CN108204775B - A kind of deep-lying tunnel instant type rock burst active preventing control method - Google Patents
A kind of deep-lying tunnel instant type rock burst active preventing control method Download PDFInfo
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- CN108204775B CN108204775B CN201810031286.8A CN201810031286A CN108204775B CN 108204775 B CN108204775 B CN 108204775B CN 201810031286 A CN201810031286 A CN 201810031286A CN 108204775 B CN108204775 B CN 108204775B
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D1/00—Blasting methods or apparatus, e.g. loading or tamping
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D3/00—Particular applications of blasting techniques
- F42D3/04—Particular applications of blasting techniques for rock blasting
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Abstract
The present invention provides a kind of deep-lying tunnel instant type rock burst active preventing control method, belongs to Geotechnical Engineering field.This method determines the maximum principal stress of tunnel face and the size and Orientation of minimum principal stress first；Then, in front of tunnel heading and tunnel excavation axis parallel direction central area drilling deep blasthole and keyhole, central area deep blasthole of detonating；Sealing pores are carried out to the deep blasthole of decentralised hole and keyhole aperture section with accelerated cement again, arrange conventional blasthole after high pressure water injection along tunnel contour line in face, conventional blasthole of detonating；As face is constantly pushed ahead, the above drillhole blasting scheme circulation is carried out, and during following cycle, the explosive payload of conventional blasthole can cut down according to the circumstance according to practical demolition effect.It the composite can be widely applied to the industries such as water power, mine, the traffic under large ground pressure.
Description
Technical field
The present invention relates to Geotechnical Engineering fields, particularly relate to a kind of anti-prosecutor of deep-lying tunnel instant type rock burst active
Method.
Background technique
It, would generally be quick by non-plastic fracture in hard crisp rock mass high-ground stress area in deep-buried underground engineering digging process
It discharges strain energy and generates rock burst.Rock burst is commonly encountered in the process as hard rock Underground Engineering Excavation under buried large ground pressure
Engineering geological problems often show as bursting in form because it is with sudden, and along with the unexpected release of strain energy in rock mass
Ejection, greatly threatens the safety of site operation personnel and equipment.
Currently, main rock-burst prevention measure includes: (1) for metal mine deep mining, it is main suitable by selection
Recovery method and adjustment mining sequence, avoid occurring high stress concentrations region in recovery process, while reducing strain energy product
It is poly-.(2) for deep tunnel, " short drilling depth, multi-cycle " is used in digging process, strict control dosage, to subtract as far as possible
Few influence of the explosion to country rock.Photoface exploision is used, as far as possible to reduce a possibility that stress raisers occur.(3) possible
On the face that rock burst occurs, advanced stress relief hole is beaten, discharges its high stress in advance.(4) using spray anchor, anchor pole, steel wire
Rigidity or the flexible supports such as net reduce the rock falling of tunnel and Stope roof, control the generation of rock burst hazard.(5) pass through
It is filled the water to the rock mass after explosion, to play the role of softening country rock, it is brittle to reduce country rock.Although these methods reduce
The strain energy that rock mass discharges when single explosion, has the effect of prevention and treatment rock burst certain, but these methods are with ignoring rock mass
Stress and the dynamic impact of strain energy transient state release excavate efficiency as cost to sacrifice, do not solve deep-lying tunnel fundamentally
Instant type Rockburst Problem.
Summary of the invention
For deficiency existing for above-mentioned common deep-lying tunnel rock burst active Control Technology, providing one kind can add the present invention
Fast construction speed reduces construction cost, reduces energy loss, increasing the deep-lying tunnel instant type rock that concentrated stress releases controllability
Quick-fried active preventing control method.
It is as follows that the method comprising the steps of:
(1) maximum principal stress of tunnel face and the size and Orientation of minimum principal stress are determined；
(2) for demolition effect needed for different tunnel section sizes and Practical Project, according to what is determined in step (1)
The size and Orientation of principal stress determines position and the number of front of tunnel heading central area deep blasthole, in front of tunnel heading and tunnel
Wide open digging axis parallel direction central area drilling deep blasthole and keyhole, hole depth 2d, wherein d is conventional blasthole hole depth,
Deep blasthole includes centre bore and decentralised hole, the powder charge in the blasthole of deep, and explosive payload is not more than the 1/2 of hole depth；
(3) the central area deep blasthole in detonation step (2)；
(4) sealing pores, rapid hardening water are carried out to the deep blasthole of decentralised hole and keyhole aperture section using accelerated cement
After mud solidification, high pressure water injection carried out to the deep blasthole of centre bore using high-pressure pump, water injection pressure persistently rise to appearance 1~
Stop water filling after 2MPa pressure drop；
(5) according to Practical Project tunnel cross-section form, size and required demolition effect in face along tunnel contour line
Then the conventional blasthole of interior arrangement, hole depth d carry out short-delay blasting, presplit blasting or photoface exploision；
(6) as face is constantly pushed ahead, the above drillhole blasting scheme circulation is carried out, during following cycle, often
The explosive payload of rule blasthole gradually decreases.
Wherein, the maximum principal stress size and Orientation of tunnel face and minimum principal stress size and side in step (1)
It is determined to according to field geology exploration report and on-the-spot test data.
The oval distribution in position of front of tunnel heading central area deep blasthole in step (2), ellipse include ellipse
With periphery ellipse, ellipse is specifically configured to: elliptical center is located on tunnel excavation axis, and transverse direction is answered with maximum master
Power direction is consistent, and ellipse short shaft direction is consistent with minimum principal stress direction, and the ratio of elliptical long axis a and short axle b are equal to maximum
Principal stress σ1With minimum principal stress σ3Ratio.The actual value of a and b can be obtained by live demolition effect.
Further, the position of front of tunnel heading central area deep blasthole and number are arranged as following in step (2): In
1 deep blasthole is crept on front of tunnel heading tunnel excavation central axis, 4 deeps are arranged in oval apex in oval and periphery
Blasthole or keyhole are specifically arranged or are expanded by following two situation:
One, if tunnel section size is smaller (generally 3-5m or be less than 3m) or tunnel locating for split there are micro in country rock
Gap then creeps into 1 deep blasthole on front of tunnel heading tunnel excavation central axis, and creeps into 4 in oval 4 vertex positions
Keyhole；
If two, country rock locating for tunnel section size larger (generally 5-8m or 8m or more) or tunnel is complete, in area
In front on square tunnel excavation central axis and oval 4 vertex positions creep into 5 deep blastholes, in peripheral oval 4 vertex position
Set 4 keyholes of drilling；
Its medium and deep blasthole is charging hole, and explosive payload is not more than the 1/2 of hole depth, and keyhole is non-charging hole, can be increased quick-fried
Broken free face, improves blasting rock-broken and Rock Damage breaking effect.The specific location of deep blasthole and keyhole, i.e., it is oval and outer
It encloses elliptical specific size and vertex position needs constantly to debug determination according to live Practical Project situation and rock-burst prevention effect.
Detailed process is as follows in step (3):
It detonates first the deep blasthole of front of tunnel heading tunnel excavation axis direction central area, igniting deep blasthole can be with
The deep high stress Rock Damage rupture for promoting front of tunnel heading, realizes face stress relieving nearby and energy release, makes peak
Be worth stress and energy from excavation near further to mobile in front of working face, and it is slow in front of tunnel heading to form rock crushing
Area is rushed, the controllability that concentrated stress releases is increased, thus the generation of prevention and control face instant type rock burst nearby.It is next when entering
When explosion recycles, conventional blast hole projectile filling can also be reduced using previous step in the broken buffer area that front of tunnel heading has been formed
Amount.
The number of conventional blasthole, pattern, firing order and whether short-delay blasting, photoface exploision are used in step (5)
Or the technologies such as presplit blasting demolition effect according to needed for tunnel section width and Practical Project determines.
This method, using the basic theories of unloading pressure by blasting, passes through on the basis of conventional advanced stress relief hole measure
One or a set of deep blasthole and keyhole are beaten in front of tunnel heading, deep blasthole is detonated to promote the height in front of tunnel heading
The rupture of stress Rock Damage realizes face stress relieving nearby and energy release in advance, makes peak stress and energy from excavation
Place is further mobile to front of tunnel heading nearby, and forms fragmented rock body buffer area in front of tunnel heading, thus before making face
The rigidity of square central area rock mass reduces, and lesion ruptures increase, energy release, and the stress state in entire country rock is adjusted.
The central area deep blasthole drilled through is recycled in front of tunnel heading and tunnel excavation axis parallel direction when entering next explosion
When, conventional hole charge can also be reduced, while can using previous step in the broken buffer area that front of tunnel heading has been formed
It accelerates construction progress, reduces construction cost, achieve the purpose that prevent and treat rock burst.
The advantageous effects of the above technical solutions of the present invention are as follows:
(1) the deep blasthole and keyhole for considering principal direction of stress lay mode, can increase explosion free face, improve quick-fried
Broken broken rock and Rock Damage breaking effect.
(2) for different section configuration and size, one or one are drilled through by excavating drilling depth direction in front of tunnel heading
Group deep blasthole and keyhole, igniting deep blasthole can promote the deep high stress Rock Damage of front of tunnel heading to rupture, real
The stress relieving nearby of existing face and energy release, make peak stress and energy from excavation near further in front of working face
It is mobile, and in the fragmented rock body buffer area that front of tunnel heading forms, increase the controllability that concentrated stress releases.It is next when entering
When a explosion recycles, conventional blasthole can be also reduced in the broken buffer area that front of tunnel heading has been formed using previous step
Explosive payload, and convenient for protection Wall Rock of Tunnel stabilization.
(3) high pressure water injection is carried out to the deep blasthole of front of tunnel heading central area explosion, can made caused by explosion
Rock Damage rupture further development promotes crackle extension perforation, and tends to the high stress of Wall Rock of Tunnel with energy accumulating
Homogenization, while by after the rock mass of high pressure water injection microfissure, softening country rock is also acted as, the brittle effect of country rock is reduced.
(4) the deep blasthole of drilled through central area and keyhole are that lateral aperture can reduce during recycling Blasting Excavation
Project amount accelerates construction progress, reduces construction cost.
(5) deep-lying tunnel that can be widely applied to the fields such as mining, water conservancy and hydropower, traffic under large ground pressure was excavated
The Initiative defence of rock burst, has a extensive future in journey.
Detailed description of the invention
Fig. 1 is structural schematic diagram involved in deep-lying tunnel instant type rock burst active preventing control method of the invention；
Fig. 2 is A-A section powder charge schematic diagram of Fig. 1；
Fig. 3 is central area deep blasthole and keyhole artwork in the embodiment of the present invention, wherein (a) is tunnel section ruler
There are the deep blastholes in micro crack and keyhole artwork for very little smaller or rock mass；(b) for tunnel section size is larger or rock
The complete deep blasthole of body and keyhole artwork；
Fig. 4 is the damage of deep-lying tunnel excavation and the strain energy distribution schematic diagram that the method for the present invention is not used；
Fig. 5 is to excavate damage and strain energy distribution schematic diagram using the deep-lying tunnel of the method for the present invention, wherein (a) is deep
Schematic diagram after blasthole ignition；(b) schematic diagram after being ignited for conventional blasthole.
Wherein: 1- tunnel；2- permanent support；3- gib；4- face；5- routine blasthole；The deep 6- blasthole；6a-
The deep blasthole of centre bore；The deep blasthole of 6b- decentralised hole；7- keyhole；8- is crushed buffer area；Before the shot hole blasting of the deep 9-
Peak stress curve；Peak stress curve after the shot hole blasting of the deep 10-；11- strain energy distribution situation；12- stemming；13- powder stick；
14- strain energy concentration region.
Specific embodiment
To keep the technical problem to be solved in the present invention, technical solution and advantage clearer, below in conjunction with attached drawing and tool
Body embodiment is described in detail.
The present invention provides a kind of deep-lying tunnel instant type rock burst active preventing control method.
Substantially steps are as follows for this method:
(1) maximum principal stress of tunnel face and the size and Orientation of minimum principal stress are determined；
(2) front of tunnel heading central area deep big gun is determined according to the size and Orientation of the principal stress determined in step (1)
The position in hole and number, in front of tunnel heading and tunnel excavation axis parallel direction central area drilling deep blasthole and slotting
Hole, hole depth 2d, wherein d is conventional blasthole hole depth, and deep blasthole includes centre bore and decentralised hole, is filled in the blasthole of deep
Medicine, explosive payload are not more than the 1/2 of hole depth；
(3) the central area deep blasthole in detonation step (2)；
(4) sealing pores, rapid hardening water are carried out to the deep blasthole of decentralised hole and keyhole aperture section using accelerated cement
After mud solidification, high pressure water injection carried out to the deep blasthole of centre bore using high-pressure pump, water injection pressure persistently rise to appearance 1~
Stop water filling after 2MPa pressure drop；
(5) conventional blasthole is arranged along tunnel contour line in face, hole depth d, then progress short-delay blasting, presplitting are quick-fried
Broken or photoface exploision；
(6) as face is constantly pushed ahead, the above drillhole blasting scheme circulation is carried out, during following cycle, often
The explosive payload of rule blasthole gradually decreases.
In the specific implementation process, as shown in Figure 1 and Figure 2, permanent support 2 and gib 3, deep are set in tunnel 1
In blasthole 6 when powder charge, it is stemming close to face 4, gos deep into Kong Zhongwei powder stick 13, specific operation process is carried out according to the following procedure:
(1) before Blasting Excavation, determine that the maximum master of face answers according to field geology exploration report and on-the-spot test data
The size and Orientation of power and minimum principal stress.
(2) it for demolition effect needed for different 1 cross dimensions of tunnel and Practical Project, is answered according to the master of Wall Rock of Tunnel
The size and Orientation of power determines position and the number of 4 front central area deep blasthole 6 of face.In 4 front of face and tunnel
The excavation axis parallel direction central area drilling deep blasthole 6 of hole 1 and keyhole 7, hole depth 2d, the powder charge in deep blasthole 6,
Explosive payload is not more than the 1/2 of hole depth.The oval distribution in the position of deep blasthole 6, it is oval that as follows, elliptical center is specifically set
It is excavated on axis positioned at tunnel 1.Transverse direction is consistent with biggest principal stress direction, ellipse short shaft direction and minimum principal stress
Direction is consistent.The ratio of elliptical long axis a and short axle b is equal to maximum principal stress σ1With minimum principal stress σ3Ratio.The reality of a and b
Actual value can be obtained by live demolition effect.The deep of a centre bore is crept on 4 front tunnel of face, 1 central excavation axis
Blasthole 6a, in oval and periphery, the deep blasthole 6b or keyhole 7 of four decentralised holes is arranged in oval apex, specifically can by with
The setting of lower two kinds of situations is expanded: if (1) 1 cross dimensions of tunnel is smaller or tunnel 1 locating in country rock there are micro crack, can
The deep blasthole 6a of a centre bore is crept on 4 front tunnel excavation central axis of face, and in ellipse four vertex positions
Creep into four keyholes 7.(2) if 1 cross dimensions of tunnel is larger or tunnel 1 locating for country rock it is complete, can be in 4 front tunnel of face
The deep blasthole 6a and oval four vertex positions that a centre bore is crept on wide open digging central axis creep into four decentralised holes
Deep blasthole 6b, creep into four keyholes 7 in peripheral oval four vertex positions.The arrangement of specific deep blasthole 6 is several
It is determined according to demolition effect needed for Practical Project.Central area deep blasthole 6 and the hole depth of keyhole 7 are 2d, medium and deep big gun
Hole 6 is charging hole, and explosive payload should be not more than the 1/2 of hole depth, and keyhole 7 is non-charging hole, can increase explosion free face, improve quick-fried
Broken broken rock and Rock Damage breaking effect.Specific deep blasthole and keyhole setting are as shown in Figure 3.
(3) the 4 front tunnel 1 of face that detonates first excavates the deep blasthole 6 of axis direction central area, ignites deep big gun
Hole 6 can promote the deep high stress Rock Damage rupture in 4 front of face, realize the stress relieving nearby of face 4 and energy
Release, make peak stress curve 9 and energy 14 from excavation near further to mobile in front of working face, and before face 4
Side forms rock crushing buffer area 8, increases concentrated stress and releases controllability, thus the instant type rock burst nearby of prevention and control face
Occur.When entering next explosion circulation, the broken buffer area that can also have been formed using previous step in the front of face 4
8, reduce conventional hole charge.Specific unused this method and the damage of deep-lying tunnel excavation and strain energy point for using this method
Cloth is as shown in Figure 4 and Figure 5, and strain energy distribution situation 11 can be clearly seen, and is crushed 8 surrounding of buffer area and forms strain energy concentration area
Peak stress after peak stress curve 9 and deep shot hole blasting can be clearly seen before the shot hole blasting of deep in conjunction with Fig. 1 in domain 14
Curve 10.
(4) sealing pores, rapid hardening are carried out to the deep blasthole 6b of decentralised hole and 7 aperture of keyhole section using accelerated cement
After cement slurry sets, high pressure water injection is carried out using deep blasthole 6a of the high-pressure pump to centre bore, water injection pressure persistently rises to out
Stop water filling after existing 1~2MPa pressure drop, to play the role of softening country rock, it is brittle to reduce country rock.
(5) according to 1 section configuration of Practical Project tunnel, size and required demolition effect in face 4 along 1 profile of tunnel
Conventional blasthole 5 is arranged in line, then hole depth d detonates by design.The number of conventional blasthole 5, pattern, detonation are suitable
Sequence and whether can be as needed for 1 cross dimensions of tunnel and Practical Project using the technologies such as short-delay blasting, photoface exploision or presplit blasting
Demolition effect determine.
(6) as face 4 is constantly pushed ahead, the above drillhole blasting scheme circulation is carried out, during following cycle, often
The explosive payload of rule blasthole 5 can cut down according to the circumstance according to practical demolition effect.
The above is a preferred embodiment of the present invention, it is noted that for those skilled in the art
For, without departing from the principles of the present invention, several improvements and modifications can also be made, these improvements and modifications
It should be regarded as protection scope of the present invention.
Claims (4)
1. a kind of deep-lying tunnel instant type rock burst active preventing control method, it is characterised in that: comprise the following steps that
(1) maximum principal stress of tunnel face and the size and Orientation of minimum principal stress are determined；
(2) front of tunnel heading central area deep blasthole is determined according to the size and Orientation of the principal stress determined in step (1)
Position and number, in front of tunnel heading and tunnel excavation axis parallel direction central area drilling deep blasthole and keyhole, hole
Depth is 2d, wherein d is conventional blasthole hole depth, and deep blasthole includes centre bore and decentralised hole, the powder charge in the blasthole of deep, dress
Dose is not more than the 1/2 of hole depth；
(3) the central area deep blasthole in detonation step (2)；
(4) sealing pores, Fast Setting Cement Slurry are carried out to the deep blasthole of decentralised hole and keyhole aperture section using accelerated cement
After solidification, high pressure water injection is carried out using deep blasthole of the high-pressure pump to centre bore, water injection pressure persistently rises to 1~2MPa of appearance
Stop water filling after pressure drop；
(5) arrange conventional blasthole along tunnel contour line in face, hole depth d, then carry out short-delay blasting, presplit blasting or
Photoface exploision；
(6) as face is constantly pushed ahead, drillhole blasting scheme circulation in above step (1)-(5) is carried out, following cycle
In the process, the explosive payload of conventional blasthole gradually decreases；
The oval distribution in position of front of tunnel heading central area deep blasthole in the step (2), including oval and periphery
Ellipse, ellipse are specifically configured to: elliptical center is located on tunnel excavation axis, transverse direction and biggest principal stress direction
Unanimously, ellipse short shaft direction is consistent with minimum principal stress direction, and the ratio of elliptical long axis a and short axle b are equal to maximum principal stress
σ1With minimum principal stress σ3Ratio；
The position of front of tunnel heading central area deep blasthole and number are by following setting in the step (2): before face
1 deep blasthole is crept on square tunnel excavation central axis, oval apex is arranged 4 deep blastholes or draws in oval and periphery
Slot is specifically arranged or is expanded by following two situation:
If one, tunnel section size is no more than there are micro cracks in country rock locating for 5m or tunnel, in front of tunnel heading tunnel
1 deep blasthole is crept on central excavation axis, and creeps into 4 keyholes in oval 4 vertex positions；
If two, tunnel section size is complete greater than country rock locating for 5m or tunnel, in front of tunnel heading tunnel excavation central axis
Upper and oval 4 vertex positions creep into 5 deep blastholes, creep into 4 keyholes in peripheral oval 4 vertex positions；
Its medium and deep blasthole is charging hole, and explosive payload is not more than the 1/2 of hole depth, and keyhole is non-charging hole.
2. deep-lying tunnel instant type rock burst active preventing control method according to claim 1, it is characterised in that: the step
(1) the maximum principal stress size and Orientation of tunnel face and minimum principal stress size and Orientation are reconnoitred according to field geology in
Report and on-the-spot test data determine.
3. deep-lying tunnel instant type rock burst active preventing control method according to claim 1, it is characterised in that: the step
(3) detailed process is as follows in:
The deep blasthole of detonation front of tunnel heading tunnel excavation axis direction central area first forms rock mass in front of tunnel heading
Broken buffer area；
Then, when entering next explosion circulation, using previous step in the broken buffer area that front of tunnel heading has been formed, subtract
Few routine hole charge.
4. deep-lying tunnel instant type rock burst active preventing control method according to claim 1, it is characterised in that: the step
(5) number, pattern, the firing order demolition effect according to needed for tunnel section width and Practical Project of conventional blasthole in
It determines.
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| CN109139020B (en) * | 2018-09-12 | 2020-06-02 | 南华大学 | Static blasting excavation subsection unloading method for underground chamber in rock burst area |
| CN111102892B (en) * | 2020-01-07 | 2021-07-13 | 南昌大学 | Wedge-shaped cut blast hole arrangement method suitable for blasting excavation of deep-buried tunnel |
| CN111779488A (en) * | 2020-06-28 | 2020-10-16 | 中铁第一勘察设计院集团有限公司 | Tunnel excavation method |
| CN112797860B (en) * | 2020-12-30 | 2022-01-28 | 西南交通大学 | Construction method for preventing and treating rock burst of high-ground-temperature tunnel |
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| CN101864961B (en) * | 2010-05-27 | 2011-11-16 | 武汉大学 | Method for actively preventing and controlling rock burst |
| CN102937398B (en) * | 2012-11-20 | 2014-12-03 | 武汉大学 | Rockburst active control method based on blasting excavation disturbance control |
| CN104390538B (en) * | 2014-10-21 | 2016-08-24 | 武汉大学 | A kind of stress relieving blasting method based on face grooving |
| CN104457465B (en) * | 2014-11-26 | 2016-06-08 | 武汉大学 | A kind of deep-lying tunnel Blasting Excavation effect control method |
| CN104482817B (en) * | 2014-12-15 | 2015-10-21 | 武汉大学 | A kind of deep-lying tunnel stress relieving presplit blasting method |
| CN107165638B (en) * | 2017-05-27 | 2019-05-24 | 江西省交通科学研究院 | A kind of deep tunnel rock burst active preventing control method |
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