CN103743302B - Deep-tunnel time-space delay type rock burst prevention method - Google Patents
Deep-tunnel time-space delay type rock burst prevention method Download PDFInfo
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- CN103743302B CN103743302B CN201410014133.4A CN201410014133A CN103743302B CN 103743302 B CN103743302 B CN 103743302B CN 201410014133 A CN201410014133 A CN 201410014133A CN 103743302 B CN103743302 B CN 103743302B
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Abstract
The invention discloses a deep-tunnel potential time-space delay type rock burst prevention method. The method includes: respectively controlling a strong or extremely strong time-space delay type rock burst area and a slight or medium time-space delay type rock burst area, and bursting each tunnel face with set advance per round within a set radius range by taking the time-space delay type rock burst area as the center; adopting high-precision millisecond delay caps to initiate burst with single-section maximum initiating explosive charge not more than 20 kilograms; controlling a burst interval of the tunnel faces located in the same hole section as the time-space delay type rock burst area; staggering burst time of the tunnel faces in the hole section adjacent to the time-space delay type rock burst area; preferentially excavating a tunnel nearest to the time-space delay type rock burst area when more than two tunnels exist at the same elevation, and increasing distance among the tunnel faces of different tunnels along the axis direction. By control on surrounding excavation and burst activities, accumulated damage due to burst is reduced, and influence on potential time-space delay type rock burst due to excavation and burst disturbance is reduced; safety of tunnel construction is guaranteed, and construction progress of projects is quickened.
Description
Technical field
The invention belongs to technical field of tunnel construction, be specifically related to a kind of Deep-tunnel time-space delay type rock burst prevention method, be applicable to the buried hard rock tunnel engineerings such as mine, traffic, water conservancy and hydropower.
Background technology
After after the rock burst of space-time retarded type refers to buried region of high stress excavate and unload, Stress relief balances, the rock burst occurred under external disturbance effect, mainly occur in beyond tunnel current face excavation unloading effect coverage, during generation, often a period of time is excavated in delayed rock burst region in time, spatially delayed current face certain distance, generally betides the region beyond Bei Dong footpath, current face rear three.Because delayed digging time is longer and far away apart from current face, the rock burst of space-time retarded type often makes people be difficult to or be neglectful in taking precautions, thus add disguise and the destructiveness of rock burst hazard, usually make equipment and personnel suffer " surprise attack ", cause immeasurable loss and injures and deaths.
Up to now, the prevention and controls of rock burst is mainly for the rock burst occurred near current face (China Patent Publication No. CN101270967 B, Dan Zhigang, " stress-relief blasting method "; " railway construction technology ", o. 11th in 2012, Li Chenzhi, " buried high-ground stress diversion tunnel stress relieving Technology of Blasting application "; " northeast water conservancy and hydropower ", o. 11th in 2008, Hou Yonghe, " advanced burst stress overcoring method and application thereof "), and relate to the very few of space-time retarded type rock burst, and the identification of space-time retarded type rock burst generation area is mainly according to field observation and the experience of workmen, the judged result accuracy rate drawn thus is extremely low, and often occur erroneous judgement and fail to judge, add the difficulty of space-time retarded type rock-burst prevention.For the hole section of potential space-time retarded type rock burst, method traditional both at home and abroad, measure such as anchor, net, the spray etc. mainly taked in digging process with rock burst section are prevented and treated rock burst, but long for circulation timei owing to arranging anchor pole, bar-mat reinforcement and spraying the operation of concrete again, cause the rock burst of space-time retarded type usually just to occur before it has been arranged; Processed again after then allowing rock burst occur in the mode waited for or dodge in addition.Practice shows, said method fails to obtain gratifying effect.Therefore, the rock burst of space-time retarded type happens occasionally in deep tunnel, causes huge pressure at heart, cause serious threat to engineering construction safety to workmen.
Summary of the invention
The object of the invention is the problems referred to above being to exist for prior art, a kind of Deep-tunnel time-space delay type rock burst prevention method is provided.
To achieve these goals, technical solution of the present invention is:
A kind of deep tunnel potential space-time retarded type rock-burst prevention method, comprises the following steps:
When potential space-time retarded type rock burst region is potential strong or extremely strong space-time retarded type rock burst district:
Step 1.1a, centered by potential strong or extremely strong space-time retarded type rock burst district, radius is in the scope of 350m, and the cyclic advance of each face explosion is 1.8-2m;
Step 1.2a, employing high accuracy millisecond detonator detonate, and the maximum explosive quantity of single hop is not more than 20 kilograms;
Step 1.3a, extend strong with potential or extremely strong space-time retarded type rock burst district and be in face explosion interval time of identical hole section, successively interval is greater than 24 hours blasting time;
Step 1.4a, potential strong or extremely strong space-time retarded type rock burst district of staggering are close to hole section face blasting time, and blasting time interval, front and back is greater than 4 hours;
Step 1.5a, same elevation exist more than 2 tunnels be arranged in parallel time, the tunnel that preferential excavation is nearest apart from potential strong or extremely strong space-time retarded type rock burst district, and different tunnel tunnel face pulls open the distance being not less than 150m along tunnel axis direction, advance in staged;
When potential space-time retarded type rock burst region is slight or medium space-time retarded type rock burst region:
Step 1.1b, centered by potential slight or medium space-time retarded type rock burst district, radius is in the scope of 150m, and the cyclic advance of each face explosion is 3-3.5m;
Step 1.2b, employing high accuracy millisecond detonator detonate, and the maximum explosive quantity of single hop is not more than 20 kilograms;
Step 1.3b, extend slight with potential or medium space-time retarded type rock burst district and be in face explosion interval time of identical hole section, successively interval is greater than 12 hours blasting time;
Step 1.4b, potential slight or medium space-time retarded type rock burst district of staggering are close to hole section face blasting time, and blasting time interval, front and back is greater than 2 hours;
Step 1.5b, same elevation exist more than 2 tunnels be arranged in parallel time, the tunnel that preferential excavation is nearest apart from potential slight or medium space-time retarded type rock burst district, and different tunnel tunnel face pulls open the distance being not less than 150m along tunnel axis direction, advance in staged.
A kind of deep tunnel potential space-time retarded type rock-burst prevention method,
It is when potential space-time retarded type rock burst region is potential strong or extremely strong space-time retarded type rock burst district, further comprising the steps of,
Step 2a, check the supporting intensity in potential strong or extremely strong space-time retarded type rock burst region, suspension roof support is applied in time for only completing just stir cement and soft soil in deep ground region, the line space of anchor pole is 1-1.2m, the column pitch of anchor pole is 1-1.2m, the region that length should be less than 1 through country rock Long term safety coefficient, diameter is 32mm;
Step 3a, tunnel arch foot, abutment wall, spandrel and vault in potential strong or extremely strong space-time retarded type rock burst region arrange stress relief hole, and be arranged in the centre of adjacent anchor pole, its pitch of holes is anchor spacing, and the degree of depth is the bolthole degree of depth, and diameter is 40-50mm;
After step 4a, extension bar-mat reinforcement, before multiple pneumatically placed concrete, adopt cement mortar shutoff stress relief hole;
When potential space-time retarded type rock burst region is slight or medium space-time retarded type rock burst region, further comprising the steps of:
Step 2b: the supporting intensity checking potential slight or medium space-time retarded type rock burst region, suspension roof support is applied in time for only completing just stir cement and soft soil in deep ground region, the line space of anchor pole is 1.5-1.8m, the column pitch of anchor pole is 1.5-1.8m, the region that length should be less than 1 through country rock Long term safety coefficient, diameter is 32mm.
Described extremely strong time casement retarded type rock burst refer to that the quick-fried hole degree of depth is greater than the rock burst of 3m;
Described strong time casement retarded type rock burst refer to that the quick-fried hole degree of depth is the rock burst of 1-3m;
Described medium time casement retarded type rock burst refer to that the quick-fried hole degree of depth is the rock burst of 0.5-1m;
Described slight time casement retarded type rock burst refer to that the quick-fried hole degree of depth is the rock burst of 0-0.5m;
Described high accuracy millisecond detonator detonates and refers to employing millisecond delay cap, the explosive detonated in each big gun hole with Millisecond time difference order; The maximum explosive quantity of single hop refers to a certain section of other total charge that explosive payload is maximum in segment blast, it therewith the intensity of concussion of blasting caused by separate explosion have direct relation.
The present invention compared with prior art, has the following advantages:
The present invention is directed to the longer and potential space-time retarded type rock burst generation area be positioned at beyond current face three Bei Dong footpath of delayed digging time, first, movable by controlling Excavation blasting around, reduce explosion accumulated damage, reduce Excavation blasting disturbance to the impact of potential space-time retarded type rock burst; Secondly, apply suspension roof support in time to improve Surrounding Rock Strength, increase the ability that country rock builds up strain energy; In addition, by high stress concentrations peak value, the strong deep wall rock of intensity high-bearing capacity is transferred to by layout stress relief hole for strong or extremely strong space-time retarded type rock burst region.Effectively can avoid the generation of space-time retarded type rock burst after taking above-mentioned measure, thus ensure that safety for tunnel engineering and the construction speed accelerating engineering.
Accompanying drawing explanation
Fig. 1 is the floor map in space-time retarded type rock burst region of the present invention.
Fig. 2 is space-time retarded type rock burst region microseismic event plane distribution schematic diagram in embodiment 1 and 2.
Fig. 3 is that the A-A of Fig. 1 under excavating condition is topped bar to sectional view in tunnel.
Fig. 4 is that the A-A of Fig. 1 under tunnel full-section excavation operating mode is to sectional view.
In figure: 1-tunnel; 2-face; 3-potential space-time retarded type rock burst region; 4-microseismic event; 5-anchor pole; 6-stress relief hole; 7-tops bar in tunnel; 8-full section of tunnel.
Detailed description of the invention
Below in conjunction with accompanying drawing, technical scheme of the present invention is described in further detail:
embodiment 1:
The present embodiment is described in detail for tunnel 7 excavations of topping bar, when monitor there is potential strong or extremely strong space-time retarded type rock burst region beyond Bei Dong footpath, current face rear three, tunnel 1 time, take following steps:
Step 1: reduce face concussion of blasting around potential strong or extremely strong space-time retarded type rock burst region, concrete measure is as follows, 1) centered by potential strong or extremely strong space-time retarded type rock burst district, radius is in the scope of 350m, and the cyclic advance of each face explosion is 1.8-2m;
2) adopt high accuracy millisecond detonator to detonate, the maximum explosive quantity of single hop is not more than 20 kilograms;
3) extend strong with potential or extremely strong space-time retarded type rock burst district and be in face explosion interval time of identical hole section, successively interval is greater than 24 hours blasting time;
4) stagger potential strong or extremely strong space-time retarded type rock burst district contiguous hole section face blasting time, blasting time interval, front and back is greater than 4 hours;
5) same elevation exist more than 2 tunnels be arranged in parallel time, the tunnel that preferential excavation is nearest apart from potential strong or extremely strong space-time retarded type rock burst district, and different tunnel tunnel face pulls open the distance being not less than 150m along tunnel axis direction, advance in staged, utilize the tunnel excavation space nearest apart from potential strong or extremely strong space-time retarded type rock burst district to carry out damping;
Step 2: the supporting intensity checking potential strong or extremely strong space-time retarded type rock burst region, suspension roof support is applied in time for only completing just stir cement and soft soil in deep ground region, the line space of anchor pole 5 is 1-1.2m, the column pitch of anchor pole 5 is 1-1.2m, the region that length should be less than 1 through country rock Long term safety coefficient, diameter is 32mm;
Step 3: stress relief hole 6 arranged by the tunnel arch foot in potential strong or extremely strong space-time retarded type rock burst region, abutment wall, spandrel and vault, and be arranged in the centre of adjacent anchor pole 5, its pitch of holes is anchor spacing, and the degree of depth is the bolthole degree of depth, and diameter is 40-50mm;
Step 4: after hanging bar-mat reinforcement, before multiple pneumatically placed concrete, adopts cement mortar shutoff stress relief hole 6.
embodiment 2:
The present embodiment is described in detail for tunnel 7 excavations of topping bar, when monitor there is potential slight or medium space-time retarded type rock burst beyond Bei Dong footpath, current face rear three time, take following steps:
Step 1: reduce face concussion of blasting around potential slight or medium space-time retarded type rock burst region, concrete measure is as follows,
1) centered by potential slight or medium space-time retarded type rock burst district, radius is in the scope of 150m, and the cyclic advance of each face explosion is 3-3.5m;
2) adopt high accuracy millisecond detonator to detonate, the maximum explosive quantity of single hop is not more than 20 kilograms;
3) extend slight with potential or medium space-time retarded type rock burst district and be in face explosion interval time of identical hole section, successively interval is greater than 12 hours blasting time;
4) stagger potential slight or medium space-time retarded type rock burst district contiguous hole section face blasting time, blasting time interval, front and back is greater than 2 hours;
5) same elevation exist more than 2 tunnels be arranged in parallel time, the tunnel that preferential excavation is nearest apart from potential slight or medium space-time retarded type rock burst district, and different tunnel tunnel face pulls open the distance being not less than 150m along tunnel axis direction, advance in staged, carry out damping to utilize the tunnel excavation space nearest apart from potential slight or medium space-time retarded type rock burst district;
Step 2: the supporting intensity checking potential slight or medium space-time retarded type rock burst region, suspension roof support is applied in time for only completing just stir cement and soft soil in deep ground region, the line space of anchor pole 5 is 1.5-1.8m, the column pitch of anchor pole 5 is 1.5-1.8m, the region that length should be less than 1 through country rock Long term safety coefficient, diameter is 32mm.
The technical problem that technical scheme of the present invention solves is, for the space-time retarded type Rockburst Problem that Bei Dong footpath, deep tunnel current face rear three exists with exterior domain, a kind of Deep-tunnel time-space delay type rock burst prevention method is provided, by taking to reduce the vibrations of potential space-time retarded type rock burst areas adjacent face sinking and blasting, suspension roof support is applied in time in the potential space-time retarded type rock burst region of supporting intensity weakness, the technical measures such as stress relief hole are arranged to potential strong or extremely strong space-time retarded type rock burst region, reach and reduce or eliminate Bei Dong footpath, deep tunnel current face rear three with the risk of exterior domain generation space-time retarded type rock burst, reduce the various losses that the rock burst of space-time retarded type causes, accelerate the object of engineering construction progress.In the middle part of certain deep tunnel, the statistics of strong rock burst section space-time retarded type rock burst shows, under the equal condition of accumulative hole segment length, the hole section generation space-time retarded type rock burst number of times of technical solution of the present invention is taked only to account for the 20-30% not taking technical solution of the present invention hole section rock burst number of times, and implement in the hole section of technical solution of the present invention with slight in the majority to medium rock burst, significantly reduce space-time retarded type rockburst risk, significantly reduce the various losses that the rock burst of space-time retarded type causes, accelerate engineering construction progress widely.
Specific embodiment described herein is only to the explanation for example of the present invention's spirit.Those skilled in the art can make various amendment or supplement or adopt similar mode to substitute to described specific embodiment, but can't depart from spirit of the present invention or surmount the scope that appended claims defines.
Claims (2)
1. a deep tunnel potential space-time retarded type rock-burst prevention method, is characterized in that, comprise the following steps:
When potential space-time retarded type rock burst region is potential strong or extremely strong space-time retarded type rock burst district:
Step 1.1a, centered by potential strong or extremely strong space-time retarded type rock burst district, radius is in the scope of 350m, and the cyclic advance of each face explosion is 1.8-2m;
Step 1.2a, employing high accuracy millisecond detonator detonate, and the maximum explosive quantity of single hop is not more than 20 kilograms;
Step 1.3a, extend strong with potential or extremely strong space-time retarded type rock burst district and be in face explosion interval time of identical hole section, successively interval is greater than 24 hours blasting time;
Step 1.4a, potential strong or extremely strong space-time retarded type rock burst district of staggering are close to hole section face blasting time, and blasting time interval, front and back is greater than 4 hours;
Step 1.5a, same elevation exist more than 2 tunnels be arranged in parallel time, the tunnel that preferential excavation is nearest apart from potential strong or extremely strong space-time retarded type rock burst district, and different tunnel tunnel face pulls open the distance being not less than 150m along tunnel axis direction, advance in staged;
When potential space-time retarded type rock burst region is slight or medium space-time retarded type rock burst region:
Step 1.1b, centered by potential slight or medium space-time retarded type rock burst district, radius is in the scope of 150m, and the cyclic advance of each face explosion is 3-3.5m;
Step 1.2b, employing high accuracy millisecond detonator detonate, and the maximum explosive quantity of single hop is not more than 20 kilograms;
Step 1.3b, extend slight with potential or medium space-time retarded type rock burst district and be in face explosion interval time of identical hole section, successively interval is greater than 12 hours blasting time;
Step 1.4b, potential slight or medium space-time retarded type rock burst district of staggering are close to hole section face blasting time, and blasting time interval, front and back is greater than 2 hours;
Step 1.5b, same elevation exist more than 2 tunnels be arranged in parallel time, the tunnel that preferential excavation is nearest apart from potential slight or medium space-time retarded type rock burst district, and different tunnel tunnel face pulls open the distance being not less than 150m along tunnel axis direction, advance in staged.
2. a kind of deep tunnel according to claim 1 potential space-time retarded type rock-burst prevention method, is characterized in that,
It is when potential space-time retarded type rock burst region is potential strong or extremely strong space-time retarded type rock burst district, further comprising the steps of,
Step 2a, check the supporting intensity in potential strong or extremely strong space-time retarded type rock burst region, suspension roof support is applied in time for only completing just stir cement and soft soil in deep ground region, the line space of anchor pole is 1-1.2m, the column pitch of anchor pole is 1-1.2m, the region that length should be less than 1 through country rock Long term safety coefficient, diameter is 32mm;
Step 3a, tunnel arch foot, abutment wall, spandrel and vault in potential strong or extremely strong space-time retarded type rock burst region arrange stress relief hole, and be arranged in the centre of adjacent anchor pole, its pitch of holes is anchor spacing, and the degree of depth is the bolthole degree of depth, and diameter is 40-50mm;
After step 4a, extension bar-mat reinforcement, before multiple pneumatically placed concrete, adopt cement mortar shutoff stress relief hole;
When potential space-time retarded type rock burst region is slight or medium space-time retarded type rock burst region, further comprising the steps of:
Step 2b: the supporting intensity checking potential slight or medium space-time retarded type rock burst region, suspension roof support is applied in time for only completing just stir cement and soft soil in deep ground region, the line space of anchor pole is 1.5-1.8m, the column pitch of anchor pole is 1.5-1.8m, the region that length should be less than 1 through country rock Long term safety coefficient, diameter is 32mm.
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| CN108518232A (en) * | 2018-04-11 | 2018-09-11 | 中铁十七局集团有限公司 | The anti-rock burst method for protecting support of single-track railway tunnel of corresponding different rock burst intensity grades |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US6102628A (en) * | 1998-03-30 | 2000-08-15 | Council Of Scientific & Industrial Research | Arch useful for withstanding effect of rockburst occurring in underground mines/tunnels |
| CN101270667A (en) * | 2008-04-30 | 2008-09-24 | 中国水电顾问集团华东勘测设计研究院 | Surrounding rock supporting method for ultra-strong or strong or medium rock burst tunnel section deep imbedded in underground chamber |
| CN101560882A (en) * | 2009-05-14 | 2009-10-21 | 中国水电顾问集团华东勘测设计研究院 | Digging method for preventing strong or strong rock burst on active face |
| RU2381369C1 (en) * | 2008-08-28 | 2010-02-10 | Открытое акционерное общество "Научно-исследовательский институт горной геомеханики и маркшейдерского дела - Межотраслевой научный центр ВНИМИ" | Method for prevention of rock bursts in rocks of mine soil |
| CN101915104A (en) * | 2010-07-30 | 2010-12-15 | 中国水电顾问集团华东勘测设计研究院 | Rock burst control method for deep tunnel excavation by adopting TBM (Tunnel Boring Machine) |
-
2014
- 2014-01-13 CN CN201410014133.4A patent/CN103743302B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US6102628A (en) * | 1998-03-30 | 2000-08-15 | Council Of Scientific & Industrial Research | Arch useful for withstanding effect of rockburst occurring in underground mines/tunnels |
| CN101270667A (en) * | 2008-04-30 | 2008-09-24 | 中国水电顾问集团华东勘测设计研究院 | Surrounding rock supporting method for ultra-strong or strong or medium rock burst tunnel section deep imbedded in underground chamber |
| RU2381369C1 (en) * | 2008-08-28 | 2010-02-10 | Открытое акционерное общество "Научно-исследовательский институт горной геомеханики и маркшейдерского дела - Межотраслевой научный центр ВНИМИ" | Method for prevention of rock bursts in rocks of mine soil |
| CN101560882A (en) * | 2009-05-14 | 2009-10-21 | 中国水电顾问集团华东勘测设计研究院 | Digging method for preventing strong or strong rock burst on active face |
| CN101915104A (en) * | 2010-07-30 | 2010-12-15 | 中国水电顾问集团华东勘测设计研究院 | Rock burst control method for deep tunnel excavation by adopting TBM (Tunnel Boring Machine) |
Non-Patent Citations (2)
| Title |
|---|
| 锦屏山隧道岩爆综合防治施工技术;侯景德;《铁道建筑技术》;20100620(第6期);第38-44页 * |
| 陈炳瑞等.深埋隧洞岩爆孕育规律与机制:时滞型岩爆.《岩石力学与工程学报》.2012,第31卷(第3期),第561-569页. * |
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