CN106499405B - Tunnel lining structure - Google Patents
Tunnel lining structure Download PDFInfo
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- CN106499405B CN106499405B CN201610967813.7A CN201610967813A CN106499405B CN 106499405 B CN106499405 B CN 106499405B CN 201610967813 A CN201610967813 A CN 201610967813A CN 106499405 B CN106499405 B CN 106499405B
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- buffer area
- hole
- relief hole
- lining structure
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- 239000004576 sand Substances 0.000 claims abstract description 57
- 239000011435 rock Substances 0.000 claims abstract description 53
- 238000010276 construction Methods 0.000 claims abstract description 30
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- 238000005520 cutting process Methods 0.000 claims description 7
- 230000000903 blocking effect Effects 0.000 claims description 6
- 239000000725 suspension Substances 0.000 claims description 6
- 238000007569 slipcasting Methods 0.000 claims description 2
- 230000008093 supporting effect Effects 0.000 abstract description 22
- 238000005516 engineering process Methods 0.000 abstract description 2
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- 230000006378 damage Effects 0.000 description 3
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- 238000003491 array Methods 0.000 description 1
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- 238000005345 coagulation Methods 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
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- 230000007774 longterm Effects 0.000 description 1
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- 239000013049 sediment Substances 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
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- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
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Classifications
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- 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
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- 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
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- 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
- E21F15/00—Methods or devices for placing filling-up materials in underground workings
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a kind of tunnel lining structure and tunnel lining structure construction techniques, belong to tunnel support technical field, it is proposed that one kind can discharge country rock large deformation, the novel tunnel lining structure and its construction technology of the timely secondary lining supporting country rock of energy again, the tunnel lining structure, including tunnel, inside lining is internally provided in tunnel, buffer area is formed between the inside lining and the inner wall of tunnel, and under-filled in buffer area has gravelly sand, is located above gravelly sand on the top of buffer area filled with rubble；Perforative injected hole and relief hole are respectively arranged in inside lining, the injected hole is corresponding with the buffer area where rubble, and the relief hole is corresponding with the buffer area where gravelly sand.The present invention can be after moderate finite deformation occurs for country rock by the way that the case where a certain amount of gravelly sand is timely to carry out pressure release, therefore can be adapted for high-ground stress and be likely to occur country rock large deformation is discharged, and inside lining can be effectively protected and be not destroyed.
Description
Technical field
The present invention relates to tunnel support technical field more particularly to a kind of tunnel linings suitable under large ground pressure
Build structure and a kind of tunnel lining structure construction technique.
Background technique
As western hydraulic engineering, hydroelectric project and traffic engineering develop, more and more Tunnel Engineering will be built.In west
Under portion special geology and orographic condition, high-ground stress problem usually annoyings the design and excavation supporting construction of Tunnel Engineering,
And the steady in a long-term of tunnel surrounding may be influenced.Under large ground pressure, there are country rock large deformation and later period to become for tunnel engineering
The case where shape, and existing supporting construction cannot well adapt to the large deformation and later period deformation of country rock.Large ground pressure is normal
Often result in the large deformation of country rock, the definition of country rock large deformation, a kind of method be according to the absolute magnitude and relative magnitude of deformation come
Determine whether that large deformation has occurred, whether has been more than the reserved deformation value of preliminary bracing to determine whether big become according to deformation
Shape；Another method is defined according to the mechanical mechanism of large deformation, by shear stress generate the shear-deformable generation changing of the relative positions of rock mass,
Fracture separation is destroyed, and rock mass generates big extrusion deformation to free face, it is determined that is rock mass large deformation.
Tunnel later period Deformation Reasons include three kinds, one is due to Surrounding Rock Strength stress ratio it is inadequate, country rock is in crustal stress
Under effect, the external force that country rock is born is greater than self-strength, lasting to be squeezed and deformed into hole；Another kind be country rock tomography, crack,
The block that the discontinuities arrays such as joint are formed, further development under external force, block safety margin is inadequate, causes to hole
Interior deformation；The third is that for country rock under the action of underground water, tunnel cross-section is occupied in prolonged expansion deformation.The later period of country rock
Deformation, subsequent construction and normal operation to tunnel bring very big harm, for example, may cause Lining cracks, lining cutting leak,
Even influence tunnel entirety adjoining rock stability, it is necessary to reinforce to former impaired lining cutting, and the rigidity for increasing lining cutting again is strong
Degree.
Currently, existing tunnel lining generally uses bolt-spary supports+lining cutting structural shape.For High Ground Stress Areas tunnel
Support idea be often divided into two kinds, one is to discharge based on country rock large deformation, the second is being to control country rock large deformation as far as possible
It is main:
If to discharge secondary lining supporting not in time after bolt-spary supports in the early stage based on country rock large deformation, appoint country rock after
Continuous deformation, the secondary lining again after surrouding rock deformation is stablized.But this support idea has two: first, if secondary
The overlong time that lining cutting waits then influences successive projects construction, influences the duration；Second, it is secondary if preliminary bracing intensity is inadequate
Liner supporting not in time, may cause wall rock destabilization, influence engineering safety again.
If carrying out secondary lining supporting after bolt-spary supports in time in the early stage to control based on country rock large deformation, press down in time
The continuation large deformation of country rock processed, but when Surrounding Rock Strength stress is relatively low or country rock dilatancy effect is obvious or rainwater expands, two
Secondary liner supporting is unable to the large deformation of suitable for surrounding rock and after-deformation or its supporting intensity are difficult to resist for these reasons
Caused country rock large deformation, therefore the cracking destruction of secondary lining is frequently resulted in, cause lining cutting to be failed.
Therefore, in High Ground Stress Areas, tunnel uses to discharge country rock large deformation or to control the support pattern of country rock large deformation
There is larger drawback.
Summary of the invention
Technical problem solved by the present invention is then being led for the case where there are country rock large deformation under large ground pressure
The problem for causing existing supporting construction that can not be applicable in proposes that one kind can discharge country rock large deformation and in time secondary lining branch
The novel tunnel lining structure and its construction technology of encirclement rock, it can be ensured that Wall Rock of Tunnel stabilization and construction safety accomplish that safety can
It leans on, economical rationality.
The technical solution adopted by the present invention to solve the technical problems is: tunnel lining structure, including tunnel, in tunnel
Portion is provided with inside lining, buffer area is formed between the inside lining and the inner wall of tunnel, and in the under-filled of buffer area
There is gravelly sand, is located above gravelly sand on the top of buffer area filled with gravel；Perforative injected hole is respectively arranged in inside lining
And relief hole, the injected hole is corresponding with the buffer area where gravel, and the relief hole is corresponding with the buffer area where gravelly sand.
Further, being provided with the plug for blocking relief hole in relief hole, the plug can be opened.
Further, the circular in cross-section or ellipse of the tunnel, in a ring, the gravelly sand is filled out for the buffer area
It fills in the lower half annulus of buffer circle, the rubble is filled in the upper half annulus of buffer circle.
Further, the corresponding 120 ° of angle models in top of the upper half annulus of buffer circle are arranged in the injected hole
In enclosing.
Further, the stone sizes are 20mm~40mm, the gravelly sand diameter is 2mm~4mm.
Further, the relief hole is to be arranged diagonally downward from one end filled with gravelly sand to the other end.
Further, further including anchor pole, one end of the anchor pole is deep into inside rock mass, and the other end of anchor pole is from tunnel
Inner wall be pierced by after extend into buffer area or after the other end of anchor pole is pierced by and passes through buffer area from the inner wall of tunnel
It extend into inside lining.
Further, the injected hole has been positioned apart from multiple row, each column injected hole on the axis direction along tunnel
Including multiple injected holes being spaced apart and arranged on the same cross section of tunnel；The relief hole is on the axis direction along tunnel
It has been positioned apart from multiple row, each column relief hole includes at least two relief holes being arranged on the same cross section of tunnel, and
It is located at tunnel two sides in same row relief hole and is respectively arranged at least one relief hole.
In addition the present invention also provides a kind of tunnel lining structure construction techniques, and tunnel described in aforementioned present invention is used to serve as a contrast
Structure is built, is included the following steps:
A: after tunnel excavation, suspension roof support is carried out；
B: inside lining construction is carried out, to form corresponding buffer area；Corresponding injected hole and relief hole are reserved simultaneously；
C: from the axis direction of tunnel, gravelly sand is first filled into buffer area, then fills gravel into buffer area again；
D: it in tunnel excavation engineering latter stage, is in the milk by injected hole into buffer area, to form concrete mixed layer.
Further, being provided with the plug for blocking relief hole in relief hole between step B and step C；?
Between step C and step D, plug is optionally opened.
The beneficial effects of the present invention are: tunnel lining structure of the present invention, can lead to after moderate finite deformation occurs for country rock
It crosses and a certain amount of gravelly sand is discharged, to increase the gap of buffer area, and then can timely carry out pressure release, therefore can be adapted for highland
Stress and the case where be likely to occur country rock large deformation, and inside lining can be effectively protected and be not destroyed；In addition, being sent out in country rock
Raw large deformation and after tending towards stability, can also the further concrete perfusion into buffer area, and then buffer area can be formed one layer it is mixed
Solidifying soil mixed layer, can further improve the supporting intensity to country rock, it is ensured that the stability of tunnel.
Detailed description of the invention
Fig. 1 is the cross-sectional view of tunnel circular in cross-section structure in the present invention；
Fig. 2 is the enlarged diagram of regional area A in Fig. 1；
Fig. 3 is the cross-sectional view of section B-B in Fig. 1；
Fig. 4 is the schematic diagram in tunnel lining structure construction technique process of the present invention after step A；
Fig. 5 is the schematic diagram in tunnel lining structure construction technique process of the present invention after step B；
Fig. 6 is the schematic diagram in tunnel lining structure construction technique process of the present invention after step C；
Fig. 7 is the schematic diagram in tunnel lining structure construction technique process of the present invention after D step；
In the figure, it is marked as tunnel 1, inside lining 2, buffer area 3, gravelly sand 4, gravel 5, injected hole 6, relief hole 7, plug 8, anchor
Bar 9, concrete mixed layer 10, angle theta.
Specific embodiment
The present invention is further described with reference to the accompanying drawings and detailed description.
Tunnel lining structure of the present invention, including tunnel 1 are internally provided with inside lining 2, the liner in tunnel 1
It builds and forms buffer area 3 between 2 and the inner wall of tunnel, and have gravelly sand 4 in the under-filled of buffer area 3, in the upper of buffer area 3
Portion is located above gravelly sand 4 filled with gravel 5；Perforative injected hole 6 and relief hole 7, the note are respectively arranged in inside lining 2
Slurry hole 6 is corresponding with the buffer area where gravel, and the relief hole 7 is corresponding with the buffer area where gravelly sand 4.
Wherein, the so-called gravelly sand 4 for being filled in 3 lower part of buffer area, refers to the relatively small fine rock material of partial size, specific gravel
The particle size of sand 41, which should meet, to be easier discharged from relief hole 7；And above-mentioned gravel 5, the then grain referred to
The relatively large rubble material of diameter is mainly used for providing support force in buffer area 3, is tunnel to pass through gravel 5 by inside lining 2
Inner wall provides certain support force；Certainly, 5 one side of gravel should meet convenient for being packed into buffer area 3, on the other hand also
Should meet can not be discharged from relief hole 7 and from injected hole 6, i.e., the partial size of gravel 7 should be greater than relief hole 7 and slip casting
The aperture in hole 6.In addition, after filling gravel 5, it is irregular since 5 volume of gravel is larger, and usually, therefore between gravel 5
It also will form biggish gap, this is also more conducive to the later period by the concrete perfusion into buffer area 3 of injected hole 6, so that concrete
It is sufficiently mixed with gravel 5 and forms the relatively high and stable concrete mixed layer 10 of structural strength；Certainly, the concrete of perfusion can also
It is flowed into the buffer area of lower section filling gravelly sand, forms coagulation in corresponding buffer area with after the mixing solidification of corresponding gravelly sand 4
Native mixed layer 10.
For the particle size of above-mentioned gravelly sand 4 and gravel 5, there is no stringent limitations in the present invention, if its meet with it is corresponding
6 equal aperture size of relief hole 7 and injected hole related request.In general, when relief hole 7 and injected hole 6
When aperture is set as a certain particular value D: the partial size of gravelly sand 4 should at least be less than D, and preferably it is lower than 0.1D's under normal circumstances
Value；And the partial size of corresponding gravel 5 generally needs be only greater than D value.Under normal circumstances, the diameter that the rubble 5 is arranged is
The diameter of 20mm~40mm, the gravelly sand 4 are 2mm~4mm, can be met the requirements.
Tunnel lining structure of the present invention, after country rock deforms, it will buffer area 3 is squeezed, so that slow
The space for rushing area 3 becomes smaller, and the gravelly sand 4 being now placed in buffer area will be partially discharged due to being squeezed by relief hole 7, directly
Reach balance again to the stress condition in buffer area 3.In view of the process of above-mentioned discharge gravelly sand is passive progress, because of relief hole
7 are not blocked, therefore general only when 3 inner space of buffer area deforms, and can just be automatically drained out gravelly sand, and it is arranged
The amount of gravelly sand is difficult to control out；Therefore, it in order to realize the control gravelly sand 4 of the active discharge rate out of relief hole 7, can further let out
The plug 8 for blocking relief hole 7 is provided in pressure hole 7, the plug 8 can be opened.In this way, needing discharge part gravelly sand
When, it is only necessary to corresponding plug 8 is opened, and can be as needed, will opened at any time and after a certain amount of gravelly sand of having released,
Again relief hole 7 is blocked by plug 8, is released excessive to avoid gravelly sand and causes the supporting power mistake to tunnel inner wall
Low situation occurs.
Tunnel lining structure in aforementioned present invention is theoretically applicable to the tunnel of various shape structure, general feelings
The circular in cross-section or ellipse of tunnel 1 are set under condition, are wherein the cross section of setting tunnel 1 shown in attached drawing 1 in circle
The case where shape, corresponding inside lining 2 and buffer area 3 are also provided with and circularize, and gravelly sand 4 can be filled in buffer circle 3 at this time
In lower half annulus, while gravel 5 being filled in the upper half annulus of buffer circle 3；Certainly, gravelly sand can also be filled in lower
In partial buffer area 3, as long as guaranteeing that the gravelly sand of corresponding amount can be discharged in relief hole 7 accordingly.More specifically, referring to attached
Shown in Fig. 1, generally injected hole 6 is arranged within the scope of the corresponding angle theta in top of the upper half annulus of buffer circle 3, leads to
The normal angle theta is 120 ° desirable；And for relief hole 7, the two sides of tunnel are generally disposed at, and be located at gravelly sand 4 and gravel 5
At a certain distance from below contact surface, to guarantee there are enough gravelly sands 4 that can be discharged above relief hole 7, sent out with meeting in country rock
Enough pressure release effects are played when raw moderate finite deformation.It certainly, can also be in the case where the circular in cross-section of above-mentioned tunnel 1
The lowest part of inside lining 2 is arranged a relief hole 7, and the purpose being arranged in this way is that can be realized by the relief hole 7 will be in buffer area 3
The gravelly sand 4 in portion is completely exhausted out；Gravelly sand 4 can largely or even all be arranged by the pressure of concrete in subsequent concrete perfusion
Out, thus by the concrete mixed layer 10 formed completely by concrete and gravel 5 in buffer area 3 is made, so as to improve the layer
Structural strength.
In addition, the gravelly sand 4 of filling can smoothly be discharged for the ease of relief hole 7, referring to shown in attached drawing 2, preferably by institute
Stating relief hole 7 is to be arranged diagonally downward from one end filled with gravelly sand 4 to the other end；As long as gravelly sand enters relief hole 7 in this way
After interior, it will be discharged along the relief hole 7 being arranged diagonally downward, avoid the case where gravelly sand blocks in relief hole 7.
Certainly, without loss of generality, the tunnel lining structure in the present invention may also set up 9 supporting construction of anchor pole, anchor pole 9
Set-up mode can be existing conventional arrangement mode, such as can refer to shown in attached drawing 1, according to the tunnel of different structure, accordingly
Interval more anchor poles 9 are set.In view of being provided with 2 structure of buffer area 3 and inside lining in the present invention；Therefore work as the one of anchor pole 9
After end is deep into rock mass inside, the other end of anchor pole 9 is extend into buffer area 3 after being pierced by from the inner wall of tunnel or anchor
The other end of bar 9 is pierced by from the inner wall of tunnel and extend into inside lining 2 after passing through buffer area 3；It is wherein shown in the drawings
It is the situation that anchor pole 9 is extend into buffer area 3.
In addition, on the axis direction along tunnel, the injected hole 6 has been positioned apart from more referring to shown in attached drawing 3
Column, each column injected hole includes multiple injected holes 6 being spaced apart and arranged on the same cross section of tunnel, and the relief hole 7 can also
Multiple row is positioned apart from the axis direction along tunnel, the same of tunnel is arranged in including at least two in each column relief hole 7
Relief hole 7 on cross section, and be located at tunnel two sides in same row relief hole and be respectively arranged at least one relief hole 7；
Why in the two sides of tunnel at least one relief hole 7 is respectively arranged with, purpose is primarily to convenient for being smoothly discharged gravel
Sand.As for specific relief hole 7 and quantity, the spacing of injected hole 6 etc., can according to the actual situation depending on.
In addition, the present invention also provides a kind of tunnel lining structure construction technique, referring to shown in attached drawing 4 to attached drawing 7, with tunnel
In case where the circular in cross-section in hole 1, the tunnel lining structure construction technique is by using described in aforementioned present invention
Tunnel lining structure, includes the following steps:
A: after the excavation of tunnel 1, suspension roof support is carried out；After the completion of the step is situation shown in attached drawing 4；
B: it carries out inside lining 2 and constructs, to form corresponding buffer area 3；Corresponding injected hole 6 and relief hole 7 are reserved simultaneously；
After the completion of the step is situation shown in attached drawing 5；
C: from the axis direction of tunnel 1, gravelly sand 4 is first filled into buffer area 3, then fills gravel into buffer area 3 again；
After the completion of the step is situation shown in attached drawing 6；
D: it in tunnel excavation engineering latter stage, is in the milk by injected hole 6 into buffer area 3, to form concrete mixed layer 10；
After the completion of the step is situation shown in attached drawing 7.
Wherein the construction of suspension roof support can be same as the prior art, both after tunnel excavation, timely carries out bolt-spary supports,
Anchor pole 9 is such as set, the constructions such as plain pneumatically placed concrete are carried out；The purpose for carrying out suspension roof support, mainly plays preliminary bracing to country rock,
To play supporting effect to country rock in time, and certain safety guarantee is provided for subsequent construction.After suspension roof support, build in time
Inside lining 2 is built, timely secondary lining supporting is played by inside lining 2；Certainly, secondary lining supporting needs the supporting power of country rock
Supporting effect can be just played after filling corresponding gravelly sand 4 and gravel 5 into buffer area 3.In populated corresponding gravelly sand 4 and gravel
After stone 5, the supporting of entire tunnel is then the combination supporting form of anchor pole 9 and inside lining 3；Preferable branch can be provided at this time
Effect is protected, can proceed with subsequent construction later.With the increase of support time, country rock is likely to occur certain deformation even
Moderate finite deformation, if be provided with plug 8 to be blocked relief hole 7, the stress of buffer area 3 and inside lining 2 will be with
The deformation of country rock and increase, in order to avoid causing the destruction to inside lining 2, can at interval of a period of time, such as in each interval of one day into
The corresponding observation of row, while the plug 8 appropriate for opening relief hole 7 is according to the actual situation with discharge part gravelly sand, to reach drop
The purpose of 2 stress of low-buffer area and inside lining.Certainly, if in observation, confirmation surrouding rock deformation is smaller or buffer area 3 with
And inside lining 2 stress it is lower when, then can be it is not necessary that gravelly sand be discharged.
In addition, without loss of generality, tunnel lining structure construction technique of the present invention is generally during actual construction
Anchor pole branch is carried out to the section in time both after every tunnel for excavating certain distance in interim piecewise carry out tunnel drivage excavation
Shield and masonry inside lining 2；Therefore on the axis direction from tunnel, buffer area 3 will be open state, can pass through the opening in this way
The corresponding gravelly sand 4 of filling and gravel 5 in lateral cushioning area 3；Certainly for the filling of gravelly sand 4 and gravel 5, liner can also built
Build the progress of 2 whiles.Finally, the two sides that be located at buffer area 3 on canal axes direction can be sealed after the completion of tunnel excavation
It is stifled.
Finally, being in the milk in entire tunnel excavation engineering latter stage, then by injected hole 6 into buffer area 3, to form concrete
Mixed layer 10；Concrete mixed layer 10 can then cooperate inside lining 3 to form the higher supporting construction of intensity at this time, it can be ensured that tunnel
Supporting it is more firm.Wherein, so-called tunnel excavation engineering latter stage, usually at the end of the construction time of entire tunnel is basic,
Because tunnel excavation has been completed at this time, thus it is smaller to the disturbance of Rock Mass, and since country rock also has already passed through long enough
The deformation of time, therefore it is comparatively stable, later again there is a situation where larger surrouding rock deformation is smaller, therefore can be to buffering
Area 3 is consolidated, and also can further improve supporting intensity to country rock by forming corresponding concrete mixed layer 10.
Certainly, between step B and step C, when being provided with the plug 8 for blocking relief hole 7 in relief hole 7；
Between step C and step D, plug 8 is optionally opened, it can be according to the actual situation, it is determined whether open corresponding stifled
First 7 to carry out sediment outflow.
In addition, in step D, when the concrete perfusion into buffer area 3, the plug 8 in all relief holes 7 can be opened,
At this point, the part gravelly sand that can be discharged accordingly can be discharged, by the pressure of concrete perfusion by concrete and gravel
The 5 corresponding gaps of filling；So as to improve the structural strength of concrete mixed layer 10.
Claims (10)
1. tunnel lining structure, including tunnel (1) are internally provided with inside lining (2) in tunnel (1), it is characterised in that: in described
Buffer area (3) are formed between lining cutting (2) and the inner wall of tunnel, and there are gravelly sand (4) in the under-filled of buffer area (3),
The top of buffer area (3) is located above gravelly sand (4) filled with rubble (5)；Perforative slip casting is respectively arranged on inside lining (2)
Hole (6) and relief hole (7), the injected hole (6) is corresponding with the buffer area where rubble, the relief hole (7) and gravelly sand (4) institute
Buffer area it is corresponding.
2. tunnel lining structure as described in claim 1, it is characterised in that: be provided in relief hole (7) and let out for blocking
The plug (8) of hole (7) is pressed, the plug (8) can open.
3. tunnel lining structure as described in claim 1, it is characterised in that: the circular in cross-section or ellipse of the tunnel (1)
Circle, in a ring, the gravelly sand (4) is filled in the lower half annulus of buffer circle (3) buffer area (3), the rubble
(5) it is filled in the upper half annulus of buffer circle (3).
4. tunnel lining structure as claimed in claim 3, it is characterised in that: the injected hole (6) is arranged in buffer circle
(3) in the corresponding 120 ° of angular ranges in the top of upper half annulus.
5. tunnel lining structure as described in claim 1, it is characterised in that: rubble (5) diameter is 20mm~40mm, institute
Stating gravelly sand (4) diameter is 2mm~4mm.
6. tunnel lining structure as described in claim 1, it is characterised in that: the relief hole (7) is from filled with gravelly sand (4)
One end is to be arranged diagonally downward to the other end.
7. tunnel lining structure as described in claim 1, it is characterised in that: it further include anchor pole (9), the one of the anchor pole (9)
End is deep into inside rock mass, and the other end of anchor pole (9) is extend into buffer area (3) after being pierced by from the inner wall of tunnel or anchor pole
(9) the other end is pierced by and passes through from the inner wall of tunnel and extend into after buffer area (3) in inside lining (2).
8. tunnel lining structure as claimed in any of claims 1 to 7 in one of claims, it is characterised in that: the injected hole (6) is on edge
Multiple row it has been positioned apart from the axis direction of tunnel, each column injected hole includes multiple being spaced apart and arranged in the same transversal of tunnel
Injected hole (6) on face；The relief hole (7) has been positioned apart from multiple row, each column relief hole on the axis direction along tunnel
(7) include at least two relief holes (7) being arranged on the same cross section of tunnel, and be located at tunnel in same row relief hole
Hole two sides are respectively arranged at least one relief hole (7).
9. tunnel lining structure construction technique, using tunnel lining structure described in any one of the claims 1 to 8,
It is characterized by comprising following steps:
A: after tunnel (1) is excavated, suspension roof support is carried out；
B: inside lining (2) construction is carried out, to form corresponding buffer area (3)；Corresponding injected hole (6) and relief hole are reserved simultaneously
(7)；
C: the axis direction from tunnel (1) first fills gravelly sand (4) into buffer area (3), then the filling into buffer area (3) again
Rubble；
D: in tunnel excavation engineering latter stage, the grouting into buffer area (3) by injected hole (6), to form concrete mixed layer
(10)。
10. tunnel lining structure construction technique as claimed in claim 9, it is characterised in that: between step B and step C,
The plug (8) for blocking relief hole (7) is provided in relief hole (7)；Between step C and step D, optionally open
Plug (8).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610967813.7A CN106499405B (en) | 2016-11-02 | 2016-11-02 | Tunnel lining structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610967813.7A CN106499405B (en) | 2016-11-02 | 2016-11-02 | Tunnel lining structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106499405A CN106499405A (en) | 2017-03-15 |
| CN106499405B true CN106499405B (en) | 2019-02-19 |
Family
ID=58322751
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610967813.7A Active CN106499405B (en) | 2016-11-02 | 2016-11-02 | Tunnel lining structure |
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| CN107387095B (en) * | 2017-09-20 | 2023-11-24 | 中铁十四局集团有限公司 | Construction method of tunnel lining back cavity and composite lining structure after construction |
| CN108590711B (en) * | 2018-06-25 | 2024-04-30 | 中国电建集团中南勘测设计研究院有限公司 | Lining structure of tunnel rock explosion section |
| CN110307003B (en) * | 2019-08-12 | 2024-04-12 | 中铁二院工程集团有限责任公司 | Pressure relief pilot tunnel suitable for preventing tunnel bottom from deforming and construction method thereof |
| CN110645012A (en) * | 2019-11-11 | 2020-01-03 | 中铁工程装备集团有限公司 | Tunnel segment capable of deforming and releasing energy and using method thereof |
| CN111779498A (en) * | 2020-06-29 | 2020-10-16 | 中铁第一勘察设计院集团有限公司 | Tunnel structure |
| CN111779500A (en) * | 2020-06-29 | 2020-10-16 | 中铁第一勘察设计院集团有限公司 | Method for constructing tunnel structure |
| CN112177632B (en) * | 2020-09-27 | 2022-06-21 | 三峡大学 | Device and method for directly applying secondary lining support to tunnel |
| CN114575883B (en) * | 2022-01-04 | 2023-10-31 | 中交(南京)建设有限公司 | Decompression guide grouting method suitable for airtight stratum |
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