CN107905812A - The hollow compound arch tunnel-liner in type tunnel bottom and its drainage system construction of falling from power - Google Patents
The hollow compound arch tunnel-liner in type tunnel bottom and its drainage system construction of falling from power Download PDFInfo
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- CN107905812A CN107905812A CN201711498095.4A CN201711498095A CN107905812A CN 107905812 A CN107905812 A CN 107905812A CN 201711498095 A CN201711498095 A CN 201711498095A CN 107905812 A CN107905812 A CN 107905812A
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- 238000010276 construction Methods 0.000 title claims abstract description 35
- 150000001875 compounds Chemical class 0.000 title claims abstract description 15
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 59
- 230000006378 damage Effects 0.000 claims abstract description 11
- 238000005336 cracking Methods 0.000 claims abstract description 9
- 230000010412 perfusion Effects 0.000 claims abstract description 4
- 239000003673 groundwater Substances 0.000 claims description 12
- 238000009412 basement excavation Methods 0.000 claims description 10
- 238000010079 rubber tapping Methods 0.000 claims description 7
- 239000011378 shotcrete Substances 0.000 claims description 7
- 239000004746 geotextile Substances 0.000 claims description 6
- 239000011435 rock Substances 0.000 claims description 6
- 238000007689 inspection Methods 0.000 claims description 3
- 239000002244 precipitate Substances 0.000 claims description 3
- 238000000926 separation method Methods 0.000 claims description 3
- 239000007787 solid Substances 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 7
- 238000011161 development Methods 0.000 abstract description 5
- 238000007667 floating Methods 0.000 abstract description 4
- 239000000126 substance Substances 0.000 abstract description 4
- 230000006641 stabilisation Effects 0.000 abstract description 3
- 238000011105 stabilization Methods 0.000 abstract description 3
- 239000004567 concrete Substances 0.000 description 3
- 239000003795 chemical substances by application Substances 0.000 description 2
- 239000004035 construction material Substances 0.000 description 2
- 230000001932 seasonal effect Effects 0.000 description 2
- 238000004062 sedimentation Methods 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 230000002411 adverse Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000008021 deposition Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 201000010099 disease Diseases 0.000 description 1
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 1
- 238000012407 engineering method Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000002706 hydrostatic effect Effects 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 230000001105 regulatory effect Effects 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 238000012876 topography Methods 0.000 description 1
- 230000001131 transforming effect Effects 0.000 description 1
- 239000011800 void material Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
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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
- E21F16/00—Drainage
- E21F16/02—Drainage of tunnels
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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)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The hollow compound arch tunnel-liner in type tunnel bottom and its drainage system construction of falling from power, effect of the underground water to tunnel-liner polycrystalline substance is even eliminated to reduce, karst or the regional tunnel inverted arch floating deformation of underground water development or tunnel bottom structure cracking destruction are effectively solved the problems, such as, to ensure the stabilization and security of constructing tunnel and operation.Arch wall secondary liner structure both sides abutment wall bottom tunnel bottom construct arranged below is as bearing structure, the tunnel bottom construct is hollow type structure of falling from power, formed by upper plate, both sides transversal web and longitudinally spaced lower plate, longitudinal web overall perfusion, longitudinally spaced tunnel bottom cavity is formed in it.Longitudinally through Central drain, Central drain connection each tunnel bottom cavity are set under upper plate plate face along longitudinal center.Drainage system includes arch wall scope drainage system, tunnel bottom drainage system and the tunnel inner water drainage system being connected with tunnel bottom cavity.
Description
Technical field
The present invention relates to tunnel-liner and drainage system to construct, and more particularly to one kind applies to underground water development location or rock
Molten regional tunnel-liner and its waterproof and water drainage system construction.
Background technology
Come into 21st century, railway construction in China high speed development, speed per hour 200km above high standard double track railways are built
It is more and more, it is especially more by big, the topographic and geologic complicated condition of sweep etc. in Southwest Mountainous Areas, karsts developing area, and circuit show line
The restriction of kind factor, Karst Tunnel scale increase sharply.Since karst and karst water development are with complexity, diversity and random
The features such as rule property, it is higher and higher that Karst Tunnel of growing up builds risk particularly operations risks.
In recent years, suitable ten thousand, during Shanghai elder brother, the expensive Railway Tunnel operation such as wide there occurs some ballastless track beds deformations,
The water damage event such as inverted arch and filling protuberance, causes Railway Design, construction, construction and the great attention for runing each side.Through investigating,
Both wired water damage was broadly divided into two classes：
(1) inverted arch filling, which is floated, deforms.The construction joint that the construction in layer of its performance predominantly tunnel bottom structure is brought is in hydraulic pressure
Deformation, expansion under effect.
1. code requirement inverted arch should be separated with inverted arch filling and poured.This engineering method forms construction joint between inverted arch and filling,
But underground water penetrates into inverted arch by inverted arch circular construction joint and fills bottom, and about 3~4m heads can cause filling to be floated.
2. in practice of construction, to prevent railway roadbed construction surface from being destroyed by Construction traffic, inverted arch filling often uses placement layer by layer
Mode, inverted arch filling top layer (or regulating course) thickness about 0.2~0.4m of placing before railway roadbed construction, it is only necessary to 0.5~1m
High head can cause to fill top layer floating, and then cause railway roadbed to deform.
3. ballastless track bed to road bed board and inverted arch fill surface using the connectionless way of contact, it is right there are construction interface
It is more notable in the sensitiveness of tunnel bottom infiltration, often also there is " gap " lifting phenomenon and wear phenomenon, under the action of water, disease
Evil feature is particularly evident.Its stiffness difference huge with tunnel structure, deformation and track structure are very poor to foundation deformation
Adaptability be further exacerbated by adverse effect and difficulty of governance of the tunnel bottom water damage to operation security.
(2) liner structure particularly inverted arch strain cracking.
1. limited by vertical, the circumferential blind pipe and abutment wall spilled water hole drainability that are set in tunnel, after work drainage system by
Physical (silt, fine grained deposition are silted up), chemical type block (soluble matter separates out, concrete and slurry reaction residue condense)
Impeded drainage will be all caused etc. reason, hydraulic pressure change dramatically, causes liner structure cracking failure.
2. the structures such as abutment wall longitudinal direction construction joint, circular construction joint, inverted arch bottom and waterproof weak link recurring structure deformation,
Cracking and waterproof failure；There is water spray, gushes silt etc. in local location.
3. level of ground water seasonal fluctuations, cause lining cutting to bear " dynamic load " influence.In continuous rainfall or Severe rainstorm weather
Under the conditions of, level of ground water increases suddenly, and lining cutting bears higher hydraulic pressure.
The tunnel designed at present is largely to have inverted arch lining cutting.By taking one-tunnel two-tracks tunnel as an example, its drainage system is with " tunnel
Internal draining " is Main Patterns, and underground water discharge path is：Country rock → preliminary bracing → draining blind pipe → lateral sulcus → transverse drainage
Pipe → Central drain, the i.e. water on tunnel structure periphery are permeated by preliminary bracing enters tunnel structure sheet via the ejectment of draining blind pipe
Central drain within body, it is final to discharge outside hole.
Drainage system in tunnel body main drawback is that：
It is arranged on 1. the pressure release point for having pressure underground water is respectively positioned on inside lining cutting agent structure, causes lining cutting agent structure to bear
Hydrostatic pressing or hydrodynamic scope are larger.
2. Central drain (or lateral sulcus) is arranged within tunnel structure, the periphery underground water of main ejectment arch wall scope, tunnel
Ponding below inverted arch can not effective ejectment, once under continuous rainfall or rainstorm weather, under Local topography inverted arch crevice water or
Pipeline water because can not ejectment in time cause hydraulic pressure drastically to raise.Under the effect of high hydraulic pressure, cause tunnel bottom inverted arch cracking failure.
3. tunnel is in underground water seasonal fluctuation zone etc. and the close region of extraneous hydraulic connection, in continuous rainfall or heavy rain
Under weather, because of groundwater run off abruptly increase, limited by abutment wall sluicing pore size and spacing, it is difficult in time by its ejectment to tunnel structure body
In interior gutter, so as to cause level of ground water drastically to raise.Under the effect of high hydraulic pressure, Lining cracks are caused to destroy.
4. being needed by ballast bed structure, hole auxiliary structures and tunnel cross-section engineering economy being restricted, consider that construction is difficult
The cross-section of river free degree of easy degree, hole medial sulcus or Central drain is little, and discharge capacity is limited, and often causes water damage in hole.
5. since tunnel bottom is arc-shaped, excavate that control is more difficult, and it is big that tunnel bottom void slag cleans out difficulty completely, during operation
Due to tunnel bottom underground water can not ejectment, Train induced load repeated action in addition, easily causes tunnel bottom the disaster such as to rise soil.
Therefore, optimize liner structure and drainage system, ensure that draining is unobstructed, reduce and even eliminate tunnel bottom hydraulic pressure, become drop
Low karst area tunnel water damage risk, ensure operation security there is an urgent need to.
The content of the invention
The technical problems to be solved by the invention be to provide it is a kind of it is hollow fall from power the compound arch tunnel-liner in type tunnel bottom and its
Drainage system constructs, and even eliminates effect of the underground water to tunnel-liner polycrystalline substance to reduce, effectively solves karst or underground
The problem of regional tunnel inverted arch floating deformation of water development or tunnel bottom structure cracking destruction, to ensure the stabilization of constructing tunnel and operation
And security.
The technical solution adopted by the present invention to solve the technical problems is as follows：
Hollow the fall from power compound arch tunnel-liner in type tunnel bottom and its drainage system construction of the present invention, including arch wall branch at initial stage
Protection structure, arch wall secondary liner structure and arch wall scope waterproof layer, and drainage system, it is characterized in that：The secondary lining of arch wall
Structure both sides abutment wall bottom tunnel bottom construct arranged below is built as bearing structure, which is hollow type knot of falling from power
Structure, is formed by upper plate, both sides transversal web and longitudinally spaced lower plate, longitudinal web overall perfusion, formation longitudinal direction in it
The tunnel bottom cavity at interval；Longitudinally through Central drain is set under the upper plate plate face along longitudinal center, which connects
Logical each tunnel bottom cavity；The drainage system includes arch wall scope drainage system, the tunnel bottom drainage system being connected with tunnel bottom cavity
With tunnel inner water drainage system.
Tunnel bottom drainage system includes lateral separation and lays and connect longitudinal Permeable blind pipe of adjacent tunnel bottom cavity, longitudinal direction
Permeable blind pipe, tunnel bottom cavity and Central drain form solid netted drainage system, and suction takes drainage tunnel bottom underground water by force, avoids underground water
Drainage difficulty or heavy rain season groundwater run off abruptly increase cause base arrangement protuberance or cracking destruction.
The arch wall scope drainage system includes circle draining blind pipe, and the circle draining blind pipe is along between tunnel excavation direction
Every being laid between non-woven geotextile and splash guard, it is bent into upper plate lower edge in the cavity of tunnel bottom, arch wall scope underground water passes through ring
It is discharged into after collecting to draining blind pipe in the cavity of tunnel bottom.
The tunnel inner water drainage system includes being fixedly installed on the hole medial sulcus of upper plate both lateral sides and extends along circuit
Direction interval is embedded in the tapping pipe in the foundation of arch wall secondary lining two sides, and in hole medial sulcus and upper plate it is inbuilt logical
Toward the contact water pipe of tunnel bottom cavity, underground water collects and precipitates through tapping pipe introducing hole medial sulcus, and tunnel bottom is introduced through contacting water pipe
In cavity.
The beneficial effects are mainly as follows following aspects：
1st, tunnel bottom uses hollow type structure of falling from power, and tunnel bottom excavation face is plane, excavates operation and is more convenient, overcomes traditional lining
Block form inverted arch foundation excavation curvature is difficult to control the problems such as leading.The liner structure that traditional tunnel bottom is inverted arch form is compared to,
Construction material is saved, effectively reduces engineering construction investment；
2nd, tunnel bottom uses hollow type structure of falling from power, and is not required to apply Concrete Filled body thereon, effectively prevent traditional bent wall
Band inverted arch lining cutting destroys obturator since underground water enters extruding between inverted arch and inverted arch blind by inverted arch construction joint, causes
Track structure destroys；
3rd, tunnel bottom uses hollow type structure of falling from power, the bearing structure as arch wall secondary lining, on the one hand, to weak surrounding rock
Location tunnel, can effectively control arch supporting construction sedimentation and deformation；On the other hand, to karst area tunnel, one can effectively be crossed over
It is sized the Karst Features (molten chamber, filling solution cavity, corroded breaking zone etc.) of scope；
The 4th, arch wall scope drainage system, tunnel bottom drainage system and tunnel inner water drainage system totally three sets of drainage systems are set, can
By property higher, drainability is stronger, can effectively drainage arch wall scope and tunnel bottom underground water, avoid traditional liner structure because of underground water
Lining cutting structure crack destroys after drainage difficulty or heavy rain season groundwater run off abruptly increase cause inverted arch.
The present invention changes tunnel bottom structure stress form and row by transforming conventional tunnel lining cutting tunnel bottom structure form
Water system, reduces and even eliminates effect of the underground water to tunnel-liner polycrystalline substance, effectively solve karst or underground water developmentally
The problem of inverted arch floating deformation of area tunnel or tunnel bottom structure cracking destruction, to ensure the stabilization and safety of constructing tunnel and operation
Property.
Brief description of the drawings
This specification includes following nine width attached drawing：
Fig. 1 is the hollow compound arch tunnel-liner in type tunnel bottom and its drainage system organigram of falling from power of the present invention；
Fig. 2 is the enlarged drawing of A parts in Fig. 1；
Fig. 3 is that I-I lines cut open figure along Fig. 1；
Fig. 4 is the profile of II-II line along Fig. 1；
Fig. 5 is the profile of III-III line along Fig. 3；
Fig. 6 is the profile of IV-IV line along Fig. 3；
Fig. 7 is the profile of V-V line along Fig. 3；
Fig. 8 is the profile of VI-VI line along Fig. 3；
Fig. 9 is the profile of VII-VII line along Fig. 4.
Component, toponym and corresponding mark are shown in figure：Arch wall preliminary bracing structure 10, arch wall shotcrete layer
10a, arch wall steelframe 10b, arch wall system anchor bolt 10c, arch wall scope waterproof layer 20, non-woven geotextile 20a, splash guard 20b, circumferential direction
Draining blind pipe 31a, longitudinal Permeable blind pipe 32a,
Tapping pipe 33a, lateral ties water pipe 33b,
Arch wall secondary liner structure 40, tunnel bottom construct 41, upper plate 41a, lower plate 41b, transversal web 41c, longitudinal direction
Web 41d, tunnel bottom cavity B, Central drain C, inspection well head D, hole medial sulcus E, cover board 42.
Embodiment
The present invention is described in detail with reference to the accompanying drawings and examples.
Referring to figs. 1 to Fig. 7, the present invention hollow the fall from power compound arch tunnel-liner in type tunnel bottom and its drainage system construction, bag
Include arch wall preliminary bracing structure 10, arch wall secondary liner structure 40 and arch wall scope waterproof layer 20, and drainage system.The arch
40 both sides abutment wall bottom tunnel bottom construct 41 arranged below of wall secondary liner structure is used as bearing structure, which is
Hollow type structure of falling from power, can effectively control arch supporting construction sedimentation and deformation, to karst area tunnel to weak surrounding rock location tunnel
Road can be effectively across the Karst Features (molten chamber, filling solution cavity, corroded breaking zone etc.) of certain size scope.It is not required to apply thereon mixed
Solidifying soil obturator, effectively prevent traditional bent wall band inverted arch lining cutting since underground water by inverted arch construction joint enters inverted arch and inverted arch
Extruding, which destroys obturator, between blind causes track structure to destroy.Tunnel bottom excavation face is plane, excavates operation and is more convenient, overcomes
Traditional lining types inverted arch foundation excavation curvature is difficult to control the problems such as leading.Traditional inverted arch type lining cutting is compared to, can be reduced
Tunnel excavation amount, saves construction material, effectively reduces engineering construction investment.
Referring to figs. 1 to Fig. 7, tunnel bottom construct 41 is by upper plate 41a, both sides transversal web 41c and longitudinally spaced bottom
Plate 41b, longitudinal web 41d overall perfusions form, and longitudinally spaced tunnel bottom cavity B is formed in it.Under the upper plate 41a plate faces
Longitudinally through Central drain C, Central drain C is set to connect each tunnel bottom cavity B along longitudinal center.The drainage system includes
Arch wall scope drainage system, tunnel bottom drainage system and the tunnel inner water drainage system being connected with tunnel bottom cavity B.The present invention sets three
Cover drainage system, reliability higher, drainability is stronger, can effectively drainage arch wall scope and tunnel bottom underground water, avoid traditional lining
Structure is built because ground water discharge is not smooth or heavy rain season groundwater run off abruptly increase causes lining cutting structure crack after inverted arch to destroy.
Referring to Figures 1 and 2, the arch wall scope waterproof layer 20, positioned at 10 structure of arch wall preliminary bracing and the secondary lining of arch wall
Between building structure 40, including the splash guard 20b of the geotextiles 20a of internal layer and outer layer.The arch wall preliminary bracing structure 10 includes
Cover the arch wall shotcrete layer 10a and the arch wall system anchor bolt 10c along arch wall quincuncial arrangement of arch wall country rock.The arch wall
Arch wall steelframe 10b is laid along tunnel excavation direction interval in shotcrete layer 10a, is added in arch wall shotcrete layer 10a
Bar-mat reinforcement.
With reference to Fig. 1, Fig. 3 to Fig. 9, tunnel bottom drainage system includes lateral separation and lays and connect adjacent tunnel bottom cavity B
Longitudinal Permeable blind pipe 32a, longitudinal Permeable blind pipe 32a, tunnel bottom cavity B and Central drain C form solid netted drainage system, inhale
Take drainage tunnel bottom underground water by force, avoid ground water discharge not smooth or heavy rain season groundwater run off abruptly increase causes base arrangement to swell or open
Split destruction.
With reference to Fig. 3, Fig. 4, Fig. 6, Fig. 7 and Fig. 9, longitudinally spaced set leads to tunnel bottom cavity B at 41 center of upper plate
Inspection well head D, check and set cover board 34 to close at well head D upper ends, prevent that tunnel underflow water is poured in tunnel during operation.Operation
Period, can carry out dredging from checking that well head D enters in the cavity B of tunnel bottom.
With reference to Fig. 1 and Fig. 7, the arch wall scope drainage system includes circle draining blind pipe 31a, the circle draining
Blind pipe 31a is laid between non-woven geotextile 20a and splash guard 20b along tunnel excavation direction interval, is bent into upper plate 41a lower edges
In the cavity B of tunnel bottom, arch wall scope underground water is discharged into after being collected by circle draining blind pipe 31a in the cavity B of tunnel bottom.
With reference to Fig. 1 and Fig. 9, the tunnel inner water drainage system includes being fixedly installed in the hole of upper plate 41a both lateral sides
Lateral sulcus E and the tapping pipe 33a in 40 two sides foundation of arch wall secondary lining is embedded in along circuit extending direction interval, and in hole
The inbuilt contact water pipe 33b towards tunnel bottom cavity B in lateral sulcus E and upper plate 41a, underground water are introduced in hole through tapping pipe 33a
Lateral sulcus E collects and precipitates, and is introduced through contacting water pipe 33b in tunnel bottom cavity B.
The above is the hollow compound arch tunnel-liner in type tunnel bottom and its draining system of falling from power of the present invention that explain through diagrams
Some principles of system construction, are not intended to the present invention being confined in shown and described concrete structure and the scope of application, therefore all
It is corresponding modification and the equivalent for being possible to be utilized, belongs to the apllied the scope of the claims of the present invention.
Claims (7)
1. hollow the fall from power compound arch tunnel-liner in type tunnel bottom and its drainage system construction, including arch wall preliminary bracing structure
(10), arch wall secondary liner structure (40) and arch wall scope waterproof layer (20), and drainage system, it is characterized in that：The arch wall
Secondary liner structure (40) both sides abutment wall bottom tunnel bottom construct (41) arranged below is used as bearing structure, the tunnel bottom construct
(41) be hollow type structure of falling from power, by upper plate (41a), both sides transversal web (41c) and longitudinally spaced lower plate (41b),
Longitudinal web (41d) overall perfusion forms, and longitudinally spaced tunnel bottom cavity (B) is formed in it；Under upper plate (41a) plate face
Longitudinally through Central drain (C), the Central drain (C) connection each tunnel bottom cavity (B) are set along longitudinal center；The draining system
System includes arch wall scope drainage system, tunnel bottom drainage system and the tunnel inner water drainage system being connected with tunnel bottom cavity (B).
2. hollow the fall from power compound arch tunnel-liner in type tunnel bottom and its drainage system construction as claimed in claim 1, its feature
It is：Tunnel bottom drainage system includes lateral separation and lays and connect longitudinal Permeable blind pipe (32a) of adjacent tunnel bottom cavity (B),
Longitudinal Permeable blind pipe (32a), tunnel bottom cavity (B) and Central drain (C) form solid netted drainage system, inhale with taking drainage tunnel bottom by force
Lower water, avoids ground water discharge not smooth or heavy rain season groundwater run off abruptly increase causes base arrangement protuberance or cracking destruction.
3. hollow the fall from power compound arch tunnel-liner in type tunnel bottom and its drainage system construction as claimed in claim 1, its feature
It is：The arch wall scope drainage system includes circle draining blind pipe (31a), and the circle draining blind pipe (31a) is along tunnel excavation
Direction interval is laid between non-woven geotextile (20a) and splash guard (20b), and tunnel bottom cavity (B) is bent into upper plate (41a) lower edge
In, arch wall scope underground water is discharged into after being collected by circle draining blind pipe (31a) in tunnel bottom cavity (B).
4. hollow the fall from power compound arch tunnel-liner in type tunnel bottom and its drainage system construction as claimed in claim 1, its feature
It is：The tunnel inner water drainage system includes being fixedly installed on the hole medial sulcus (E) of upper plate (41a) both lateral sides and prolongs along circuit
Stretch the tapping pipe (33a) that direction interval is embedded in the foundation of arch wall secondary lining (40) two sides, and hole medial sulcus (E) and upper
The inbuilt contact water pipe (33b) towards tunnel bottom cavity (B) in bottom plate (41a), underground water are introduced on the inside of hole through tapping pipe (33a)
Ditch (E) collects and precipitates, and is introduced through contacting water pipe (33b) in tunnel bottom cavity (B).
5. hollow the fall from power compound arch tunnel-liner in type tunnel bottom and its drainage system construction as claimed in claim 1, its feature
It is：The longitudinally spaced inspection well head (D) set towards tunnel bottom cavity (B), checks on well head (D) at upper plate (41) center
Cover board (34) closing is set at end, prevents that tunnel underflow water is poured in tunnel during operation.
6. hollow the fall from power compound arch tunnel-liner in type tunnel bottom and its drainage system construction as claimed in claim 1, its feature
It is：The arch wall scope waterproof layer (20) is located between arch wall preliminary bracing (10) structure and arch wall secondary liner structure (40),
The splash guard (20b) of geotextiles (20a) and outer layer including internal layer.
7. hollow the fall from power compound arch tunnel-liner in type tunnel bottom and its drainage system construction as claimed in claim 1, its feature
It is：The arch wall preliminary bracing structure (10) includes the arch wall shotcrete layer (10a) of covering arch wall country rock and along arch wall plum
The arch wall system anchor bolt (10c) of flower-shape arrangement.Laid in the arch wall shotcrete layer (10a) along tunnel excavation direction interval
Arch wall steelframe (10b), arch wall shotcrete layer (10a) is interior to add bar-mat reinforcement.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711498095.4A CN107905812A (en) | 2017-12-27 | 2017-12-27 | The hollow compound arch tunnel-liner in type tunnel bottom and its drainage system construction of falling from power |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711498095.4A CN107905812A (en) | 2017-12-27 | 2017-12-27 | The hollow compound arch tunnel-liner in type tunnel bottom and its drainage system construction of falling from power |
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| CN107905812A true CN107905812A (en) | 2018-04-13 |
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Cited By (2)
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| CN108757027A (en) * | 2018-05-23 | 2018-11-06 | 中铁二院工程集团有限责任公司 | Multi-functional lobby water system in a kind of tunnel |
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| CN108757027A (en) * | 2018-05-23 | 2018-11-06 | 中铁二院工程集团有限责任公司 | Multi-functional lobby water system in a kind of tunnel |
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| CN109519192A (en) * | 2019-01-23 | 2019-03-26 | 四川省交通运输厅公路规划勘察设计研究院 | Store up drainage pressure-reducing construction and the tunnel structure across soft rock section in tunnel |
| CN109519192B (en) * | 2019-01-23 | 2023-10-10 | 四川省公路规划勘察设计研究院有限公司 | Tunnel stores up drainage decompression structure and stride across tunnel structure in soft rock district |
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