CN108204775A - 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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- CN108204775A CN108204775A CN201810031286.8A CN201810031286A CN108204775A CN 108204775 A CN108204775 A CN 108204775A CN 201810031286 A CN201810031286 A CN 201810031286A CN 108204775 A CN108204775 A CN 108204775A
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- blasthole
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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
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 with keyhole aperture section to the deep blasthole of decentralised hole with accelerated cement again, conventional blasthole are arranged along tunnel contour line in face after high pressure water injection, conventional blasthole of detonating；As face is constantly pushed ahead, more than drillhole blasting scheme cycle carries 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 deep-lying tunnel instant type rock burst actively anti-prosecutor
Method.
Background technology
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 because it is with sudden, and along with the unexpected release of strain energy in rock mass, often show as bursting in form
Ejection greatly threatens the safety of site operation personnel and equipment.
At present, main rock-burst prevention measure includes：(1) it is mainly suitable by selecting for metal mine deep mining
Recovery method and adjustment mining sequence, avoid occurring high stress concentrations region in recovery process, while reduce strain energy product
It is poly-.(2) for deep tunnel, using " short drilling depth, multi-cycle " in digging process, dosage is strictly controlled, to subtract as far as possible
Few influence of the explosion to country rock.As possible using photoface exploision, to reduce the possibility of stress raisers generation.(3) possible
On the face that rock burst occurs, advanced stress relief hole is beaten, its high stress is made to discharge 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
Rock mass after explosion carries out water filling, and so as 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 during single explosion has certain effect, but these methods are with ignoring rock mass for prevention rock burst
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.
Invention content
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 different tunnel section sizes and Practical Project needed for demolition effect, according in step (1) determine
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 with keyhole aperture section to the deep blasthole of decentralised hole using accelerated cement
After mud solidification, high pressure water injection is 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 drops；
(5) according to Practical Project tunnel cross-section form, size and required demolition effect in face along tunnel contour line
Then the interior conventional blasthole of arrangement, hole depth d carry out short-delay blasting, presplit blasting or photoface exploision；
(6) as face is constantly pushed ahead, more than drillhole blasting scheme cycle carries 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 should with maximum master
Force 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 set as following in step (2)：
1 deep blasthole is crept on front of tunnel heading tunnel excavation central axis, oval apex sets 4 deeps in oval and periphery
Blasthole or keyhole are specifically set or are expanded by following two situations：
The first, if tunnel section size is smaller (generally 3-5m or less than 3m) or tunnel residing 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；
The 2nd, if tunnel section size is larger (generally 5-8m or more than 8m) or tunnel residing for country rock it 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
Put 4 keyholes of drilling；
Its medium and deep blasthole is powder charge hole, and explosive payload is not more than the 1/2 of hole depth, and keyhole is non-powder charge 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
Enclosing elliptical specific size and vertex position needs to be determined according to the constantly debugging of live Practical Project situation and rock-burst prevention effect.
Detailed process is as follows in step (3)：
The deep blasthole of detonation front of tunnel heading tunnel excavation axis direction central area first, igniting deep blasthole can be with
Promote the deep high stress Rock Damage rupture of front of tunnel heading, realize face stress relieving nearby and energy release, make peak
Be worth stress and energy at excavation near further to mobile in front of working face, and form rock crushing in front of tunnel heading and delay
Area is rushed, increases the controllability that concentrated stress releases, so as to the generation of prevention and control face instant type rock burst nearby.It is next when entering
When explosion recycles, the broken buffering area that formed in front of tunnel heading of previous step can also be utilized, reduces conventional blast hole projectile filling
Amount.
The number of conventional blasthole in step (5), pattern, firing order and whether using short-delay blasting, photoface exploision
Or demolition effect of the technologies such as presplit blasting 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
Stress Rock Damage ruptures, and realizes face stress relieving nearby and energy release in advance, makes peak stress and energy from excavation
Place is nearby further moved to front of tunnel heading, and forms fragmented rock body buffering area in front of tunnel heading, 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 when entering next explosion in front of tunnel heading and tunnel excavation axis parallel direction
When, the broken buffering area that formed in front of tunnel heading of previous step can also be utilized, reduces conventional hole charge, while can
It accelerates construction progress, reduces construction cost, achieve the purpose that prevent rock burst.
The above-mentioned technical proposal of the present invention has the beneficial effect that：
(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, the deep high stress Rock Damage rupture of front of tunnel heading can be promoted by igniting deep blasthole, real
The stress relieving nearby of existing face and energy release, make peak stress and energy at excavation near further in front of working face
It is mobile, and the fragmented rock body buffering area formd in front of tunnel heading, increase the controllability that concentrated stress releases.It is next when entering
During a explosion cycle, the broken buffering area that has also been formed using previous step in front of tunnel heading, you can reduce conventional blasthole
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, caused by explosion being made
Rock Damage rupture further development promotes crackle extension perforation, and tends to the high stress of Wall Rock of Tunnel and energy accumulating
Homogenization, while by after the rock mass of high pressure water injection microfissure, also act as softening country rock, reduce the brittle effect of country rock.
(4) it is lateral aperture to drill through the deep blasthole of central area and keyhole, during recycling Blasting Excavation, can be reduced
Quantities 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.
Description of the drawings
Fig. 1 is the structure diagram involved by the deep-lying tunnel instant type rock burst active preventing control method of the present invention；
Fig. 2 is A-A section powder charge schematic diagrames 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 blasthole in micro crack and keyhole artworks 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 that the deep-lying tunnel excavation damage of the method for the present invention and strain energy distribution schematic diagram 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- tunnels；2- permanent supports；3- gibs；4- faces；5- routine blastholes；6- deeps blasthole；6a-
The deep blasthole of centre bore；The deep blasthole of 6b- decentralised holes；7- keyholes；8- crushes buffering area；Before the shot hole blasting of 9- deeps
Peak stress curve；Peak stress curve after the shot hole blasting of 10- deeps；11- strain energy distribution situations；12- stemmings；13- powder sticks；
14- strain energy concentrations region.
Specific embodiment
To make 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.
This method substantially step is as follows：
(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, 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 with keyhole aperture section to the deep blasthole of decentralised hole using accelerated cement
After mud solidification, high pressure water injection is 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 drops；
(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, more than drillhole blasting scheme cycle carries out, during following cycle, often
The explosive payload of rule blasthole gradually decreases.
In specific implementation process, as shown in Figure 1 and Figure 2, setting permanent support 2 and gib 3, deep in tunnel 1
In blasthole 6 during powder charge, it is stemming close to face 4, gos deep into Kong Zhongwei powder sticks 13, specific operation process is carried out according to the following procedure：
(1) it before Blasting Excavation, determines that the maximum of face is main according to field geology exploration report and on-the-spot test data and answers
The size and Orientation of power and minimum principal stress.
(2) for different 1 cross dimensions of tunnel and Practical Project needed for demolition effect, according to the master of Wall Rock of Tunnel should
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 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, oval apex sets the deep blasthole 6b or keyhole 7 of four decentralised holes, specifically can by with
Lower two kinds of situations setting is expanded：(1) if 1 cross dimensions of tunnel is smaller or tunnel 1 residing 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 residing for country rock it is complete, can be in 4 front tunnel of face
Four decentralised holes of deep blasthole 6a and oval four vertex positions drilling of a centre bore are crept on wide open digging central axis
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 the 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 powder charge hole, and explosive payload should be not more than the 1/2 of hole depth, and keyhole 7 is non-powder charge hole, can increase explosion free face, is improved 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 at excavation near further to mobile in front of working face, and before face 4
Side forms rock crushing buffering area 8, increases concentrated stress and releases controllability, so as to the instant type rock burst nearby of prevention and control face
Occur.When entering next explosion cycle, broken buffering area that previous step can also be utilized to have been formed in the front of face 4
8, reduce conventional hole charge.It is specific that this method is not used and is divided using the deep-lying tunnel excavation damage of this method with strain energy
As shown in Figure 4 and Figure 5, strain energy distribution situation 11 can be clearly seen cloth, crush 8 surrounding of buffering area and form strain energy concentration area
With reference to Fig. 1, peak stress after peak stress curve 9 and deep shot hole blasting can be clearly seen before the shot hole blasting of deep in domain 14
Curve 10.
(4) sealing pores, rapid hardening are carried out with 7 aperture of keyhole section to the deep blasthole 6b of decentralised hole using accelerated cement
After cement slurry sets, high pressure water injection is carried out to the deep blasthole 6a of centre bore using high-pressure pump, water injection pressure persistently rises to out
Stop water filling after existing 1~2MPa pressure drops, so as 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
In line then the conventional blasthole 5 of arrangement, hole depth d detonate 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, more than drillhole blasting scheme cycle carries 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 the 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 (6)
1. a kind of deep-lying tunnel instant type rock burst active preventing control method, it is characterised in that：It is as follows including step：
(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 with keyhole aperture section to the deep blasthole of decentralised hole using accelerated cement
After solidification, high pressure water injection is carried out to the deep blasthole of centre bore using high-pressure pump, 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, more than drillhole blasting scheme cycle carries out, during following cycle, conventional big gun
The explosive payload in hole gradually decreases.
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
(2) the oval distribution in position of front of tunnel heading central area deep blasthole in, it is oval including oval and periphery, it is oval specific
It is set as：Elliptical center is located on tunnel excavation axis, and transverse direction is consistent with biggest principal stress direction, 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.
4. deep-lying tunnel instant type rock burst active preventing control method according to claim 3, it is characterised in that：The step
(2) position of front of tunnel heading central area deep blasthole and number are by following setting in：In front of tunnel heading tunnel excavation
1 deep blasthole is crept on mandrel line, oval apex sets 4 deep blastholes or keyhole in oval and periphery, specifically presses
Following two situation settings are expanded：
The first, if tunnel section size is not more than in country rock residing for 5m or tunnel there are micro crack, in front of tunnel heading tunnel
1 deep blasthole is crept on central excavation axis, and 4 keyholes are crept into oval 4 vertex positions；
The 2nd, if tunnel section size is complete more than country rock residing for 5m or tunnel, in front of tunnel heading tunnel excavation central axis
Upper and oval 4 vertex positions creep into 5 deep blastholes, and 4 keyholes are crept into peripheral oval 4 vertex positions；
Its medium and deep blasthole is powder charge hole, and explosive payload is not more than the 1/2 of hole depth, and keyhole is non-powder charge hole.
5. 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 buffering area；
Then, when entering next explosion cycle, the broken buffering area that has been formed using previous step in front of tunnel heading is subtracted
Few routine hole charge.
6. deep-lying tunnel instant type rock burst active preventing control method according to claim 1, it is characterised in that：The step
(5) demolition effect of the number, pattern, firing order of conventional blasthole according to needed for tunnel section width and Practical Project in
It determines.
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| CN111102892A (en) * | 2020-01-07 | 2020-05-05 | 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 |
| CN112797860A (en) * | 2020-12-30 | 2021-05-14 | 西南交通大学 | Construction method for preventing and treating rock burst of high-ground-temperature tunnel |
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| CN108204775B (en) | 2019-11-08 |
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