel; b, powder charging is respectively carried out in the depth ranges being 12 to 13m and 17 to 18m from the hole openings, and the two powder charging sections are simultaneously initiated; c, the powder charging is respectively carried out in the depth ranges being 7 to 8m and 22 to 23m from the hole openings, and the two powder charging sections are simultaneously initiated; and d, the powder charging is respectively carried out in the depth ranges being 2 to 3m and 27 to 28m from the hole openings, the total blasting intensity is controlled to be 0.07kg/T, the two powder charging sections are simultaneously initiated, and the slag tapping is carried out after the blasting completion until the tunnel penetration is completed. The method is applicable to underground engineering of hydraulic and hydro-power engineering, traffics, coal mines and the like.
Description
Technical field
The present invention relates to rock pillar type rock rock burst substep in the through process of a kind of deep-lying tunnel and remove pulsed infusion, be mainly applicable to the underground engineerings such as Hydraulic and Hydro-Power Engineering, traffic, mine.
Background technology
Rock burst is in Underground Engineering Excavation process, the surrounding rock failure that the unexpected release of the potential energy accumulated in rock mass or strain energy causes, and casualties, working face or equipment can be caused to destroy, and its fundamental characteristics is suddenly and violent.Rock mass when rock pillar refers to excavation between the two or several cavity group in underground, rock pillar during tunnel run-through refers to the remaining rock mass between two caverns of excavating in opposite directions, along with the excavation of underground deep-lying tunnel, remaining rock pillar can be more and more thinner, and the power that it bears, can be increasing, generally, when rock pillar is less than about 30m, namely likely there is rock pillar type rock rock burst, the explosion of country rock sheet can be made to come off, cause hole to push up to cave in, if when there is bad fracture in this rock pillar, even can cause the combination of structural rock burst and rock pillar type rock rock burst, it can cause large-scale cavern to cave in, have a strong impact on and even destroy engineering.When this type of rock pillar type rock rock burst occurs, vibrations are strong, and the duration is long, and damage envelope is large, becomes the key factor of Control Engineering construction safety, engineering success or failure.
So far, rock pillar type rock rock burst construction control method when going back the fixing tunnel holing through of neither one in global deep-buried underground engineering construction, domestic general employing first destroys, then the way of repairing; Also have part engineering to adopt the method for first pilot tunnel, but this way exists risk comparatively greatly, and expend larger manpower and financial resources, the duration is longer again, and comparatively effective rock pillar rockburst control method is in the starting stage substantially.
Summary of the invention
The technical problem to be solved in the present invention is: for solving deep-lying tunnel (tunnel, tunnel) simultaneously in opposite directions in tunneling process, the problem of rock pillar type rock rock burst is easily there is when through, a kind of substep stress relieving pulsed infusion is provided, by changing proterties, the reduction of rock pillar or eliminating energy accumulation degree, reach and control rock burst object, solve construction safety and construction speed problem that strong rock burst causes.
The technical solution adopted in the present invention is: in the through process of deep-lying tunnel, rock pillar type rock rock burst substep removes pulsed infusion, it is characterized in that its step is as follows:
When the thickness of rock pillar is 30m between a, two tunnels, stop driving; In the excavation face of a tunnel wherein, level is drilled with the blast hole that a group penetrates whole rock pillar, each blast hole with excavation face vertical axis for symmetry axis is arranged symmetrically with, the blast hole being positioned at surrounding is arranged along tunnel excavation outline line, and is less than or equal to 0.8m apart from the distance of excavation contour line;
B, respectively apart from aperture 12-13m and the powder charge of 17-18m depth bounds, two sections of powder charge sections of simultaneously detonating, after explosion completes, respectively from two ends simultaneously to water filling in the blast hole on top, hydraulic pressure 2MPa, until current flow out in the bottom blast hole of both sides;
C, respectively apart from aperture 7-8m and the powder charge of 22-23m depth bounds, two sections of powder charge sections of simultaneously detonating, after explosion completes, respectively from two ends simultaneously to water filling in the blast hole on top, hydraulic pressure 3MPa, until current flow out in the bottom blast hole of both sides;
D, respectively apart from aperture 2-3m and the powder charge of 27-28m depth bounds, controlling overall burst strength is 0.07kg/T, and two sections of powder charge sections of simultaneously detonating, slag tap after explosion completes, until complete the through of tunnel.
Described tunnel cross section is gateway opening shape.
Described blast hole is divided into four arrangements and puts, and wherein the first round has three, and arranges along excavation contour line vault; Often arrange in remaining three rows and all arrange five holes, each Kong Jun being positioned at same row is positioned in same level, and distance between adjacent two holes is equal.
Be arranged in three rounds of bottom, the spacing between adjacent two rounds is equal.
The invention has the beneficial effects as follows: the present invention is before deep-lying tunnel is through, by a series of orderly method of works such as reasonable Arrangement blast hole and ignition order thereof, change Rock Mass, eliminate or reduce energy accumulation level in rock mass, substantially improve construction safety (comprising personnel and device security); Adopt the mode of blasting in groups, and when every separate explosion interval, water filling is carried out to blast hole, with moistening rock mass, thus reduce the probability of rock burst generation, improve working security.
Accompanying drawing explanation
Fig. 1 is plane of the present invention.
Fig. 2 is the A-A profile of Fig. 1.
Fig. 3 is the B-B profile of Fig. 1.
Detailed description of the invention
As shown in Figure 1-Figure 3, the present embodiment is before deep-lying tunnel is through, by a series of orderly method of works such as reasonable Arrangement blast hole and ignition order thereof, changes Rock Mass, eliminate or reduce the accumulation of rock pillar energy, control this type rock pillar type rock rock burst object to reach.First the explosive of inner rock mass is ignited, by the rock mass of its Stress Release to surrounding deep, then stretch out successively, slowly by the deep at the bottom of the Stress Release of rock pillar to both sides crag and Dong Ding hole, water filling a period of time is all wanted during every separate explosion interval, with moistening rock mass, reduce the possibility that rock burst occurs.
Its concrete steps are as follows:
A, for two subterranean tunnels 1 tunneled in opposite directions simultaneously, when the thickness of two tunnels, 1 rock pillar 2 is 30m, stop driving; The excavation face of a tunnel 1 is wherein drilled with one group of level and without the blast hole 3 of any direction deflection (parallel with canal axes), ensures that each blast hole 3 all penetrates whole rock pillar 2 simultaneously, and with excavation face vertical axis for symmetry axis is arranged symmetrically with; Blast hole number, pore size and explosive payload increase to principle with what at utmost weaken that rock mass, not too much damage rock mass cause support work amount, need to consider potential rock burst intensity and on-the-spot supporting validity simultaneously.Blast hole 3 described in this example has 18, and the blast hole 3 being wherein positioned at surrounding is arranged along tunnel 1 excavation contour line; Meanwhile, the emphasis due to stress relieving is the rock mass of surrounding, and the blast hole 3 being therefore positioned at surrounding is less than or equal to 0.8m apart from the distance of excavation contour line.Described blast hole 3 is divided into four arrangements and puts, and wherein the first round has three, and along the curved layout of excavation contour line vault; Often arrange in remaining three rows and all arrange five holes, each Kong Jun being positioned at same row is positioned in same level, and equal with the distance between adjacent two holes of row, and three rounds being namely positioned at bottom be three row five row layouts, and spacing between adjacent two rounds is equal.
B, respectively apart from aperture 12-13m and the powder charge of 17-18m depth bounds, two sections of powder charge sections of simultaneously detonating (every section of powder charge section is 1m), after explosion completes, respectively from two ends simultaneously to water filling in the blast hole 3 on top, hydraulic pressure control is at about 2MPa, until current flow out in the bottom blast hole 3 of both sides, with moistening rock mass, reduce the probability that rock burst occurs.
C, respectively apart from aperture 7-8m and the powder charge of 22-23m depth bounds, two sections of powder charge sections of simultaneously detonating (every section of powder charge section is 1m), after explosion completes, respectively from two ends simultaneously to water filling in the blast hole 3 on top, hydraulic pressure control is at about 3MPa, until current flow out in the bottom blast hole 3 of both sides, with moistening rock mass, reduce the probability that rock burst occurs.
D, respectively apart from aperture 2-3m and the powder charge of 27-28m depth bounds, two sections of powder charge sections of simultaneously detonating (every section of powder charge section is 1m), slag tap after explosion completes, until complete the through of tunnel 1; Overall burst strength is pressed 0.07kg/T and is considered, this digitized representation ratio of blast charging amount with rock mass weight within the scope of releasing, first can not consider the impact of explosive type during design.
Claims (4)
1. in the through process of deep-lying tunnel, rock pillar type rock rock burst substep removes a pulsed infusion, it is characterized in that step is as follows:
When the thickness of rock pillar (2) is 30m between a, two tunnels (1), stop driving; In the excavation face of a tunnel (1) wherein level be drilled with one group parallel with canal axes and penetrate the blast hole (3) of whole rock pillar (2), each blast hole with excavation face vertical axis for symmetry axis is arranged symmetrically with, the blast hole (3) being positioned at surrounding is arranged along tunnel (1) excavation contour line, and is less than or equal to 0.8m apart from the distance of excavation contour line;
B, respectively apart from aperture 12-13m and the powder charge of 17-18m depth bounds, to detonate two sections of powder charge sections simultaneously, after explosion completes, blast hole (3) the interior water filling respectively from two ends simultaneously to top, hydraulic pressure 2MPa, until current flow out in the bottom blast hole (3) of both sides;
C, respectively apart from aperture 7-8m and the powder charge of 22-23m depth bounds, two sections of powder charge sections of simultaneously detonating, after explosion completes, blast hole (3) interior the water filling respectively from two ends simultaneously to top, hydraulic pressure 3MPa, until current are from outflow in the bottom blast hole (3) of both sides;
D, respectively apart from aperture 2-3m and the powder charge of 27-28m depth bounds, controlling overall burst strength is 0.07kg/T, and two sections of powder charge sections of simultaneously detonating, slag tap after explosion completes, until complete the through of tunnel (1).
2. in the through process of deep-lying tunnel according to claim 1, rock pillar type rock rock burst substep removes pulsed infusion, it is characterized in that: described tunnel (1) cross section is gateway opening shape.
3. in the through process of deep-lying tunnel according to claim 2, rock pillar type rock rock burst substep removes pulsed infusion, it is characterized in that: described blast hole (3) is divided into four arrangements and puts, and wherein the first round has three, and arranges along excavation contour line vault; Often arrange in remaining three rows and all arrange five holes, each Kong Jun being positioned at same row is positioned in same level, and distance between adjacent two holes is equal.
4. in the through process of deep-lying tunnel according to claim 3, rock pillar type rock rock burst substep removes pulsed infusion, and it is characterized in that: three rounds being arranged in bottom, the spacing between adjacent two rounds is equal.
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| CN104747084B (en) * | 2015-04-03 | 2017-06-13 | 核工业井巷建设集团公司 | A kind of air drill reaming bit suitable for underwater rock plug burst construction |
| CN106014428B (en) * | 2016-07-06 | 2018-08-07 | 中国电建集团华东勘测设计研究院有限公司 | TBM passes through the country rock preprocess method with strong rockburst risk detour hole section |
| CN106225613B (en) * | 2016-08-25 | 2018-05-22 | 中铁十一局集团第三工程有限公司 | A kind of efficient segmentation method of ignition in tunnel excavating process |
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| CN101270967B (en) * | 2008-04-30 | 2011-08-31 | 中国水电顾问集团华东勘测设计研究院 | Stress-relief blasting method |
| CN101560882B (en) * | 2009-05-14 | 2011-10-05 | 中国水电顾问集团华东勘测设计研究院 | Digging method for preventing strong or strong rock burst on active face |
| CN101967977B (en) * | 2010-08-31 | 2012-10-31 | 中国水电顾问集团华东勘测设计研究院 | Construction method for controlling rock pillar type rock burst in process of double-head tunneling deep-buried tunnel transfixion |
| CN102692164B (en) * | 2012-06-14 | 2014-08-13 | 中国水电顾问集团华东勘测设计研究院 | Stress unloading, water injecting and drilling and blasting method for longitudinal structure surface structural strong rockburst regions |
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