CN105715276A - Forepoling method for actively preventing and controlling rock outburst - Google Patents
Forepoling method for actively preventing and controlling rock outburst Download PDFInfo
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- CN105715276A CN105715276A CN201610147344.4A CN201610147344A CN105715276A CN 105715276 A CN105715276 A CN 105715276A CN 201610147344 A CN201610147344 A CN 201610147344A CN 105715276 A CN105715276 A CN 105715276A
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- 239000011435 rock Substances 0.000 title claims abstract description 178
- 238000000034 method Methods 0.000 title claims abstract description 56
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 18
- 238000005553 drilling Methods 0.000 claims abstract description 18
- 239000010959 steel Substances 0.000 claims abstract description 18
- 238000009412 basement excavation Methods 0.000 claims description 43
- 238000010276 construction Methods 0.000 claims description 12
- 238000004880 explosion Methods 0.000 claims description 11
- 230000003247 decreasing effect Effects 0.000 claims description 4
- 230000002265 prevention Effects 0.000 description 5
- 238000005422 blasting Methods 0.000 description 4
- 238000010586 diagram Methods 0.000 description 4
- 230000007812 deficiency Effects 0.000 description 3
- 230000003449 preventive effect Effects 0.000 description 3
- 230000001225 therapeutic effect Effects 0.000 description 3
- 230000003313 weakening effect Effects 0.000 description 3
- 239000004567 concrete Substances 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 239000011378 shotcrete Substances 0.000 description 2
- 230000002301 combined effect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000013213 extrapolation Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 230000035939 shock Effects 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
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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)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention relates to a forepoling method for actively preventing and controlling a rock outburst. The method comprises the following steps of firstly, analyzing and judging a position in which the rock outburst possibly occurs; then, according to the analysis and judgment result, drilling a hole in the outer side of a digging contour line of the position in which the rock outburst possibly occurs; finally, inserting a seamless steel pipe with the same diameter as the drilled hole into the drilled hole, and jacking the seamless steel pipe into the drilled hole, so that the critical stress of fracturing of the outburst loose rock plate towards the exposure face can be improved, the rock plate fracture is greatly reduced, and the rock outburst is avoided or weakened. The method has the advantages that the rock outburst can be timely controlled after the tunnel or underground tunnel digging, so that the rock outburst occurring frequency can be effectively reduced; the rock outburst intensity is weakened.
Description
Technical field
The invention belongs to tunnel and Cavity Construction technical field, particularly to the advanced support method of rock burst Initiative defence in a kind of tunnel and Cavity Construction, be specially the advanced support method of a kind of Initiative defence rock burst.
Background technology
Rock burst is in hard crisp rockmass, owing to tunnel or underground chamber buried depth are big or crustal movement have accumulated substantial amounts of strain energy in rock mass, forms significantly high primary stress.In work progress, the strain energy being gathered in rock mass discharges suddenly, and rock mass fierce brittle instability occurs and launches phenomenon.It directly threatens the safety of workmen and facility, affects construction speed.Adopting an effective measure and avoid rock burst to occur, weaken rock burst intensity, the safety of protection workmen and facility has become main bugbear urgently to be resolved hurrily in underground rock.
Rock-burst prevention in tunnel and Cavity Construction, the method taked both at home and abroad at present substantially can be summarized as: the stress relief method before (1) excavation；(2) the rockburst control method in digging process；(3) the supporting measure method after excavation；(4) integrated control.Stress relief method before excavation and the rockburst control method in digging process, it is important that by face bore stress release hole or in hole blasting charge, adopt the method such as standing, shock blasting release country rock high-stress state, before outline excavation is formedInitiative defenceRock burst.Supporting measure after excavation and integrated control, be country rock applies gunite concrete, anchor pole, bow member etc. after outline excavation is formed country rock carries out supporting, or take other safety prevention measure that rock burst is carried outPassive preventing and treating.Practice have shown that, said method is more difficult obtains satisfied effect.
What the technology of current Initiative defence rock burst adopted is all stress relief method.That is, bore stress release hole at face or its periphery before excavation, or in hole blasting charge, adopt blasting method to release the high-stress state of country rock, thus reaching the purpose of Initiative defence rock burst.The patent of application in rock burst Initiative defence in recent years, such as application number 201010188993.1(title: a kind of Initiative defence method of rock burst), application number 201410845626.2(title: a kind of discharge advanced double; two pilot tunnel construction methods that tunnel high stress rock burst destroys) etc. what adopt is all stress relief method, rather than the advanced support method described in this patent.
The supporting measure method of existing preventing and treating rock burst, is all after outline excavation is formed, face rear excavation section country rock is applied gunite concrete, anchor pole, bow member etc. to carry out supporting, is a kind of method of passive preventing and treating rock burst.This method is only possible to the rock burst of generation and plays preventive and therapeutic effect after only supporting being completed.The surrounding rock supporting of this method after excavation, muck removal terminate, need to carry out when safety.Engineering practice shows, most of rock bursts all occur after excavation within a few hours, due to just at muck removal or rock burst is occurring in this period, supporting cannot apply, so, after preventing and treating at present the excavation of rock burst the method for supporting again and after being unsuitable for underground cavern excavation the short period namely there is the situation of rock burst.
It is an object of the invention to: the deficiency of supporting again after excavating for rock burst section, it is provided that a kind of rock burst Initiative defence method easily operated, that namely country rock is carried out advance support before excavation.The method just can control rock burst in time behind tunnel or underground cavern excavation, thus effectively reducing rock burst frequency of occurrence, weakening rock burst intensity.
Summary of the invention
It is an object of the invention to provide the advanced support method of a kind of Initiative defence rock burst, the method is easily operated, just can control rock burst behind tunnel or underground cavern excavation in time, thus effectively reducing rock burst frequency of occurrence, weakening rock burst intensity.
For achieving the above object, the technical scheme is that the advanced support method of a kind of Initiative defence rock burst, comprise the steps,
Step S1: analyze and judge that rock burst is likely to occur position；
Step S2: owing to most of rock bursts are all face empty, the explosion rock beam fragility under heavily stressed extruding that gets loose to launch after fractureing again, therefore, analyze, for step S1, the rock burst judged and be likely to occur position, carry out advance support, thus reducing rock beam without supporting section length, the rock beam that simultaneously will get loose strings, and improves rock beam thickness, and then raising rock beam resists the ability fractureed, it is to avoid or weaken rock burst.
In an embodiment of the present invention, in described step S2, rock beam resists the ability fractureed and rock beam to fracture the required limit stress vertical with rock beam thickness direction, and this limit stress is directly proportional to rock beam thickness and rock beam square being inversely proportional to without supporting section length.
In an embodiment of the present invention, described step S1 specific implementation is: residing for tunnel or underground chamber, the crustal stress biggest principal stress direction in region is analyzed, if crustal stress biggest principal stress direction is close to level, then judge that vault is likely to occur rock burst to haunch section；If crustal stress biggest principal stress direction is close to time vertical, then judging that abutment wall is likely to occur rock burst；If during the non-above two direction of crustal stress biggest principal stress direction, then judge that the tangent position of cavern's contour line and crustal stress biggest principal stress direction is likely to occur rock burst.
In an embodiment of the present invention, described step S1 specific implementation is: the position that construction period rock burst is occurred on excavation contour line is added up, and draws the position that rock burst is likely to occur.
In an embodiment of the present invention, the implementation process of described advance support is: first, analyzes judged result according to step S1, is likely to occur outside the excavation contour line at position in rock burst and holes；Secondly, in hole, insert the seamless steel pipe suitable with bore diameter, and head in boring, so can improve the limit stress that rock beam fractures to free face, thus be greatly decreased face sky, burst the fractureing of rock beam of getting loose, and then avoid or weaken rock burst.
In an embodiment of the present invention, the specific implementation of described boring is: at face place, by drilling machine 10～20cm place outside excavation contour line, and limb 10～15 ° boring in addition, hole depth is at least above the long 1m of explosion drilling depth, and the centre-to-centre spacing of Kong Yukong is 30～50cm.
In an embodiment of the present invention, the inserted mode of described steel pipe is: headed in boring by steel pipe by drilling jumbo or air drill.
Compared to prior art, the method have the advantages that
1, the rock-burst prevention method of supporting again after existing excavation, the rock burst that can only be only possible to generation after supporting is completed plays preventive and therapeutic effect, it is impossible to before excavation～supporting is completed, in this period, contingent rock burst plays preventive and therapeutic effect；Engineering practice shows, this period be often rock burst frequency of occurrence at most, period of concentrating most.Due to the fact that and namely the position being likely to occur rock burst has been carried out specific aim advance support before excavation, thus after excavation, just can control rock burst in time, overcoming now methodical deficiency, thus being effectively reduced the rock burst frequency and intensity；
2, after existing excavation, the method for supporting again belongs to the passive prevention and controls of rock burst；The method of the invention, namely carries out advance support before excavation, belong to the Initiative defence method of rock burst；
3, a lot of rock bursts are all shortly occur after excavation, and at this moment on-the-spot muck removal also tends to not terminate；In this case, the method for supporting again after existing excavation, need to stop work (often need to stop work several hours to be avoided) to be avoided, muck removal again after waiting rock burst to terminate, muck removal is supporting again after terminating；To be avoided construction speed is produced of stopping work necessarily affects；The method of the invention adopts advance support, just can control rock burst in time, overcome now methodical deficiency after excavation, can eliminate or significantly reduce shut-down time to be avoided, accelerating construction progress；
4, method described in this patent combines on-the-spot actual, it is not necessary to special facility and material, simple to operate, in practice it has proved that to be effective rock-burst prevention method.
Accompanying drawing explanation
The rock beam schematic diagram that Fig. 1 fractures when being rock burst of the present invention generation.
Fig. 2 is the mechanical model schematic diagram that rock beam fragility of the present invention fractures, and in figure, t is rock beam thickness, and L is that rock beam faces sky (without supporting section) length, and P is the high extruding force that rock beam is subject to.
Fig. 3 is the single steel pipe forepoling schematic diagram of vault of the present invention.
Fig. 4 is that advance support scene of the present invention applies schematic diagram.
Detailed description of the invention
Below in conjunction with accompanying drawing, technical scheme is specifically described.
The advanced support method of a kind of Initiative defence rock burst of the present invention, comprises the steps,
Step S1: analyze and judge that rock burst is likely to occur position；
Step S2: owing to most of rock bursts are all face empty, the explosion rock beam fragility under heavily stressed extruding that gets loose to launch after fractureing again, therefore, analyze, for step S1, the rock burst judged and be likely to occur position, carry out advance support, thus reducing rock beam without supporting section length, the rock beam that simultaneously will get loose strings, and improves rock beam thickness, and then raising rock beam resists the ability fractureed, it is to avoid or weaken rock burst.
In described step S2, rock beam resists the ability fractureed and rock beam to fracture the required limit stress vertical with rock beam thickness direction, and this limit stress is directly proportional to rock beam thickness and rock beam square being inversely proportional to without supporting section length.
Described step S1 includes following two mode: one, the crustal stress biggest principal stress direction in region residing for tunnel or underground chamber are analyzed, if crustal stress biggest principal stress direction is close to level, then judge that vault is likely to occur rock burst to haunch section；If crustal stress biggest principal stress direction is close to time vertical, then judging that abutment wall is likely to occur rock burst；If during the non-above two direction of crustal stress biggest principal stress direction, then judge that the tangent position of cavern's contour line and crustal stress biggest principal stress direction is likely to occur rock burst；Two, the position that construction period rock burst is occurred on excavation contour line is added up, and draws the position that rock burst is likely to occur.
The implementation process of described advance support is: first, analyzes judged result according to step S1, is likely to occur outside the excavation contour line at position in rock burst and holes；Secondly, in being holed, insert the seamless steel pipe suitable with bore diameter, and head in boring, so can improve the limit stress that rock beam fractures to free face, fracture thus rock beam is greatly decreased, and then avoid or weaken rock burst.
Boring implementation is: at face place, by drilling machine 10～20cm place outside excavation contour line, and along 10～15 ° of direction borings of outer limb, hole depth is at least above the long 1m of explosion drilling depth, and the centre-to-centre spacing of Kong Yukong is 30～50cm.
The inserted mode of steel pipe is: headed in boring by steel pipe by drilling jumbo or air drill.
Technical solution of the present invention is told about below by way of specific embodiment.
The advanced support method of the Initiative defence rock burst of the present invention, its ultimate principle is as follows:
1, being can be seen that by rock burst generating process, most of rock bursts are all face empty, explosion to get loose what rock beam fragility under heavily stressed extruding was launched after fractureing again process.Fracture after referring to accompanying drawing 1 rock burst the photo of rock beam.
2, as shown in Figure 2, according to Elasticity ultimate principle, rock beam fractures required limit stress σ cr It is directly proportional to rock beam thickness t and rock beam is without square (L of supporting section length L2) be directly proportional.Therefore, if before excavation just take measures reduce excavation after rock beam face sky length L and rock beam thickness t, limit stress σ that rock beam to free face fracture just can be greatly improved cr , thus being greatly decreased and facing empty explosion and get loose the fractureing of rock beam, and then avoid or weaken rock burst.
3, the ultimate principle of the present invention is: for rockburst area, hole outside the excavation contour line being likely to occur rock burst position before excavation, hole is inserted into the seamless steel pipe suitable with bore diameter, country rock is carried out advanced pre-reinforcement, thus after reducing excavation rock beam face sky length, improve rock beam thickness, reach to avoid or weaken the purpose of rock burst.
Technical scheme is made up of successively the following step:
1, the position that rock burst is likely to occur is analyzed.Rock burst is likely to occur the analysis at position can adopt following method:
(1) residing for tunnel or underground chamber, the crustal stress biggest principal stress direction in region is analyzed.When crustal stress biggest principal stress direction is close to level, there is rock burst in vault～haunch section most probable；Crustal stress biggest principal stress direction is close to time vertical, and rock burst occurs in abutment wall most probable；When crustal stress biggest principal stress direction is other direction, there is rock burst in the tangent position most probable of cavern's contour line and crustal stress biggest principal stress direction.
(2) position that construction period rock burst is occurred on excavation contour line is added up, and draws the position that rock burst is likely to occur.
2, hole outside the above-mentioned excavation contour line being likely to occur rock burst.What drilling machine was used with construction bores the identical of big gun hole；Bore diameter is identical with blasthole diameter, it is not necessary to change drilling machine and drill bit.Drilling parameter is as follows:
(1) hole depth: longer than explosion drilling depth be not less than 1.0m.If single explosion drilling depth is 3.0m, then hole depth is no less than 4.0m.
(2) position, hole: face place, boring 10～20cm, outer limb 10～15 ° outside excavation contour line.See accompanying drawing 3.
(3) pitch-row: centre-to-centre spacing 30～50cm.Rock burst is more strong, and pitch of holes is more little.
3, it is inserted into the seamless steel pipe suitable with bore diameter in hole, with machinery, steel pipe is headed in boring.Generally with drilling jumbo (during machinery blast hole drilling) or air drill (during artificial blast hole drilling), steel pipe is headed in boring during site operation.Situation when this patent scene applies is as shown in Figure 4.
The steel pipe of above-mentioned advance support faces sky, adds fulcrum without the rock beam supported after giving excavation on the one hand, decrease the length without supporting section；On the other hand, the steel pipe in low-angle extrapolation by rock beam string together, adds the thickness of rock beam indirectly.Under combined effect in above-mentioned two, face sky, the explosion rock beam that gets loose resist the ability fractureed to be greatly improved, thus preventing or weakening rock burst.
It is above presently preferred embodiments of the present invention, all changes made according to technical solution of the present invention, when produced function is without departing from the scope of technical solution of the present invention, belong to protection scope of the present invention.
Claims (7)
1. the advanced support method of an Initiative defence rock burst, it is characterised in that: comprise the steps,
Step S1: analyze and judge that rock burst is likely to occur position；
Step S2: owing to most of rock bursts are all face empty, the explosion rock beam fragility under heavily stressed extruding that gets loose to launch after fractureing again, therefore, analyze, for step S1, the rock burst judged and be likely to occur position, carry out advance support, thus reducing rock beam without supporting section length, the rock beam that simultaneously will get loose strings, and improves rock beam thickness, and then raising rock beam resists the ability fractureed, it is to avoid or weaken rock burst.
2. the advanced support method of Initiative defence rock burst according to claim 1, it is characterized in that: in described step S2, rock beam resists the ability fractureed and rock beam to fracture the required limit stress vertical with rock beam thickness direction, and this limit stress is directly proportional to rock beam thickness and rock beam square being inversely proportional to without supporting section length.
3. the advanced support method of Initiative defence rock burst according to claim 1, it is characterized in that: described step S1 specific implementation is: residing for tunnel or underground chamber, the crustal stress biggest principal stress direction in region is analyzed, if crustal stress biggest principal stress direction is close to level, then judge that vault is likely to occur rock burst to haunch section；If crustal stress biggest principal stress direction is close to time vertical, then judging that abutment wall is likely to occur rock burst；If during the non-above two direction of crustal stress biggest principal stress direction, then judge that the tangent position of cavern's contour line and crustal stress biggest principal stress direction is likely to occur rock burst.
4. the advanced support method of Initiative defence rock burst according to claim 1, it is characterised in that: described step S1 specific implementation is: the position that construction period rock burst is occurred on excavation contour line is added up, and draws the position that rock burst is likely to occur.
5. the advanced support method of Initiative defence rock burst according to claim 1, it is characterised in that: the implementation process of described advance support is: first, analyzes judged result according to step S1, is likely to occur outside the excavation contour line at position in rock burst and holes；Secondly, in hole, insert the seamless steel pipe suitable with bore diameter, and head in boring, so can improve the limit stress that rock beam fractures to free face, thus be greatly decreased face sky, burst the fractureing of rock beam of getting loose, and then avoid or weaken rock burst.
6. the advanced support method of Initiative defence rock burst according to claim 5, it is characterized in that: the specific implementation of described boring is: at face place, by drilling machine 10～20cm place outside excavation contour line, limb 10～15 ° boring in addition, hole depth is at least above the long 1m of explosion drilling depth, and the centre-to-centre spacing of Kong Yukong is 30～50cm.
7. the advanced support method of Initiative defence rock burst according to claim 5, it is characterised in that: the inserted mode of described steel pipe is: headed in boring by steel pipe by drilling jumbo or air drill.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201610147344.4A CN105715276A (en) | 2016-03-16 | 2016-03-16 | Forepoling method for actively preventing and controlling rock outburst |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201610147344.4A CN105715276A (en) | 2016-03-16 | 2016-03-16 | Forepoling method for actively preventing and controlling rock outburst |
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Cited By (6)
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| CN106930766A (en) * | 2017-03-21 | 2017-07-07 | 中国电建集团成都勘测设计研究院有限公司 | Great burying TBM construction tunnel rock burst processing structures |
| CN107165638A (en) * | 2017-05-27 | 2017-09-15 | 江西省交通科学研究院 | A kind of deep tunnel rock burst active preventing control method |
| CN107605494A (en) * | 2017-11-06 | 2018-01-19 | 招金矿业股份有限公司蚕庄金矿 | A kind of crushed zone soft-rock tunnel advance support technology |
| CN109441478A (en) * | 2018-10-09 | 2019-03-08 | 黄河勘测规划设计有限公司 | The advanced leverage of IV class of tunnel, V class surrounding rock encircles damping reinforcement method |
| CN110410082A (en) * | 2019-07-29 | 2019-11-05 | 中国电建集团成都勘测设计研究院有限公司 | Tunnel excavation advanced support method |
| CN111878104A (en) * | 2020-07-22 | 2020-11-03 | 成都易合元科技有限公司 | Method for cracking and breaking rock |
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Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106930766A (en) * | 2017-03-21 | 2017-07-07 | 中国电建集团成都勘测设计研究院有限公司 | Great burying TBM construction tunnel rock burst processing structures |
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| CN107605494A (en) * | 2017-11-06 | 2018-01-19 | 招金矿业股份有限公司蚕庄金矿 | A kind of crushed zone soft-rock tunnel advance support technology |
| CN107605494B (en) * | 2017-11-06 | 2019-06-28 | 招金矿业股份有限公司蚕庄金矿 | A kind of crushed zone soft-rock tunnel advance support technology |
| CN109441478A (en) * | 2018-10-09 | 2019-03-08 | 黄河勘测规划设计有限公司 | The advanced leverage of IV class of tunnel, V class surrounding rock encircles damping reinforcement method |
| CN109441478B (en) * | 2018-10-09 | 2020-04-28 | 黄河勘测规划设计研究院有限公司 | Method for damping and reinforcing IV-type and V-type surrounding rock advanced rod system arch of tunnel |
| CN110410082A (en) * | 2019-07-29 | 2019-11-05 | 中国电建集团成都勘测设计研究院有限公司 | Tunnel excavation advanced support method |
| CN110410082B (en) * | 2019-07-29 | 2021-07-20 | 中国电建集团成都勘测设计研究院有限公司 | Tunnel excavation advance support method |
| CN111878104A (en) * | 2020-07-22 | 2020-11-03 | 成都易合元科技有限公司 | Method for cracking and breaking rock |
| CN111878104B (en) * | 2020-07-22 | 2022-07-12 | 成都易合元科技有限公司 | Method for cracking and breaking rock |
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