CN106050262A - Composite lining structure for super-large-span pile-foundation-joist-based bearing arched tunnel and construction method thereof - Google Patents
Composite lining structure for super-large-span pile-foundation-joist-based bearing arched tunnel and construction method thereof Download PDFInfo
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- CN106050262A CN106050262A CN201610573815.8A CN201610573815A CN106050262A CN 106050262 A CN106050262 A CN 106050262A CN 201610573815 A CN201610573815 A CN 201610573815A CN 106050262 A CN106050262 A CN 106050262A
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- 238000010276 construction Methods 0.000 title claims abstract description 33
- 239000002131 composite material Substances 0.000 title abstract description 4
- 239000011435 rock Substances 0.000 claims abstract description 20
- 239000002689 soil Substances 0.000 claims abstract description 13
- 238000009412 basement excavation Methods 0.000 claims description 38
- 239000011378 shotcrete Substances 0.000 claims description 19
- 238000005215 recombination Methods 0.000 claims description 14
- 230000006798 recombination Effects 0.000 claims description 14
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 10
- 239000004567 concrete Substances 0.000 claims description 7
- 238000005266 casting Methods 0.000 claims description 6
- 230000002787 reinforcement Effects 0.000 claims description 4
- 230000003111 delayed effect Effects 0.000 claims description 3
- 238000012407 engineering method Methods 0.000 claims description 3
- 230000006641 stabilisation Effects 0.000 claims description 3
- 238000011105 stabilization Methods 0.000 claims description 3
- 206010030113 Oedema Diseases 0.000 claims description 2
- 238000002347 injection Methods 0.000 claims description 2
- 239000007924 injection Substances 0.000 claims description 2
- 210000003205 muscle Anatomy 0.000 claims description 2
- 238000006073 displacement reaction Methods 0.000 abstract description 2
- 238000005336 cracking Methods 0.000 abstract 1
- 238000004062 sedimentation Methods 0.000 abstract 1
- 238000000034 method Methods 0.000 description 10
- 239000000758 substrate Substances 0.000 description 4
- 230000004899 motility Effects 0.000 description 2
- 235000011158 Prunus mume Nutrition 0.000 description 1
- 244000018795 Prunus mume Species 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000002372 labelling Methods 0.000 description 1
- 239000013049 sediment Substances 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- 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
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
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- Life Sciences & Earth Sciences (AREA)
- Architecture (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Environmental & Geological Engineering (AREA)
- Paleontology (AREA)
- General Engineering & Computer Science (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention provides a composite lining structure for a super-large-span pile-foundation-joist-based bearing arched tunnel and a construction method thereof. With the structure, the force-bearing state is clear and construction becomes convenient; and a problem of lining cracking caused by excessive arched structure sedimentation because of difficult control of super-large-span tunnel arch springing displacement on the complicated geological condition can be solved, so that stability and security of tunnel construction and operation can be guaranteed. The structure comprises a forepoling structure, a preliminary bracing structure, and a secondary bracing structure that are arranged from inside to outside. Left-side arch springs of the preliminary bracing structure and the secondary bracing structure are supported on a left-side joist and are connected with the left-side joist and right-side arch springs of the preliminary bracing structure and the secondary bracing structure are supported on a right-side joist and are connected with the right-side joist. A left-side pile foundation and a right-side pile foundation are arranged at an interval under the left-side joist and the right-side joist along an extending direction of the tunnel; and the upper ends of the left-side pile foundation and the right-side pile foundation are fixedly connected with the left-side joist and the right-side joist and the lower ends are arranged in a stable rock and soil strata of a foundation.
Description
Technical field
The present invention relates to tunnel excavation support, particularly to a kind of super-span pile foundation joist carrying arch tunnel recombination lining
Build structure and construction method thereof, it is adaptable to super-span tunnel, be particularly suited for that overlying burden under complex geological condition is big, stratum
The super-span tunnel that settlement Control is the strictest.
Background technology
Enter railway construction in China high speed development after 21st century, along with quickly and greatly advising of Southwest Mountainous Areas high-speed railway
Die repair is built, owing to the many factors such as, topographic and geologic complicated condition big by sweep, environmental requirement height are restricted, and Along Railway
It is extremely difficult that part location sets station condition.Therefore, build high-speed railway route selection for improving hardships and dangers mountain area, set the degree of freedom at station, make
Station, mountain area layout pattern is the most flexible, station function is more easy to be guaranteed, three lines, the station tunnel of four lines even more large span
Building of road will be the most.
At present, the basic skills of railway single, double line tunnel and its excavation of vcehicular tunnel has mainly has: full section method, step
Method, top and bottom heading method, top heading method, median septum method, intersection median septum method and two side-wall pilot tunnel etc..And use above-mentioned construction party
Method, be all apply preliminary bracing after apply secondary lining, eventually form the composite lining structure of bent wall band inverted arch (base plate).But it is right
Reach the tunnel of 20～35m even more large spans in span, especially when country rock stratum more weak broken, open according to above-mentioned
Cut construction method and liner structure form are extremely difficult.Owing to excavation span is big, the more common double track tunnel of country rock load is big many,
Using traditional liner structure and digging mode, excavation rear arch underfooting is heavy big, and arch deformation should not control, and even results in lining cutting and opens
Split, unstability, cause cave-in accident.Construction safety, duration progress all can not be effectively ensured.Therefore, to super-span tunnel,
In order to ensure to guarantee construction safety, improve construction quality, it is necessary to use reasonable liner structure and excavation construction method.
Summary of the invention
The technical problem to be solved there is provided a kind of super-span pile foundation joist carrying arch tunnel recombination
Liner structure, this structure stress is clear and definite, and easy construction can effectively solve super-span tunnel arch foot displacement under complex geological condition
Wayward cause the excessive problem causing Lining cracks of arch structure sediment, to guarantee the stable and peace of constructing tunnel and operation
Quan Xing.
The technical solution adopted for the present invention to solve the technical problems is as follows:
A kind of super-span pile foundation joist carrying arch tunnel recombination liner structure of the present invention, including arranging from inside to outside
Advance support structure, preliminary bracing structure and secondary liner structure, it is characterized in that: described secondary liner structure includes arch two
Secondary liner structure and face upward portion's secondary liner structure, described preliminary bracing structure includes at the beginning of arch preliminary bracing structure, left side abutment wall
Phase supporting construction, right side abutment wall preliminary bracing structure and inverted arch preliminary bracing structure；Arch preliminary bracing structure, arch secondary serve as a contrast
The left side arch springing building structure is supported on the joist of left side and is attached thereto, and right side arch springing is then supported on the joist of right side and connects therewith
Connect；Respectively left side pile foundation, right side pile foundation, left side pile foundation, the right side are set along tunnel bearing of trend interval under left side joist, right side joist
The upper end of side pile foundation consolidates with left side joist, right side joist respectively, and lower end is then positioned at base stabilization rock-soil layer.
In technique scheme, described arch secondary liner structure, left side abutment wall preliminary bracing structure and right side abutment wall
Preliminary bracing structure arranges waterproof and water drainage system by side, tunnel, arranges arch wall pave-load layer outside waterproof and water drainage system.
Another technical problem to be solved by this invention provides a kind of above-mentioned super-span pile foundation joist carrying arched tunnel
The construction method of composite lining structure, the method comprises the steps:
1. pilot tunnel on the left of excavation arch, applies on the left of corresponding arch interim on the left of preliminary bracing and arch immediately after excavation
Supporting, and the left side pile foundation of longitudinally spaced laying along tunnel of constructing, build left side joist in stake top casting；
2. along pilot tunnel on the right side of pilot drift certain distance excavation arch on the left of tunnel longitudinally delayed arch, after excavation immediately
Apply gib on the right side of preliminary bracing and arch on the right side of corresponding arch, and the right side stake of longitudinally spaced laying along tunnel of constructing
Base, builds right side joist in stake top casting；
3. excavation arch Core Soil is topped bar, and applies preliminary bracing in the middle of corresponding arch after excavation immediately；
4. placing arch secondary liner structure；
5. excavation arch Core Soil is got out of a predicament or an embarrassing situation, and removes and prop up on the right side of gib and arch on the left of corresponding arch temporarily
Protect；
6. divide bench excavation lower core cubsoil one, lower core cubsoil two and lower core cubsoil three, treat lower core
Inverted arch preliminary bracing structure is applied after three, soil excavation；
7. inverted arch secondary liner structure is applied；
8. after inverted arch secondary liner structure concrete initial set, placing inverted arch packed layer to design height and builds Central drain；
9. after laying waterproof and water drainage system, disposable mould builds arch wall pave-load layer；
10. the construction appurtenant work such as lateral sulcus and cable trench.
Repeat the above steps 1.～the most several times, until the design paragraph total length excavation completion of this engineering method of tunnel.
There is advantages that
1, first apply the little pilot tunnel in both sides, arch, in pilot tunnel, apply industry both sides pile foundation joist, using pile foundation joist as arch
The carrying basis of portion's preliminary bracing structure and arch secondary liner structure, efficiently solves arch in super-span constructing tunnel
Supporting easily sink deformation problem.
2, compared with conventional construction method, it is not required to remove arch perpendicular support temporarily before arch secondary applies, treats that two linings reach
After design strength, then removing arch perpendicular support temporarily, before and after eliminating conventional construction method dismounting support, supporting construction stress check calculation may
The landslide risk caused, breaches simultaneously and tears support step-length in tradition soft rock constructing tunnel open, jumps restrictions such as tearing open, improve and tear support degree of safety open
And motility.
3, country rock vertical load in arch is reached substrate country rock by arch supporting construction by pile foundation joist structure, and inverted arch does not holds
By the country rock vertical load transmitted by arch wall structure, therefore inverted arch radius of curvature can be amplified according to substrate country rock situation, very as far as possible
To using base arrangement, excavation project amount can be greatly reduced.
Accompanying drawing explanation
This specification includes following 15 width accompanying drawings:
Fig. 1 is that one super-span pile foundation joist of the present invention carries arch tunnel recombination liner structure schematic diagram.
Fig. 2 is the enlarged drawing of A local in Fig. 1.
Fig. 3 is the construction work of the construction method of the present invention a kind of super-span pile foundation joist carrying arch tunnel recombination lining cutting
Sequence front schematic view.
Fig. 4～Figure 12 is executing of the present invention a kind of super-span pile foundation joist carrying arch tunnel recombination lining construction method
The rapid decomposing schematic representation of work step.
Showing component, toponym and corresponding labelling in figure: on the left of arch pilot tunnel 1, on the right side of arch pilot tunnel 2, arch core
Cubsoil is topped bar 3a, and arch Core Soil is got out of a predicament or an embarrassing situation 3b, one 4a of lower core cubsoil, two 4b of lower core cubsoil, lower core cubsoil
Three 4c；Left side pile foundation 5a, right side pile foundation 5b, left side joist 6a, right side joist 6b, arch secondary liner structure 7, arch wall are mated formation
Layer 8, inverted arch secondary liner structure 9, inverted arch packed layer 10；Arch preliminary bracing structure 20, preliminary bracing 20a, arch on the left of arch
Preliminary bracing 20c in the middle of preliminary bracing 20b, arch on the right side of portion；Arch shotcrete layer 201, gunite concrete on the left of arch
Shotcrete layer 201b, arch intermediate injection concrete layer 201c on the right side of layer 201a, arch；Arch steelframe 202, on the left of arch
Steelframe 202c in the middle of steelframe 202b, arch on the right side of steelframe 202a, arch；Arch system anchor bolt 203, arch left-sided system anchor pole
203a, arch right-sided system anchor pole 203b, arch intermediate system anchor pole 203c；Abutment wall preliminary bracing 21, the left side abutment wall initial stage props up
Protection structure 21a, right side abutment wall preliminary bracing structure 21b；Abutment wall shotcrete layer 211, left side abutment wall shotcrete layer
211a, right side abutment wall shotcrete layer 211b；Abutment wall system anchor bolt 212, left side wall system anchor pole 212a, right side abutment wall system
System anchor pole 212b；Inverted arch preliminary bracing structure 22；Gib 40a on the left of arch, gib 40b on the right side of arch, spray temporarily
Penetrate concrete 401a, 401b, interim steelframe 402a, 402b；Waterproof and water drainage system 50.
Detailed description of the invention
The present invention is described in detail with embodiment below in conjunction with the accompanying drawings.
With reference to Fig. 1, a kind of super-span pile foundation joist carrying arch tunnel recombination liner structure of the present invention, including by interior
Advance support structure, preliminary bracing structure and the secondary liner structure arranged outside and.Described secondary liner structure includes arch two
Secondary liner structure 7 and face upward portion's secondary liner structure 9, described preliminary bracing structure includes arch preliminary bracing structure 20, left side
Wall preliminary bracing structure 21a, right side abutment wall preliminary bracing structure 21b and inverted arch preliminary bracing structure 22；Arch preliminary bracing knot
Structure 20, the left side arch springing of arch secondary liner structure 7 are supported on the joist 6a of left side and are attached thereto, and right side arch springing is then supported on
Right side joist 6b on and be attached thereto；Respectively left side is set along tunnel bearing of trend interval under left side joist 6a, right side joist 6b
Pile foundation 5a, right side pile foundation 5b, left side pile foundation 5a, right side pile foundation 5b upper end respectively with left side joist 6a, right side joist 6b consolidate,
Lower end is then positioned at base stabilization rock-soil layer.
Arch preliminary bracing structure 20, secondary liner structure need not be bottomed, are supported directly on the pile foundation joist structure of bottom,
Arch country rock vertical load is reached substrate country rock by arch supporting construction by pile foundation joist structure, and inverted arch is not subject to be tied by arch wall
The country rock vertical load that structure transmits, therefore inverted arch radius of curvature can be amplified according to substrate country rock situation as far as possible, even uses base plate
Structure, can be greatly reduced excavation project amount.And left side abutment wall preliminary bracing structure 21a, right side abutment wall preliminary bracing structure 21b
It is only for the country rock closed and stablize between joist and pile foundation, left side abutment wall preliminary bracing structure 21a, right side abutment wall preliminary bracing
Structure 21b is not connected with arch preliminary bracing structure 20, does not also have in the contact in stress, this point and existing tunnel structure
Loopful preliminary bracing structure different.
See figures.1.and.2, described arch secondary liner structure 7, left side abutment wall preliminary bracing structure 21a and right side abutment wall
Waterproof and water drainage system 50 is set outside preliminary bracing structure 21b, three liner structures 8 are set outside waterproof and water drainage system 50, face upward portion's secondary lining
Build structure 9 arrangement above inverted arch packed layer 10.
With reference to Fig. 2, described arch preliminary bracing structure 20 includes arch shotcrete layer 201 He covering arch country rock
The arch steelframe 202 laid along interval, tunnel excavation direction and be embedded in arch shotcrete layer 201, and along arch prunus mume (sieb.) sieb.et zucc.
The system anchor bolt 203 that flower-shape is arranged.Connected by the longitudinally connected muscle of circumferentially spaced-apart setting between adjacent two Pin arch steelframes 202；Institute
Bar-mat reinforcement is added in stating arch shotcrete layer 201.
With reference to Fig. 3, described left side abutment wall preliminary bracing structure 21a includes covering the abutment wall on the left of in the of adjacent two between pile foundation 5a
The left side abutment wall shotcrete layer 211a of country rock, and the left side wall system anchor pole along left side metope quincuncial arrangement
212a.Described right side abutment wall preliminary bracing structure 21b includes covering the right side of the abutment wall country rock on the right side of in the of adjacent two between pile foundation 5b
Abutment wall shotcrete layer 211b, and the right edge wall system anchor pole 212b along right edge metope quincuncial arrangement.A described left side
Circumferential reinforcement net is added in side wall shotcrete layer 211a and right side abutment wall shotcrete layer 211b.
With reference to Fig. 3 to Figure 12, a kind of super-span pile foundation joist carrying arch tunnel recombination liner structure of the present invention
Construction method, comprises the steps:
1. arch pilot tunnel 1 on the left of excavation, applies corresponding left side arch preliminary bracing 20a and arch, left side immediately after excavation
Gib 40a, and left side pile foundation 5a of longitudinally spaced laying along tunnel of constructing, build left side joist 6a in stake top casting；
2. along arch pilot tunnel 2 on the right side of tunnel longitudinally arch, delayed left side pilot tunnel 1 face certain distance excavation, vertical after excavation
I.e. apply corresponding right side arch preliminary bracing 20b and arch, right side gib 40b, and the longitudinally spaced laying along tunnel of constructing
Right side pile foundation 5b, in stake top casting build right side joist 6b；
3. excavation arch Core Soil is topped bar 3a, applies preliminary bracing 20c in arch in the middle of corresponding after excavation immediately；
4. placing arch secondary liner structure 7；
5. excavation arch Core Soil is got out of a predicament or an embarrassing situation 3b, and removes corresponding left side arch gib 40a and arch, right side is faced
Time supporting 40b；
6. divide one 4a of bench excavation lower core cubsoil, two 4b of lower core cubsoil and three 4c of lower core cubsoil, treat down
Inverted arch preliminary bracing structure 22 is applied after two 4c excavations of portion's Core Soil；
7. apply and face upward portion's secondary liner structure 9；
8. placing inverted arch packed layer 10 to design height build middle edema with the heart involved after facing upward portion's secondary liner structure 9 concrete initial set
Ditch；
9. after laying waterproof and water drainage system 50, disposable mould builds three liner structures 8；
10. the construction appurtenant work such as lateral sulcus and cable trench.
Repeat the above steps 1.～the most several times, until the design paragraph total length excavation completion of this engineering method of tunnel.
First apply the little pilot tunnel in both sides, arch, in pilot tunnel, apply industry both sides pile foundation joist, using pile foundation joist as arch
The carrying basis of preliminary bracing structure and arch secondary liner structure, efficiently solves arch in super-span constructing tunnel and props up
The problem protecting deformation of easily sinking.Compared with conventional construction method, it is not required to remove arch perpendicular support temporarily before arch secondary applies, treats
After two linings reach design strength, then remove arch perpendicular support temporarily, eliminate conventional construction method and remove supporting construction stress before and after support
The landslide risk that conversion is likely to result in, breaches simultaneously and tears support step-length in tradition soft rock constructing tunnel open, jumps restrictions such as tearing open, and raising is torn open
Support degree of safety and motility.
Claims (5)
1. a super-span pile foundation joist carrying arch tunnel recombination liner structure, including the advance support arranged from inside to outside
Structure, preliminary bracing structure and secondary liner structure, is characterized in that: described secondary liner structure includes arch secondary liner structure
(7) and face upward portion's secondary liner structure (9), described preliminary bracing structure includes at the beginning of arch preliminary bracing structure (20), left side abutment wall
Phase supporting construction (21a), right side abutment wall preliminary bracing structure (21b) and inverted arch preliminary bracing structure (22)；Arch preliminary bracing
Structure (20), the left side arch springing of arch secondary liner structure (7) are supported on left side joist (6a) and above and are attached thereto, right side arch springing
Then it is supported on right side joist (6b) above and to be attached thereto；Respectively along tunnel extension side under left side joist (6a), right side joist (6b)
Arrange to interval left side pile foundation (5a), right side pile foundation (5b), left side pile foundation (5a), right side pile foundation (5b) upper end respectively with left side
Joist (6a), right side joist (6b) consolidate, and lower end is then positioned at base stabilization rock-soil layer.
2. a kind of super-span pile foundation joist carrying arch tunnel recombination liner structure, is characterized in that: institute
State arch secondary liner structure (7), left side abutment wall preliminary bracing structure (21a) and right side abutment wall preliminary bracing structure (21b) to lean on
Side, tunnel arranges waterproof and water drainage system (50), arranges arch wall pave-load layer (8) outside waterproof and water drainage system (50).
3. a kind of super-span pile foundation joist carrying arch tunnel recombination liner structure, is characterized in that: institute
State arch preliminary bracing structure (20) to include covering the arch shotcrete layer (201) of arch country rock and along tunnel excavation direction
The arch steelframe (202) that interval is laid and is embedded in arch shotcrete layer (201), and along arch quincuncial arrangement
Arch system anchor bolt (203).Connected by the longitudinally connected muscle of circumferentially spaced-apart setting between adjacent two Pin arch steelframe (202)；Described
Arch shotcrete layer adds bar-mat reinforcement in (201).
4. a kind of super-span pile foundation joist carrying arch tunnel recombination liner structure, is characterized in that: institute
State left side abutment wall preliminary bracing structure (21a) and include covering on the left of in the of adjacent two the left side abutment wall of the abutment wall country rock between pile foundation (5a)
Shotcrete layer (211a), and left side wall system anchor pole (212a) along left side metope quincuncial arrangement；The described right side
Side wall preliminary bracing structure (21b) includes covering the right side abutment wall injection of the abutment wall country rock on the right side of in the of adjacent two between pile foundation (5b)
Concrete layer (211b), and right edge wall system anchor pole (212b) along right edge metope quincuncial arrangement.Described left side
Circumferential reinforcement net is added in wall shotcrete layer (211a) and right side abutment wall shotcrete layer (211b).
5. a kind of super-span pile foundation joist carrying arch tunnel recombination liner structure as described in Claims 1-4 any one
Construction method, comprise the steps:
1. pilot tunnel (1) on the left of excavation arch, applies after excavation on the left of preliminary bracing on the left of corresponding arch (20a) and arch immediately
Gib (40a), and the left side pile foundation (5a) of longitudinally spaced laying along tunnel of constructing, build left side joist (6a) in stake top casting；
2. along tunnel, longitudinally arch, delayed left side pilot tunnel (1) face certain distance excavates pilot tunnel (2) on the right side of arch, vertical after excavation
I.e. apply gib (40b) on the right side of preliminary bracing on the right side of corresponding arch (20b) and arch, and it is longitudinally spaced along tunnel to construct
The right side pile foundation (5b) laid, builds right side joist (6b) in stake top casting；
3. excavation arch Core Soil is topped bar (3a), applies preliminary bracing (20c) in the middle of corresponding arch after excavation immediately；
4. placing arch secondary liner structure (7)；
5. excavation arch Core Soil is got out of a predicament or an embarrassing situation (3b), and removes and face on the right side of gib on the left of corresponding arch (40a) and arch
Time supporting (40b)；
6. divide bench excavation lower core cubsoil one (4a), lower core cubsoil two (4b) and lower core cubsoil three (4c), treat
Inverted arch preliminary bracing structure (22) is applied after lower core cubsoil three (4c) excavation；
7. inverted arch secondary liner structure (9) is applied；
8. after inverted arch secondary liner structure (9) concrete initial set, placing inverted arch packed layer (10), to design height, and builds middle edema with the heart involved
Ditch；
9. lay waterproof and water drainage system (50) disposable mould afterwards and build arch wall pave-load layer (8)；
10. the construction appurtenant work such as lateral sulcus and cable trench.
Repeat the above steps 1.～the most several times, until the design paragraph total length excavation completion of this engineering method of tunnel.
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| CN201610573815.8A CN106050262A (en) | 2016-07-20 | 2016-07-20 | Composite lining structure for super-large-span pile-foundation-joist-based bearing arched tunnel and construction method thereof |
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| CN201610573815.8A CN106050262A (en) | 2016-07-20 | 2016-07-20 | Composite lining structure for super-large-span pile-foundation-joist-based bearing arched tunnel and construction method thereof |
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| CN106988748A (en) * | 2017-03-15 | 2017-07-28 | 中铁二院工程集团有限责任公司 | High-order parallel heading construction and the construction method that capacity expansion revamping is double line tunnel |
| CN107190659A (en) * | 2017-06-26 | 2017-09-22 | 江苏中路交通科学技术有限公司 | A kind of tunnel road structure |
| CN107524458A (en) * | 2017-08-30 | 2017-12-29 | 中铁二院工程集团有限责任公司 | A kind of tunnel lining structure with tunnel bottom deformation allowance |
| CN107893675A (en) * | 2017-12-01 | 2018-04-10 | 姚燕明 | Support equipment of speedily carrying out rescue work for shield tunnel |
| CN108005690A (en) * | 2017-12-27 | 2018-05-08 | 中铁二院工程集团有限责任公司 | Boot last pedestal domes are without the lining cutting of inverted arch type and its drainage system |
| CN108166979A (en) * | 2017-12-01 | 2018-06-15 | 长安大学 | A kind of construction method of super-span tunnel top bar two side-wall pilot tunnel |
| CN108915696A (en) * | 2018-07-09 | 2018-11-30 | 中铁七局集团西安铁路工程有限公司 | A kind of tunnel complete set mechanical equipment Construction Organization Method |
| CN109915150A (en) * | 2019-04-26 | 2019-06-21 | 重庆交通大学 | A kind of pile foundation pre-reinforcement supporting construction and its construction method controlling tunnel subsidence |
| CN111396102A (en) * | 2018-05-23 | 2020-07-10 | 向开秀 | Supporting device for tunnel construction and using method |
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| CN108005690B (en) * | 2017-12-27 | 2024-01-19 | 中铁二院工程集团有限责任公司 | Arch structure non-inverted arch type lining of boot-shaped base |
| CN111396102B (en) * | 2018-05-23 | 2021-06-08 | 南京溧水高新产业股权投资有限公司 | Supporting device for tunnel construction and using method |
| CN111396102A (en) * | 2018-05-23 | 2020-07-10 | 向开秀 | Supporting device for tunnel construction and using method |
| CN108915696A (en) * | 2018-07-09 | 2018-11-30 | 中铁七局集团西安铁路工程有限公司 | A kind of tunnel complete set mechanical equipment Construction Organization Method |
| CN108915696B (en) * | 2018-07-09 | 2021-04-27 | 中铁七局集团有限公司 | Construction organization method for complete mechanical equipment of tunnel |
| CN109915150A (en) * | 2019-04-26 | 2019-06-21 | 重庆交通大学 | A kind of pile foundation pre-reinforcement supporting construction and its construction method controlling tunnel subsidence |
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