CN208073504U - 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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- CN208073504U CN208073504U CN201721874801.6U CN201721874801U CN208073504U CN 208073504 U CN208073504 U CN 208073504U CN 201721874801 U CN201721874801 U CN 201721874801U CN 208073504 U CN208073504 U CN 208073504U
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Abstract
The hollow compound arch tunnel-liner in type tunnel bottom and its drainage system construction of falling from power, to reduce or even eliminate effect of the underground water to tunnel-liner bottom structure, 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 stabilization and the safety 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, it is formed by upper plate, both sides transversal web and longitudinally spaced lower plate, longitudinal web overall perfusion, it is interior to form longitudinally spaced tunnel bottom cavity.Longitudinally through Central drain is set under upper plate plate face along longitudinal center, which is connected to each tunnel bottom cavity.Drainage system includes arch wall range drainage system, tunnel bottom drainage system and the tunnel inner water drainage system being connected with tunnel bottom cavity.
Description
Technical field
The utility model is related to tunnel-liners and drainage system to construct, more particularly to one kind applying to underground water development location
Or tunnel-liner and its waterproof and water drainage system construction of karst area.
Background technology
Come into 21st century, railway construction in China high speed development, the above high standard double track railways of speed per hour 200km are built
More and more, especially in Southwest Mountainous Areas, karsts developing area, and circuit show line, by sweep, big, topographic and geologic complicated condition etc. is more
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 especially operations risks.
Through investigation, 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 be 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 surface 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 surface layer floating, and then railway roadbed is caused to deform.
3. ballastless track bed is to road bed board and inverted arch fill surface using the connectionless way of contact, there are construction interfaces, right
It is more notable in the sensibility 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.It is very poor to foundation deformation with the huge stiffness difference of tunnel structure, deformation and track structure
Adaptability be further exacerbated by tunnel bottom water evil to the adverse effect and difficulty of governance of operation security.
(2) liner structure especially inverted arch strain cracking.
1. limited by vertical, the circumferential blind pipe and abutment wall drain hole drainability that are arranged in tunnel, after work drainage system by
Physical (silt, fine grained deposition are silted up), chemical type block (soluble matter is precipitated, concrete and slurry reaction residue condense)
Etc. reasons will all cause impeded drainage, hydraulic pressure change dramatically to lead to 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；Spraying water, gushing silt etc. occur 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, drainage system is with " tunnel
Draining in vivo " 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 draining blind pipe ejectment
Central drain within body, it is final to be discharged outside hole.
Drainage system in tunnel body main drawback is that：
1. thering is the pressure release point of pressure underground water to be respectively positioned on to be arranged inside lining cutting agent structure, lining cutting agent structure is caused to bear
Hydrostatic pressing or hydrodynamic range are larger.
2. Central drain (or lateral sulcus) is set within tunnel structure, the periphery underground water of main ejectment arch wall range, tunnel
Inverted arch ponding below can not effective ejectment, once under continuous rainfall or rainstorm weather, under Local topography inverted arch crevice water or
Pipeline water because can not in time ejectment cause hydraulic pressure drastically to increase.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
It under weather, because of groundwater run off abruptly increase, is limited by abutment wall sluicing pore size and spacing, it is difficult in time by its ejectment to tunnel structure body
In interior gutter, drastically increased so as to cause level of ground water.Under the effect of high hydraulic pressure, Lining cracks is 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 degree of freedom of easy degree, hole medial sulcus or Central drain is little, and discharge capacity is limited, 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 disasters such as to rise soil.
Therefore, optimize liner structure and drainage system, ensure that draining is unobstructed, reduce or even eliminate tunnel bottom water pressure, become drop
Low karst area tunnel water damage risk, ensure operation security there is an urgent need to.
Utility model content
The technical problem to be solved by the utility model is to provide a kind of hollow compound arch tunnel-liners in type tunnel bottom of falling from power
And its drainage system construction, to reduce or even eliminate effect of the underground water to tunnel-liner bottom structure, effectively solve karst or
The problem of regional tunnel inverted arch floating deformation of underground water development or tunnel bottom structure cracking destruction, to ensure constructing tunnel and operation
Stable and safety.
Technical solution is as follows used by the utility model solves its technical problem：
Hollow the fall from power compound arch tunnel-liner in type tunnel bottom and its drainage system construction of the utility model, including at the beginning of arch wall
Phase supporting construction, arch wall secondary liner structure and arch wall range waterproof layer and drainage system, it is characterized in that：The arch wall two
For secondary liner structure both sides abutment wall bottom tunnel bottom construct arranged below as bearing structure, which is hollow type of falling from power
Structure is formed by upper plate, both sides transversal web and longitudinally spaced lower plate, longitudinal web overall perfusion, and interior formed is indulged
To the tunnel bottom cavity at interval；Longitudinally through Central drain is set along longitudinal center under the upper plate plate face, the Central drain
It is connected to each tunnel bottom cavity；The drainage system includes the arch wall range drainage system being connected with tunnel bottom cavity, tunnel bottom draining system
System and tunnel inner water drainage system.
Tunnel bottom drainage system includes longitudinal Permeable blind pipe that adjacent tunnel bottom cavity was laid and be connected in lateral separation, longitudinal
Permeable blind pipe, tunnel bottom cavity and Central drain constitute 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 lead to floor structure protuberance or cracking destruction.
The arch wall range drainage system includes circle draining blind pipe, and the circle draining blind pipe is between tunnel excavation direction
It every being laid between non-woven geotextile and splash guard, is bent into the cavity of tunnel bottom in upper plate lower edge, arch wall range underground water passes through ring
It is discharged into the cavity of tunnel bottom after collecting to draining blind pipe.
The tunnel inner water drainage system includes being fixedly installed on the hole medial sulcus of upper plate both lateral sides and extending along circuit
Direction interval is embedded in inbuilt logical in the tapping pipe in the foundation of arch wall secondary lining two sides and hole medial sulcus and upper plate
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 of the utility model are mainly reflected in following aspects：
1, it is plane that tunnel bottom, which uses hollow type structure of falling from power, tunnel bottom excavation face, 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.It is compared to the liner structure that traditional tunnel bottom is inverted arch form,
Construction material is saved, engineering construction investment is effectively reduced；
2, tunnel bottom uses hollow type structure of falling from power, and is not required to apply Concrete Filled body thereon, effectively prevents traditional bent wall
Band inverted arch lining cutting destroys obturator since underground water enters to squeeze between inverted arch and inverted arch blind by inverted arch construction joint, causes
Track structure destroys；
3, 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 range；
4, arch wall range drainage system, tunnel bottom drainage system and tunnel inner water drainage system totally three sets of drainage systems are set, it can
By property higher, drainability is stronger, can effectively drainage arch wall range 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 lead to inverted arch.
The utility model changes tunnel bottom structure stress form by being transformed to conventional tunnel lining cutting tunnel bottom structure form
And drainage system, effect of the underground water to tunnel-liner bottom structure is reduced or even eliminated, karst or underground water hair are effectively solved
The problem of educating regional tunnel inverted arch floating deformation or tunnel bottom structure cracking destruction, to ensure the stabilization and peace of constructing tunnel and operation
Quan Xing.
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 utility model；
Fig. 2 is the enlarged drawing of the parts A in Fig. 1；
Fig. 3 is that I-I lines cut open figure along Fig. 1；
Fig. 4 is the sectional view of II-II line along Fig. 1；
Fig. 5 is the sectional view of III-III line along Fig. 3；
Fig. 6 is the sectional view of IV-IV line along Fig. 3；
Fig. 7 is the sectional view of V-V line along Fig. 3；
Fig. 8 is the sectional view of VI-VI line along Fig. 3；
Fig. 9 is the sectional view of VII-VII line along Fig. 4.
Component, toponym and corresponding label 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 range waterproof layer 20, non-woven geotextile 20a, splash guard 20b, circumferential direction
Drain 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 web 41d, tunnel bottom cavity B, Central drain C, inspection
Look into well head D, hole medial sulcus E, cover board 42.
Specific implementation mode
The utility model is described in detail with reference to the accompanying drawings and examples.
Referring to Figure 1 to Figure 7, the hollow compound arch tunnel-liner in type tunnel bottom and its drainage system structure of falling from power of the utility model
It makes, including arch wall preliminary bracing structure 10, arch wall secondary liner structure 40 and arch wall range waterproof layer 20 and drainage system.
40 both sides abutment wall bottom tunnel bottom construct 41 arranged below of the arch wall secondary liner structure is used as bearing structure, which constructs
Body 41 is hollow type structure of falling from power, and arch supporting construction sedimentation and deformation can be effectively controlled to weak surrounding rock location tunnel, to karst
Regional tunnel can effectively cross over the Karst Features (molten chamber, filling solution cavity, corroded breaking zone etc.) of certain size range.It is not required to thereon
Concrete Filled body is applied, effectively prevents traditional bent wall band inverted arch lining cutting since underground water by inverted arch construction joint enters inverted arch
Destruction obturator is squeezed between inverted arch blind causes track structure to destroy.Tunnel bottom excavation face is plane, and it is more square to excavate operation
Just, it overcomes traditional lining types inverted arch foundation excavation curvature and is difficult to control the problems such as leading.It is compared to traditional inverted arch type lining cutting,
Tunnel excavation amount can be reduced, construction material is saved, effectively reduce engineering construction investment.
Referring to Figure 1 to Figure 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, interior to form longitudinally spaced tunnel bottom cavity B.Under the upper plate 41a plate faces
Centrally disposed longitudinally through Central drain C along longitudinal direction, Central drain C are connected to each tunnel bottom cavity B.The drainage system includes
Arch wall range drainage system, tunnel bottom drainage system and the tunnel inner water drainage system being connected with tunnel bottom cavity B.The utility model
Three sets drainage systems are set, reliability higher, drainability is stronger, can effective drainage arch wall range and tunnel bottom underground water, avoid
Traditional liner structure is because ground water discharge is unsmooth 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 range waterproof layer 20 is located at arch wall preliminary bracing structure 10 and the secondary lining of arch wall
Between building structure 40, include 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 of the arch wall country rock and arch wall system anchor bolt 10c along arch wall quincuncial arrangement.The arch
Arch wall steelframe 10b is laid along tunnel excavation direction interval in wall shotcrete layer 10a, is added in arch wall shotcrete layer 10a
If bar-mat reinforcement.
Referring to Fig.1, Fig. 3 to Fig. 9, tunnel bottom drainage system include that lateral separation lays and is connected to adjacent tunnel bottom cavity B
Longitudinal Permeable blind pipe 32a, longitudinal Permeable blind pipe 32a, tunnel bottom cavity B and Central drain C constitute solid netted drainage system, inhale
Take drainage tunnel bottom underground water by force, avoids ground water discharge unsmooth or heavy rain season groundwater run off abruptly increase causes floor structure to swell or open
Split destruction.
With reference to Fig. 3, Fig. 4, Fig. 6, Fig. 7 and Fig. 9, longitudinally spaced be arranged leads to tunnel bottom cavity B at the centers the upper plate 41a
Inspection well head D, check that setting cover board 34 is closed at well head D upper ends, prevents tunnel underflow water during operation from pouring in tunnel.Operation
Period can carry out dredging from checking that well head D enters in the cavity B of tunnel bottom.
Referring to Fig.1 and Fig. 7, the arch wall range drainage system include circle draining blind pipe 31a, the circle draining
Blind pipe 31a is laid in along tunnel excavation direction interval between non-woven geotextile 20a and splash guard 20b, is bent into upper plate 41a lower edges
In the cavity B of tunnel bottom, arch wall range underground water is discharged into after being collected by circle draining blind pipe 31a in the cavity B of tunnel bottom.
Referring to Fig.1 and Fig. 9, the tunnel inner water drainage system include being fixedly installed in the hole of upper plate 41a both lateral sides
Lateral sulcus E and it is embedded in the tapping pipe 33a in 40 two sides foundation of arch wall secondary liner structure along circuit extending direction interval, with
And the inbuilt contact water pipe 33b towards tunnel bottom cavity B in hole medial sulcus E and upper plate 41a, underground water draw through tapping pipe 33a
Enter hole medial sulcus E to collect and precipitate, be introduced in tunnel bottom cavity B through contacting water pipe 33b.
The above is explain through diagrams the utility model hollow the fall from power compound arch tunnel-liner in type tunnel bottom and its row
Some principles of water system construction are not intended to for the utility model to be confined to shown and described concrete structure and the scope of application
It is interior, therefore every corresponding modification for being possible to be utilized and equivalent, belong to the apllied the scope of the claims of the utility model.
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 range 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, interior to form longitudinally spaced tunnel bottom cavity (B)；Under upper plate (41a) plate face
Centrally disposed longitudinally through Central drain (C) along longitudinal direction, the Central drain (C) are connected to each tunnel bottom cavity (B)；The draining system
System includes arch wall range 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 described in claim 1, feature
It is：Tunnel bottom drainage system includes longitudinal Permeable blind pipe (32a) that adjacent tunnel bottom cavity (B) was laid and be connected in lateral separation,
Longitudinal Permeable blind pipe (32a), tunnel bottom cavity (B) and Central drain (C) constitute solid netted drainage system, inhale with taking drainage tunnel bottom by force
Lower water, avoids ground water discharge unsmooth or heavy rain season groundwater run off abruptly increase leads to floor structure protuberance or cracking destruction.
3. hollow the fall from power compound arch tunnel-liner in type tunnel bottom and its drainage system construction as described in claim 1, feature
It is：The arch wall range 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 range 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 described in claim 1, 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 prolonging along circuit
Stretch the tapping pipe (33a) and hole medial sulcus (E) that direction interval is embedded in the foundation of arch wall secondary liner structure (40) two sides
With the inbuilt contact water pipe (33b) towards tunnel bottom cavity (B) in upper plate (41a), underground water introduces hole through tapping pipe (33a)
Medial sulcus (E) collects and precipitates, and is introduced in tunnel bottom cavity (B) through contacting water pipe (33b).
5. hollow the fall from power compound arch tunnel-liner in type tunnel bottom and its drainage system construction as described in claim 1, feature
It is：Longitudinally spaced setting checks well head (D) towards the inspection well head (D) of tunnel bottom cavity (B) at upper plate (41a) center
Cover board (34) is arranged at upper end to close, prevents tunnel underflow water during operation from pouring in tunnel.
6. hollow the fall from power compound arch tunnel-liner in type tunnel bottom and its drainage system construction as described in claim 1, feature
It is：The arch wall range waterproof layer (20) is located between arch wall preliminary bracing structure (10) 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 described in claim 1, feature
It is：The arch wall preliminary bracing structure (10) includes covering the arch wall shotcrete layer (10a) of arch wall country rock and along arch wall plum
The arch wall system anchor bolt (10c) of flower-shape arrangement；It is laid along tunnel excavation direction interval in the arch wall shotcrete layer (10a)
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 |
|---|---|---|---|
| CN201721874801.6U CN208073504U (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 |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201721874801.6U CN208073504U (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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| CN208073504U true CN208073504U (en) | 2018-11-09 |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN109505653A (en) * | 2018-12-20 | 2019-03-22 | 中国电建集团华东勘测设计研究院有限公司 | A kind of stifled arrange of convertible type of rich water tunnel combines supporting construction |
| CN111173562A (en) * | 2020-01-17 | 2020-05-19 | 中交隧道工程局有限公司 | Construction method of tunnel longitudinal drain pipe inspection well |
-
2017
- 2017-12-27 CN CN201721874801.6U patent/CN208073504U/en active Active
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN109505653A (en) * | 2018-12-20 | 2019-03-22 | 中国电建集团华东勘测设计研究院有限公司 | A kind of stifled arrange of convertible type of rich water tunnel combines supporting construction |
| CN111173562A (en) * | 2020-01-17 | 2020-05-19 | 中交隧道工程局有限公司 | Construction method of tunnel longitudinal drain pipe inspection well |
| CN111173562B (en) * | 2020-01-17 | 2021-11-09 | 中交隧道工程局有限公司 | Construction method of tunnel longitudinal drain pipe inspection well |
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