CN208073499U - Diplopore hollow, rectangular section load bearing beam road cutting type protecting arched tunnel liner structure - Google Patents
Diplopore hollow, rectangular section load bearing beam road cutting type protecting arched tunnel liner structure Download PDFInfo
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- CN208073499U CN208073499U CN201721856618.3U CN201721856618U CN208073499U CN 208073499 U CN208073499 U CN 208073499U CN 201721856618 U CN201721856618 U CN 201721856618U CN 208073499 U CN208073499 U CN 208073499U
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- 230000002633 protecting effect Effects 0.000 title claims abstract description 17
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 51
- 239000002344 surface layer Substances 0.000 claims abstract description 21
- 239000010410 layer Substances 0.000 claims description 26
- 238000010079 rubber tapping Methods 0.000 claims description 25
- 238000009412 basement excavation Methods 0.000 claims description 19
- 239000011435 rock Substances 0.000 claims description 12
- 239000011378 shotcrete Substances 0.000 claims description 7
- 239000004746 geotextile Substances 0.000 claims description 6
- 238000005516 engineering process Methods 0.000 claims description 4
- 239000000945 filler Substances 0.000 claims description 3
- 239000004576 sand Substances 0.000 claims description 3
- 239000004575 stone Substances 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 claims description 2
- 238000005406 washing Methods 0.000 claims description 2
- 239000000203 mixture Substances 0.000 claims 1
- 238000011161 development Methods 0.000 abstract description 9
- 238000005336 cracking Methods 0.000 abstract description 7
- 230000006378 damage Effects 0.000 abstract description 7
- 230000000694 effects Effects 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 21
- 239000003673 groundwater Substances 0.000 description 7
- 230000001932 seasonal effect Effects 0.000 description 4
- 239000004567 concrete Substances 0.000 description 3
- 238000013461 design Methods 0.000 description 3
- 230000029142 excretion Effects 0.000 description 3
- 239000010865 sewage Substances 0.000 description 3
- 238000005452 bending Methods 0.000 description 2
- 239000003795 chemical substances by application Substances 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
- 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
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- 238000012407 engineering method Methods 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
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- 239000011148 porous material Substances 0.000 description 1
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- 239000002893 slag Substances 0.000 description 1
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Abstract
Diplopore hollow, rectangular section load bearing beam road cutting type protecting arched tunnel liner structure, 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, ensure stabilization and the safety of constructing tunnel and operation, and prevents in operation railway roadbed ponding polluted underground water in tunnel.The longeron consolidated therewith is arranged in arch wall secondary liner structure both sides abutment wall bottom, and longeron is the rectangular section with top longitudinal direction cavity, lower part longitudinal direction cavity.The longeron not only bearing structure as arch wall preliminary bracing structure and arch wall secondary liner structure, but also as tunnel longitudinal drainage channel.The setting of tunnel bottom fills out basis by changing of constituting of basic surface layer, subfoundation between longeron.Internal excretory system introduces railway roadbed ponding in tunnel in the cavity of top longitudinal direction, and external excretory system introduces arch wall range drainage system and tunnel bottom drainage system charge for remittance in the cavity of lower part longitudinal direction.
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 tunnel lining structure in the irregular location of seasonal effect or 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
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 diplopore hollow, rectangular section load bearing beam road cutting type protectings
Arched tunnel liner structure changes tunnel bear building-up by being transformed to conventional tunnel lining cutting tunnel bottom structure form and drainage system
Structure stress form and drainage system eliminate effect of the underground water to tunnel-liner bottom structure, effectively solve karst or underground water
The problem of regional tunnel inverted arch floating deformation of development or tunnel bottom structure cracking destruction, it is ensured that the stabilization and peace of constructing tunnel and operation
Quan Xing, and prevent in operation railway roadbed ponding polluted underground water in tunnel.
Technical solution is as follows used by the utility model solves its technical problem：
The diplopore hollow, rectangular section load bearing beam road cutting type protecting arched tunnel liner structure of the utility model, including arch wall initial stage
Supporting construction, arch wall secondary liner structure and arch wall range waterproof layer, further include drainage system, it is characterized in that：The arch wall two
The longeron consolidated therewith is arranged in secondary liner structure both sides abutment wall bottom, and longeron is with top longitudinal direction cavity, lower part longitudinal direction cavity
Rectangular section；The longeron not only bearing structure as arch wall preliminary bracing structure and arch wall secondary liner structure, but also conduct
Tunnel longitudinal drainage channel；The setting of tunnel bottom fills out basis by changing of constituting of basic surface layer, subfoundation between the longeron；The draining
System includes internal excretory system and external excretory system, and railway roadbed ponding in tunnel is introduced the longitudinal sky in top by internal excretory system
Intracavitary, external excretory system introduce arch wall range drainage system and tunnel bottom drainage system charge for remittance in the cavity of lower part longitudinal direction.
The basis surface layer is not less than the graded broken stone filling technology of 40cm by thickness, and subfoundation is filled by A, B group filler.
The arch wall range drainage system includes circle draining blind pipe and abutment wall tapping pipe, and the circle draining blind pipe is along tunnel
It excavates direction interval and is laid between non-woven geotextile and splash guard and is introduced directly into the cavity of lower part longitudinal direction in abutment wall lower part in road；Institute
It states abutment wall tapping pipe to lay along tunnel excavation direction interval, country rock certain length is stretched into one end, and it is longitudinal empty that the other end introduces lower part
In chamber, with drainage abutment wall range underground water and pressure release.
Tunnel bottom drainage system includes drainage blanket and drainage blanket tapping pipe, and the drainage blanket is located at subfoundation lower part,
Medium coarse sand using thickness not less than 15cm fills, to collect tunnel bottom underground water and prevent underground water from washing away sapping tunnel bottom country rock；
The drainage blanket tapping pipe is laid in along tunnel excavation direction interval in longeron, by the underground water ejectment collected in drainage blanket under
In the cavity of portion longitudinal direction.
The internal excretory system includes railway roadbed ponding tapping pipe and basic surface layer tapping pipe, basis surface layer tapping pipe
It is laid in longeron along tunnel excavation direction interval, it will be in possible ponding ejectment to top longitudinal direction cavity in basic surface layer；Institute
It states railway roadbed ponding tapping pipe to be laid in longeron along tunnel excavation direction interval, by railway roadbed ponding ejectment to top longitudinal direction cavity
In.
The beneficial effects of the utility model are mainly reflected in following aspects：
1, tunnel bottom is not provided with structure sheaf and excavates basic horizontal, overcomes traditional lining types inverted arch foundation excavation curvature not
The problems such as easy to control, it is more convenient to excavate operation.It is compared to the liner structure that traditional tunnel bottom is inverted arch form, saves Building wood
Material, effectively reduces engineering construction investment；
2, tunnel bottom is not provided with structure sheaf, and only setting, which is changed, fills out basis.It is not required to apply Concrete Filled body thereon, effectively prevent
Traditional song wall band inverted arch lining cutting is filled out since underground water enters between inverted arch and inverted arch blind to squeeze to destroy by inverted arch construction joint
Body is filled, track structure is caused to destroy；
3, bearing structure of the hollow longeron as arch wall secondary lining is arranged in tunnel bottom both sides, and bending stiffness can be greatly improved.
Weak surrounding rock location is locally lain in for tunnel side wall bottom, can effectively control arch wall supporting construction sedimentation and deformation；To karst area
Tunnel can effectively cross over the Karst Features (molten chamber, filling solution cavity, corroded breaking zone etc.) of certain size range；
4, longeron uses diplopore hollow, rectangular section, can save bricklaying first；Using longeron upper cavity as the roads Dong Nei
Bed ponding drain passage, lower cavity realize in hole sewage and underground moisture from excretion as external ground water discharge channel, with
Avoid underground water contaminated；Drain cavern in traditional underground water development Tunnel Engineering design may replace using the liner structure form,
It is more than 10,000,000 that average every kilometer of Tunnel Engineering, which can save project cost, and economic benefit is very notable；
5, the separate type drainage system of the utility model setting realizes sewage and underground moisture in hole and is avoided from excretion
Underground water is contaminated；Drainability is stronger, can effectively drainage arch wall range and tunnel bottom underground water, avoid traditional liner structure because of ground
Lining cutting structure crack destroys after lower water drainage difficulty or heavy rain season groundwater run off abruptly increase lead to inverted arch.
The utility model changes tunnel bear building-up by being transformed to conventional tunnel lining cutting tunnel bottom structure form and drainage system
Structure stress form and drainage system eliminate effect of the underground water to tunnel-liner bottom structure, effectively solve karst or underground water
The problem of regional tunnel inverted arch floating deformation of development or tunnel bottom structure cracking destruction, it is ensured that the stabilization and peace of constructing tunnel and operation
Quan Xing, and prevent in operation railway roadbed ponding polluted underground water in tunnel.
Description of the drawings
This specification includes following two width attached drawing：
Fig. 1 is the schematic diagram of the utility model diplopore hollow, rectangular section load bearing beam road cutting type protecting arched tunnel liner structure；
Fig. 2 is the enlarged drawing of the parts A in Fig. 1.
Component, toponym and corresponding label are shown in figure：Top longitudinal direction cavity B1, lower part longitudinal direction cavity B2, 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, tunnel bottom waterproof layer 21, circle draining blind pipe 31a, abutment wall tapping pipe 31b,
31c, it drainage blanket 32a, drainage blanket tapping pipe 32b, arch wall secondary liner structure 40, basis surface layer 41b, subfoundation 41a, indulges
Beam 42.
Specific implementation mode
The utility model is described in detail with reference to the accompanying drawings and examples.
Referring to Fig.1, the utility model diplopore hollow, rectangular section load bearing beam road cutting type protecting arched tunnel liner structure, including arch
Wall preliminary bracing structure 10, arch wall secondary liner structure 40 and arch wall range waterproof layer 20, further include drainage system 30.The arch
40 both sides abutment wall bottom of wall secondary liner structure is arranged the longeron 42 that consolidates therewith, longeron 42 be with top longitudinal direction cavity B1,
The rectangular section of lower part longitudinal direction cavity B2.The longeron 42 is both used as arch wall preliminary bracing structure 10 and arch wall secondary lining knot
The bearing structure of structure 40, and as tunnel longitudinal drainage channel.Bending stiffness can be greatly improved in setting 42, for tunnel side wall bottom
Weak surrounding rock location is locally lain in, arch wall supporting construction sedimentation and deformation can be effectively controlled, and save bricklaying, to karst area tunnel
Road can effectively cross over the Karst Features (molten chamber, filling solution cavity, corroded breaking zone etc.) of certain size range.The drainage system
Including internal excretory system and external excretory system, railway roadbed ponding in tunnel is introduced top and indulges each cavity by internal excretory system
In B1, external excretory system introduces arch wall range drainage system and tunnel bottom drainage system charge for remittance in the cavity B2 of lower part longitudinal direction.Profit
Use longeron top longitudinal direction cavity B1 as railway roadbed ponding drain passage in hole, lower part longitudinal direction cavity B2 is as external ground water discharge
Channel realizes that sewage and underground moisture are contaminated to avoid underground water from excretion in hole.It may replace using the liner structure form
Drain cavern in traditional underground water development Tunnel Engineering design, it is more than 1,000 that average every kilometer of Tunnel Engineering, which can save project cost,
Ten thousand.
Referring to Fig.1, the setting of 42 tunnel bottoms of the longeron fills out basis by changing of constituting of basic surface layer 41b, subfoundation 41a,
Without setting structure layer, basic surface layer 41b can by thickness be not less than 40cm graded broken stone filling technology, subfoundation 41a can by A,
B group fillers fill.Basic horizontal is excavated at tunnel bottom, is overcome not easy to control lead etc. of traditional lining types inverted arch foundation excavation curvature and is asked
It is more convenient to excavate operation for topic.Tunnel excavation amount can be reduced, construction material is saved, effectively reduce engineering construction investment.
Referring to Figures 1 and 2, the arch wall range drainage system includes circle draining blind pipe 31a and abutment wall tapping pipe 31b,
The circle draining blind pipe 31a is 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 the cavity B2 of lower part longitudinal direction.The abutment wall tapping pipe 31b is laid along tunnel excavation direction interval, and one end is stretched into
Country rock certain length, the other end are introduced into the cavity B2 of lower part longitudinal direction, with drainage abutment wall range underground water and pressure release.
Referring to Figures 1 and 2, tunnel bottom drainage system includes drainage blanket 32a and drainage blanket tapping pipe 32b, the draining
Layer 32a is located at the lower parts subfoundation 41a, and the medium coarse sand using thickness not less than 15cm fills, to collect tunnel bottom underground water and prevent
Only underground water washes away sapping tunnel bottom country rock.The drainage blanket tapping pipe 32b is laid in along tunnel excavation direction interval in longeron 42,
It will be in the underground water ejectment to lower part longitudinal direction cavity B2 collected in drainage blanket 32a.
Referring to Figures 1 and 2, the internal excretory system includes railway roadbed ponding tapping pipe 33a and basic surface layer tapping pipe
33b, the basis surface layer tapping pipe 33b are laid in along tunnel excavation direction interval in longeron 42, will be possible in basic surface layer 41b
Ponding ejectment to top longitudinal direction cavity B1 in.The railway roadbed ponding tapping pipe 33a is laid in vertical along tunnel excavation direction interval
It, will be in railway roadbed ponding ejectment to top longitudinal direction cavity B1 in beam 42.
Referring to Figures 1 and 2, tunnel bottom waterproof layer 21 is set between the basis surface layer 41b and subfoundation 41a.The arch wall
Range waterproof layer 20 includes the geotextiles of internal layer between arch wall preliminary bracing structure 10 and arch wall secondary liner structure 40
The splash guard 20b of 20a and outer layer.The arch wall preliminary bracing structure 10 includes the arch wall shotcrete layer of covering arch wall country rock
10a and arch wall system anchor bolt 10c along arch wall quincuncial arrangement.Along tunnel excavation side in the arch wall shotcrete layer 10a
Arch wall steelframe 10b is laid to interval, bar-mat reinforcement is added in arch wall shotcrete layer 10a.
Referring to Fig.1, screed-coat 11 can be arranged in 42 bottom of the longeron.The top longitudinal direction cavity B1 of the longeron 42 and lower part
Longitudinal cavity B2 sectional dimensions can be adjusted according to draining and stress demand.
The above is the utility model diplopore hollow, rectangular section load bearing beam road cutting type protecting arched tunnel that explains through diagrams
Some principles of liner structure 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 (9)
1. diplopore hollow, rectangular section load bearing beam road cutting type protecting arched tunnel liner structure, including arch wall preliminary bracing structure (10),
Arch wall secondary liner structure (40) and arch wall range waterproof layer (20) they further include drainage system (30), it is characterized in that：The arch wall
The longeron (42) consolidated therewith is arranged in secondary liner structure (40) both sides abutment wall bottom, and longeron (42) is with top longitudinal direction cavity
(B1), the rectangular section of lower part longitudinal direction cavity (B2)；The longeron (42) is both used as arch wall preliminary bracing structure (10) and arch wall
The bearing structure of secondary liner structure (40), and as tunnel longitudinal drainage channel；Tunnel bottom is arranged by base between the longeron (42)
Plinth surface layer (41b), changing for subfoundation (41a) composition fill out basis；The drainage system includes internal excretory system and external row
Let out system, railway roadbed ponding in tunnel is introduced top and indulged in each cavity (B1) by internal excretory system, and external excretory system is by arch wall
Range drainage system and tunnel bottom drainage system charge for remittance introduce in lower part longitudinal direction cavity (B2).
2. diplopore hollow, rectangular as described in claim 1 section load bearing beam road cutting type protecting arched tunnel liner structure, it is characterized in that：
The basis surface layer (41b) is not less than the graded broken stone filling technology of 40cm by thickness, and subfoundation (41a) is filled by A, B group filler.
3. diplopore hollow, rectangular as described in claim 1 section load bearing beam road cutting type protecting arched tunnel liner structure, it is characterized in that：
The arch wall range drainage system includes circle draining blind pipe (31a) and abutment wall tapping pipe (31b), the circle draining blind pipe
(31a) is laid between non-woven geotextile (20a) and splash guard (20b) along tunnel excavation direction interval and directly draws in abutment wall lower part
Enter in lower part longitudinal direction cavity (B2)；The abutment wall tapping pipe (31b) is laid along tunnel excavation direction interval, and country rock one is stretched into one end
Measured length, the other end are introduced into lower part longitudinal direction cavity (B2), with drainage abutment wall range underground water and pressure release.
4. diplopore hollow, rectangular as described in claim 1 section load bearing beam road cutting type protecting arched tunnel liner structure, it is characterized in that：
Tunnel bottom drainage system includes drainage blanket (32a) and drainage blanket tapping pipe (32b), and the drainage blanket (32a) is located at basic bottom
Layer lower part (41a), the medium coarse sand using thickness not less than 15cm are filled, are drawn with collecting tunnel bottom underground water and preventing underground water from washing away
Lose tunnel bottom country rock；The drainage blanket tapping pipe (32b) is laid in along tunnel excavation direction interval in longeron (42), by drainage blanket
In the underground water ejectment to lower part longitudinal direction cavity (B2) collected in (32a).
5. diplopore hollow, rectangular as described in claim 1 section load bearing beam road cutting type protecting arched tunnel liner structure, it is characterized in that：
The internal excretory system includes railway roadbed ponding tapping pipe (33a) and basic surface layer tapping pipe (33b), and the basis surface layer sluices
Pipe (33b) is laid in along tunnel excavation direction interval in longeron (42), and possible ponding ejectment in basic surface layer (41b) is supreme
In portion longitudinal direction cavity (B1)；The railway roadbed ponding tapping pipe (33a) is laid in along tunnel excavation direction interval in longeron (42), will
In railway roadbed ponding ejectment to top longitudinal direction cavity (B1).
6. diplopore hollow, rectangular as described in claim 1 section load bearing beam road cutting type protecting arched tunnel liner structure, it is characterized in that：
Setting tunnel bottom waterproof layer (21) between the basis surface layer (41b) and subfoundation (41a)；Arch wall range waterproof layer (20) position
Between arch wall preliminary bracing structure (10) and arch wall secondary liner structure (40), include the geotextiles (20a) and outer layer of internal layer
Splash guard (20b).
7. diplopore hollow, rectangular as described in claim 1 section load bearing beam road cutting type protecting arched tunnel liner structure, it is characterized in that：
The arch wall preliminary bracing structure (10) includes covering the arch wall shotcrete layer (10a) of arch wall country rock and quincunx along arch wall
The arch wall system anchor bolt (10c) of arrangement；In the arch wall shotcrete layer (10a) arch wall is laid along tunnel excavation direction interval
Steelframe (10b), arch wall shotcrete layer (10a) is interior to add bar-mat reinforcement.
8. diplopore hollow, rectangular as described in claim 1 section load bearing beam road cutting type protecting arched tunnel liner structure, it is characterized in that：
Longeron (42) the bottom setting screed-coat (11).
9. diplopore hollow, rectangular section as described in claim 1 load bearing beam road cutting type protecting arched tunnel liner structure, it is characterized in that：
The top longitudinal direction cavity (B1) and lower part longitudinal direction cavity (B2) sectional dimension of the longeron (42) can be according to draining and stress demands
Adjustment.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201721856618.3U CN208073499U (en) | 2017-12-27 | 2017-12-27 | Diplopore hollow, rectangular section load bearing beam road cutting type protecting arched tunnel liner structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201721856618.3U CN208073499U (en) | 2017-12-27 | 2017-12-27 | Diplopore hollow, rectangular section load bearing beam road cutting type protecting arched tunnel liner structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN208073499U true CN208073499U (en) | 2018-11-09 |
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ID=64033247
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201721856618.3U Withdrawn - After Issue CN208073499U (en) | 2017-12-27 | 2017-12-27 | Diplopore hollow, rectangular section load bearing beam road cutting type protecting arched tunnel liner structure |
Country Status (1)
| Country | Link |
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| CN (1) | CN208073499U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107905809A (en) * | 2017-12-27 | 2018-04-13 | 中铁二院工程集团有限责任公司 | Diplopore hollow, rectangular section load bearing beam road cutting type protecting arched tunnel liner structure and separate type drainage system |
-
2017
- 2017-12-27 CN CN201721856618.3U patent/CN208073499U/en not_active Withdrawn - After Issue
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107905809A (en) * | 2017-12-27 | 2018-04-13 | 中铁二院工程集团有限责任公司 | Diplopore hollow, rectangular section load bearing beam road cutting type protecting arched tunnel liner structure and separate type drainage system |
| CN107905809B (en) * | 2017-12-27 | 2024-01-19 | 中铁二院工程集团有限责任公司 | Double-hole hollow rectangular section beam bearing cutting type arched tunnel lining structure |
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