CN101967977A - Construction method for controlling rock pillar type rock burst in process of double-head tunneling deep-buried tunnel transfixion - Google Patents
Construction method for controlling rock pillar type rock burst in process of double-head tunneling deep-buried tunnel transfixion Download PDFInfo
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Abstract
The invention relates to a construction method for controlling rock pillar type rock burst in the process of double-head tunneling deep-buried tunnel transfixion, aiming to providing a construction method for controlling rock pillar type rock burst in the process of double-head tunneling deep-buried tunnel transfixion to pretreat surrounding rocks, eliminate risks of the rock pillar type rock burst and ensure the construction safety and progress. Based on the technical scheme for solving the problem, the construction method for controlling the rock pillar type rock burst in the process of double-head tunneling deep-buried tunnel transfixion comprises the following steps of: firstly, changing double-head tunneling into single-head tunneling; secondly, conventional tunneling blasting with the tunneling blasting footage of 1.8-2m/blasting cycle; thirdly, stress relief blasting; fourthly, discharging slag, finishing support to carry out next conventional tunneling blasting and stress relief blasting until transfixing a whole rock pillar. The invention is mainly used for double-head tunneling a deep-buried traffic tunnel and a deep-buried hydraulic tunnel.
Description
Technical field
The present invention relates to the method for preventing and treating of a kind of rock pillar type rock burst, the job practices of control rock pillar type rock burst mainly is applicable to buried traffic tunnel and buried hydraulic tunnel that two is tunneled in particularly a kind of two driving deep-lying tunnel perforation process.
Background technology
Observed and definition of rock pillar type rock burst as far back as buried mine, the violent type impact failure that the scope that the energy that refers to be accumulated owing to rock pillar inside can bear above country rock causes.Afterwards, the deep-lying tunnel of some two drivings is in the perforation process, two faces constantly approach, also formed the rock pillar that forms in the similar mines recovery process, when buried depth bigger, when quality of surrounding rock was better, rock pillar brought and threatens significantly and disturb for personal security, construction speed because stress is concentrated and energy accumulation might cause potential rock pillar type rock burst (Pillar burst).
With the silk screen auxiliary tunnel is example, and auxiliary tunnel connects the buried depth condition of position near 2400m.Formed rock pillar in two mutual approximate procedures of face, when the distance between two faces during near 60m, potential rock burst risk strengthens, bring very big risk to headwork, when the distance between two faces during near 45m, potential rock burst risk sharply increases, and normal drilling and blasting method can't be finished headwork smoothly, must adopt the special technique scheme to finish the perforation work of tunnel.
Summary of the invention
The technical problem to be solved in the present invention is: the job practices that control rock pillar type rock burst in a kind of two driving deep-lying tunnel perforation process is provided at the problem of above-mentioned existence, by country rock being carried out necessary preliminary treatment, to reach the purpose of eliminating the rock pillar type rock burst risk in the deep-lying tunnel perforation process, for the control of safe construction and construction speed is given security.
The technical solution adopted in the present invention is: the job practices of control rock pillar type rock burst in two driving deep-lying tunnel perforation process, and it is characterized in that: for the tunnel of footpath, excavation hole less than 8m, its step is as follows,
When the distance L between a, two faces is 50m, changes two driving and be only head driving;
B, carry out the explosion of routine driving, driving explosion drilling depth is 1.8m-2m/ explosion circulation;
C, carry out the stress relieving explosion, total upper, middle and lower three rows of stress relieving shot hole, four of every rows, wherein first round is apart from excavation outline line 1m, updip 15 degree, hole depth 4m; The second round horizontal arrangement, hole depth 6m; The 3rd round horizontal arrangement, and be 1/3 of footpath, excavation hole, hole depth 4m to the distance of excavation profile bottom surface; Equal flare 10 degree in the hole of the left and right sides in every round, and distance excavation outline line 1.5m; 2m length is adorned the powder stick of 10 volume φ 32mm at the bottom of the hole of first row and the 3rd round, remainder clay shutoff, and 4m length is adorned the powder stick of 20 volume φ 32mm, remainder clay shutoff at the bottom of the hole of second round;
D, slag tap and finish and carry out the next one conventional driving explosion circulation and stress relieving explosion circulation after the supporting, until connecting whole rock pillar.
For the tunnel of footpath, excavation hole greater than 8m, its step is as follows,
When the distance L between a, two faces is 80m, changes two driving and be only head driving;
B, at the only face top excavation pilot tunnel of head driving, carry out the routine driving explosion of pilot tunnel, driving explosion drilling depth is 1.8m-2m/ explosion circulation;
C, carry out the stress relieving explosion of pilot tunnel, the stress relieving shot hole has five rows from top to bottom, four of every rows, and the pitch-row that is positioned at the outer ring is left and is dug outline line 1m, the first round updip, 15 degree wherein, hole depth 4m; The second round horizontal arrangement, hole depth 6m; The 3rd round have a down dip 15 the degree, hole depth 8m; The 4th round have a down dip 30 the degree, hole depth 8m; The 5th round have a down dip 45 the degree, hole depth 8m; Equal flare 10 degree in the hole of the left and right sides in every round; 2m length is adorned the powder stick of 10 volume φ 32mm at the bottom of the hole of first round, and 4m length is adorned the powder stick of 20 volume φ 32mm at the bottom of the hole of second round, third and fourth, 6m length is adorned the powder stick of 30 volume φ 32mm, remainder clay shutoff at the bottom of the hole of five rounds;
D, slag tap and finish and carry out the next one conventional driving explosion circulation and stress relieving explosion circulation after the supporting, connect whole rock pillar until pilot tunnel;
E, the end of a year or month are expanded the perforation work of finishing whole rock pillar of digging.
The hole of described pilot tunnel directly is 5-7m, and its cross section is gateway opening shape.
The invention has the beneficial effects as follows: the present invention carries out necessary preliminary treatment to the rock pillar country rock: for the tunnel of footpath, hole less than 8m, change two driving and be only head driving, coupling stress is removed explosion in tunneling process simultaneously; For the tunnel of footpath, hole less than 8m, change two driving and be only head driving, on this driving face, excavate pilot tunnel, coupling stress is removed explosion in pilot tunnel driving blasting process simultaneously, the end of a year or month is expanded the perforation work of finishing of digging at last, effectively controlled even eliminated the rock pillar type rock burst risk in the deep-lying tunnel perforation process, not only improved safety of construction greatly, and guaranteed that construction speed is unaffected.
Description of drawings
Fig. 1 is that embodiment 1 tunnel connects the position longitudinal plan.
Fig. 2 is embodiment 1 face stress relieving shot hole arrangement figure.
Fig. 3 is embodiment 1 face truncation figure.
Fig. 4 is embodiment 1 a face longitudinal plan.
Fig. 5 is that embodiment 2 tunnels connect the position longitudinal plan.
Fig. 6 is embodiment 2 face stress relieving shot hole arrangement figure.
Fig. 7 is embodiment 2 face truncation figure.
Fig. 8 is embodiment 2 face longitudinal plans.
The specific embodiment
Embodiment 1: as shown in Figure 1, present embodiment is primarily aimed at the tunnel of footpath, excavation hole less than 8m, and the rock burst of rock pillar type can control effectively by following measure in its perforation process:
A, when the distance L between two faces is 50m, stop the headwork of a face, change two driving and be only head driving.
B, finish the boring work of explosion of conventional driving and stress relieving explosion successively, wait to hole and finish the powder charge and the shutoff work of each shot hole after finishing; Wherein conventional aperture, hole depth and explosive payload of tunneling shot hole should satisfy the requirement of driving explosion drilling depth for 1.8m-2m/ explosion circulation, and promptly the drilling depth of an explosion circulation is 1.8-2m (down together); The layout of stress relieving shot hole 1 such as Fig. 2-shown in Figure 4, stress relieving shot hole 1 total upper, middle and lower three rows, four of every rows, wherein (this distance refers to the distance of face upper stress releasing shot hole to the excavation outline line to first round apart from excavation outline line 1m, down together), updip 15 degree, aperture 42mm, hole depth 4m; The second round horizontal arrangement, aperture 42mm, hole depth 6m; The 3rd round horizontal arrangement, and be 1/3 of footpath, excavation hole, aperture 42mm, hole depth 4m to the distance of excavation profile bottom surface; (two holes that are positioned at both sides in first round are updip 15 degree not only for the equal flare in the hole of the left and right sides 10 degree in every round, need simultaneously along tunnel direction flare 10 degree), and distance excavation outline line 1.5m (this distance definition is the same, refers to the distance of face upper stress releasing shot hole to the excavation outline line); 2m length is adorned the powder stick (explosive type of stress relieving explosion is identical with the explosive that the explosion of conventional driving is used) of 10 volume φ 32mm at the bottom of the hole of first row and the 3rd round, remainder clay shutoff, 4m length is adorned the powder stick of 20 volume φ 32mm, remainder clay shutoff at the bottom of the hole of second round.
C, finish explosion of conventional driving and stress relieving explosion successively.
D, finish the work of slagging tap rapidly, and after 3～5 hours, finish the support work of face one band, the anchor pole that some anti-rock bursts are adopted in suggestion as the spray-up of regular screw threads steel anchor rod, expansion sleeve bolt, conical anchor rod and the quick-hardening of strengthening water swelling formula anchor pole, resinoid bond such as nanometer spray-up etc. as main supporting means.
E, carry out the next one conventional driving explosion circulation and stress relieving explosion circulation, until connecting whole rock pillar.
Embodiment 2: as shown in Figure 5, present embodiment is primarily aimed at the tunnel of excavation hole footpath greater than 8m, and the difference of itself and embodiment 1 is, the layout that has adopted pilot tunnel 2 and adjusted stress relieving shot hole 1, and concrete measure is as follows:
A, when the distance L between two faces is 80m, stop the headwork of a face, change two driving and be only head driving, and at the face top of this only head driving excavation pilot tunnel 2, the control of rock burst for the benefit of, pilot tunnel 2 cross sectional arrangement become gateway opening shape in this example, and the hole directly is 5m*5m.
B, finish the routine driving explosion of pilot tunnel 2 and the boring work of stress relieving explosion successively, wait to hole and finish the powder charge and the shutoff work of each shot hole after finishing; Aperture, hole depth and the explosive payload of wherein conventional driving shot hole should satisfy the requirement of driving explosion drilling depth for 1.8m-2m/ explosion circulation; The layout of stress relieving shot hole 1 such as Fig. 6-shown in Figure 8, stress relieving shot hole 1 has five rows from top to bottom, four of every rows, the pitch-row that is positioned at the outer ring is left and is dug outline line 1m (this distance refer to face upper stress remove the distance of shot hole to the excavation outline line), wherein the first round updip 15 is spent, aperture 42mm, hole depth 4m; The second round horizontal arrangement, aperture 42mm, hole depth 6m; The 3rd round have a down dip 15 the degree, aperture 42mm, hole depth 8m; The 4th round have a down dip 30 the degree, aperture 42mm, hole depth 8m; The 5th round have a down dip 45 the degree, aperture 42mm, hole depth 8m; Equal flare 10 degree in the hole of the left and right sides (promptly are positioned at two hole updips, 15 degree on both sides in every round in first round, simultaneously along tunnel direction flare 10 degree, the and two hole horizontals being positioned at both sides in the round are arranged, simultaneously along tunnel direction flare 10 degree, two holes that are positioned at both sides in the 3rd round, 15 degree that have a down dip, simultaneously along tunnel direction flare 10 degree, two holes that are positioned at both sides in the 4th round, 30 degree that have a down dip, simultaneously along tunnel direction flare 10 degree, two holes that are positioned at both sides in the 5th round, 45 degree that have a down dip are simultaneously along tunnel direction flare 10 degree); 2m length is adorned the powder stick of 10 volume φ 32mm at the bottom of the hole of first round, remainder clay shutoff, 4m length is adorned the powder stick of 20 volume φ 32mm at the bottom of the hole of second round, remainder clay shutoff, third and fourth, 6m length is adorned the powder stick of 30 volume φ 32mm, remainder clay shutoff at the bottom of the hole of five rounds.
C, finish explosion of conventional driving and stress relieving explosion successively.
D, finish the work of slagging tap rapidly, and after 3～5 hours, finish the support work of face one band, the anchor pole that some anti-rock bursts are adopted in suggestion as the spray-up of regular screw threads steel anchor rod, expansion sleeve bolt, conical anchor rod and the quick-hardening of strengthening water swelling formula anchor pole, resinoid bond such as nanometer spray-up etc. as main supporting means.
E, carry out the next one conventional driving explosion circulation and stress relieving explosion circulation, connect whole rock pillar fully until pilot tunnel 2.
F, the end of a year or month are expanded the perforation work of finishing whole rock pillar of digging.
Claims (3)
1. the job practices of controlling the rock burst of rock pillar type in the deep-lying tunnel perforation process is tunneled at two, it is characterized in that: for the tunnel of footpath, excavation hole less than 8m, its step is as follows,
When the distance L between a, two faces is 50m, changes two driving and be only head driving;
B, carry out the explosion of routine driving, driving explosion drilling depth is 1.8m-2m/ explosion circulation;
C, carry out the stress relieving explosion, total upper, middle and lower three rows of stress relieving shot hole (1), four of every rows, wherein first round is apart from excavation outline line 1m, updip 15 degree, hole depth 4m; The second round horizontal arrangement, hole depth 6m; The 3rd round horizontal arrangement, and be 1/3 of footpath, excavation hole, hole depth 4m to the distance of excavation profile bottom surface; Equal flare 10 degree in the hole of the left and right sides in every round, and distance excavation outline line 1.5m; 2m length is adorned the powder stick of 10 volume φ 32mm at the bottom of the hole of first row and the 3rd round, remainder clay shutoff, and 4m length is adorned the powder stick of 20 volume φ 32mm, remainder clay shutoff at the bottom of the hole of second round;
D, slag tap and finish and carry out the next one conventional driving explosion circulation and stress relieving explosion circulation after the supporting, until connecting whole rock pillar.
2. the job practices of controlling the rock burst of rock pillar type in the deep-lying tunnel perforation process is tunneled at two, it is characterized in that: for the tunnel of footpath, excavation hole greater than 8m, its step is as follows,
When the distance L between a, two faces is 80m, changes two driving and be only head driving;
B, at the only face top excavation pilot tunnel (2) of head driving, carry out the routine driving explosion of pilot tunnel (2), driving explosion drilling depth is 1.8m-2m/ explosion circulation;
C, carry out the stress relieving explosion of pilot tunnel (2), stress relieving shot hole (1) has five rows from top to bottom, four of every rows, and the pitch-row that is positioned at the outer ring is left and is dug outline line 1m, the first round updip, 15 degree wherein, hole depth 4m; The second round horizontal arrangement, hole depth 6m; The 3rd round have a down dip 15 the degree, hole depth 8m; The 4th round have a down dip 30 the degree, hole depth 8m; The 5th round have a down dip 45 the degree, hole depth 8m; Equal flare 10 degree in the hole of the left and right sides in every round; 2m length is adorned the powder stick of 10 volume φ 32mm at the bottom of the hole of first round, and 4m length is adorned the powder stick of 20 volume φ 32mm at the bottom of the hole of second round, third and fourth, 6m length is adorned the powder stick of 30 volume φ 32mm, remainder clay shutoff at the bottom of the hole of five rounds;
D, slag tap and finish and carry out the next one conventional driving explosion circulation and stress relieving explosion circulation after the supporting, connect whole rock pillar until pilot tunnel (2);
E, the end of a year or month are expanded the perforation work of finishing whole rock pillar of digging.
3. the job practices of control rock pillar type rock burst in driving deep-lying tunnel perforation process in two according to claim 2, it is characterized in that: the hole of described pilot tunnel (2) directly is 5-7m, and its cross section is gateway opening shape.
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Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102937399A (en) * | 2012-11-20 | 2013-02-20 | 武汉大学 | Stress relief blasting method based on ground stress transient release |
| CN103075936A (en) * | 2013-02-17 | 2013-05-01 | 中国水电顾问集团华东勘测设计研究院 | Rock pillar rockburst step-by-step relief water filling blasting method in deep-buried tunnel penetrating process |
| CN103075935A (en) * | 2013-02-17 | 2013-05-01 | 中国水电顾问集团华东勘测设计研究院 | Rockblast stress relief water storage guide hole type blasting method for deep-buried round tunnel |
| CN103134402A (en) * | 2013-02-17 | 2013-06-05 | 中国水电顾问集团华东勘测设计研究院 | Stress slant symmetrical type deeply buried tunnel rock burst removing time-share blasting method |
| CN103726851A (en) * | 2014-01-13 | 2014-04-16 | 中国科学院武汉岩土力学研究所 | Excavation method capable of lowering rockburst risk of deep tunnel in process of passing through fault area |
| CN103742156A (en) * | 2014-01-13 | 2014-04-23 | 中国科学院武汉岩土力学研究所 | Method for determining timing and modes for changing opposite advancing into unidirectional advancing before deep hard rock tunnel holing-through |
| CN104533428A (en) * | 2014-11-28 | 2015-04-22 | 大连市市政设计研究院有限责任公司 | Steep cliff tunnel hole excavation construction method |
| CN104533430A (en) * | 2015-01-05 | 2015-04-22 | 中国电建集团华东勘测设计研究院有限公司 | Breakage and slippage type rockburst risk relieving high-pressure water injection device and construction method of breakage and slippage type rockburst risk relieving high-pressure water injection device |
| CN106014428A (en) * | 2016-07-06 | 2016-10-12 | 中国电建集团华东勘测设计研究院有限公司 | Surrounding rock pre-treatment method for TBM passing through round-tunnel section with strong rockburst risk |
| CN106089216A (en) * | 2016-07-19 | 2016-11-09 | 北京交通大学 | Rock tunnel breaks rock construction method |
| CN108412504A (en) * | 2018-04-27 | 2018-08-17 | 杨丹 | The long buried circular tunnel rock burst stress relieving elder generation pilot tunnel type Internal explosions method of diversion |
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| CN102937399B (en) * | 2012-11-20 | 2014-12-03 | 武汉大学 | Stress relief blasting method based on ground stress transient release |
| CN102937399A (en) * | 2012-11-20 | 2013-02-20 | 武汉大学 | Stress relief blasting method based on ground stress transient release |
| CN103075936A (en) * | 2013-02-17 | 2013-05-01 | 中国水电顾问集团华东勘测设计研究院 | Rock pillar rockburst step-by-step relief water filling blasting method in deep-buried tunnel penetrating process |
| CN103075935A (en) * | 2013-02-17 | 2013-05-01 | 中国水电顾问集团华东勘测设计研究院 | Rockblast stress relief water storage guide hole type blasting method for deep-buried round tunnel |
| CN103134402A (en) * | 2013-02-17 | 2013-06-05 | 中国水电顾问集团华东勘测设计研究院 | Stress slant symmetrical type deeply buried tunnel rock burst removing time-share blasting method |
| CN103134402B (en) * | 2013-02-17 | 2015-01-28 | 中国水电顾问集团华东勘测设计研究院 | Stress slant symmetrical type deeply buried tunnel rock burst removing time-share blasting method |
| CN103726851B (en) * | 2014-01-13 | 2015-07-15 | 中国科学院武汉岩土力学研究所 | Excavation method capable of lowering rockburst risk of deep tunnel in process of passing through fault area |
| CN103726851A (en) * | 2014-01-13 | 2014-04-16 | 中国科学院武汉岩土力学研究所 | Excavation method capable of lowering rockburst risk of deep tunnel in process of passing through fault area |
| CN103742156A (en) * | 2014-01-13 | 2014-04-23 | 中国科学院武汉岩土力学研究所 | Method for determining timing and modes for changing opposite advancing into unidirectional advancing before deep hard rock tunnel holing-through |
| CN104533428A (en) * | 2014-11-28 | 2015-04-22 | 大连市市政设计研究院有限责任公司 | Steep cliff tunnel hole excavation construction method |
| CN104533428B (en) * | 2014-11-28 | 2018-02-13 | 大连市市政设计研究院有限责任公司 | A kind of steep cliffs tunnel outlet engineering method |
| CN104533430A (en) * | 2015-01-05 | 2015-04-22 | 中国电建集团华东勘测设计研究院有限公司 | Breakage and slippage type rockburst risk relieving high-pressure water injection device and construction method of breakage and slippage type rockburst risk relieving high-pressure water injection device |
| CN106014428A (en) * | 2016-07-06 | 2016-10-12 | 中国电建集团华东勘测设计研究院有限公司 | Surrounding rock pre-treatment method for TBM passing through round-tunnel section with strong rockburst risk |
| US9995139B2 (en) * | 2016-07-06 | 2018-06-12 | Powerchina Huadong Engineering Corporation Limited | Surrounding rock pretreatment method for TBM passing through round tunnel section with high rock-burst risk |
| CN106089216A (en) * | 2016-07-19 | 2016-11-09 | 北京交通大学 | Rock tunnel breaks rock construction method |
| CN106089216B (en) * | 2016-07-19 | 2019-01-04 | 北京交通大学 | Rock tunnel broken rock construction method |
| CN108412504A (en) * | 2018-04-27 | 2018-08-17 | 杨丹 | The long buried circular tunnel rock burst stress relieving elder generation pilot tunnel type Internal explosions method of diversion |
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| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C56 | Change in the name or address of the patentee |
Owner name: CHINA POWER GROUP EAST CHINA INVESTIGATION AND DES Free format text: FORMER NAME: CHINESE HYDROPOWER CONSULTING GROUP EAST CHINA INVESTIGATION AND DESIGN INSTITUTE CO.,LTD. Owner name: CHINESE HYDROPOWER CONSULTING GROUP EAST CHINA INV Free format text: FORMER NAME: EAST CHINA SURVEY AND DESIGN INST., CHINA HYDROPOWER CONSULTING GROUP |
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| CP01 | Change in the name or title of a patent holder |
Address after: 310014 Hangzhou city in the lower reaches of the city of Zhejiang Wang Road, No. 22 Patentee after: POWERCHINA HUADONG ENGINEERING Corp.,Ltd. Address before: 310014 Hangzhou city in the lower reaches of the city of Zhejiang Wang Road, No. 22 Patentee before: HYDROCHINA HUADONG ENGINEERING Corp.,Ltd. Address after: 310014 Hangzhou city in the lower reaches of the city of Zhejiang Wang Road, No. 22 Patentee after: HYDROCHINA HUADONG ENGINEERING Corp.,Ltd. Address before: 310014 Hangzhou city in the lower reaches of the city of Zhejiang Wang Road, No. 22 Patentee before: Hydrochina Hangzhou Engineering Corp. |