CN105927272A - Floor anchoring constraint tunnel lining structure - Google Patents
Floor anchoring constraint tunnel lining structure Download PDFInfo
- Publication number
- CN105927272A CN105927272A CN201610407642.2A CN201610407642A CN105927272A CN 105927272 A CN105927272 A CN 105927272A CN 201610407642 A CN201610407642 A CN 201610407642A CN 105927272 A CN105927272 A CN 105927272A
- Authority
- CN
- China
- Prior art keywords
- base plate
- tunnel
- arch wall
- lining structure
- floor
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 238000004873 anchoring Methods 0.000 title claims abstract description 13
- 239000002689 soil Substances 0.000 claims abstract description 9
- 239000011435 rock Substances 0.000 claims abstract description 7
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 29
- 239000000758 substrate Substances 0.000 claims description 11
- 238000009412 basement excavation Methods 0.000 claims description 5
- 238000010079 rubber tapping Methods 0.000 claims description 5
- 239000004744 fabric Substances 0.000 claims description 3
- 239000004746 geotextile Substances 0.000 claims description 3
- 238000000926 separation method Methods 0.000 claims description 3
- 238000007689 inspection Methods 0.000 claims description 2
- 230000002209 hydrophobic effect Effects 0.000 claims 3
- 238000007596 consolidation process Methods 0.000 claims 1
- 230000002035 prolonged effect Effects 0.000 claims 1
- 238000007667 floating Methods 0.000 abstract description 4
- 238000010276 construction Methods 0.000 description 5
- 238000010586 diagram Methods 0.000 description 5
- 239000004567 concrete Substances 0.000 description 4
- 239000011378 shotcrete Substances 0.000 description 4
- 230000006378 damage Effects 0.000 description 3
- 206010030113 Oedema Diseases 0.000 description 2
- 239000003673 groundwater Substances 0.000 description 2
- 241000521257 Hydrops Species 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000002146 bilateral effect Effects 0.000 description 1
- 239000003245 coal Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000029142 excretion Effects 0.000 description 1
- 239000012634 fragment Substances 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 238000002372 labelling Methods 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 230000005641 tunneling Effects 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F16/00—Drainage
- E21F16/02—Drainage of tunnels
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention relates to a floor anchoring constraint tunnel lining structure, so as to effectively reduce vertical deformation of a base and enhance hydraulic pressure resistance and floating resistance of the lining structure. The floor anchoring constraint tunnel lining structure comprises a primary arch wall bracing structure, a secondary lining structure, a waterproof and drainage system and a central drainage channel, and the waterproof and drainage system is arranged between the primary arch wall bracing structure and the secondary lining structure. The secondary lining structure comprises a secondary arch wall lining and a floor, the floor is located on a base leveling course, and two ends of the floor are solidified with two ends of the secondary arch wall lining. Vertical constraint members are arranged in a base rock and soil layer under the floor transversely in a spaced manner as well as in the route extension direction in a spaced manner, the lower end of each vertical constraint member extends into a stable rock and soil layer, and the upper end of each vertical constrain member penetrates the base leveling course to be fixedly connected with the floor.
Description
Technical field
The present invention relates to tunnel lining structure, the karst area grown particularly to a kind of subsoil water can
Control the lining structure of substrate vertical deformation.
Background technology
Enter 21st century, railway construction in China high speed development, the above high standard of speed per hour 200km
Quasi-double track railway is built more and more, especially in Southwest Mountainous Areas, and karsts developing area, and circuit show line is by song
The restriction of the many factors such as line radius is big, topographic and geologic complicated condition, Karst Tunnel scale increases sharply.
Grow due to karst and karst water and there is the features such as complexity, multiformity and irregularities, karst of growing up
Tunneling risk particularly operations risks is more and more higher.
In recent years, there occurs some nothings during suitable ten thousand, Shanghai elder brother, the expensive Railway Tunnel operation such as extensively
The water damage event such as the deformation of tiny fragments of stone, coal, etc. railway roadbed, inverted arch protuberance, lining cutting percolating water, cause Railway Design, construction,
Build and the great attention of operation each side.
Tradition double track tunnel lining cutting typically uses the liner structure form of bent wall band inverted arch, such as Fig. 5 institute
Show.Using Concrete Filled as railway roadbed basis on inverted arch, in construction, inverted arch is filled with inverted arch and is separately watered
Build.Arranging Central drain+bilateral ditch in tunnel, Central drain is placed in the obturator on inverted arch.
Underground water discharge path is: country rock → preliminary bracing → draining blind pipe → lateral sulcus → transverse drain → in
Edema with the heart involved ditch, the i.e. water of tunnel structure periphery enter tunnel by preliminary bracing infiltration via draining blind pipe ejectment
Central drain within road structural body, outside final discharge hole.The defect of conventional drainage systems maximum exists
In: within Central drain is located at tunnel structure, main ejectment main ejectment arch wall scope circumferentially under
Water, the hydrops below tunnel inverted arch cannot effectively ejectment.Especially in the close region of ground hydraulic connection,
Under continuous rainfall or rainstorm weather, because of groundwater run off abruptly increase, traditional drainage system often cannot and
Time ejectment in the gutter in tunnel structure body, thus cause level of ground water drastically to raise.At Gao Shui
Under pressure effect, cause inverted arch at the bottom of tunnel or inverted arch to fill protuberance, thus destroy ballast bed structure.
Therefore, optimize liner structure and drainage system, it is ensured that at the bottom of tunnel, draining is unobstructed, reduce tunnel bottom water pressure,
Strengthen tunnel bottom structure ability resistant to pressure, become reduction tunnel, karst area water damage risk, it is ensured that operation peace
Complete in the urgent need to.
Summary of the invention
The technical problem to be solved is to provide a kind of base plate anchoring restricted type tunnel-liner structure
Make, to effectively reduce substrate vertical deformation, increase that liner structure is resistant to pressure and anti-floating ability.
The technical solution adopted for the present invention to solve the technical problems is as follows:
The present invention base plate anchoring restricted type tunnel lining structure, including arch wall preliminary bracing structure, two
Secondary liner structure, waterproof and water drainage system and central row tank, waterproof and water drainage system is arranged at arch wall preliminary bracing
Between structure, secondary liner structure, it is characterized in that: described secondary liner structure includes that arch wall secondary serves as a contrast
Building and base plate, base plate is positioned on substrate screed-coat, and its two ends consolidate with arch wall secondary lining two ends；
Lateral separation and arrange vertical along circuit bearing of trend interval in fundamental rock soil layer below described base plate
Confining part, the lower end of each vertical confining part extends in stable rock-soil layer, and upper end is looked for through substrate
Flat bed is fixing with base plate to be connected.
The invention has the beneficial effects as follows, use vertical confining part to add base plate form and replace tradition inverted arch shape
Formula, can increase base plate bearing capacity, also can increase that tunnel bottom structure is resistant to pressure and anti-floating ability；At the bottom of tunnel
Use base arrangement, it is not required to apply Concrete Filled body, effectively prevent the bent wall band inverted arch of tradition
Lining cutting is filled out owing to subsoil water enters extruding destruction between inverted arch and inverted arch blind by inverted arch construction joint
Fill body, cause track structure to destroy；Using plate structure at the bottom of tunnel, excavation operation is more convenient, overcomes biography
The wayward problem such as lead of system lining types inverted arch foundation excavation curvature；Realize liner structure " external row
Water ", arch wall secondary lining subsoil water behind is not passed through abutment wall and introduces tunnel lateral sulcus, and is introduced directly into the end
The central row tank B arranged under plate, is prevented effectively from rain flood subsoil water in season excessive lateral sulcus drainability not
Pour in railway roadbed enough；Owing to central row tank is positioned under base plate, can guarantee that the smooth and easy of subsoil water all the time
Drain and avoid high hydraulic pressure to cause bottom slab crack to swell.
Accompanying drawing explanation
This specification includes following four width accompanying drawings:
Fig. 1 is the section structure schematic diagram of base plate of the present invention anchoring restricted type tunnel lining structure；
Fig. 2 is the section structure schematic diagram of base plate of the present invention anchoring restricted type tunnel lining structure；
Fig. 3 is the section structure schematic diagram of base plate of the present invention anchoring restricted type tunnel lining structure；
Fig. 4 is the enlarged drawing of A local in Fig. 1；
Fig. 5 is the bent wall band inverted arch liner structure schematic diagram of tradition.
Component shown in figure, toponym and corresponding labelling: central row tank B；The arch wall initial stage props up
Protection structure 10, arch wall shotcrete layer 10a, arch wall steelframe 10b, arch wall system anchor bolt 10c；
Substrate screed-coat 11；Waterproof and water drainage system 20, non-woven geotextile 20a, circle draining blind pipe 20b, anti-
Water plate 20c；Tapping pipe 21；Arch wall secondary lining 30, base plate 31, frid 32；Anchor pile 40,
Anchor pole or anchor tube 41, anchor cable 42.
Detailed description of the invention
The present invention is further described with embodiment below in conjunction with the accompanying drawings.
With reference to Fig. 1, the present invention includes arch wall preliminary bracing structure 10, secondary liner structure, anti-
Drainage system 20 and central row tank B, waterproof and water drainage system 20 is arranged at arch wall preliminary bracing structure
10, between secondary liner structure.Described secondary liner structure includes arch wall secondary lining 30 and base plate
31, base plate 31 is positioned on substrate screed-coat 11, and its two ends are solid with arch wall secondary lining 30 two ends
Knot.In fundamental rock soil layer below described base plate 31 lateral separation and along circuit bearing of trend interval set
Putting vertical confining part, the lower end of each vertical confining part extends in stable rock-soil layer, and upper end passes
Substrate screed-coat 11 is fixing with base plate 31 to be connected.Use vertical confining part to add base plate form and replace biography
System inverted arch form, can increase base plate bearing capacity, also can increase that tunnel bottom structure is resistant to pressure and anti-floating energy
Power.Use base arrangement at the bottom of tunnel, it is not required to apply Concrete Filled body, effectively prevent tradition bent
Wall band inverted arch lining cutting enters between inverted arch and inverted arch blind crowded due to subsoil water by inverted arch construction joint
Crush bad obturator, cause track structure to destroy.
With reference to Fig. 1, Fig. 2 and Fig. 3, described vertical confining part is anchor pile 40, anchor pole or anchor tube
41 or anchor cable 42.
Formed by the frid 32 being arranged at below base plate 31 with reference to Fig. 1, described central row tank B,
The upper end of frid 32 two side consolidates or hinged with base plate 31.The bottom of described waterproof and water drainage system 20
It is connected with the top of central row tank B.The top of described frid 32 two side is along circuit extension side
Bury tapping pipe 21 underground to interval, the inner of each tapping pipe 21 is connected with central row tank B, outer end
Then through substrate screed-coat 11 to Tunnel Base.Described central row tank B is arranged at tunnel center bottom
Plate 31 times, base plate 31 ascender line road bearing of trend is arranged at intervals with and is connected with central row tank B
Inspection well head.Arch wall secondary lining 30 subsoil water behind is not passed through abutment wall and introduces tunnel lateral sulcus, and
It is introduced directly into the central row tank B that base plate is arranged for 31 times, is prevented effectively from rain flood subsoil water in season excessive
Lateral sulcus drainability is not enough and pours in railway roadbed, it is achieved liner structure " external draining ".Due to central row
Tank B is positioned at base plate 31 times, can guarantee that the smooth and easy excretion of subsoil water avoids high hydraulic pressure to cause all the time
Bottom slab crack swells.
With reference to Fig. 4, described waterproof and water drainage system 20 includes the non-woven geotextile 20a that arch wall scope is laid
And the splash guard 20c that arch wall scope is laid, and it is laid in nonwoven geotechnique along interval, tunnel excavation direction
Circle draining blind pipe 20b between cloth 20a and splash guard 20c.With reference to Fig. 1, described circle draining is blind
The two ends of pipe 20b are introduced directly into central row tank B along bottom upper plate 31 lower edge.The described arch wall initial stage props up
Protection structure 10 includes covering the arch wall shotcrete layer 10a of arch wall country rock and along the quincunx cloth of arch wall
The arch wall system anchor bolt 10c put.Along between tunnel excavation direction in described arch wall shotcrete layer 10a
Every laying arch wall steelframe 10b, in arch wall shotcrete layer 10a, add bar-mat reinforcement.
The above the one of base plate of the present invention anchoring restricted type tunnel lining structure that simply explains through diagrams
A little principles, are not intended to the present invention be confined in shown and described concrete structure and the scope of application,
Therefore every corresponding amendment being likely utilized and equivalent, belong to the present invention apllied specially
Profit scope.
Claims (6)
1. base plate anchoring restricted type tunnel lining structure, including arch wall preliminary bracing structure (10), two
Secondary liner structure, waterproof and water drainage system (20) and central row tank (B), waterproof and water drainage system (20) sets
It is placed between arch wall preliminary bracing structure (10), secondary liner structure, it is characterized in that: described secondary
Liner structure includes arch wall secondary lining (30) and base plate (31), and base plate (31) is positioned at substrate and looks for
On flat bed (11), its two ends consolidate with arch wall secondary lining (30) two ends；Described base plate (31)
Lower section fundamental rock soil layer in lateral separation and along circuit bearing of trend interval vertical confining part is set,
The lower end of each vertical confining part extends in stable rock-soil layer, and upper end passes substrate screed-coat (11)
Fix with base plate (31) and be connected.
2. base plate anchoring restricted type tunnel lining structure as claimed in claim 1, is characterized in that:
Described vertical confining part is anchor pile (40), anchor pole or anchor tube (41) or anchor cable (42).
3. base plate anchoring restricted type tunnel lining structure as claimed in claim 1, is characterized in that:
Described central row tank (B) is formed by the frid (32) being arranged at base plate (31) lower section, frid (32)
The upper end of two side is integrated with base plate (31) consolidation；The bottom of described waterproof and water drainage system (20) with
The top of central row tank (B) is connected；The top of described frid (22) two side is prolonged along circuit
Stretch interval, direction and bury tapping pipe (21), the inner of each tapping pipe (21) and central row tank (B) underground
Being connected, outer end is then through substrate screed-coat (11) to Tunnel Base.
A kind of tunnel lining structure with hydrophobic function at the bottom of tunnel, its
Feature is: described central row tank (B) is arranged under tunnel center line, base plate (31) ascender line road
Bearing of trend is arranged at intervals with the inspection well head being connected with central row tank (A).
A kind of tunnel lining structure with hydrophobic function at the bottom of tunnel, its
Feature is: described waterproof and water drainage system (20) includes the non-woven geotextile (20a) that arch wall scope is laid
And the splash guard (20c) that arch wall scope is laid, and it is laid in nonwoven soil along interval, tunnel excavation direction
Circle draining blind pipe (20b) between work cloth (20a) and splash guard (20c).
A kind of tunnel lining structure with hydrophobic function at the bottom of tunnel, its
Feature is: the two ends of described circle draining blind pipe (20b) are introduced directly into along bottom upper plate (31) lower edge
Central row tank (B).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610407642.2A CN105927272B (en) | 2016-06-12 | 2016-06-12 | Bottom plate anchors restricted type tunnel lining structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610407642.2A CN105927272B (en) | 2016-06-12 | 2016-06-12 | Bottom plate anchors restricted type tunnel lining structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105927272A true CN105927272A (en) | 2016-09-07 |
| CN105927272B CN105927272B (en) | 2019-01-04 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610407642.2A Active CN105927272B (en) | 2016-06-12 | 2016-06-12 | Bottom plate anchors restricted type tunnel lining structure |
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Cited By (17)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107100630A (en) * | 2017-07-03 | 2017-08-29 | 北京市市政工程设计研究总院有限公司 | Pile foundation type bored tunnel and construction method in deep backfill |
| CN107191210A (en) * | 2017-06-16 | 2017-09-22 | 中铁第勘察设计院集团有限公司 | Shield tunnel anti-floating system and its construction method based on prestress anchorage cable |
| 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 |
| CN107829407A (en) * | 2017-10-18 | 2018-03-23 | 中国电建集团中南勘测设计研究院有限公司 | One kind can drainage for overhaul tunnel, construction method and repair method |
| CN107905812A (en) * | 2017-12-27 | 2018-04-13 | 中铁二院工程集团有限责任公司 | The hollow compound arch tunnel-liner in type tunnel bottom and its drainage system construction of falling from power |
| CN107975379A (en) * | 2017-12-27 | 2018-05-01 | 中铁二院工程集团有限责任公司 | Both sides set the liner structure for the L-shaped base for having draining, carrying and supporting and retaining system function concurrently |
| 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 |
| CN108005678A (en) * | 2017-12-27 | 2018-05-08 | 中铁二院工程集团有限责任公司 | π shape tunnels bottom liner structure with low level sluicing kinetic energy |
| CN108005688A (en) * | 2017-12-27 | 2018-05-08 | 中铁二院工程集团有限责任公司 | The external dewatering type lining cutting of buried lateral sulcus and its drainage system |
| CN108086993A (en) * | 2017-12-27 | 2018-05-29 | 中铁二院工程集团有限责任公司 | Tunnel bottom sets the haunch floor type tunnel-liner of leaked oil and drainage system constructs and its construction method |
| CN108222963A (en) * | 2017-12-27 | 2018-06-29 | 中铁二院工程集团有限责任公司 | The not contour longeron carrying stalk floor type lining cutting of tunnel bottom setting longitudinal direction collection drainage gallery and its drainage system construction |
| CN108222960A (en) * | 2017-12-27 | 2018-06-29 | 中铁二院工程集团有限责任公司 | The V-arrangement skewback floor type lining cutting of tunnel bottom setting drainage gallery and its drainage system construction |
| CN108222975A (en) * | 2017-12-27 | 2018-06-29 | 中铁二院工程集团有限责任公司 | Big skewback floor type lining cutting and its drainage system construction |
| CN108316062A (en) * | 2018-02-11 | 2018-07-24 | 中铁二院工程集团有限责任公司 | A kind of control device and its construction method of non-fragment orbit tunnel arching of bottom |
| CN109681270A (en) * | 2018-11-30 | 2019-04-26 | 金础础 | A kind of constructing tunnel fault belt row's stone drainage arrangement |
| CN110273708A (en) * | 2019-07-01 | 2019-09-24 | 长沙矿山研究院有限责任公司 | A kind of hydrophobic method of roadway support structural body control |
| CN113464174A (en) * | 2021-07-05 | 2021-10-01 | 广东冠粤路桥有限公司 | Construction method of tunnel drainage waterproof comprehensive treatment system |
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Cited By (24)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107191210A (en) * | 2017-06-16 | 2017-09-22 | 中铁第勘察设计院集团有限公司 | Shield tunnel anti-floating system and its construction method based on prestress anchorage cable |
| CN107100630A (en) * | 2017-07-03 | 2017-08-29 | 北京市市政工程设计研究总院有限公司 | Pile foundation type bored tunnel and construction method in deep backfill |
| 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 |
| CN107524458B (en) * | 2017-08-30 | 2023-09-22 | 中铁二院工程集团有限责任公司 | Tunnel lining structure with tunnel bottom reserved deformation |
| CN107829407A (en) * | 2017-10-18 | 2018-03-23 | 中国电建集团中南勘测设计研究院有限公司 | One kind can drainage for overhaul tunnel, construction method and repair method |
| CN108222975A (en) * | 2017-12-27 | 2018-06-29 | 中铁二院工程集团有限责任公司 | Big skewback floor type lining cutting and its drainage system construction |
| CN107975379A (en) * | 2017-12-27 | 2018-05-01 | 中铁二院工程集团有限责任公司 | Both sides set the liner structure for the L-shaped base for having draining, carrying and supporting and retaining system function concurrently |
| CN108005678A (en) * | 2017-12-27 | 2018-05-08 | 中铁二院工程集团有限责任公司 | π shape tunnels bottom liner structure with low level sluicing kinetic energy |
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| 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 |
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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 |
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| CN108316062A (en) * | 2018-02-11 | 2018-07-24 | 中铁二院工程集团有限责任公司 | A kind of control device and its construction method of non-fragment orbit tunnel arching of bottom |
| CN109681270A (en) * | 2018-11-30 | 2019-04-26 | 金础础 | A kind of constructing tunnel fault belt row's stone drainage arrangement |
| CN109681270B (en) * | 2018-11-30 | 2020-05-19 | 北京城建中南土木工程集团有限公司 | Broken stone drainage device that takes of fault for tunnel construction |
| CN110273708A (en) * | 2019-07-01 | 2019-09-24 | 长沙矿山研究院有限责任公司 | A kind of hydrophobic method of roadway support structural body control |
| CN113464174B (en) * | 2021-07-05 | 2023-05-26 | 广东冠粤路桥有限公司 | Construction method of tunnel row waterproof comprehensive treatment system |
| CN113464174A (en) * | 2021-07-05 | 2021-10-01 | 广东冠粤路桥有限公司 | Construction method of tunnel drainage waterproof comprehensive treatment system |
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