CN208073520U - Boot last pedestal domes are without the lining cutting of inverted arch type and its drainage system - Google Patents
Boot last pedestal domes are without the lining cutting of inverted arch type and its drainage system Download PDFInfo
- Publication number
- CN208073520U CN208073520U CN201721858367.2U CN201721858367U CN208073520U CN 208073520 U CN208073520 U CN 208073520U CN 201721858367 U CN201721858367 U CN 201721858367U CN 208073520 U CN208073520 U CN 208073520U
- Authority
- CN
- China
- Prior art keywords
- tunnel
- pedestal
- drainage system
- arch
- arch wall
- 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.)
- Withdrawn - After Issue
Links
- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 title claims abstract description 52
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 52
- 238000009412 basement excavation Methods 0.000 claims abstract description 18
- 230000035515 penetration Effects 0.000 claims abstract description 8
- 239000004575 stone Substances 0.000 claims abstract description 8
- 239000011435 rock Substances 0.000 claims description 13
- 238000010079 rubber tapping Methods 0.000 claims description 13
- 239000011378 shotcrete Substances 0.000 claims description 7
- 239000004746 geotextile Substances 0.000 claims description 6
- 230000002265 prevention Effects 0.000 claims description 2
- 230000002787 reinforcement Effects 0.000 claims description 2
- 238000005336 cracking Methods 0.000 abstract description 8
- 230000000694 effects Effects 0.000 abstract description 8
- 230000006378 damage Effects 0.000 abstract description 7
- 238000011161 development Methods 0.000 abstract description 7
- 238000007667 floating Methods 0.000 abstract description 4
- 230000006641 stabilisation Effects 0.000 abstract description 3
- 238000011105 stabilization Methods 0.000 abstract description 3
- 238000010276 construction Methods 0.000 description 20
- 239000010410 layer Substances 0.000 description 13
- 239000003673 groundwater Substances 0.000 description 6
- 230000001932 seasonal effect Effects 0.000 description 4
- 239000004567 concrete Substances 0.000 description 3
- 238000005452 bending Methods 0.000 description 2
- 239000003795 chemical substances by application Substances 0.000 description 2
- 239000004035 construction material Substances 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000001788 irregular Effects 0.000 description 2
- 238000004062 sedimentation Methods 0.000 description 2
- 239000000758 substrate Substances 0.000 description 2
- 239000002344 surface layer Substances 0.000 description 2
- 235000008733 Citrus aurantifolia Nutrition 0.000 description 1
- 235000011941 Tilia x europaea Nutrition 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 230000008021 deposition Effects 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
- 239000004744 fabric Substances 0.000 description 1
- 230000002706 hydrostatic effect Effects 0.000 description 1
- 238000001727 in vivo Methods 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 239000004571 lime Substances 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
- 239000002689 soil Substances 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
- 238000012876 topography Methods 0.000 description 1
- 239000011800 void material Substances 0.000 description 1
Abstract
Boot last pedestal domes are without the lining cutting of inverted arch type and its drainage system, reduce or even eliminate effect of the underground water to tunnel-liner bottom structure, effectively solve the problems, such as karst or the regional tunnel inverted arch floating deformation of underground water development or tunnel bottom structure cracking destruction, it is ensured that the stabilization and safety of constructing tunnel and operation.The setting of arch wall secondary liner structure both sides abutment wall bottom consolidates the pedestal being integrated therewith, and pedestal section is the boot last structure with boots internal cavity, and bearing structure of the pedestal as arch wall secondary liner structure, boots internal cavity is as tunnel longitudinal drainage channel.The water penetration graded broken stone base on the excavation table of tunnel bottom is filled in setting between pedestal described in both sides.Drainage system includes that arch wall range drainage system and tunnel bottom drainage system, arch wall range drainage system, tunnel bottom drainage system are connected with boots internal 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 underground water is by the irregular location of seasonal effect or karst area, and the tunnel lining structure that tunnel bottom is weak~severely-weathered hard rock
And its waterproof and water drainage system construction.
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
It is more and more.Especially in Southwest Mountainous Areas, on the one hand, since lime rock stratum is widely distributed；On the other hand, to high-speed railway, line
By sweep, many factors such as big, topographic and geologic complicated condition are restricted road show line, lead to Karst Tunnel scale (quantity and length
Degree) it increases sharply.Since karst and karst water development have the characteristics that complexity, diversity and irregularities, karst tunnel of growing up
It is higher and higher that risk especially operations risks are built in road.
In recent years, suitable ten thousand, had occurred during Shanghai elder brother, the expensive Railway Tunnels operation such as wide several ballastless track beds deformations,
The water damages 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 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 is mainly 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 underground water development location, underground water are ensured operation peace by the irregular location of seasonal effect and karst area tunnel water damage risk
It is complete 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 boot last pedestal domes without the lining cutting of inverted arch type and
Its drainage system changes tunnel bottom structure stress form and draining by being transformed to conventional tunnel lining cutting tunnel bottom structure form
System reduces or even eliminates effect of the underground water to tunnel-liner bottom structure, effectively solves karst or underground water development area
The problem of tunnel inverted arch floating deformation or tunnel bottom structure cracking destruction, it is ensured that the stabilization and safety of constructing tunnel and operation.
Technical solution is as follows used by the utility model solves its technical problem：
The boot last pedestal domes of the utility model are without the lining cutting of inverted arch type and its drainage system, including arch wall preliminary bracing
Structure, arch wall secondary liner structure and arch wall range waterproof layer and drainage system, it is characterized in that：The arch wall secondary lining
The setting of structure both sides abutment wall bottom consolidates the pedestal being integrated therewith, and pedestal section is the boot last structure with boots internal cavity, base
Bearing structure of the seat as arch wall secondary liner structure, boots internal cavity is as tunnel longitudinal drainage channel；Pedestal described in both sides it
Between setting fill water penetration graded broken stone base on the excavation table of tunnel bottom；The drainage system includes arch wall range draining system
System and tunnel bottom drainage system, arch wall range drainage system, tunnel bottom drainage system are connected with boots internal cavity.
The arch wall range drainage system includes circle draining blind pipe and abutment wall tapping pipe, and circle draining blind pipe is opened along tunnel
Excavation is laid between non-woven geotextile and splash guard to interval and is introduced directly into boots internal cavity in abutment wall lower part；The abutment wall is let out
Water pipe is laid in along tunnel excavation direction interval in pedestal and stretches into country rock certain length, with drainage abutment wall range underground water and lets out
Pressure.
Tunnel bottom drainage system includes tunnel bottom longitudinal direction french drain and tunnel bottom tapping pipe, and tunnel bottom longitudinal direction french drain is arranged in water penetration
Both sides below graded broken stone base are at pedestal, to collect simultaneously drainage tunnel bottom underground water；Tunnel bottom tapping pipe is along tunnel excavation
Direction interval is laid in pedestal, and tunnel bottom longitudinal direction french drain is stretched into one end, and the other end stretches into boots internal cavity, with ejectment tunnel bottom longitudinal direction
French drain charge for remittance.
The beneficial effects of the utility model are mainly reflected in following aspects：
1, tunnel bottom is excavated into plane, is excavated operation and is more convenient, overcomes traditional lining types inverted arch foundation excavation curvature not
The problems such as easy to control, is compared to the liner structure that traditional tunnel bottom is inverted arch form, saves construction material, effectively reduce engineering and build
If investment；
2, conventional tunnel lining cutting, tunnel bottom structure and lower part country rock are closely connected, once heavy rain season, tunnel bottom water pressure drastically increases.
Under the effect of high hydraulic pressure, cause tunnel bottom inverted arch cracking failure.Using the liner structure of the utility model, water penetration grade is arranged in tunnel bottom
With crushed rock base course, ensure that entire tunnel bottom has drain function.Railway roadbed water and tunnel bottom underground water can pass through " water penetration grading in hole
Outside the drainage path discharge hole of crushed rock base course → both sides tunnel bottom longitudinal direction french drain → tunnel bottom tapping pipe → boots internal cavity "；
3, bearing structure of the setting boot last pedestal in tunnel bottom both sides as arch wall secondary lining, increases substrate forced area,
Section bending stiffness is improved, weak surrounding rock location is locally lain in for tunnel side wall bottom, can effectively control arch wall supporting construction
Sedimentation and deformation；
4, pedestal section uses boot last structure, can save bricklaying, boots internal cavity may replace tradition as longitudinal drainage channel
Underground water develops the drain cavern of Tunnel Engineering setting, and it is more than 10,000,000 that average every kilometer of Tunnel Engineering, which can save project cost, warp
Benefit of helping is very notable；
5, the drainage system of the utility model setting can compared to traditional double -coil output liner structure drainage system
By property higher, drainability is stronger.Both sides longitudinal drainage channel be respectively positioned on tunnel bottom absolute altitude hereinafter, can effectively drainage arch wall range and
Tunnel bottom underground water avoids traditional liner structure because ground water discharge is unsmooth or heavy rain season groundwater run off abruptly increase leads to inverted arch backsight
Structure crack is built to destroy.
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, it is ensured that the stabilization and safety of constructing tunnel and operation
Property.
Description of the drawings
This specification includes following five width attached drawing：
Fig. 1 is cross-section diagram of the utility model boot last pedestal domes without the lining cutting of inverted arch type and its drainage system；
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 that II-II line cuts open figure along Fig. 1；
Fig. 5 is that III-III line cuts open figure along Fig. 3.
Component, toponym and corresponding label are shown in figure：Boots internal cavity B, the first cable trough C, the second cable D,
Three cable E, well head F is checked；First cable trough cover boards 51, the second cable trough cover boards 52, third cable trough cover boards 53, cover board 54,
Arch wall preliminary bracing structure 10, arch wall shotcrete layer 10a, arch wall steelframe 10b, arch wall system anchor bolt 10c, screed-coat 11,
Arch wall range waterproof layer 20, geotextiles 20a, splash guard 20b, circle draining blind pipe 31a, abutment wall tapping pipe 31b, tunnel bottom are longitudinally blind
Ditch 32a, tunnel bottom tapping pipe 32b, arch wall secondary liner structure 40, water penetration graded broken stone base 41, pedestal 42, support plate 43.
Specific implementation mode
The utility model is described in detail with reference to the accompanying drawings and examples.
It is wrapped referring to Fig.1 without the lining cutting of inverted arch type and its drainage system with Fig. 5, the boot last pedestal domes of the utility model
Include arch wall preliminary bracing structure 10, arch wall secondary liner structure 40 and arch wall range waterproof layer 20 and drainage system.The arch
The setting of 40 both sides abutment wall bottom of wall secondary liner structure consolidates the pedestal 42 being integrated therewith, and pedestal 42 is used as arch wall secondary lining
The bearing structure of structure 40 had not only improved section bending stiffness, but also considerably increased substrate forced area, for tunnel side wall bottom
Weak surrounding rock location is locally lain in, arch wall supporting construction sedimentation and deformation can be effectively controlled.
42 section of pedestal is the boot last structure with boots internal cavity B, can not only save bricklaying, but also make using boots internal cavity B
For tunnel longitudinal drainage channel, to replace drain cavern in traditional underground water development Tunnel Engineering design, be averaged every kilometer of tunnel
It is more than 10,000,000 that engineering, which can save project cost,.Setting is filled permeable on the excavation table of tunnel bottom between pedestal 42 described in both sides
Property graded broken stone base 41, the drainage system includes arch wall range drainage system and tunnel bottom drainage system, the draining of arch wall range
System, tunnel bottom drainage system are connected with boots internal cavity B.Tunnel bottom is excavated and is a flat surface substantially, overcomes traditional lining types and faces upward
Arch foundation excavation curvature is difficult to control the problems such as leading, and it is more convenient to excavate operation.And it is inverted arch form to be compared to traditional tunnel bottom
Liner structure saves construction material, effectively reduces engineering construction investment.Traditional inverted arch structure is cancelled at tunnel bottom, is not required to apply thereon
Concrete Filled body effectively prevents traditional bent wall band inverted arch lining cutting since underground water by inverted arch construction joint is entered inverted arch and faced upward
Extruding destroys obturator between encircleing blind, and track structure is caused to destroy.
Referring to FIG. 1, FIG. 2 and FIG. 3, the arch wall range drainage system includes circle draining blind pipe 31a and abutment wall tapping pipe
31b, circle draining blind pipe 31a are laid in along tunnel excavation direction interval between non-woven geotextile 20a and splash guard 20b and in abutment wall
Lower part is introduced directly into boots internal cavity B.The abutment wall tapping pipe 31b is laid in pedestal 42 and stretches along tunnel excavation direction interval
Enter country rock certain length, with drainage abutment wall range underground water and pressure release.
Referring to figs. 1 to Fig. 5, tunnel bottom drainage system includes tunnel bottom longitudinal direction french drain 32a and tunnel bottom tapping pipe 32b, tunnel bottom
Longitudinal french drain 32a is arranged in 41 or less both sides of water penetration graded broken stone base at pedestal 42, to collect simultaneously drainage tunnel bottom underground
Water.The tunnel bottom tapping pipe 32b is laid in along tunnel excavation direction interval in pedestal 42, and tunnel bottom longitudinal direction french drain 32a is stretched into one end,
The other end stretches into boots internal cavity B, with ejectment tunnel bottom longitudinal direction french drain 32a charges for remittance.
With reference to 1 and Fig. 5, support plate 43 is arranged in the tops boots internal cavity B, as the horizontally-supported of 42 liang of coxostermums of pedestal
Structure.The support plate 43 is laid along tunnel excavation direction interval and checks well head F, checks that cover board 54 is arranged in the tops well head F.It is described
43 or more support plate is horizontally arranged at interval cable trough, and for laying electric power, communication and signal cable, phase is arranged in each cable trough port
The cable trough cover boards answered, the wheel platform as Fire prevention in tunnel.
Referring to Fig.1, screed-coat 11 should be usually arranged in 42 bottom of the pedestal.Referring to Figures 1 and 2, the arch wall range is anti-
Water layer 20 is located between arch wall preliminary bracing structure 10 and arch wall secondary liner structure 40, including the geotextiles 20a of internal layer and outer
The splash guard 20b of layer.The arch wall preliminary bracing structure 10 includes arch wall shotcrete layer 10a and the edge of covering arch wall country rock
The arch wall system anchor bolt 10c of arch wall quincuncial arrangement.Along tunnel excavation direction interval cloth in the arch wall shotcrete layer 10a
If arch wall steelframe 10b, bar-mat reinforcement is added in arch wall shotcrete layer 10a.
The above only explains through diagrams the utility model boot last pedestal domes without the lining cutting of inverted arch type and its draining
Some principles of system are not intended to the utility model being confined in shown and described concrete structure and the scope of application, 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 (8)
1. boot last pedestal domes are without the lining cutting of inverted arch type and its drainage system, 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 lining knot
The setting of structure (40) both sides abutment wall bottom consolidates the pedestal (42) being integrated therewith, and pedestal (42) section is with boots internal cavity (B)
Boot last structure, bearing structure of the pedestal (42) as arch wall secondary liner structure (40), boots internal cavity (B) is longitudinal as tunnel
Drainage channel；The water penetration graded broken stone base on the excavation table of tunnel bottom is filled in setting between pedestal described in both sides (42)
(41)；The drainage system includes arch wall range drainage system and tunnel bottom drainage system, arch wall range drainage system, the draining of tunnel bottom
System is connected with boots internal cavity (B).
2. boot last pedestal domes as described in claim 1 are without the lining cutting of inverted arch type and its drainage system, it is characterized in that：It is described
Arch wall range drainage system includes circle draining blind pipe (31a) and abutment wall tapping pipe (31b), and circle draining blind pipe (31a) is along tunnel
It excavates direction interval and is laid between non-woven geotextile (20a) and splash guard (20b) and is introduced directly into boots in abutment wall lower part empty in road
In chamber (B)；The abutment wall tapping pipe (31b) is laid in pedestal (42) along tunnel excavation direction interval and stretches into one fixed length of country rock
Degree, with drainage abutment wall range underground water and pressure release.
3. boot last pedestal domes as described in claim 1 are without the lining cutting of inverted arch type and its drainage system, it is characterized in that：It is described
Tunnel bottom drainage system includes tunnel bottom longitudinal direction french drain (32a) and tunnel bottom tapping pipe (32b), and tunnel bottom longitudinal direction french drain (32a) is arranged in
The following both sides of aqueous graded broken stone base (41) are at pedestal (42), to collect simultaneously drainage tunnel bottom underground water；The tunnel bottom sluices
Pipe (32b) is laid in along tunnel excavation direction interval in pedestal (42), and tunnel bottom longitudinal direction french drain (32a) is stretched into one end, and the other end is stretched
Enter in boots internal cavity (B), with ejectment tunnel bottom longitudinal direction french drain (32a) charge for remittance.
4. boot last pedestal domes as described in claim 1 are without the lining cutting of inverted arch type and its drainage system, it is characterized in that：It is described
Support plate (43), the horizontal support structure as (42) two coxostermum of pedestal is arranged in the top boots internal cavity (B)；The support plate
(43) it is laid along tunnel excavation direction interval and checks well head (F), check the top well head (F) setting cover board (54).
5. boot last pedestal domes as claimed in claim 4 are without the lining cutting of inverted arch type and its drainage system, it is characterized in that：It is described
More than support plate (43) be horizontally arranged at interval cable trough, and corresponding cable trough cover boards are arranged in each cable trough port, as in tunnel
The wheel platform of Fire prevention.
6. boot last pedestal domes as described in claim 1 are without the lining cutting of inverted arch type and its drainage system, it is characterized in that：It is described
Screed-coat (11) is arranged in pedestal (42) bottom.
7. boot last pedestal domes as described in claim 1 are without the lining cutting of inverted arch type and its drainage system, it is characterized in that：It is described
Arch wall range waterproof layer (20) is located between arch wall preliminary bracing structure (10) and arch wall secondary liner structure (40), including internal layer
Geotextiles (20a) and outer layer splash guard (20b).
8. boot last pedestal domes as described in claim 1 are without the lining cutting of inverted arch type and its drainage system, it is characterized in that：It is described
Arch wall preliminary bracing structure (10) includes covering the arch wall shotcrete layer (10a) of arch wall country rock and along arch wall quincuncial arrangement
Arch wall system anchor bolt (10c)；In the arch wall shotcrete layer (10a) arch wall steelframe is laid along tunnel excavation direction interval
(10b), arch wall shotcrete layer (10a) is interior to add bar-mat reinforcement.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201721858367.2U CN208073520U (en) | 2017-12-27 | 2017-12-27 | Boot last pedestal domes are without the lining cutting of inverted arch type and its drainage system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201721858367.2U CN208073520U (en) | 2017-12-27 | 2017-12-27 | Boot last pedestal domes are without the lining cutting of inverted arch type and its drainage system |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN208073520U true CN208073520U (en) | 2018-11-09 |
Family
ID=64033405
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201721858367.2U Withdrawn - After Issue CN208073520U (en) | 2017-12-27 | 2017-12-27 | Boot last pedestal domes are without the lining cutting of inverted arch type and its drainage system |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN208073520U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
-
2017
- 2017-12-27 CN CN201721858367.2U patent/CN208073520U/en not_active Withdrawn - After Issue
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| 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 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105927272B (en) | Bottom plate anchors restricted type tunnel lining structure | |
| CN208310794U (en) | The tunnel-liner of haunch floor type and the drainage system of leaked oil is arranged in tunnel bottom | |
| CN106437748B (en) | A kind of separate type can repair tunnel lining structure | |
| CN107905811A (en) | The hollow longeron of foundation carries domes without the lining cutting of inverted arch type and its drainage system | |
| CN105840211A (en) | Pi-shaped plate and inverted arch combined tunnel bottom lining structure | |
| CN108222963A (en) | The not contour longeron carrying stalk floor type lining cutting of tunnel bottom setting longitudinal direction collection drainage gallery and its drainage system construction | |
| CN107965327A (en) | Arcuately tunnel bottom liner structure and its drainage system | |
| CN208310791U (en) | Box pedestal separates bearing type liner structure with bridge-type tunnel bottom structure sound | |
| CN207673371U (en) | A kind of novel tunnel drainage system construction | |
| CN108468555A (en) | A kind of lining cutting of single-track railway floor type and its drainage system construction that inspection shaft is set using refuge chamber | |
| CN208220818U (en) | The external dewatering type lining cutting of buried lateral sulcus and its drainage system | |
| CN208073504U (en) | The hollow compound arch tunnel-liner in type tunnel bottom and its drainage system construction of falling from power | |
| CN208310807U (en) | A kind of single-track railway floor type lining structure using refuge chamber setting inspection shaft | |
| CN107905810A (en) | Boot last pedestal combed tunnel bottom liner structure and its drainage system | |
| CN108590697A (en) | Box pedestal detaches bearing type liner structure and its drainage system with bridge-type tunnel bottom structure sound | |
| CN208073501U (en) | Foundation base type is without inverted arch type tunnel lining structure and its drainage system | |
| CN208310793U (en) | Mirror holder type entirety tunnel bottom arch lining structure | |
| CN208073508U (en) | The not contour longeron of the longitudinal collection drainage gallery of tunnel bottom setting carries stalk floor type lining structure | |
| CN208073520U (en) | Boot last pedestal domes are without the lining cutting of inverted arch type and its drainage system | |
| CN108194096A (en) | Foundation base type is without inverted arch type tunnel lining structure and its drainage system | |
| CN108222975A (en) | Big skewback floor type lining cutting and its drainage system construction | |
| CN208073503U (en) | Boot last pedestal combed tunnel bottom liner structure and its drainage system | |
| CN107905812A (en) | The hollow compound arch tunnel-liner in type tunnel bottom and its drainage system construction of falling from power | |
| CN108005677A (en) | The bottom arch lining cutting of mirror holder type entirety tunnel and its drainage system | |
| CN208073480U (en) | Arcuately tunnel bottom liner structure and its drainage system |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20181109 Effective date of abandoning: 20240119 |
|
| AV01 | Patent right actively abandoned |
Granted publication date: 20181109 Effective date of abandoning: 20240119 |
|
| AV01 | Patent right actively abandoned | ||
| AV01 | Patent right actively abandoned |