CN102980453B - Water injection drilling and blasting method for unloading stress of structural strong rock burst area of horizontal structural surface - Google Patents

Water injection drilling and blasting method for unloading stress of structural strong rock burst area of horizontal structural surface Download PDF

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Publication number
CN102980453B
CN102980453B CN201210534332.9A CN201210534332A CN102980453B CN 102980453 B CN102980453 B CN 102980453B CN 201210534332 A CN201210534332 A CN 201210534332A CN 102980453 B CN102980453 B CN 102980453B
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holes
hole
rock burst
mesopore
water filling
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CN102980453A (en
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彭鹏
单治钢
张春生
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Hydrochina Hangzhou Engineering Corp
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Hydrochina Hangzhou Engineering Corp
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Abstract

The invention relates to a water injection drilling and blasting method for unloading the stress of a structural strong rock burst area of a horizontal structural surface. The invention aims to provide the water injection drilling and blasting method for unloading the stress of the structural strong rock burst area of the horizontal structural surface, so as to reduce or eliminate the rock burst energy and achieve the purpose of controlling rock burst. The technical scheme of the invention is as follows: (1) a group of uniform and symmetric blasting holes including top holes, middle upper holes, middle holes, bottom holes and side holes are drilled on an excavation surface; (2) the excavation surface is cleaned by clean water for once every 10 minutes, and water is injected into all the blasting holes every time for 2 minutes during that period of time; (3) explosive is charged in the width range from 0.8m to 1.2m at the bottoms of the top holes, in the whole processes of the middle upper holes, the middle holes and the bottom holes, and in the width range from 0.8m to 1.0m at the bottoms of the side holes; (4) the middle holes and the bottom holes are blasted, and then other holes are blasted; and (5) the steps (1), (2), (3) and (4) are repeated in sequence, until the excavation surface fully penetrates through the whole horizontal structural surface. The water injection drilling and blasting method for unloading the stress of the structural strong rock burst area of the horizontal structural surface is applicable to water conservancy and hydropower projects, traffic, mine and other underground projects.

Description

Structural strong rock burst district, transversary face stress unloading water filling drilling and blasting method
Technical field
The present invention relates to structural strong rock burst district, a kind of transversary face stress unloading water filling drilling and blasting method, be mainly applicable to the underground engineerings such as Hydraulic and Hydro-Power Engineering, traffic, mine, be specially adapted to structural strong rock burst district, transversary face.
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 transversary face refers to structural plane trend with hole to becoming intersect with large-angle, the general angle of cut is between 60 ° and 90 °, this structural rock burst destruction direction moves towards direction along structural plane and extends to hole to both sides rock mass inside, the explosion of country rock sheet can be made to come off, or partial collapse, the most advanced and sophisticated country rock of structural plane seriously bursts, vibrations are strong, there is the cracker like explosion, have like shell, muffled thunder sound, the sound is strong, duration is long, damage envelope is large, influence depth 2 ~ 10m, have a strong impact on and even destroy engineering, become Control Engineering construction safety, driving progress, and even the key factor of success or failure.
Up till now for this reason, go back the structural rock burst construction control method in transversary face that neither one is fixing in global deep-buried underground engineering construction, the domestic structural rockburst control in transversary face is substantially also in space state.
Summary of the invention
The technical problem to be solved in the present invention is: for the structural strong Rockburst Problem in transversary face solved in deep-lying tunnel (tunnel, tunnel) tunneling process provides structural strong rock burst district, a kind of transversary face stress unloading water filling drilling and blasting method, reduce by changing Rock Mass or eliminate energy accumulation degree, reach in the mode reduced or eliminate rock burst energy 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: structural strong rock burst district, transversary face stress unloading water filling drilling and blasting method, is characterized in that step is as follows:
A, in excavation face, be drilled with one group evenly and the blast hole be arranged symmetrically with, include apical pore, in upper hole, mesopore, bottom outlet and side opening; Wherein apical pore is apart from top, hole 0.5 ~ 0.8m, has a down dip 10 ~ 12 °, hole depth 3m; In upper hole and middle hole horizontal, hole depth 6m; Bottom outlet updip 5 ~ 8 °, hole depth 5m; Side opening level also tilts 15 ° to canal axes, hole depth 3m;
B, every 10 minutes by clean water excavation face, clean 3 times altogether; Period, be total to water filling 2 times, each water filling 2 minutes, the time interval of 2 water fillings was 15 minutes, and water filling hydraulic pressure is 5Mp to water filling in each blast hole;
0.8-1.2m depth bounds powder charge bottom c, apical pore, in upper hole, mesopore and the omnidistance powder charge of bottom outlet, 0.8-1.0m depth bounds powder charge bottom side opening; Overall burst strength is 0.02-0.05kg/T;
D, first explosion mesopore and bottom outlet, then carry out the explosion of all the other blast holes, slag tap after explosion completes;
E, successively repetition step a, b, c, d, until excavation face passes completely through whole transversary face.
Described side opening is not more than 0.8m to the distance of the hole wall being positioned at it homonymy.
Described blast hole is by an apical pore, upper hole, mesopore, a bottom outlet and six side openings form in one; Wherein apical pore, in upper hole, mesopore and bottom outlet be arranged on the vertical center line of tunnel from top to bottom, six side openings are that three row two row are arranged and with this vertical center line for symmetry axis is arranged symmetrically with, wherein go up row's two side openings with in upper hole be positioned in same level, middle row two side openings and mesopore are positioned in same level, and lower row two side openings and bottom outlet are positioned in same level.
The cross section of described tunnel is gateway opening shape.
The invention has the beneficial effects as follows: the present invention passes through a series of orderly method of works such as boring, water filling and reasonable Arrangement blast hole at area of stress concentration, short drilling depth, multicycle blasting method is adopted to change Rock Mass, greatly reduce or even eliminate the level containing energy accumulation in the rock mass of transversary face, substantially improve construction safety (comprising personnel and device security), effectively ensure that driving progress simultaneously.
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 at area of stress concentration by a series of orderly method of works such as boring, water filling and reasonable Arrangement blast holes, and adopt short drilling depth, multicycle digging mode, its construction procedure is as follows:
A, be gateway opening shape at its cross section of tunnel 1() excavation face on be drilled with one group evenly and the blast hole be arranged symmetrically with, and ensure that each blast hole is all positioned at area of stress concentration, hole depth with reach or through area of stress concentration for principle; Blast hole number, pore size, water injection pressure 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 that potential rock burst intensity and on-the-spot supporting validity are (when encountering this structural plane when constructing simultaneously, for ensureing construction safety, the Excavation blasting hole generally started just meets this two conditions).Blast hole described in this example is made up of upper 3, one, hole mesopore, 4, bottom outlet 5 and six side openings 6 in an apical pore 2; Wherein apical pore 2, in upper hole 3, mesopore 4 and bottom outlet 5 be arranged on the vertical center line of tunnel 1 from top to bottom, six side openings 6 are arranged in three row two row, wherein go up row's two side openings 6 with in upper hole 3 to be arranged in same level and to be arranged symmetrically with centered by hole on this, middle row two side openings 6 and mesopore 4 to be positioned in same level and to be arranged symmetrically with centered by this mesopore, and lower row two side openings 6 and bottom outlet 5 to be positioned in same level and to be arranged symmetrically with centered by this bottom outlet; Due to structural plane trend with hole to becoming intersect with large-angle, therefore stress unload emphasis be Dong Bi both sides, this routine both sides side opening 6 to be positioned at it the same side hole wall distance principle on should within 0.8m.Described apical pore 2 pushes up about 0.7m apart from tunnel 1 hole, and angle of depression α controls at 11 °, and delay and incline in hole, drilling depth is about 3m; In upper hole 3 and mesopore 4 level, hole depth 6m; Bottom outlet 5 elevation angle β is 7 °, hole depth 5m; Side opening 6 level also tilts to tunnel 1 axis, and drift angle γ is about 15 °, and drilling depth is about 3m.
B, use clean water excavation face, cleaning in every 10 minutes once, is cleaned 3 times altogether; Period, the clear water of certain pressure carried out high pressure water injection to each blast hole, water filling 2 times altogether, each water filling 2 minutes, the time interval of 2 water fillings is 15 minutes, hydraulic pressure control is at about 5Mpa, object makes dry rock and structural plane become moistening, utilizes principle of expanding with heat and contracting with cold, reduces the probability of happening of structural rock burst.
1.0m depth bounds powder charge bottom c, apical pore 2, namely powder charge in the scope apart from 1.0m at the bottom of hole, namely counts at the bottom of hole, the medicine of dress 1.0m; In upper hole 3, mesopore 4 and the omnidistance powder charge of bottom outlet 5; 0.9m depth bounds powder charge bottom side opening 6, namely powder charge in the scope apart from 0.9m at the bottom of hole, namely counts at the bottom of hole, the medicine of dress 0.9m; Overall burst strength can be considered by 0.035kg/T, and 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.
D, preferential explosion mesopore 4 and bottom outlet 5, then carry out the explosion of all the other blast holes, time delays therebetween has not a particular requirement, and can adopt the time delay between any two adjacent firing orders of digging in-situ explosion, general within 1 second, slag tap after explosion completes.
E, successively repetition step a, b, c, d, until excavation face passes completely through whole transversary face 7.

Claims (4)

1. structural strong rock burst district, a transversary face stress unloading water filling drilling and blasting method, is characterized in that step is as follows:
A, in excavation face, be drilled with one group evenly and the blast hole be arranged symmetrically with, include apical pore (2), in upper hole (3), mesopore (4), bottom outlet (5) and side opening (6); Wherein apical pore (2) is apart from top, hole 0.5 ~ 0.8m, has a down dip 10 ~ 12 °, hole depth 3m; In upper hole (3) and mesopore (4) level, hole depth 6m; Bottom outlet (5) updip 5 ~ 8 °, hole depth 5m; Side opening (6) level also tilts 15 ° to tunnel (1) axis, hole depth 3m;
B, every 10 minutes by clean water excavation face, clean 3 times altogether; Period, be total to water filling 2 times, each water filling 2 minutes, the time interval of 2 water fillings was 15 minutes, and water filling hydraulic pressure is 5Mp to water filling in each blast hole;
The 0.8-1.2m depth bounds powder charge of c, apical pore (2) bottom, in upper hole (3), mesopore (4) and bottom outlet (5) omnidistance powder charge, 0.8-1.0m depth bounds powder charge bottom side opening (6); Overall burst strength is 0.02-0.05kg/T;
D, first explosion mesopore (4) and bottom outlet (5), then carry out the explosion of all the other blast holes, slag tap after explosion completes;
E, successively repetition step a, b, c, d, until excavation face passes completely through whole transversary face.
2. structural strong rock burst district, transversary face according to claim 1 stress unloading water filling drilling and blasting method, is characterized in that: described side opening (6) is not more than 0.8m to the distance of the hole wall being positioned at it homonymy.
3. structural strong rock burst district, transversary face according to claim 1 and 2 stress unloading water filling drilling and blasting method, is characterized in that: described blast hole is by an apical pore (2), upper hole (3), mesopore (4), a bottom outlet (5) and six side openings (6) form in one; Wherein apical pore (2), in upper hole (3), mesopore (4) and bottom outlet (5) be arranged on the vertical center line of tunnel (1) from top to bottom, six side openings (6) are in three row two row layouts and with this vertical center line for symmetry axis is arranged symmetrically with, wherein go up row's two side openings (6) with in upper hole (3) be positioned in same level, middle row two side openings (6) and mesopore (4) are positioned in same level, and lower row two side openings (6) and bottom outlet (5) are positioned in same level.
4. structural strong rock burst district, transversary face according to claim 1 and 2 stress unloading water filling drilling and blasting method, is characterized in that: the cross section of described tunnel (1) is gateway opening shape.
CN201210534332.9A 2012-12-12 2012-12-12 Water injection drilling and blasting method for unloading stress of structural strong rock burst area of horizontal structural surface Active CN102980453B (en)

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CN103557755B (en) * 2013-11-04 2015-09-09 中国水电顾问集团华东勘测设计研究院有限公司 Deep-lying tunnel rockburst control effect evaluation method
CN104990467A (en) * 2015-05-22 2015-10-21 深圳市工勘岩土集团有限公司 Digging pile hard rock section combined construction method
CN106193046B (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 Weak counter-tilt slope discharges allowing for surrouding rock deformation and presses construction method in advance
CN113702167A (en) * 2021-10-29 2021-11-26 中国矿业大学(北京) Experimental method for unloading strain rock burst on two adjacent faces at roadway intersection

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