CN109538236A - A kind of tunnel structure and tunnel construction method - Google Patents
A kind of tunnel structure and tunnel construction method Download PDFInfo
- Publication number
- CN109538236A CN109538236A CN201811492023.3A CN201811492023A CN109538236A CN 109538236 A CN109538236 A CN 109538236A CN 201811492023 A CN201811492023 A CN 201811492023A CN 109538236 A CN109538236 A CN 109538236A
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- Prior art keywords
- arch
- slip casting
- grillage
- steel
- shaped steel
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- 238000010276 construction Methods 0.000 title claims abstract description 29
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 54
- 238000007569 slipcasting Methods 0.000 claims abstract description 54
- 239000010959 steel Substances 0.000 claims abstract description 54
- 210000001015 abdomen Anatomy 0.000 claims abstract description 14
- 239000011378 shotcrete Substances 0.000 claims abstract description 14
- 239000007921 spray Substances 0.000 claims abstract description 12
- 210000003205 muscle Anatomy 0.000 claims abstract description 10
- 239000002689 soil Substances 0.000 claims description 14
- 238000003466 welding Methods 0.000 claims description 14
- 239000004567 concrete Substances 0.000 claims description 9
- 238000000034 method Methods 0.000 claims description 8
- 239000011435 rock Substances 0.000 claims description 8
- 230000005641 tunneling Effects 0.000 claims description 8
- 238000009412 basement excavation Methods 0.000 claims description 7
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 4
- 238000007596 consolidation process Methods 0.000 claims description 3
- 238000004519 manufacturing process Methods 0.000 claims description 3
- 238000004321 preservation Methods 0.000 claims description 3
- 238000007363 ring formation reaction Methods 0.000 claims description 3
- 229910052742 iron Inorganic materials 0.000 claims description 2
- 231100000241 scar Toxicity 0.000 claims description 2
- 239000002002 slurry Substances 0.000 claims 1
- 230000003014 reinforcing effect Effects 0.000 description 3
- 238000006073 displacement reaction Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 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
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
-
- 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
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a kind of tunnel structure and tunnel construction methods.A kind of tunnel structure, it includes shield arch, slip casting ductule, massif side slope, face upward slope spray anchor protection structure, shield arch includes the grillage positioned inside, shaped steel arch on the outside of grillage, two layers of shotcrete layer outside shaped steel arch and in grillage, grillage is connected by longitudinally connected muscle by several Pin arches with shaped steel arch and is formed, slip casting ductule is two layers, one layer of slip casting ductule therein is connected with 10 °~15 ° outer limbs with massif forwards from the abdomen of shaped steel arch, and its tail end and shaped steel arch are welded to connect, another layer of slip casting ductule is connected with 10 °~15 ° outer limbs with massif forwards from the abdomen of grillage, and its tail end and grillage are welded to connect.The present invention, which can reduce, disturbs massif, reduces construction risk, shield arch and massif being linked together it is common resist load, effectively control deformation, it can be achieved that it is safe and efficient, quickly into hole.
Description
Technical field
The present invention relates to a kind of tunnel structures, are mainly used in loess tunnel start tunneling, belong to constructing tunnel skill
Art field.The invention further relates to the tunnel construction methods using above-mentioned tunnel structure.
Background technique
Conventional tunnel, which is constructed, mostly uses guiding wall cooperation lead pipe-shed support measure into hole, main to cut force balance using drawing
Principle, strong to massif self stability dependence, the period is long, at high cost, and disturbance is big.For loess tunnel, due to soil structure
Loosely, there is collapsibility, self-stable ability is poor, meets water, construction disturbance easy disintegrating, collapses, shallow embedding, bias complicated geological item are met in tunnel
Part start tunneling dangerous.
Summary of the invention
In view of the above defects of the prior art, loess tunnel is particularly suitable for the present invention provides one kind to apply into hole
The tunnel structure and tunnel construction method of work.
Tunnel structure in the present invention adopts the following technical scheme that a kind of tunnel structure, it is characterized in that: including
The shield of open cut tunnel formula is encircleed, slip casting ductule, and massif side slope faces upward slope spray anchor protection structure, and the shield arch includes the grid positioned inside
Arch, the shaped steel arch on the outside of the grillage are located at outside the shaped steel arch and are located in the grillage
Two layers of shotcrete layer 1.The grillage and the shaped steel arch are connected by several Pin arches by longitudinally connected muscle
Connect composition.The grillage is reinforcement fabrication, and the shaped steel arch is to be made of I-steel, and longitudinally connected muscle uses steel
Muscle.The slip casting ductule is two layers, one layer of slip casting ductule therein from the abdomen of the shaped steel arch forwards with
10 °~15 ° outer limbs are connected with massif, and its tail end and the shaped steel arch are welded to connect, another layer slip casting ductule
It is connected forwards with 10 °~15 ° outer limbs with massif from the abdomen of the grillage, and its tail end and the grillage weld
It connects in succession.
In the present invention, shield arch structure intensity is high, and shield arch can resist load with massif jointly, effectively control deformation, and slip casting is small
Rear end of conduit and shield arch arch welding, front end squeeze into massif the later period can by slip casting, massif and shield are encircleed be connected as one it is whole
Body, massif Eccentric Load are transferred to shield skewback plinth, and stress is more stable, greatly reduces deformation quantity, are protected and are encircleed using open cut tunnel formula, arch
Installation, gunite concrete outside hole it is convenient apply, it can be achieved that it is safe and efficient, quickly into hole.
The tunnel construction method of above-mentioned tunnel structure is used in the present invention, the technical solution adopted is that:
Using following construction method: first at tunneling mountain body entrance to tunnel vault, reserving the Core Soil of tunnel cross-section shape；Spray
Anchor protection massif side slope faces upward domatic into spray anchor protection structure；Using Core Soil after being excavated outside hole as Construction of Supporting grillage and type
Steel arch-shelf；The double-deck slip casting ductule is applied later and by slip casting ductule to massif slip casting, then encircle gunite concrete to shield,
After the completion of shield arch gunite concrete, back-pressure backfill is carried out to free face, the original landforms of drop-over improve drainage system；At self preservation arch
Using three benching tunnelling methods into hole.
The present invention also serves as shield arch internal model by remaining core soil in advance, combines spray anchor anti-using open cut tunnel formula shield arch and slip casting ductule
Protection structure forms tunnel structure, and shield arch is connected as an entirety with massif, can resist load jointly, effectively control deformation,
And can be reduced in work progress and massif is disturbed, it ensure that the globality and stability of country rock, realize safely and fast into hole.
Further, there are enough bearing capacitys to guarantee to protect arch footing, top transmitting load can be resisted and do not sunk
Drop is toppled, the steel-pipe pile made in shield arch steelframe bottom by Pin setting seamless steel pipe in the present invention, arranges plum on the steel-pipe pile
Flower-shape injected hole, the steel-pipe pile go deep into rock stratum not less than 0.5m, and into steel-pipe pile, slip casting carries out consolidation process to shield arch footing.
By setting steel-pipe pile and think slip casting in steel-pipe pile, steel-pipe pile rigidity and foundation bearing capacity can be enhanced.
Further, it is the whole stressed effect for reinforcing steel-pipe pile, resists shield arch horizontal displacement, it will be described after the completion of slip casting
Steel-pipe pile carries out horizontal firm welding using seamless steel pipe, forms whole force structure, and will be at the top of steel-pipe pile and shaped steel arch
The firm welding of arch springing connecting plate.
Further, when constructing grillage and shaped steel arch, have a common boundary in light and shade be close to scar Zhi Liyi Pin arch first
Frame is connected and is positioned, wherein the arch springing connecting plate of the shaped steel arch in outside be installed at the top of the steel-pipe pile and with the steel pipe
Stake effectively welding；The shaped steel arch sets pilot hole in web in advance according to the distributing position of slip casting ductule, applies bilayer
When slip casting ductule, two layers of slip casting ductule respectively from the shaped steel arch abdomen and the grillage abdomen forwards with
10 °~15 ° outer limbs squeeze into massif, by after the completion of slip casting ductule slip casting respectively by the tail portion of slip casting ductule with it is corresponding
Arch firm welding；Arch sequentially is installed by Pin after first Pin arch construction, first outside behind inside, is connected using longitudinally connected muscle
It is connected into entirety, arch welds integral with the steel-pipe pile.
Further, when three benching tunnelling method start tunnelings, excavated using mini-excavator, when face is unstable, it is upper, in
Step answers remaining core soil in advance, and arch part is constructed using slotting when excavation, and slotting width is same disconnected to meet hand excavation
Successively be staggered at left and right sides of face construction, and upper, middle step, which stays, sets of length no more than 3m, and just Zhi Chenghuan is closely followed and got out of a predicament or an embarrassing situation inverted arch, into dark
Hole paragraph inverted arch cyclization is completed before hole.
The beneficial effects of the present invention are:
Massif is disturbed 1. reducing, reduces construction risk, shield arch section remaining core soil in advance small range kerve excavates, ductule is applied
Make to reduce massif disturbance, ensure that the globality and stability of country rock, timely back-pressure backfill after the completion restores landforms, environmental protection into
Hole；
2. shield arch resists load with massif jointly, massif and slip casting are squeezed into effectively control deformation, slip casting ductule front end, after
End and shield arch arch welding, are connected as an entirety for massif and shield arch, massif Eccentric Load is transferred to shield skewback plinth, and stress is more
Stablize, greatly reduces deformation quantity；
3. accelerate construction progress, the duration is effectively shortened, shield arch section is applied using cut and cover method, and Core Soil also serves as internal model, arch
Installation, gunite concrete is convenient outside hole applies, realize it is safe and efficient, quickly into hole.
Detailed description of the invention
Fig. 1 is the profilograph of the tunnel structure in the specific embodiment of the invention；
Fig. 2 is the main view in the specific embodiment of the invention；
In figure, 1, shotcrete layer, 2, shaped steel arch, 3, grillage, 4, slip casting ductule, 5, spray anchor protection knot
Structure, 6, Core Soil, 7, massif, 8, steel-pipe pile, 9, the longitudinally connected muscle of shaped steel arch, 10, seamless steel pipe.
Specific embodiment
Below by non-limiting embodiment and in conjunction with attached drawing, the present invention is further illustrated:
As shown in the picture, a kind of tunnel structure comprising the shield of open cut tunnel formula is encircleed, slip casting ductule 4, massif side slope,
Face upward slope spray anchor protection structure 5.The shield arch includes the grillage 3 positioned inside, the fashioned iron positioned at 3 outside of grillage
Arch 2, two layers of shotcrete layer 1 outside the shaped steel arch 2 and in the grillage 3, the grid
Arch 3 is connected by longitudinally connected muscle by several Pin arches with the shaped steel arch 2 and is formed.The slip casting ductule 4 is two
Layer, one layer of slip casting ductule 4 therein is from the abdomen of the shaped steel arch 2 forwards with 10 °~15 ° outer limbs and massif
7 are connected, and its tail end and the shaped steel arch 2 are welded to connect, and another layer slip casting ductule 4 is from the grillage 3
Abdomen is connected with 10 °~15 ° outer limbs with massif 7 forwards, and its tail end and the grillage 3 are welded to connect.
Construction method using the tunnel of above-mentioned tunnel structure is: tunneling mountain body entrance to tunnel first
At road vault, the Core Soil 6 of tunnel cross-section shape is reserved；Spray anchor protection massif side slope faces upward domatic into spray anchor protection structure 5；With
Core Soil 6 is Construction of Supporting grillage 3 and shaped steel arch 2 after excavating outside hole；The double-deck slip casting ductule 4 is applied later and is passed through
Then slip casting ductule 4 encircles gunite concrete to shield to massif slip casting, after the completion of shield encircles gunite concrete, carry out to free face
Back-pressure backfill, the original landforms of drop-over improve drainage system；Use three benching tunnelling methods into hole at self preservation arch.
Further, it must assure that shield arch footing has enough bearing capacitys when construction, top transmitting load can be resisted
Sedimentation does not occur to topple.Seamless steel pipe is arranged by Pin by the way of steel tube pile grouting reinforcing, in shield arch steelframe bottom in the present invention
The steel-pipe pile 8 of production arranges quincunx injected hole on steel-pipe pile 8, and steel tube end part processing is tapered, and steel pipe squeezes into rock stratum, steel
Tubular pole 8 gos deep into rock stratum not less than 0.5m, and injecting treatment is carried out into steel-pipe pile 8, enhances steel pipe rigidity and foundation bearing capacity, right
Shield arch footing carries out consolidation process.For the whole stressed effect for reinforcing steel-pipe pile, steel-pipe pile is utilized into seamless steel after the completion of slip casting
Pipe 10 carries out horizontal firm welding, forms whole force structure, and by the arch springing connecting plate at 8 top and shaped steel arch 2 of steel-pipe pile
Firm welding protects arch horizontal displacement to resist.
Further technical solution is: when constructing grillage 3 and shaped steel arch 2, having a common boundary in light and shade be close to rock first
Face Zhi Liyi Pin arch, connects and positions, wherein the arch springing connecting plate of the shaped steel arch in outside is installed at the top of the steel-pipe pile
And it is effectively welded with the steel-pipe pile.Outside shaped steel arch sets in advance in web according to the distributing position of slip casting ductule 4 and leads
Xiang Kong.When applying the double-deck solid matter slip casting ductule 4, two layers of slip casting ductule 4 is respectively from 2 abdomen of shaped steel arch and grillage 3
Abdomen squeezes into massif forwards with 10 °~15 ° outer limbs, by 4 slip casting of slip casting ductule after the completion respectively by slip casting ductule 4
Tail portion and corresponding arch firm welding.Arch sequentially is installed by Pin after first Pin arch construction, first outside behind inside, benefit
Integral with the connection of longitudinally connected muscle, arch and steel-pipe pile welding are integral.After the completion of shield arch gunite concrete, to facing sky
Face carries out back-pressure backfill, and the original landforms of drop-over improve drainage system.
When three benching tunnelling method start tunnelings, depending on country rock situation, excavated using mini-excavator based on.When face is unstable
When, upper, middle step answers remaining core soil in advance, and arch part is using slotting construction when excavation, and slotting width is to meet hand excavation i.e.
Can, it must not be excavated simultaneously at left and right sides of same section, Ying Xianhou is staggered construction, goes up, middle step stays and sets of length no more than 3m, inverted arch
First Zhi Chenghuan immediately following getting out of a predicament or an embarrassing situation, into dark hole before complete hole paragraph inverted arch cyclization.
Other parts in the present embodiment are the prior art, and details are not described herein.
Claims (6)
1. a kind of tunnel structure, it is characterized in that: including the shield arch of open cut tunnel formula, slip casting ductule (4), massif side slope faces upward slope
Spray anchor protection structure (5), the shield arch include the grillage (3) positioned inside, the type on the outside of the grillage (3)
Steel arch-shelf (2) is located at two layers of shotcrete layer that the shaped steel arch (2) are external and are located in the grillage (3)
(1), the grillage (3) is connected by several Pin arches by longitudinally connected muscle with the shaped steel arch (2) forms, described
Slip casting ductule (4) is two layers, one layer of slip casting ductule (4) therein from the abdomen of the shaped steel arch (2) forwards
It is connected with 10 °~15 ° outer limbs with massif (7), and its tail end and the shaped steel arch (2) are welded to connect, another layer note
Slurry ductule (4) is connected with 10 °~15 ° outer limbs with massif (7) forwards from the abdomen of the grillage (3), and its tail
End is welded to connect with the grillage (3).
2. a kind of tunnel construction method using tunnel structure as described in claim 1, it is characterized in that: using such as
Lower construction method: first at tunneling mountain body entrance to tunnel vault, the Core Soil (6) of tunnel cross-section shape is reserved；Spray anchor
Protection massif side slope faces upward domatic at spray anchor protection structure (5)；With Core Soil (6) after excavation outside hole for Construction of Supporting grillage
(3) and shaped steel arch (2)；The double-deck slip casting ductule (4) is applied later and passes through slip casting ductule (4) Xiang Shanti slip casting, then
Encircle gunite concrete to shield, after the completion of shield encircles gunite concrete, back-pressure backfill is carried out to free face, the original landforms of drop-over are perfect
Drainage system；Use three benching tunnelling methods into hole at self preservation arch.
3. tunnel construction method according to claim 2, it is characterized in that: seamless by Pin setting in shield arch steelframe bottom
The steel-pipe pile of steel pipe production, arranges quincunx injected hole on the steel-pipe pile, and the steel-pipe pile gos deep into rock stratum not less than 0.5m, to
Slip casting carries out consolidation process to shield arch footing in steel-pipe pile.
4. tunnel construction method according to claim 3, it is characterized in that: utilizing the steel-pipe pile after the completion of slip casting
Seamless steel pipe carries out horizontal firm welding, forms whole force structure, and will connect at the top of steel-pipe pile with the arch springing of shaped steel arch
The firm welding of plate.
5. tunnel construction method according to claim 4, it is characterized in that: in construction grillage (3) and fashioned iron arch
When frame (2), have a common boundary in light and shade be close to scar Zhi Liyi Pin arch first, connect and position, wherein the arch of the shaped steel arch in outside
Foot connecting plate is installed at the top of the steel-pipe pile and effectively welds with the steel-pipe pile；The shaped steel arch is according to slip casting ductule
(4) distributing position sets pilot hole in web in advance, when applying the double-deck slip casting ductule (4), two layers of slip casting ductule (4) point
Massif is not squeezed into 10 °~15 ° outer limbs forwards from the shaped steel arch (2) abdomen and the grillage (3) abdomen, is led to
It crosses after the completion of slip casting ductule (4) slip casting respectively by the tail portion of slip casting ductule (4) and corresponding arch firm welding；First Pin arch
Frame construct after sequentially by Pin install arch, first inside after outside, using longitudinally connected muscle connect it is integral, arch with it is described
Steel-pipe pile welding is integral.
6. tunnel construction method according to claim 5, it is characterized in that: use is small when three benching tunnelling method start tunnelings
Type excavator excavates, and when face is unstable, upper, middle step answers remaining core soil in advance, and arch part is applied using slotting when excavation
Work, slotting width is to meet hand excavation, and be successively staggered construction at left and right sides of same section, and upper, middle step, which stays, sets length
No more than 3m, inverted arch just Zhi Chenghuan immediately following getting out of a predicament or an embarrassing situation, into dark hole before complete hole paragraph inverted arch cyclization.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811492023.3A CN109538236B (en) | 2018-12-07 | 2018-12-07 | Tunnel entering structure and tunnel entering construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811492023.3A CN109538236B (en) | 2018-12-07 | 2018-12-07 | Tunnel entering structure and tunnel entering construction method |
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| Publication Number | Publication Date |
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| CN109538236A true CN109538236A (en) | 2019-03-29 |
| CN109538236B CN109538236B (en) | 2024-04-02 |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109931075A (en) * | 2019-04-03 | 2019-06-25 | 长江勘测规划设计研究有限责任公司 | The hole arragement construction in steep inclined shaft tunnel |
| CN111706368A (en) * | 2020-06-30 | 2020-09-25 | 中铁二院工程集团有限责任公司 | Tunnel inner section steel frame longitudinal connection structure and construction method |
| CN113389598A (en) * | 2021-06-01 | 2021-09-14 | 武汉理工大学 | High-steep soil slope downward-passing parallel tunnel bias treatment method and rapid measurement device |
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| CN113389598A (en) * | 2021-06-01 | 2021-09-14 | 武汉理工大学 | High-steep soil slope downward-passing parallel tunnel bias treatment method and rapid measurement device |
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