CN108590711A - A kind of liner structure of tunnel rock burst hole section - Google Patents
A kind of liner structure of tunnel rock burst hole section Download PDFInfo
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- CN108590711A CN108590711A CN201810658350.5A CN201810658350A CN108590711A CN 108590711 A CN108590711 A CN 108590711A CN 201810658350 A CN201810658350 A CN 201810658350A CN 108590711 A CN108590711 A CN 108590711A
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- rock burst
- hole section
- rock
- reinforced concrete
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- 239000011435 rock Substances 0.000 title claims abstract description 86
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 27
- 239000011440 grout Substances 0.000 claims abstract description 11
- 230000005641 tunneling Effects 0.000 claims abstract description 8
- 238000005520 cutting process Methods 0.000 claims abstract description 6
- 229910000831 Steel Inorganic materials 0.000 claims description 8
- 239000010959 steel Substances 0.000 claims description 8
- 239000004567 concrete Substances 0.000 claims description 5
- 239000000463 material Substances 0.000 claims description 5
- 230000003014 reinforcing effect Effects 0.000 claims description 5
- 229920002635 polyurethane Polymers 0.000 claims description 4
- 239000004814 polyurethane Substances 0.000 claims description 4
- 239000007799 cork Substances 0.000 claims description 3
- 241001640558 Cotoneaster horizontalis Species 0.000 claims description 2
- 210000000003 hoof Anatomy 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 11
- 230000002265 prevention Effects 0.000 abstract description 4
- 230000000694 effects Effects 0.000 abstract description 3
- 230000007774 longterm Effects 0.000 abstract description 3
- 238000005336 cracking Methods 0.000 abstract description 2
- 230000006378 damage Effects 0.000 abstract description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 4
- 238000009434 installation Methods 0.000 description 2
- 239000011378 shotcrete Substances 0.000 description 2
- 238000009825 accumulation Methods 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000004880 explosion Methods 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 230000002401 inhibitory effect Effects 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 230000035772 mutation Effects 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 239000002023 wood Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F16/00—Drainage
- E21F16/02—Drainage of tunnels
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a kind of liner structures of tunnel rock burst hole section, include around the preliminary bracing layer of rock burst hole section inner wall setting, around the reinforced concrete lining layer layer of preliminary bracing layer inner wall setting, the grout hole that preliminary bracing layer is penetrated from reinforced concrete lining layer layer is disposed with along rock burst hole section tunneling boring, it is formed with concretion marginsing rock layer along grout hole grouting, concretion marginsing rock layer is penetrated from reinforced concrete lining layer layer and is equipped with stress relief hole, and elastic insert is equipped between reinforced concrete lining layer layer and preliminary bracing layer.The present invention, which is formed by overall flexibility supporting construction, improves surrouding rock deformation constraints, both had and actively weaken rock burst intensity, have the function of passively undertaking rock burst force model load and rock pressure again, it can avoid the cracking destruction that later stage rock burst causes Wall Rock of Tunnel unstability and lining cutting, with preferable later stage rock-burst prevention effect, it is ensured that tunnel long-term safety is run.
Description
Technical field
The invention belongs to hydroelectric project fields, and in particular to a kind of liner structure of tunnel rock burst hole section.
Background technology
With the continuous development of hydroelectric project and underground engineering, tunnel construction is towards large span, the direction of great burying
Development, especially in the deep-lying tunnel of high-mountain gorge areas, geological structure is complicated, and crustal stress level is higher, High-geotemperature, water burst
The risk of equal geological disasters further increases, wherein especially prominent with rock burst hazard.It is hard that rock burst generally refers to great burying tunnel
Country rock is discharged by crustal stress and excavation disturbance is influenced and generates stresses re-distribution, radial constraint removal, and tangential stress is rapid
So increase, the elastic strain energy of internal reservoir drastically discharges, and generates explosion and loosens, peels off, launching phenomenon, in the construction process rock
Quick-fried generation it is difficult to predict.Rock burst typically occurs in face and neighbouring country rock, seriously threatens operating personnel and construction equipment
Safety restricts construction speed, and rock burst is global underground engineering problem.
Currently used rock-burst prevention measure includes active measures and passive measure.Active measures include advanced hole, stress
Release aperture, spray high pressure water, empty eye water filling etc.；Passive protecting measure has gunite concrete, sets prestressed anchor and installation grid
Steel arch-shelf.In conjunction with tunnel functional requirement, the secondary lining of tunnel is carried out again after using the passive protecting measure when necessary, reduce
The harm of rock burst and risk, but still there are following defects：
1., disaster loss grade higher rock burst larger for crustal stress, secondary lining bearing capacity is limited, can not directly take on.
2. feelings smaller for construction period crustal stress releasing ratio, that crustal stress will further discharge during tunnel is run
Condition, during operation can gradually apply lining cutting crustal stress load, and when local stress load magnitude is larger, secondary lining carrying
Ability is limited, can not directly take on, and there are the risks that liner structure destroys.
3., can be larger to surrouding rock deformation constraint because structural member rigidity is relatively large in traditional structure, rock can be improved instead
The magnitude of energy accumulation before death is broken out, rock burst degree is aggravated.
Therefore, currently used tunnel rock-burst prevention measure scheme is transported for a long time without thoroughly solving high stress rock burst tunnel
Capable structure safety problem.
Invention content
In view of the above-mentioned problems, the present invention is intended to provide a kind of generation effectively inhibiting rock burst, improves surrouding rock deformation about
Beam condition ensures the liner structure of the tunnel rock burst hole section of tunnel long-term safety operation.
The technical solution that the present invention solves the problems, such as is：A kind of liner structure of tunnel rock burst hole section, including around rock burst hole
The preliminary bracing layer of section inner wall setting, the reinforced concrete lining layer layer being arranged around preliminary bracing layer inner wall are complete along rock burst hole section
Section is disposed with the grout hole that preliminary bracing layer is penetrated from reinforced concrete lining layer layer, and concretion marginsing rock is formed with along grout hole grouting
Layer penetrates concretion marginsing rock layer from reinforced concrete lining layer layer and is equipped with stress relief hole, in reinforced concrete lining layer layer and initial stage branch
Elastic insert is equipped between sheath.
Due to the setting of elastic insert so that whole liner structure has larger yield characteristic, can absorb larger
Kinetic energy, especially so that the crown region with high-ground stress is provided with certain deformability, rigidity becomes without mutation in ladder
Change.Elastic insert combination stress relief hole actively provides the deformation space of different directions to rock mass, and the high stress for keeping it internal obtains
To effective release, to weaken rock burst degree.
Preliminary bracing layer, elastic insert, reinforced concrete lining layer layer, triplicity can absorb country rock as flexible support
Portion of energy, reduces the movement tendency of sillar, and country rock is made to be in three-dimensional stress state, reduces the danger of rockburst risk and rock burst
Evil.
Further, the elastic insert is set to crown region.Since high-ground stress concentration zones are distributed mainly on crown
Region, therefore the elastic insert for being capable of providing flexible support is mainly set to the region.
Preferably, the elastic insert is distributed in crown central angle θ and is（0 °, 180 °）Crown region in.
It is furthermore preferred that the elastic insert is distributed in crown central angle θ is（0 °, 120 °）Crown region in.
Further, on section, elastic insert is continuously arranged around crown region or arranged for interval；Along rock burst hole section axis
Line direction, elastic insert are continuously arranged or intermittently-arranged.
Specifically, the elastic insert material is polyurethane cork.
Preferably, the stress relief hole is set to crown central angle θ and is（0 °, 180 °）Crown region in, Huo Zheding
Encircleing central angle θ is（0 °, 120 °）Crown region in.
Further, the region that the distributed areas of the stress relief hole are overlapped with elastic insert distributed areas, stress are released
Discharge hole density of setting is big；The distributed areas of stress relief hole and the misaligned region in elastic insert distributed areas, stress relief hole
Density of setting is small.
Further, it penetrates preliminary bracing layer from reinforced concrete lining layer layer and is equipped with osculum, the osculum is around steel
Reinforced concrete lining cutting layer inner wall tunneling boring is arranged.
Osculum has both the function of certain stress relief hole, and osculum is connected to stress relief hole, and the infiltration of pressure water is enclosed
Rock gap changes the clear-cut characteristic of rock, discharges part stress.
Specifically, the preliminary bracing layer includes the linked network reinforcing bar being arranged along rock burst hole section inner wall, breaks entirely along rock burst hole section
The prestressed anchor of face arrangement surround concrete layer and surround rock burst hole section inner wall setting that rock burst hole section inner wall sprays
Shape of a hoof grid steel arch-shelf.
The way of preliminary bracing layer is identical as the supporting construction of the prior art.
The present invention remarkable result be：During tunnel is run, elastic insert and the participation of reinforced concrete lining layer layer undertake portion
Divide crustal stress released load, reinforced concrete lining layer layer, osculum, stress relief hole etc. inhibit the development of rock burst.It is formed
Overall flexibility supporting construction improve surrouding rock deformation constraints, not only have and actively weaken rock burst intensity, but also with driven bearing
The effect of rock burst force model load and rock pressure is carried on a shoulder pole, later stage rock burst is can avoid and causes Wall Rock of Tunnel unstability and the cracking of lining cutting broken
It is bad, there is preferable later stage rock-burst prevention effect, it is ensured that tunnel long-term safety is run.
Description of the drawings
The invention will be further described below in conjunction with the accompanying drawings.
Fig. 1 is liner structure sectional schematic diagram of the present invention.
In figure：1- rock burst hole sections, 2- massifs, 3- high-ground stress concentration zones, 4- concretion marginsing rock layers, 5- grout holes, 6- stress
Release aperture, 7- osculums, 8- preliminary bracing layers, 9- elastic inserts, 10- reinforced concrete lining layer layers.
Specific implementation mode
As shown in Figure 1, a kind of liner structure of tunnel rock burst hole section, includes the initial stage around rock burst hole section 1 inner wall setting
Branch sheath 8, the reinforced concrete lining layer layer 10 being arranged around 8 inner wall of preliminary bracing layer.
The preliminary bracing layer 8 includes the linked network reinforcing bar being arranged along 1 inner wall of rock burst hole section, along 1 tunneling boring cloth of rock burst hole section
Prestressed anchor, the concrete layer around rock burst hole section 1 inner wall injection and the horse around rock burst hole section 1 inner wall setting set
Ungulate grid steel arch-shelf.
The grout hole 5 that preliminary bracing layer 8 is penetrated from reinforced concrete lining layer layer 10 is disposed with along 1 tunneling boring of rock burst hole section.
It is formed with concretion marginsing rock layer 4 along the grouting of grout hole 5.
Concretion marginsing rock layer 4, which is penetrated, from reinforced concrete lining layer layer 10 is equipped with stress relief hole 6.The stress relief hole 6 is set
Being placed in crown central angle θ is（0 °, 180 °）Crown region in or crown central angle θ be（0 °, 120 °] crown region
It is interior.
Elastic insert 9 is equipped between reinforced concrete lining layer layer 10 and preliminary bracing layer 8.9 material of the elastic insert
For polyurethane cork.The elasticity modulus of flexible polyurethane wood material is 2.0MPa or so.On section, elastic insert 9 is around crown
Region is continuously arranged or arranged for interval.Along 1 axis direction of rock burst hole section, the continuous arrangement or intermittently-arranged of elastic insert 9.
Since high-ground stress concentration zones 3 are distributed mainly on crown region, the elastic insert 9 is distributed in the crown center of circle
Angle θ is（0 °, 180 °）Crown region in.It is furthermore preferred that the elastic insert 9 is distributed in crown central angle θ is（0 °, 120 °]
Crown region in.The region that the distributed areas of the stress relief hole 6 are overlapped with 9 distributed areas of elastic insert, stress release
6 density of setting of hole is big.The distributed areas of stress relief hole 6 and the misaligned region in 9 distributed areas of elastic insert, stress relief hole
6 density of setting are small.
Preliminary bracing layer 8, which is penetrated, from reinforced concrete lining layer layer 10 is equipped with osculum 7.The osculum 7 is mixed around reinforcing bar
10 inner wall tunneling boring arrangement of solidifying soil lining cutting layer.
When construction, underground chamber is excavated in massif 2, preliminary bracing is carried out after encountering rock burst hole section 1, using including setting
Linked network reinforcing bar, gunite concrete set the measures such as prestressed anchor and installation grid steel frame, form preliminary bracing layer 8.Then into
Row elastic insert 9 positions and constructs and the construction of reinforced concrete lining layer layer 10, while the positioning needs of pre-buried grout hole 5
Pvc pipe（Or steel pipe）, the pvc pipe that the positioning of pre-buried stress relief hole 6 needs, the pvc pipe that the positioning of pre-buried osculum 7 needs, this
Several pipes need to penetrate reinforced concrete lining layer layer 10.5 cleaning bottom of hole post-grouting of grout hole is constructed, and consolidation grouting intensity reaches requirement
Concretion marginsing rock layer 4 is formed afterwards.The finally rock mass internal drilling construction at the osculum of pre-determined bit 7,6 position of stress relief hole.
Claims (10)
1. a kind of liner structure of tunnel rock burst hole section, it is characterised in that：Including around rock burst hole section（1）The initial stage of inner wall setting
Branch sheath（8）, around preliminary bracing layer（8）The reinforced concrete lining layer layer of inner wall setting（10）, along rock burst hole section（1）Tunneling boring
It is disposed with from reinforced concrete lining layer layer（10）Penetrate preliminary bracing layer（8）Grout hole（5）, along grout hole（5）Grouting is formed
There is concretion marginsing rock layer（4）, from reinforced concrete lining layer layer（10）Penetrate concretion marginsing rock layer（4）Equipped with stress relief hole（6）, in steel
Reinforced concrete lining cutting layer（10）With preliminary bracing layer（8）Between be equipped with elastic insert（9）.
2. the liner structure of tunnel rock burst hole section according to claim 1, it is characterised in that：The elastic insert（9）If
It is placed in crown region.
3. the liner structure of tunnel rock burst hole section according to claim 2, it is characterised in that：The elastic insert（9）Point
Being distributed in crown central angle θ is（0 °, 180 °）Crown region in.
4. the liner structure of tunnel rock burst hole section according to claim 3, it is characterised in that：The elastic insert（9）Point
Being distributed in crown central angle θ is（0 °, 120 °）Crown region in.
5. according to the liner structure of claim 1-4 any one of them tunnel rock burst hole sections, it is characterised in that：On section,
Elastic insert（9）Around the continuous arrangement in crown region or arranged for interval；Along rock burst hole section（1）Axis direction, elastic insert（9）Even
Continuous arrangement or intermittently-arranged.
6. the liner structure of tunnel rock burst hole section according to claim 5, it is characterised in that：The elastic insert（9）Material
Material is polyurethane cork.
7. according to the liner structure of claim 1-4 any one of them tunnel rock burst hole sections, it is characterised in that：The stress is released
Discharge hole（6）Being set to crown central angle θ is（0 °, 180 °）Crown region in or crown central angle θ be（0 °, 120 °）'s
In crown region.
8. the liner structure of tunnel rock burst hole section according to claim 7, it is characterised in that：The stress relief hole（6）
Distributed areas and elastic insert（9）The region that distributed areas overlap, stress relief hole（6）Density of setting is big；Stress relief hole
（6）Distributed areas and elastic insert（9）The misaligned region in distributed areas, stress relief hole（6）Density of setting is small.
9. the liner structure of tunnel rock burst hole section according to claim 1, it is characterised in that：From reinforced concrete lining layer layer
（10）Penetrate preliminary bracing layer（8）Equipped with osculum（7）, the osculum（7）Around reinforced concrete lining layer layer（10）Inner wall
Tunneling boring is arranged.
10. the liner structure of tunnel rock burst hole section according to claim 1, it is characterised in that：The preliminary bracing layer（8）
Including along rock burst hole section（1）Inner wall setting linked network reinforcing bar, along rock burst hole section（1）The prestressed anchor of tunneling boring arrangement is surround
Rock burst hole section（1）The concrete layer and surround rock burst hole section that inner wall sprays（1）The shape of a hoof grid steel arch-shelf of inner wall setting.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810658350.5A CN108590711B (en) | 2018-06-25 | 2018-06-25 | Lining structure of tunnel rock explosion section |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810658350.5A CN108590711B (en) | 2018-06-25 | 2018-06-25 | Lining structure of tunnel rock explosion section |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108590711A true CN108590711A (en) | 2018-09-28 |
| CN108590711B CN108590711B (en) | 2024-04-30 |
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| CN201810658350.5A Active CN108590711B (en) | 2018-06-25 | 2018-06-25 | Lining structure of tunnel rock explosion section |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109973115A (en) * | 2019-04-04 | 2019-07-05 | 中国十七冶集团有限公司 | A kind of construction method of karst area tunnel vault draining |
| CN110118102A (en) * | 2019-05-05 | 2019-08-13 | 陕西理工大学 | A kind of device and method of deformation of tunnel monitoring and supporting |
| CN110130929A (en) * | 2019-06-14 | 2019-08-16 | 贵州省水利水电勘测设计研究院 | A kind of protective device of rock burst geology hole section safe construction |
| CN111119948A (en) * | 2019-11-26 | 2020-05-08 | 中铁第一勘察设计院集团有限公司 | Rock burst prevention supporting structure of high-ground-stress hard rock tunnel and construction method of rock burst prevention supporting structure |
| CN111764940A (en) * | 2020-07-03 | 2020-10-13 | 浙江省衢州市交通建设集团有限公司 | Double-layer primary supporting structure of weak surrounding rock tunnel and construction method thereof |
| CN113360994A (en) * | 2021-06-30 | 2021-09-07 | 中铁二院工程集团有限责任公司 | Checking calculation method for extruded deformation tunnel supporting structure |
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| CN109973115A (en) * | 2019-04-04 | 2019-07-05 | 中国十七冶集团有限公司 | A kind of construction method of karst area tunnel vault draining |
| CN109973115B (en) * | 2019-04-04 | 2020-06-05 | 中国十七冶集团有限公司 | Construction method for drainage of vault of tunnel in karst area |
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| CN110130929A (en) * | 2019-06-14 | 2019-08-16 | 贵州省水利水电勘测设计研究院 | A kind of protective device of rock burst geology hole section safe construction |
| CN111119948A (en) * | 2019-11-26 | 2020-05-08 | 中铁第一勘察设计院集团有限公司 | Rock burst prevention supporting structure of high-ground-stress hard rock tunnel and construction method of rock burst prevention supporting structure |
| CN111764940A (en) * | 2020-07-03 | 2020-10-13 | 浙江省衢州市交通建设集团有限公司 | Double-layer primary supporting structure of weak surrounding rock tunnel and construction method thereof |
| CN113360994A (en) * | 2021-06-30 | 2021-09-07 | 中铁二院工程集团有限责任公司 | Checking calculation method for extruded deformation tunnel supporting structure |
| CN113360994B (en) * | 2021-06-30 | 2022-07-22 | 中铁二院工程集团有限责任公司 | Checking calculation method for extruded deformation tunnel supporting structure |
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