CN101915104A - Rock burst control method for deep tunnel excavation by adopting TBM (Tunnel Boring Machine) - Google Patents
Rock burst control method for deep tunnel excavation by adopting TBM (Tunnel Boring Machine) Download PDFInfo
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- CN101915104A CN101915104A CN 201010242880 CN201010242880A CN101915104A CN 101915104 A CN101915104 A CN 101915104A CN 201010242880 CN201010242880 CN 201010242880 CN 201010242880 A CN201010242880 A CN 201010242880A CN 101915104 A CN101915104 A CN 101915104A
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Abstract
The invention relates to a rock burst prevention method for deep tunnel excavation by adopting a TBM (Tunnel Boring Machine), aiming to solve the technical problem on lowering or eliminating the rock burst danger of the TBM in a strong-rock-burst tunnel section in an excavation process, improving the equipment utilization rate of the TBM and accelerating a construction schedule by means of pretreating a wall rock for the TBM to excavate. The rock burst prevention method for the deep tunnel excavation by adopting the TBM adopts the technical scheme comprising the following steps of: (a) excavating a pilot tunnel with the size smaller than the excavation contour line of the TBM in the strong-rock-burst tunnel section through which the TBM needs to pass for excavation by adopting a drilling and blasting method and monitoring microseisms before the TBM enters the potential strong-rock-burst tunnel section; and (b) releasing the stress of a strong-rock-burst part in the excavation process of the pilot tunnel and a part with potential rock-burst danger shown by microseismic monitoring. The invention is mainly used for deep hydraulic tunnels and deep traffic tunnels with high rock burst danger.
Description
Technical field
The present invention relates to a kind of method of preventing and treating of rock burst, the rock burst that particularly a kind of TBM of employing carries out the deep-lying tunnel driving prevents and treats method, mainly is applicable to the buried hydraulic tunnel with strong rock burst risk and the buried traffic tunnel of TBM excavation.
Background technology
For buried hard rock tunnel with strong rock burst risk, rock burst control is a relatively stubborn problem, the means of hard rock mole (TBM) self control rock burst are very limited again, merely rely on the impact that support system is difficult to keep out strong rock burst on active, often need carry out preliminary treatment at the country rock of potential strong rock burst hole section and unite anti-rock burst support system, the two collaborative work reaches the purpose of preventing and treating rock burst.
It is a lot of that country rock is carried out pretreated means, generally acknowledges stress relieving explosion more effectively in the world wide at present.The deep-lying tunnel of drilling and blasting method excavation can reach the purpose of eliminating potential rock burst risk by implementing the stress relieving explosion at face one band, and adapts to the potential strong rock burst hole section of different rock burst risks and rock burst feature by the adjustment of stress relieving blasting parameter.Hard rock mole (TBM) is because the restriction of equipment itself, can't be efficiently in front of tunnel heading pore-creating, thus be unfavorable for that stress relieving or alternate manner (water under high pressure cutting etc.) carry out the rock burst risk releasing of front of tunnel heading.In addition, the TBM excavation is little to the disturbance of country rock, is applicable to shallow embedding tunnel or medium buried depth tunnel that rock-mass quality is good; For deep-lying tunnel, the microvariations of TBM often mean increases potential rock burst risk, add the TBM equipment self and lack the measure carry out effective control rock burst, there is adaptive problem in the reason of two aspects when causing TBM to be applied to have the deep-lying tunnel of strong rock burst risk.So some buried long tunnel engineerings (such as
Tunnel) promptly abandoned buried section TBM driving and used drilling and blasting method instead in the planning stage, only adopted the TBM driving in rock burst risk lower shallow embedding and medium buried depth hole section; Perhaps some deep-lying tunnel will exist the buried hole section of strong rock burst risk to adopt the drilling and blasting method excavation to put in place, allow the TBM stepping pass through then.
Generally, above-mentioned two kinds of technical schemes have been abandoned the driving of TBM equipment at the strong rock burst hole section of buried hole section in essence, reduced TBM capacity utilization, prolonged the duration.
Summary of the invention
The technical problem to be solved in the present invention is: the rock burst that provides a kind of TBM of employing to carry out the deep-lying tunnel driving at the problem of above-mentioned existence prevents and treats method, country rock is carried out preliminary treatment, make its suitable TBM driving, reduce or the rock burst risk of elimination TBM in strong rock burst hole section tunneling process to reach, improve the capacity utilization of TBM, the purpose of speeding up the work.
The technical solution adopted in the present invention is: the rock burst of adopting TBM to carry out the deep-lying tunnel driving prevents and treats method, it is characterized in that step is as follows:
Before a, TBM enter potential strong rock burst hole section, adopt drilling and blasting method to need the first pilot tunnel of size of strong rock burst hole section excavation of process, carry out micro seismic monitoring work simultaneously less than TBM excavation outline line at the TBM driving;
B, wide open position that strong rock burst takes place and the micro seismic monitoring of digging in the process of guide shown and exist the position of potential strong rock burst risk to carry out the stress relief method preliminary treatment.
Before excavating first pilot tunnel, excavated the hole section from TBM and needed the strong rock burst hole section of process, as the wide open auxiliary tunnel that digs of guide to side excavation one hole to the TBM driving that detours.
Before excavating first pilot tunnel, from having excavated the strong rock burst hole section that the parallel tunnel excavation of hole section one a horizontal construction hole to TBM driving needs process, as the wide open auxiliary tunnel that digs of guide with TBM.
Described first pilot tunnel is positioned at the middle part of TBM excavation outline line.
Described first pilot tunnel is positioned at the middle and upper part of TBM excavation outline line.
The cross section semicircular in shape of described first pilot tunnel, its crown position are positioned at beyond the TBM excavation outline line fully.
The invention has the beneficial effects as follows: the present invention adopts drilling and blasting method to need first pilot tunnel of strong rock burst hole section excavation of process at the TBM driving, and the local hole section of first pilot tunnel carried out the stress relieving explosion, the rock burst risk of TBM driving is imputed to drilling and blasting method, reduce greatly or even eliminated TBM and expanded the rock burst risk of digging in the process at strong rock burst hole section secondary, make TBM equipment can pass through buried strong rock burst hole section safely and fast, thereby improved the capacity utilization of TBM, accelerated the construction speed of engineering.
Description of drawings
Fig. 1 is the plan view of embodiment 1.
Fig. 2 is the sectional view that first pilot tunnel is positioned at TBM excavation outline line middle part among the present invention.
Fig. 3 is the sectional view that first pilot tunnel is positioned at TBM excavation outline line middle and upper part among the present invention.
Fig. 4 is that first pilot tunnel adopts the sectional view of going up the half section excavation mode among the present invention.
Fig. 5 is that the A-A of Fig. 3 is to sectional view.
Fig. 6 is the plan view of embodiment 2.
The specific embodiment
As shown in Figure 1, the present embodiment deep-lying tunnel adopts solely head driving of hard rock mole (TBM), and after the scheme of determining to adopt guide's cavity form to carry out the rock burst control, the construction sequence in the practical operation is as follows:
A1, when TBM driving to potential strong rock burst hole section, stop the TBM driving, the compliance of excavating incomplete section according to TBM equipment itself determines to take the first pilot tunnel 1 of which kind of form.
B1, excavated hole section 4 from TBM and needed the strong rock burst hole section (promptly being positioned at the strong rock burst hole section that TBM has excavated section the place ahead, hole) of processes to side excavation one hole 2 to the TBM drivings that detour, auxiliary tunnel as first pilot tunnel 1 excavation, adopt drilling and blasting method to need the first pilot tunnel 1 of size of strong rock burst hole section excavation of process then less than TBM excavation outline line at the TBM driving, its length need cover whole potential strong rock burst hole section, simultaneously in digging process, carry out micro seismic monitoring and mapping work, and take necessary anchoring measure; Can adopt during excavation as Fig. 2-three kinds of different digging modes shown in Figure 4, in general, the first pilot tunnel 1 of three kinds of forms all can reach the effect of control rock burst, wherein Fig. 2, first pilot tunnel 1 shown in Figure 3 lay respectively at the middle part and the middle and upper part of TBM excavation outline line, need to adopt resin anchor that country rock is reinforced this moment, and the TBM secondary expands and digs in the process cutterhead and will excavate outline line and all excavate with interior country rock and resin anchor; Last half section excavation mode shown in Figure 4, its cross section semicircular in shape, the crown position is positioned at beyond the TBM excavation outline line fully, so the crown position can adopt regular screw threads steel anchor rod or other forms of permanent anchor pole to reinforce.In this example, first pilot tunnel 1 adopts digging mode shown in Figure 3, and promptly first pilot tunnel 1 is positioned at the middle and upper part of TBM excavation outline line.
C1, position that strong rock burst takes place in first pilot tunnel 1 digging process and micro seismic monitoring shown exist the position of potential strong rock burst risk to carry out the stress relieving explosion, further eliminate the TBM secondary and expand the bottom that the strong rock burst risk stress relieving shot hole 5 that digs in the process is positioned at first pilot tunnel 1, as shown in Figure 5.
After finishing above-mentioned steps, this strong rock burst hole section TBM secondary expands the rock burst risk of digging and is disengaged basically, directly adopts the TBM secondary to expand and digs remaining incomplete section, gives full play to the characteristics of TBM speedy drivage under no rock burst risk conditions.
Embodiment 2: as shown in Figure 6, this routine engineering arranges that many parallel tunnels tunnel simultaneously, and its construction sequence is as follows:
A2: with step a1 among the embodiment 1.
B2: from TBM excavated the parallel tunnel excavation of hole section 4 one laterally a construction hole 3 to TBM drivings need the strong rock burst hole section of process, as the auxiliary tunnel of first pilot tunnel 1 excavation, then by the first pilot tunnel 1 of 3 excavations size in a hole of laterally constructing less than TBM excavation outline line; Excavation is laterally constructed when propping up hole 3, need be from leading tunnel to the tunnel the place ahead excavation that falls behind.All the other are then identical with step b1 among the embodiment 1.
C2: with step c1 among the embodiment 1.
Equally, finish above-mentioned steps after, this strong rock burst hole section TBM secondary expands the rock burst risk of digging and is disengaged basically, directly adopts the TBM secondary to expand and digs remaining incomplete section, gives full play to the characteristics of TBM speedy drivage under no rock burst risk conditions.
Claims (6)
1. a rock burst of adopting TBM to carry out the deep-lying tunnel driving prevents and treats method, it is characterized in that step is as follows:
Before a, TBM enter potential strong rock burst hole section, adopt drilling and blasting method to need the first pilot tunnel (1) of size of strong rock burst hole section excavation of process, carry out micro seismic monitoring work simultaneously less than TBM excavation outline line at the TBM driving;
B, position that strong rock burst takes place in first pilot tunnel (1) digging process and micro seismic monitoring shown exist the position of potential strong rock burst risk to carry out the stress relief method preliminary treatment.
2. the rock burst that employing TBM according to claim 1 carries out the deep-lying tunnel driving prevents and treats method, it is characterized in that: it is preceding to excavate first pilot tunnel (1), excavated hole section (4) from TBM and needed the strong rock burst hole section of process, as the auxiliary tunnel of first pilot tunnel (1) excavation to side excavation one hole (2) to the TBM driving that detours.
3. the rock burst that employing TBM according to claim 1 carries out the deep-lying tunnel driving prevents and treats method, it is characterized in that: it is preceding to excavate first pilot tunnel (1), from with TBM excavated the parallel tunnel excavation of hole section (4) laterally a construction hole (3) to TBM driving need the strong rock burst hole section of process, as the auxiliary tunnel of first pilot tunnel (1) excavation.
4. the rock burst that employing TBM according to claim 1 carries out the deep-lying tunnel driving prevents and treats method, it is characterized in that: described first pilot tunnel (1) is positioned at the middle part of TBM excavation outline line.
5. the rock burst that employing TBM according to claim 1 carries out the deep-lying tunnel driving prevents and treats method, it is characterized in that: described first pilot tunnel (1) is positioned at the middle and upper part of TBM excavation outline line.
6. the rock burst that employing TBM according to claim 1 carries out the deep-lying tunnel driving prevents and treats method, it is characterized in that: the cross section semicircular in shape of described first pilot tunnel (1), its crown position are positioned at beyond the TBM excavation outline line fully.
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| CN 201010242880 CN101915104A (en) | 2010-07-30 | 2010-07-30 | Rock burst control method for deep tunnel excavation by adopting TBM (Tunnel Boring Machine) |
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| CN 201010242880 CN101915104A (en) | 2010-07-30 | 2010-07-30 | Rock burst control method for deep tunnel excavation by adopting TBM (Tunnel Boring Machine) |
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Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103670421A (en) * | 2012-08-30 | 2014-03-26 | 赵兵 | Central inclined hole method parallel tunnel excavation 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 |
| CN103743302A (en) * | 2014-01-13 | 2014-04-23 | 中国科学院武汉岩土力学研究所 | Deep-tunnel time-space delay type rock burst prevention method |
| CN105937395A (en) * | 2015-09-14 | 2016-09-14 | 安徽建筑大学 | Fast and highly-efficient tunneling method for large section of hard-rock tunnel in coal mine by combination of fully-mechanized tunneling and blasting driving |
| 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 |
| CN108798690A (en) * | 2018-06-01 | 2018-11-13 | 中国科学院武汉岩土力学研究所 | Realize the combination type T BM and geology detecting driving method of geology detecting |
| CN109490086A (en) * | 2018-12-24 | 2019-03-19 | 山东科技大学 | A kind of supporting roadway surrounding rock strength test device and strength determining method |
| CN109653750A (en) * | 2018-12-12 | 2019-04-19 | 青海大学 | A kind of TBM transformation cavern digs design method |
| CN110109176A (en) * | 2019-05-17 | 2019-08-09 | 东北大学 | Rockburst risk appraisal procedure under tunnel microseismic sensors surveillance network ill-condition |
| CN111456752A (en) * | 2020-03-02 | 2020-07-28 | 中国科学院武汉岩土力学研究所 | Automatic dismounting device for TBM carrying microseism sensor |
| CN112065411A (en) * | 2020-08-26 | 2020-12-11 | 黄河勘测规划设计研究院有限公司 | Method for protecting rock burst by adopting rotary containment during open type TBM construction |
| CN113982602A (en) * | 2021-10-26 | 2022-01-28 | 重庆城建控股(集团)有限责任公司 | Tunnel construction method based on longitudinal and transverse pilot tunnel combination |
| CN114991282A (en) * | 2022-07-05 | 2022-09-02 | 中国电建集团华东勘测设计研究院有限公司 | Underground factory building spiral drainage gallery excavation arrangement form and excavation method |
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Cited By (21)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103670421B (en) * | 2012-08-30 | 2015-10-14 | 赵兵 | Central authorities' inclined hole method parallel tunnel excavation method |
| CN103670421A (en) * | 2012-08-30 | 2014-03-26 | 赵兵 | Central inclined hole method parallel tunnel excavation 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 |
| CN103743302A (en) * | 2014-01-13 | 2014-04-23 | 中国科学院武汉岩土力学研究所 | Deep-tunnel time-space delay type rock burst prevention method |
| CN103743302B (en) * | 2014-01-13 | 2015-02-25 | 中国科学院武汉岩土力学研究所 | Deep-tunnel time-space delay type rock burst prevention 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 |
| CN105937395A (en) * | 2015-09-14 | 2016-09-14 | 安徽建筑大学 | Fast and highly-efficient tunneling method for large section of hard-rock tunnel in coal mine by combination of fully-mechanized tunneling and blasting driving |
| 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 |
| CN106089216B (en) * | 2016-07-19 | 2019-01-04 | 北京交通大学 | Rock tunnel broken rock construction method |
| 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 |
| CN108798690A (en) * | 2018-06-01 | 2018-11-13 | 中国科学院武汉岩土力学研究所 | Realize the combination type T BM and geology detecting driving method of geology detecting |
| CN109653750A (en) * | 2018-12-12 | 2019-04-19 | 青海大学 | A kind of TBM transformation cavern digs design method |
| CN109490086A (en) * | 2018-12-24 | 2019-03-19 | 山东科技大学 | A kind of supporting roadway surrounding rock strength test device and strength determining method |
| CN110109176A (en) * | 2019-05-17 | 2019-08-09 | 东北大学 | Rockburst risk appraisal procedure under tunnel microseismic sensors surveillance network ill-condition |
| CN111456752A (en) * | 2020-03-02 | 2020-07-28 | 中国科学院武汉岩土力学研究所 | Automatic dismounting device for TBM carrying microseism sensor |
| CN112065411A (en) * | 2020-08-26 | 2020-12-11 | 黄河勘测规划设计研究院有限公司 | Method for protecting rock burst by adopting rotary containment during open type TBM construction |
| CN112065411B (en) * | 2020-08-26 | 2022-03-18 | 黄河勘测规划设计研究院有限公司 | Method for protecting rock burst by adopting rotary containment during open type TBM construction |
| CN113982602A (en) * | 2021-10-26 | 2022-01-28 | 重庆城建控股(集团)有限责任公司 | Tunnel construction method based on longitudinal and transverse pilot tunnel combination |
| CN114991282A (en) * | 2022-07-05 | 2022-09-02 | 中国电建集团华东勘测设计研究院有限公司 | Underground factory building spiral drainage gallery excavation arrangement form and excavation method |
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Application publication date: 20101215 |