CN104564088B - A kind of advanced double pilot tunnel construction methods discharging tunnel high stress rock burst destruction - Google Patents
A kind of advanced double pilot tunnel construction methods discharging tunnel high stress rock burst destruction Download PDFInfo
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- CN104564088B CN104564088B CN201410845626.2A CN201410845626A CN104564088B CN 104564088 B CN104564088 B CN 104564088B CN 201410845626 A CN201410845626 A CN 201410845626A CN 104564088 B CN104564088 B CN 104564088B
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- 238000010276 construction Methods 0.000 title claims abstract description 44
- 239000011435 rock Substances 0.000 title claims abstract description 32
- 230000006378 damage Effects 0.000 title abstract description 7
- 238000007599 discharging Methods 0.000 title abstract description 7
- 238000000034 method Methods 0.000 claims abstract description 25
- 239000000203 mixture Substances 0.000 claims abstract description 3
- 230000005641 tunneling Effects 0.000 claims description 10
- 230000000694 effects Effects 0.000 abstract description 4
- 238000004880 explosion Methods 0.000 description 4
- 238000009412 basement excavation Methods 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 2
- 239000004568 cement Substances 0.000 description 1
- 239000012141 concentrate Substances 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/006—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by making use of blasting methods
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Environmental & Geological Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Drilling And Exploitation, And Mining Machines And Methods (AREA)
Abstract
A kind of advanced double pilot tunnel construction methods discharging tunnel high stress rock burst destruction, the advanced double pilot tunnels of pilot heading A (2) and pilot heading B (3) composition, successively arrange pilot heading A, pilot heading B and transverse section all not less than 2m in the top of the high-ground stress hard rock tunnel critical face of construction (1)2, the degree of depth is not less than 6m, when away from pilot heading B 2m, stop critical face construct and make pilot heading A tunnel 6m, when away from pilot heading A 2m, stop critical face construct and make pilot heading B tunnel 6m, alternate cycles also remains that pilot heading A and pilot heading B has the overlapping tunnelling footage of 2m, advanced double pilot tunnel can effectively reduce or release the rock burst breakoff phenomenon produced in constructing tunnel due to high-ground stress, bigger Stress Release free face can be formed again, Stress Release effect is ideal, method is the most effective, construction cost is low, do not affect Tunnel Construction Schedule, it it is one of effective method.
Description
Technical field
The invention belongs to tunnel safety technical field of construction, a kind of advanced double pilot tunnel construction methods discharging tunnel high stress rock burst destruction.
Background technology
High-ground stress hard rock tunnel is constructed after tunnel excavation, cause periphery hard fragility country rock to produce strong stress to concentrate because of excavation off-load, the elastic strain energy being stored in country rock discharges suddenly and produces explosion and gets loose, peels off, launches the even quick-fried breakoff phenomenon of throwing isolith, is the geological disaster of a kind of dynamic buckling.Its generation directly threatens the safety of workmen and plant equipment, has a strong impact on construction speed simultaneously.Along with the construction of increasing deep tunnel, the phenomenon occurring rock burst to destroy gets more and more.
The high-ground stress hard rock tunnel construction at present rock burst destroyed, use stir cement and soft soil in deep ground more, apply bolt anchorage rock mass in time, the mode using the strengthening supporting such as anchor net unit support controls rock burst and destroys, also employing is had to bore stress relief hole, periphery advanced deep hole explosion, long drilled holes charge explosion technology is applied to implement explosion macroseism in the range of face, stress is discharged in advance to hope, reduce or release high-ground stress, alleviate rock burst breakoff phenomenon, but these methods are all formed without bigger Stress Release free face, Stress Release effect is the most highly desirable, also have a strong impact on Tunnel Construction Schedule simultaneously.
Take what simple effective method to reduce or release the rock burst breakoff phenomenon produced due to high-ground stress, being one of the important subject of constructing tunnel.
Summary of the invention
For solving the problems referred to above, the invention provides a kind of advanced double pilot tunnel construction methods discharging tunnel high stress rock burst destruction, these advanced double pilot tunnel construction methods can reduce during tunnel excavation or release the rock burst breakoff phenomenon produced due to high-ground stress, provide safe construction measure for high-ground stress hard rock tunnel.
For achieving the above object, the present invention adopts the following technical scheme that
A kind of advanced double pilot tunnel construction methods discharging tunnel high stress rock burst destruction, these advanced double pilot tunnel construction methods are referred to as critical face the tunnel construction tunnel face that will face high-ground stress hard rock, critical face is transverse section and has constructing tunnel center line, constructing tunnel uses deep hole cutting method, and inventive feature is as follows:
Near the critical face upper left side of constructing tunnel center line or upper right side, using deep hole cutting method first to excavate pilot heading A, the cross sectional area of pilot heading A is not less than 2m2The tunnelling footage of pilot heading A is not less than 6m, when critical face tunneling construction is to when being only 2m away from pilot heading A front end, using deep hole cutting method to excavate another pilot heading B in the oblique upper of pilot heading A, the cross sectional area of pilot heading B is equally not less than 2m2, advanced not less than 6m, pilot heading A and the pilot heading B composition equally double pilot tunnels of the tunnelling footage of pilot heading B；
1. when critical face tunneling construction is to stopping the construction of critical face when being only 2m away from pilot heading B front end, now the original position at pilot heading A continues use deep hole cutting method driving pilot heading A and keep its tunnelling footage 6m；
2. complete above-mentioned 1. after critical face tunneling construction again to stopping the construction of critical face when being only 2m away from pilot heading A front end, now the original position at pilot heading B continues to use deep hole cutting method tunnel pilot heading B and keep its tunnelling footage 6m；
Alternate cycles is above-mentioned 1.-2. work progress, remain that pilot heading A and pilot heading B has the overlapping tunnelling footage of 2m, and advanced double pilot tunnels just can effectively reduce or release the rock burst breakoff phenomenon produced due to high-ground stress in constructing tunnel.
Owing to using techniques described above scheme, the present invention produces following good effect:
1, advanced double pilot tunnels of the present invention can effectively reduce or release the rock burst breakoff phenomenon produced in constructing tunnel due to high-ground stress, and the safe construction for high-ground stress hard rock tunnel provides reliable guarantee.
2, the method for the present invention is simply effective, and construction cost is relatively low, and being proven is one of effective method.
Accompanying drawing explanation
Fig. 1 is the simplified schematic diagram that tunnel cross section arranges advanced double pilot tunnel.
In Fig. 1: the critical face of 1-；2-pilot heading A；3-pilot heading B.
Detailed description of the invention
The present invention is a kind of advanced double pilot tunnel construction methods discharging tunnel high stress rock burst destruction, advanced double pilot tunnel includes pilot heading A and pilot heading B, the cooperation constructing tunnel that arranges of advanced double pilot tunnel just can effectively reduce or release the rock burst breakoff phenomenon produced due to high-ground stress, and the safe construction for high-ground stress hard rock tunnel provides reliable guarantee.
For understanding the explanation present invention, the tunnel construction tunnel face that will face high-ground stress hard rock being referred to as critical face, critical face is transverse section and has constructing tunnel center line, and constructing tunnel uses deep hole cutting method.
In conjunction with Fig. 1, near the critical face upper left side of constructing tunnel center line or upper right side, using deep hole cutting method first to excavate pilot heading A, the cross sectional area of pilot heading A is not less than 2m2The tunnelling footage of pilot heading A is not less than 6m, when critical face tunneling construction is to when being only 2m away from pilot heading A front end, using deep hole cutting method to excavate another pilot heading B in the oblique upper of pilot heading A, the cross sectional area of pilot heading B is equally not less than 2m2, the tunnelling footage of pilot heading B is equally not less than 6m.
Following process is an alternate cycles work progress:
1. when critical face tunneling construction is to stopping the construction of critical face when being only 2m away from pilot heading B front end, now the original position at pilot heading A continues use deep hole cutting method driving pilot heading A and keep its tunnelling footage 6m.
2. complete above-mentioned 1. after critical face tunneling construction again to stopping the construction of critical face when being only 2m away from pilot heading A front end, now the original position at pilot heading B continues to use deep hole cutting method tunnel pilot heading B and keep its tunnelling footage 6m.
Alternate cycles is above-mentioned 1.-2. work progress, remain that pilot heading A and pilot heading B has the overlapping tunnelling footage of 2m, and the tunneling construction of critical face is in the usual way.
It is proven: advanced double pilot tunnels can effectively reduce or release the rock burst breakoff phenomenon produced in constructing tunnel due to high-ground stress, bigger Stress Release free face can be formed again, Stress Release effect is ideal, therefore the method for the present invention not only simple effectively, construction cost low, and do not affect Tunnel Construction Schedule, it is a kind of one of effective method.
Claims (1)
1. one kind discharges advanced double pilot tunnel construction methods that tunnel high stress rock burst destroys, these advanced double pilot tunnel construction methods are referred to as critical face (1) the tunnel construction tunnel face that will face high-ground stress hard rock, critical face (1) is transverse section and has constructing tunnel center line, constructing tunnel uses deep hole cutting method, it is characterized in that:
Near critical face (1) upper left side of constructing tunnel center line or upper right side, using deep hole cutting method first to excavate pilot heading A (2), the cross sectional area of pilot heading A (2) is not less than 2m2The tunnelling footage of pilot heading A (2) is not less than 6m, when critical face (1) tunneling construction is to when being only 2m away from pilot heading A (2) front end, use deep hole cutting method to excavate another pilot heading B (3) in the oblique upper of pilot heading A (2), the cross sectional area of pilot heading B (3) is equally not less than 2m2, the tunnelling footage of pilot heading B (3) is equally not less than the advanced double pilot tunnels of 6m, pilot heading A (2) and pilot heading B (3) composition；
1. when critical face (1) tunneling construction is to stopping the construction of critical face (1) when being only 2m away from pilot heading B (3) front end, now the original position at pilot heading A (2) continues use deep hole cutting method driving pilot heading A (2) and keep its tunnelling footage 6m；
2. complete above-mentioned 1. after critical face (1) tunneling construction again to stopping the construction of critical face (1) when being only 2m away from pilot heading A (2) front end, now the original position at pilot heading B (3) continues to use deep hole cutting method tunnel pilot heading B (3) and keep its tunnelling footage 6m；
Alternate cycles is above-mentioned 1.-2. work progress, remaining that pilot heading A (2) and pilot heading B (3) has the overlapping tunnelling footage of 2m, advanced double pilot tunnels just can effectively reduce or release the rock burst breakoff phenomenon produced due to high-ground stress in constructing tunnel.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410845626.2A CN104564088B (en) | 2014-12-31 | 2014-12-31 | A kind of advanced double pilot tunnel construction methods discharging tunnel high stress rock burst destruction |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410845626.2A CN104564088B (en) | 2014-12-31 | 2014-12-31 | A kind of advanced double pilot tunnel construction methods discharging tunnel high stress rock burst destruction |
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| CN104564088A CN104564088A (en) | 2015-04-29 |
| CN104564088B true CN104564088B (en) | 2016-08-17 |
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Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105715276A (en) * | 2016-03-16 | 2016-06-29 | 福州大学 | Forepoling method for actively preventing and controlling rock outburst |
| CN106089216B (en) * | 2016-07-19 | 2019-01-04 | 北京交通大学 | Rock tunnel broken rock construction method |
| CN112964143B (en) * | 2021-03-24 | 2021-09-21 | 山东科技大学 | Three-time blasting method for hollow hole straight-hole cut |
| CN114737977A (en) * | 2022-04-22 | 2022-07-12 | 福建省交建集团工程有限公司 | Rock burst prevention tunnel face structure for tunneling and rock burst prevention tunneling method |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU1116177A1 (en) * | 1983-06-02 | 1984-09-30 | Институт Геотехнической Механики Ан Усср | Method of driving a mine working in rock body with gas-dynamic hazard |
| SU1390372A1 (en) * | 1986-05-29 | 1988-04-23 | Институт Геотехнической Механики Ан Усср | Method of driving mine working near outburst-hazardous body |
| CN102155239A (en) * | 2011-04-15 | 2011-08-17 | 中铁隧道集团有限公司 | Ground stress release method for high ground stress soft rock tunnel positive step excavation |
| CN102296963A (en) * | 2011-08-01 | 2011-12-28 | 湖南省交通规划勘察设计院 | Construction method for ultra-long deep-buried road tunnel |
| CN202140103U (en) * | 2011-07-22 | 2012-02-08 | 中铁十一局集团有限公司 | Rock burst tunnel supporting structure |
| CN102937399A (en) * | 2012-11-20 | 2013-02-20 | 武汉大学 | Stress relief blasting method based on ground stress transient release |
| CN103410519A (en) * | 2013-08-06 | 2013-11-27 | 重庆地质矿产研究院 | Rock burst-proof tunnel face structure for tunneling and rock burst-proof tunneling method |
| CN103711494A (en) * | 2014-01-13 | 2014-04-09 | 中国科学院武汉岩土力学研究所 | Method for preventing bottom board cracking and lifting caused by rock burst of deeply-buried hard rock tunnel |
-
2014
- 2014-12-31 CN CN201410845626.2A patent/CN104564088B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU1116177A1 (en) * | 1983-06-02 | 1984-09-30 | Институт Геотехнической Механики Ан Усср | Method of driving a mine working in rock body with gas-dynamic hazard |
| SU1390372A1 (en) * | 1986-05-29 | 1988-04-23 | Институт Геотехнической Механики Ан Усср | Method of driving mine working near outburst-hazardous body |
| CN102155239A (en) * | 2011-04-15 | 2011-08-17 | 中铁隧道集团有限公司 | Ground stress release method for high ground stress soft rock tunnel positive step excavation |
| CN202140103U (en) * | 2011-07-22 | 2012-02-08 | 中铁十一局集团有限公司 | Rock burst tunnel supporting structure |
| CN102296963A (en) * | 2011-08-01 | 2011-12-28 | 湖南省交通规划勘察设计院 | Construction method for ultra-long deep-buried road tunnel |
| CN102937399A (en) * | 2012-11-20 | 2013-02-20 | 武汉大学 | Stress relief blasting method based on ground stress transient release |
| CN103410519A (en) * | 2013-08-06 | 2013-11-27 | 重庆地质矿产研究院 | Rock burst-proof tunnel face structure for tunneling and rock burst-proof tunneling method |
| CN103711494A (en) * | 2014-01-13 | 2014-04-09 | 中国科学院武汉岩土力学研究所 | Method for preventing bottom board cracking and lifting caused by rock burst of deeply-buried hard rock tunnel |
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| CN104564088A (en) | 2015-04-29 |
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