CN108999613A - A kind of high-ground stress region underground chamber middle and lower part excavation method - Google Patents
A kind of high-ground stress region underground chamber middle and lower part excavation method Download PDFInfo
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- CN108999613A CN108999613A CN201810893292.4A CN201810893292A CN108999613A CN 108999613 A CN108999613 A CN 108999613A CN 201810893292 A CN201810893292 A CN 201810893292A CN 108999613 A CN108999613 A CN 108999613A
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- excavation
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- 238000009412 basement excavation Methods 0.000 title claims abstract description 49
- 238000000034 method Methods 0.000 title claims abstract description 30
- 239000011435 rock Substances 0.000 claims abstract description 80
- 238000005422 blasting Methods 0.000 claims abstract description 20
- 239000011378 shotcrete Substances 0.000 claims abstract description 5
- 238000004880 explosion Methods 0.000 claims description 8
- 230000035515 penetration Effects 0.000 claims 1
- 238000010276 construction Methods 0.000 abstract description 14
- 238000005336 cracking Methods 0.000 abstract 1
- 230000000977 initiatory effect Effects 0.000 abstract 1
- 230000006378 damage Effects 0.000 description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 235000019738 Limestone Nutrition 0.000 description 2
- 241000209094 Oryza Species 0.000 description 2
- 235000007164 Oryza sativa Nutrition 0.000 description 2
- 238000006243 chemical reaction Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 239000006028 limestone Substances 0.000 description 2
- 235000009566 rice Nutrition 0.000 description 2
- 241000282693 Cercopithecidae Species 0.000 description 1
- 238000010009 beating Methods 0.000 description 1
- 230000009172 bursting Effects 0.000 description 1
- 230000009514 concussion Effects 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 239000002360 explosive Substances 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 238000000465 moulding Methods 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 238000004321 preservation Methods 0.000 description 1
- 238000013517 stratification Methods 0.000 description 1
- 238000003325 tomography Methods 0.000 description 1
- 210000003462 vein Anatomy 0.000 description 1
- 230000003313 weakening effect Effects 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/006—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by making use of blasting methods
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Environmental & Geological Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a kind of high-ground stress region underground chamber middle and lower part excavation methods.After completing cavern's top layer and excavating, stage excavation from up to down；Deephole pre-splitting blasting is carried out along cavern's abutment wall structure lines first, form one of precracking, deep seam is 3~5 times for being layered heading blast thickness, cracking initiation is after a week, 3~5 layers of progress thin layer heading blast excavation of fracture depth bounds rock mass point, and combined bolting and shotcrete is completed in time, until completing the construction of precracking depth bounds rock excavation；One of deep hole presplitting seam blast working, stage excavation, until being excavated to underground chamber bottom design altitude are carried out down again；Presplit blasting 12~20m of hole depth, pitch-row 0.8m.The present invention carries out deeper presplitting crack construction in advance, part crustal stress can be discharged in advance, so that country rock is carried out interim and limited Stress relief in advance, and control the rate of surrouding rock stress variation by reserving the quasi- method for excavating rock mass in cavern, reduces stress raisers.
Description
Technical field
The present invention relates to water conservancy and hydropower underground powerhouse projects to prevent the blasting excavation of rock burst in high-ground stress region, belongs to
In Construction Technique of Underground Works, especially a kind of high-ground stress region underground chamber middle and lower part excavation method.
Background technique
High-ground stress area generally in hard crisp rock mass initial field stress greater than 20MPa, cavern excavation easily occur in the process
Rock burst.Rock burst is deep-buried underground engineering common power destruction phenomenon in the construction process, when the high resiliency built up in rock mass is answered
When change can be greater than energy consumed by the rock failure mechanism of rock, the balance of rock mass structure is destroyed, extra energy causes rock to burst, makes
Carg is removed from rock mass, is collapsed out.Rock burst often results in serious destruction, equipment damage and the personnel's wound of excavated surface
It dies, it has also become the global problem of underground rock and rock mechanics field.Sliver is only peeled off in slight rock burst, and no ejection is existing
As.The serious earthquake magnitude for measuring 4.6 grades, generally takes several days or some months.The method for preventing rock burst is stress relief method, adds
Strong supporting.
In the excavation construction of High Ground Stress Areas underground chamber middle and lower part, after Blasting Excavation, rock mass, which is quickly formed, to be faced
Change dramatically occurs for the boundary condition in empty face, stress field of the surrounding rock, breaks original balance, causes surrouding rock stress that fast velocity modulation occurs
Whole, so that the instantaneous stress changing value of country rock is larger, stress raisers, rock mass is quickly destroyed.Often appear as rock burst,
Phenomena such as plate sliver is helped, carrys out greater risk to the safety belt of construction personnel and equipment, and influence the Forming Quality of cavern.
Summary of the invention
The invention discloses a kind of high-ground stress region underground chamber middle and lower part excavation methods.Its purpose is to provide one kind
Part crustal stress is discharged in advance and limits the deformation failure of surrounding rock structure using the protection for not excavating rock mass, carries out country rock in advance
The large underground hole middle and lower part excavation method of interim and limited Stress relief, solves due to surrouding rock stress peak value is excessive
The problems such as generating rock burst.
The invention is realized by the following technical scheme:
The underground chamber middle and lower part excavation method of high-ground stress region, comprising the following steps:
After completing cavern's top layer excavation, layering carries out cavern middle and lower part excavation from up to down；
Before excavation, Deephole pre-splitting blasting is carried out along cavern's abutment wall structure lines first, forms one of deep layer explosion precracking, it is quick-fried
Broken precracking depth is 3~5 times for being layered heading blast thickness；
It is formed after a week in deep layer precracking, 3~5 layers of progress thin layer heading blast of precracking depth bounds rock mass point is opened
It digs, and completes combined bolting and shotcrete after excavating at every layer as early as possible in time, control abutment wall deformation, while the Blasting Excavation for carrying out next layer is quasi-
It is standby, until completing the construction of precracking depth bounds rock excavation；
One of deep hole presplitting seam blast working, stage excavation, until it is high to be excavated to the design of underground chamber bottom are carried out down again
Journey.
The Deephole pre-splitting blasting is arranged downward vertically along cavern's abutment wall structure lines, longitudinal along cavern's length direction abutment wall knot
Structure line arranged for interval, presplit blasting 12~20m of hole depth, pitch-row 0.8m.
The method of the present invention carries out Deephole pre-splitting blasting in cavern's abutment wall structure lines in advance, forms one of deep layer explosion crack,
On the one hand part crustal stress is discharged by crack in advance, on the other hand the rock mass that digs quasi- to the indoor middle and lower part in hole postpones to excavate, and makes
Temporarily reserved rock mass still keeps a degree of drag to wall rock structure face, to limit the horizontal displacement on rock mass structure boundary,
Country rock is set to carry out Stress relief under the rock mass support that do not excavate, when discharging first time, peak stress obtains surrouding rock stress
The occurrence probability for phenomena such as weakening, reducing rock burst, plate sliver side.The time for being pre-formed crack is more early, depth is deeper, to drop
The generation that low rock burst, plate sliver destroy is more effective.The depth of precracking is excavated thick by cavern middle and lower part rock mass thin layer heading blast
3~5 times of settings of degree, that is, implement a deep layer precracking, rock mass can carry out 3~5 layers of thin layer heading blast in the middle part of cavern.
The method of the present invention is formed after a week in deep layer precracking, according to " plane multi-process, stereoscopic multi-layer time " construction principle,
Thin layer heading blast is carried out to the middle and lower part rock mass staged and layered of underground chamber, supporting control abutment wall to deform as early as possible.It should
Method removes former support rock mass with layer is gradually quick-fried, and surrouding rock stress carries out secondary release, avoids surrouding rock stress and disposably discharges and answers
The excessive bring harm of power peak value.
The method of the present invention carries out with layer combined bolting and shotcrete after the heading blast of upper layer and carries out lower layer's bursting work beam worker
Make.By this program until excavating to after the depth of precracking, then carry out under cavern's abutment wall structure lines applying for one of deep layer precracking
Work is formed after a week in precracking, then carries out the thin layer heading blast excavation of cavern middle and lower part rock mass, until construction is opened to design
Dig elevation.
The present invention have the advantages that compared with existing excavation method it is following different and:
1, the time requirement for forming presplitting crack is different.The method of the present invention carries out the shape in presplitting crack in advance as much as possible
At main purpose is to discharge part crustal stress in advance, so that country rock is carried out interim and limited Stress relief in advance, reduces
Stress raisers.
2, the depth requirements for forming presplitting crack are different.The method of the present invention requires to form deeper crack, i.e. shape as far as possible
At crack more deeper than cavern middle and lower part rock mass heading blast stage excavation thickness, purpose is also to make country rock in a wider context
Preparatory progress stage and limited Stress relief, reduces stress raisers.
3, purpose is different.The purpose of the present invention is by presplitting crack, discharge part crustal stress, and reserved cavern in advance
The rate of the quasi- method control surrouding rock stress variation for excavating rock mass, reduces stress raisers.And the purpose of usual method is
For reducing explosion to the vibration values of country rock.
Detailed description of the invention
Fig. 1 is underground cavern excavation sectional view of the invention.
In figure, 1,2,3 ... be the stage excavation number of plies；H is precracking depth, unit: rice；H is stage excavation thickness, single
Position: rice；F indicates the quasi- reaction force for excavating rock mass limitation surrouding rock deformation；X is cavern's abutment wall structure lines；P is precracking.
Specific embodiment
The present invention is further described With reference to embodiment, specific embodiment be to the principle of the invention into
One step explanation, does not limit the invention in any way, and same or like technology is protected without departing from the present invention with the present invention
Range.
In conjunction with attached drawing.
The underground chamber middle and lower part excavation method of high-ground stress region, comprising the following steps:
After completing cavern's top layer excavation, layering carries out cavern middle and lower part excavation from up to down；
Before excavation, Deephole pre-splitting blasting is carried out along cavern's abutment wall structure lines first, forms one of deep layer explosion precracking, it is quick-fried
Broken precracking depth is 3~5 times for being layered heading blast thickness；
It is formed after a week in deep layer precracking, 3~5 layers of progress thin layer heading blast of precracking depth bounds rock mass point is opened
It digs, and completes combined bolting and shotcrete after excavating at every layer as early as possible in time, control abutment wall deformation, while the Blasting Excavation for carrying out next layer is quasi-
It is standby, until completing the construction of precracking depth bounds rock excavation；
One of deep hole presplitting seam blast working, stage excavation, until it is high to be excavated to the design of underground chamber bottom are carried out down again
Journey.
The Deephole pre-splitting blasting is arranged downward vertically along cavern's abutment wall structure lines, longitudinal along cavern's length direction abutment wall
Structure lines arranged for interval, presplit blasting 12~20m of hole depth, pitch-row 0.8m.
Referring to Fig. 1, step 1: beating pre- ceasma in cavern's abutment wall structure lines, hole depth is the H in figure one, implements presplit blasting,
Precracking P is formed, X is cavern's abutment wall structure lines in Fig. 1, and F indicates the quasi- reaction force for excavating rock mass limitation surrouding rock deformation；
Step 2: precracking is formed after a week, the explosion of the rock mass in 1 layer of section in Fig. 1 is carried out.Dotted line indicates thin in Fig. 1
The stratification line of layer heading blast, h indicate the lift height of heading blast；
Step 3: 1 layer of rock mass heading blast can carry out 1 layer of cavern's abutment wall supporting, and carry out 2 simultaneously after completion is slagged tap
The explosion preparation of layer rock mass is recycled the Bottom Altitude for arriving precracking until excavating with this, then carries out second deep layer presplitting
Seam construction, then implement the thin layer heading blast of cavern lower part rock mass.By this circulation, Bottom Altitude is designed until excavating to cavern.
Below by taking the construction of certain sub- rock underground powerhouse project as an example, illustrate the application of the method for the present invention.
Certain big underground chamber of sub- rock diversion system three includes main building, transformer chamber, down stream surge-chamber, and is arranged in parallel, and is hung down
Direct-burried depth 400m~660m, horizontal buried depth 280m~510m.Entire generating system by piloting water underground hole group is distributed mainly on D11-
9. rock stratum belongs to dolomitic limestone, metamorphic limestone, no regional fracture cutting, attrition crushing of the tectonic type to develop along vein
Band, tomography and joint fissure are characterized.Most of cavern is in level of ground water hereinafter, simultaneously, area of cavern deep rock mass preservation
Bedrock Crevice Water has the characteristics that certain pressure-bearing.Show that 1 magnitude of maximum principal stress σ is 21.53MPa according to detecting earth stress achievement
~36.43MPa is High Ground Stress Areas.Main building 219.5m × 29.2m × 68.7m (length × width × height), typically highly to answer
The super-huge cavern underground structure in power area.This technology is applied successfully in monkey rock underground power house in Excavation.
Its Main Construction Technique parameter are as follows: presplit blasting 12~20m of hole depth, pitch-row 0.8m, linear charging density 1000g/m.In precracking
Form the excavation for gradually carrying out intending digging in cavern rock mass again after a week.It excavates and uses thin layer heading blast, with the control of supporting as early as possible
Abutment wall deformation.Certain sub- rock underground power house middle and lower part rock excavation heading blast stage excavation thickness h is 4 meters, pitch-row 1.8m~
2.2m, explosive payload control speed, burden etc. according to concussion of blasting and calculate.Part is effectively released in digging process in advance to enclose
Rock stress is realized and is discharged stage by stage to surrouding rock stress, effectively attenuates surrouding rock stress peak value, controls the change of country rock
Shape amount, avoids the generation of Rock-burst, and rock mass relaxation is destroyed slightly, do not occur collapsing phenomenon, ensure that Underground powerhouse excavation
Construction safety.Underground power house abutment wall flatness and molding effect after the completion of excavation is excellent.
Claims (2)
1. a kind of high-ground stress region underground chamber middle and lower part excavation method, it is characterised in that the following steps are included:
After completing cavern's top layer excavation, layering carries out cavern middle and lower part excavation from up to down；
Before excavation, Deephole pre-splitting blasting is carried out along cavern's abutment wall structure lines first, forms one of deep layer explosion precracking, explosion is pre-
The penetration of fracture is 3~5 times for being layered heading blast thickness；
It is formed after a week in deep layer precracking, divides 3~5 layers of progress thin layer heading blast excavation to precracking depth bounds rock mass,
And complete combined bolting and shotcrete after excavating at every layer as early as possible in time, control abutment wall deformation, while the Blasting Excavation for carrying out next layer prepares,
It constructs to precracking depth bounds rock excavation is completed；
One of deep hole presplitting seam blast working, stage excavation, until being excavated to underground chamber bottom design altitude are carried out down again.
2. high-ground stress region underground chamber middle and lower part excavation method according to claim 1, it is characterised in that: the depth
Hole presplit blasting arranges downward vertically along cavern's abutment wall structure lines, longitudinal along cavern's length direction abutment wall structure lines arranged for interval,
Presplit blasting 12~20m of hole depth, pitch-row 0.8m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810893292.4A CN108999613A (en) | 2018-08-07 | 2018-08-07 | A kind of high-ground stress region underground chamber middle and lower part excavation method |
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| CN201810893292.4A CN108999613A (en) | 2018-08-07 | 2018-08-07 | A kind of high-ground stress region underground chamber middle and lower part excavation method |
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| CN201810893292.4A Pending CN108999613A (en) | 2018-08-07 | 2018-08-07 | A kind of high-ground stress region underground chamber middle and lower part excavation method |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109708545A (en) * | 2019-02-28 | 2019-05-03 | 武汉大学 | A kind of high stress dam foundation blasting digging method |
| CN110107323A (en) * | 2019-05-10 | 2019-08-09 | 中国电建集团华东勘测设计研究院有限公司 | It is a kind of elder generation hole after wall intersect hole excavation supporting construction method |
| CN111236240A (en) * | 2020-01-13 | 2020-06-05 | 中国水利水电第七工程局有限公司 | Narrow rock wall crane beam excavation method |
| CN111521083A (en) * | 2020-05-22 | 2020-08-11 | 中电建十一局工程有限公司 | Deep hole presplitting blasting construction method under complex geological condition |
| CN112065471A (en) * | 2020-08-25 | 2020-12-11 | 中国水利水电第七工程局有限公司 | Excavation construction method for top arch layer of large underground cavern |
| CN114352285A (en) * | 2021-11-30 | 2022-04-15 | 国能包头能源有限责任公司李家壕煤矿 | Construction method of large-section raise construction chamber |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109708545A (en) * | 2019-02-28 | 2019-05-03 | 武汉大学 | A kind of high stress dam foundation blasting digging method |
| CN110107323A (en) * | 2019-05-10 | 2019-08-09 | 中国电建集团华东勘测设计研究院有限公司 | It is a kind of elder generation hole after wall intersect hole excavation supporting construction method |
| CN111236240A (en) * | 2020-01-13 | 2020-06-05 | 中国水利水电第七工程局有限公司 | Narrow rock wall crane beam excavation method |
| CN111521083A (en) * | 2020-05-22 | 2020-08-11 | 中电建十一局工程有限公司 | Deep hole presplitting blasting construction method under complex geological condition |
| CN112065471A (en) * | 2020-08-25 | 2020-12-11 | 中国水利水电第七工程局有限公司 | Excavation construction method for top arch layer of large underground cavern |
| CN114352285A (en) * | 2021-11-30 | 2022-04-15 | 国能包头能源有限责任公司李家壕煤矿 | Construction method of large-section raise construction chamber |
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Application publication date: 20181214 |