CN207093138U - A kind of Tunnel Second Lining water pressure control structure - Google Patents
A kind of Tunnel Second Lining water pressure control structure Download PDFInfo
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- CN207093138U CN207093138U CN201720819330.2U CN201720819330U CN207093138U CN 207093138 U CN207093138 U CN 207093138U CN 201720819330 U CN201720819330 U CN 201720819330U CN 207093138 U CN207093138 U CN 207093138U
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- tunnel
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- lining
- preliminary bracing
- blind pipe
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Abstract
The utility model belongs to Tunnel Engineering technical field, and specifically disclose a kind of Tunnel Second Lining water pressure control structure, it includes tunnel body and multiple pressure release ring structures, tunnel body is cyclic structure, including secondary lining, splash guard, drainage blanket and the preliminary bracing set gradually from the inside to the outside, tunnel body interior is provided with the ditch set along its length；Length direction of multiple pressure release ring structures along the tunnel body is disposed on the behind of preliminary bracing, each pressure release ring structure is to include bottom surface and the groove profile with two trough rims of plane perpendicular, bottom surface is bonded setting with the outside of preliminary bracing, two trough rims are inlaid in the country rock of preliminary bracing behind, hollowed out on the country rock with groove profile corresponding position, arch wall circle draining groove is formed between groove profile and country rock.The utility model realizes the control of the maximum water pressure in Mining Method secondary lining behind, it is ensured that the safe operation of railway tunnel on the basis of secondary lining and preliminary bracing longitudinal direction globality is ensured.
Description
Technical field
The utility model belongs to Tunnel Engineering technical field, more particularly, to a kind of Tunnel Second Lining water pressure control
Structure processed.
Background technology
The Tunnel Engineering built at present using Mining Method typically uses dewatering type lining cutting or limiting emission type lining cutting, i.e., secondary
Lining cutting sets one of circle draining blind pipe (or drain bar) along tunnel longitudinal direction certain distance behind, and is laid behind in splash guard
Geotextiles, by above-mentioned measure, the country rock infiltration of lining cutting behind is incorporated into ring, longitudinal blind pipe, is then discharged into again in tunnel
Ditch, as shown in Figures 1 and 2,1 is secondary lining arch wall to waterproof and water drainage system in figure, and 1 ＇ is secondary lining inverted arch position, and 2 be anti-
Water plate+geotextiles, 3 be ring Permeable blind pipe, and 4 be preliminary bracing, and 5 be longitudinal drainage blind pipe, and 6 be transverse drain, and 7 be longitudinal direction
Ditch.Secondary lining need to consider whether it bears hydraulic pressure when designing, if the country rock infiltration of lining cutting behind can discharge in time completely,
Then secondary lining can carry out structure design according to effect of water pressure is not subject to, if lining cutting behind ponding is set according to limited drainage
Meter, or cause ponding all can not discharge in time because draining blind pipe blocks, then lining cutting can have certain hydraulic pressure behind, accordingly
Liner structure design when need to consider according to whole heads or the effect by the part water pressure after whole head reductions.
Planar design Theoretical Design secondary lining is used to realize the control of water pressure at present, such as《Modern tunneling technique》
" the talking tunnel-liner water pressure again " of 3rd phase in 2003 and《Beijing Jiaotong University's journal》1st phase in 2004 " calculates tunnel
A kind of documents such as method for simplifying of displacement and external water pressure on lining " propose tunnel internal drainage amount Q and spray based on simplified model
Penetrate concrete external water pressure P computational methods.But it is according to cross section in the studies above achievement and current practical engineering application
The areal model in direction is calculated, and does not consider the three-dimensional effect of tunnel waterproof and water drainage system, such as when tunnel circle draining system
Only a certain section completely plugged or during Partial Blocking, because underground water can be along the drainage blanket between secondary lining and jetting cement (often
With geotextiles) longitudinal flow, thus the water pressure for blocking section reality can reduce, and the adjacent water pressure without blocking section is greater than
0, as shown in figure 3,1 being massif in figure, section tunnel is not blocked up for blind pipe at A, B places are blind pipe blocking section tunnel, if according to current
Conventional Plane Calculation, even if tunnel is only completely plugged in local a bit of draining blind pipe, secondary lining behind water pressure
Value is all very big, if will cause unnecessary waste in this, as design considerations；In addition, according to above-mentioned design theory, work as blocking
When section has a variety of country rocks and supporting construction, different locations calculate according to areal model, then can draw different water pressure foldings
Subtract coefficient, occur water pressure jumping phenomenon occur in formation variation boundary section along tunnel longitudinal direction, and actually drainage blanket exists
Longitudinal direction is insertion, and underground water is inevitable from the high location of water pressure toward the low location flowing of water pressure, causes water pressure redistribution.
Above two phenomenon illustrates, the longitudinal effect that existing computational theory and design method do not account for tunnel waterproof and water drainage system is (or empty
Between effect), this may cause secondary lining behind water pressure value less than normal or bigger than normal and leave potential safety hazard or increase to structure
Unnecessary investment.
Utility model content
For the disadvantages described above or Improvement requirement of prior art, the utility model provides a kind of Tunnel Second Lining hydraulic pressure
Power control structure, its the behind of Tunnel be arranged at intervals pressure relief ring by way of control action in the secondary lining in tunnel
Maximum water pressure on block, on the basis of secondary lining and lining cutting behind splash guard longitudinal direction globality is ensured, realize Mining Method
The control of the maximum water pressure of lining cutting behind during tunnel is runed, it is ensured that the safe operation of railway tunnel.
To achieve the above object, the utility model proposes a kind of Tunnel Second Lining water pressure control structure, it includes
Tunnel body and multiple pressure release ring structures, wherein：
The tunnel body is cyclic structure, and it includes the secondary lining, splash guard, drainage blanket set gradually from the inside to the outside
And preliminary bracing, the tunnel body interior of the cyclic structure are provided with the ditch set along the tunnel body length direction；
Length direction of the multiple pressure release ring structure along the tunnel body is disposed on the back of the body of the preliminary bracing
Afterwards, each pressure release ring structure is trench structure, and the trench structure includes bottom surface and two trough rims with the plane perpendicular, institute
Bottom surface to be stated to be bonded with the outside of the preliminary bracing, two trough rim is inlaid in the country rock of the preliminary bracing behind,
Corresponding position on the country rock with the trench structure hollows out, so that forming a closing between the trench structure and country rock
Arch wall circle draining groove, the underground water in the country rock is drained to by the ditch by the arch wall circle draining groove
In.
As it is further preferred that the tunnel body interior of the cyclic structure is provided with transverse drain and longitudinal drainage
Blind pipe, the transverse drain are connected with the ditch and arch wall circle draining groove, the longitudinal drainage blind pipe and the drainage blanket
And the transverse drain is connected.
As it is further preferred that the tunnel body interior of the cyclic structure is additionally provided with longitudinal drainage blind pipe inspection
Well, the longitudinal drainage blind pipe are connected by the longitudinal drainage blind pipe inspection shaft with the transverse drain.
As it is further preferred that the secondary lining is poured and formed by arch wall and the gradation of inverted arch part.
As it is further preferred that the secondary lining arch wall foundation at be provided with for the arch wall circle draining ditch
The hole that groove passes through.
As it is further preferred that the bottom surface of the groove profile and two trough rims are made by steel plate, the bottom surface and two trough rims it
Between weld.
In general, by the contemplated above technical scheme of the utility model compared with prior art, mainly possess with
Under technological merit：
1. the utility model by way of supporting in the early stage is arranged at intervals pressure relief ring along length of tunnel direction behind, is realized
The control of secondary lining maximum water pressure, underground water surplus are directly discharged in tunnel by pressure release ring structure, so as to control
Tunneling by mining method run during lining cutting behind maximum water pressure, avoid secondary lining behind water pressure value less than normal or bigger than normal and
Potential safety hazard is left to structure or increases unnecessary investment.
2. pressure relief ring of the present utility model is arranged at tunnel arch wall preliminary bracing behind, underground water is introduced directly into tunnel wall
In longitudinal ditch at angle, the stemming length along tunnel longitudinal drainage system is fundamentally controlled, by adjusting each pressure release
The width of spacing and circle draining groove between ring, you can realize effective control of the maximum water pressure of operation phase structure.
3. because pressure relief ring of the present utility model is arranged at tunnel arch wall preliminary bracing behind so that Tunnel Second Lining,
The splash guard of lining cutting behind and preliminary bracing keep being longitudinally continuous along length of tunnel direction, ensure that preliminary bracing and secondary
Longitudinal globality of lining cutting and life requirement, avoid contact net electric leakage equivalent risk caused by secondary lining percolating water, it is ensured that
Railway tunnel operation security, it can be widely applied to railway, subway and vcehicular tunnel.
Brief description of the drawings
Fig. 1 is existing Tunneling by mining method waterproof and water drainage system schematic cross-sectional view；
Fig. 2 is enlarged drawing at Fig. 1 A；
Fig. 3 be when blind pipe blocks secondary lining water pressure along tunnel genesis analysis schematic diagram；
Fig. 4 is the lining cutting water pressure calculation sketch for considering longitudinal effect；
Fig. 5 is Fig. 4 A-A profiles；
Fig. 6 is Tunnel Second Lining water pressure control structure schematic diagram of the present utility model；
Fig. 7 is Fig. 6 B-B profiles；
Fig. 8 is pressure relief ring and inspection shaft junction optimal crosssection figure；
Fig. 9 is pressure relief ring and inspection shaft junction floor plan.
Embodiment
In order that the purpose of this utility model, technical scheme and advantage are more clearly understood, below in conjunction with accompanying drawing and implementation
Example, the utility model is further elaborated.It should be appreciated that specific embodiment described herein is only explaining
The utility model, it is not used to limit the utility model.In addition, institute in each embodiment of the utility model disclosed below
As long as the technical characteristic being related to does not form conflict each other, can is mutually combined.
The utility model is using the design theory design secondary lining for considering tunnel waterproof and water drainage system three-dimensional effect, to pass through
Control blocks the water pressure of the length control secondary lining of section, as shown in Figures 4 and 5, it is assumed that tunnel lateral direction drainage system blocks section
Longitudinally be located at flat segments along tunnel, be L from section midpoint to blocking section end points longitudinal length is blocked, the water pressure at its two-end-point
For 0, then the midpoint position water pressure highest of section is blocked, is taken as P；Assume again that it is q to block section along journey groundwater infiltration quantity1, draining
Drainability after system jams is q2(q2＜ q1), underground water surplus are q (q=q2- q1), the underground water surplus are along branch at initial stage
Spatial flow between shield and liner structure, the gross area of tunnel drainage layer is A, infiltration coefficient k, according to symmetry, is taken stifled
The half of plug section is analyzed, and takes a micro unit to consider, by darcy flow formula, is drawn and is blocked section secondary lining maximum hydraulic pressure
Power p0For (positioned at section midpoint is blocked)By analyzing above-mentioned formula, when draining blind pipe blocks, act on
The maximum water pressure p of secondary lining behind0It is inversely proportional with lining cutting behind drainage blanket sectional area A and osmotic coefficient k, more than underground water
Q is measured (along journey groundwater infiltration quantity q1Displacement q after being blocked with drainage system2Difference) it is directly proportional, with blocking the flat of segment length L
Side is directly proportional.Understood by above-mentioned calculation formula when underground water surplus q, the gross area A of drainage blanket and its osmotic coefficient k are certain
In the case of, secondary lining maximum water pressure can be controlled by changing the length (being equal to 2L) of blocking section.
The utility model is proposed along tunnel longitudinal direction (i.e. length direction) interval certain length (length according to above-mentioned analysis
For l, equal to the length 2L for blocking section) behind of supporting in the early stage sets a pressure relief ring, and the underground water in country rock is blocked, makes ground
Lower water surplus are directly discharged in hole, so as to play a part of decompression, while ensure that the longitudinal direction of preliminary bracing and secondary lining connects
Continuous property and stability.
Specifically, as shown in fig. 6, a kind of Tunnel Second Lining water pressure control structure provided by the utility model includes tunnel
Road body and multiple pressure release ring structures, wherein tunnel body are cyclic structure, and it is disposed with secondary lining, prevented from the inside to the outside
Water plate, drainage blanket 2 and preliminary bracing 4, the tunnel body interior of the cyclic structure are provided with along the tunnel body length direction
The ditch 7 of setting；Length direction of the multiple pressure release ring structure along the tunnel body is disposed on the preliminary bracing
Behind (i.e. along tunnel longitudinal direction at interval of a segment distance set a pressure release ring structure), each pressure release ring structure is trench structure
8, as shown in fig. 6, the trench structure 8 includes bottom surface and two trough rims with the plane perpendicular, the bottom surface is outer with preliminary bracing 4
Portion's fitting is set, and two trough rim is inlaid in the country rock of preliminary bracing behind, corresponding with trench structure on the country rock
Opening position hollows out, so that forming the arch wall circle draining groove 9 of a closing between the trench structure and country rock, passes through the arch
Underground water in country rock is drained in ditch 7 by wall circle draining groove, scrapes out country rock milling at pressure relief ring in practical operation
Groove, close to groove both sides country rock face and preliminary bracing outer surface mounting plate so as to form arch wall circle draining groove 9, passing through
The underground water drainage that country rock enters in circle draining groove is entered in ditch.
Wherein, between each pressure release ring structure at intervals of l, it is equal to 2L, and its size is according to the hydraulic pressure size for intending control
Calculate and determine, such as certain underwater railway tunnel, the tunnel maximum buried depth is 120m, using limited drainage, it is allowed to discharge capacity q2=
0.4m3/ md is, it is necessary to control vault maximum head (i.e. the maximum hydraulic pressure of secondary lining behind) p0=30m；Design is using concavo-convex
For type drain bar as drainage blanket, its unit length discharge area is 6000mm2, ring length is 30m, and total discharge area is A=
0.18m2, infiltration coefficient k=500m/d；When considering that blind pipe is completely plugged, along journey groundwater infiltration quantity q1=0m3/ md,
Then underground water surplus q=q2-q1=0.4m3/ md, according to formulaCalculate L and be equal to 116m, then between pressure relief ring
Away from for 232m.
Wherein, the groove width of circle draining groove need to meet operation phase draining surplus by requiring, its groove width is according to the operation phase
Tunnel drainage surplus handling capacity, which calculates, to be determined, such as above-mentioned underwater railway tunnel, when considering that blind pipe is completely plugged, underground water
Surplus q=0.4m3/ md, it is L=116m to block section midpoint to section end points longitudinal length is blocked, then groove displacement Q>Ql=
2qL=92.8m3Operation phase drainage requirement can be met during/d, design drainage groove wide b=0.2m, high h=0.1m, current break
Face A=bh=0.02m2, wetted perimeter p=b+2h=0.4m, hydraulic radius R=A/p=0.05m, minimum bottom of trench longitudinal slope i=0.001,
Coefficient of roughness n takes=0.03, flow velocityThen groove drainability Q=A × V=
241.92m3/d>92.8m3/ d, calculate design through inspection and meet to require.
Specifically, as shown in figs. 7-9, ditch 7 is arranged at the corner of tunnel body interior of cyclic structure, itself and arch
Transverse drain 6 (being arranged along tunnel width direction) and longitudinal drainage blind pipe 5 are provided between wall circle draining groove (along tunnel
Length direction is arranged), the transverse drain is connected with ditch and arch wall circle draining groove respectively, longitudinal drainage blind pipe difference
It is connected with drainage blanket and transverse drain, so that when longitudinal drainage blind pipe is unplugged, underground water directly passes sequentially through
Drainage blanket, longitudinal drainage blind pipe, transverse drain are drained to ditch；When longitudinal drainage blind pipe blocks, underground water then leads to successively
Cross arch wall circle draining groove, transverse drain is drained to ditch.
For the ease of the maintenance of operation phase, longitudinal drainage blind pipe inspection shaft 10 can be set at corner, as shown in figure 9, the longitudinal direction
Draining blind pipe inspection shaft is multiple along being longitudinally provided with a certain distance, and when being provided with draining blind pipe inspection shaft, longitudinal drainage is blind
Guan Ze is connected by the longitudinal drainage blind pipe inspection shaft with transverse drain, and arch wall circle draining groove is longitudinally arranged by this
Water blind pipe inspection shaft turns on transverse drain, i.e., when longitudinal drainage blind pipe is unplugged, underground water passes sequentially through drainage blanket, indulged
Ditch is drained to draining blind pipe, longitudinal drainage blind pipe inspection shaft, transverse drain；When longitudinal drainage blind pipe blocks, underground
Water then passes sequentially through arch wall circle draining groove, longitudinal drainage blind pipe inspection shaft, transverse drain and is drained to ditch.
Further, secondary lining is poured and formed by several times by secondary lining arch wall 1 and the ＇ of secondary lining inverted arch position 1, in order to
It is easy to arch wall circle draining groove to be smoothly drained to underground water in the longitudinal drainage blind pipe inspection shaft of tunnel body interior, it is secondary
The hole passed through for arch wall circle draining groove is provided with the foundation of lining cutting arch wall.
More specifically, in order to prevent the leakage of underground water in circle draining groove, the bottom surface of groove profile and two trough rims are by steel
Plate is made, and is welded between bottom surface and two trough rims, sets steel plate behind by preliminary bracing, convenient connection and construction, accelerates
Installation rate.
As it will be easily appreciated by one skilled in the art that preferred embodiment of the present utility model is the foregoing is only, not
To limit the utility model, any modification of all made within spirit of the present utility model and principle, equivalent substitution and change
Enter, should be included within the scope of protection of the utility model.
Claims (6)
- A kind of 1. Tunnel Second Lining water pressure control structure, it is characterised in that including tunnel body and multiple pressure release ring structures, Wherein：The tunnel body is cyclic structure, its secondary lining for including setting gradually from the inside to the outside, splash guard, drainage blanket and just Phase supporting, the tunnel body interior of the cyclic structure are provided with the ditch set along the tunnel body length direction；Length direction of the multiple pressure release ring structure along the tunnel body is disposed on the behind of the preliminary bracing, often The individual pressure release ring structure is trench structure, and the trench structure includes bottom surface and two trough rims with the plane perpendicular, the bottom Face is bonded with the outside of the preliminary bracing, and two trough rim is inlaid in the country rock of the preliminary bracing behind, and this encloses Corresponding position on rock with the trench structure hollows out, so that forming the arch of a closing between the trench structure and country rock Wall circle draining groove, the underground water in the country rock is drained in the ditch by the arch wall circle draining groove.
- 2. Tunnel Second Lining water pressure control structure as claimed in claim 1, it is characterised in that the tunnel of the cyclic structure Road body interior is provided with transverse drain and longitudinal drainage blind pipe, the transverse drain and the ditch and arch wall circle draining Groove is connected, and the longitudinal drainage blind pipe is connected with the drainage blanket and the transverse drain.
- 3. Tunnel Second Lining water pressure control structure as claimed in claim 2, it is characterised in that the tunnel of the cyclic structure Road body interior is additionally provided with longitudinal drainage blind pipe inspection shaft, and the longitudinal drainage blind pipe passes through the longitudinal drainage blind pipe inspection shaft It is connected with the transverse drain.
- 4. Tunnel Second Lining water pressure control structure as claimed in claim 1, it is characterised in that the secondary lining is by encircleing Wall and inverted arch part pour by several times to be formed.
- 5. Tunnel Second Lining water pressure control structure as claimed in claim 4, it is characterised in that the arch of the secondary lining The hole passed through for the arch wall circle draining groove is provided with the foundation of wall.
- 6. Tunnel Second Lining water pressure control structure as claimed in claim 1, it is characterised in that the bottom surface of the groove profile and Two trough rims are made by steel plate, are welded between the bottom surface and two trough rims.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720819330.2U CN207093138U (en) | 2017-07-07 | 2017-07-07 | A kind of Tunnel Second Lining water pressure control structure |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201720819330.2U CN207093138U (en) | 2017-07-07 | 2017-07-07 | A kind of Tunnel Second Lining water pressure control structure |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107178393A (en) * | 2017-07-07 | 2017-09-19 | 中铁第四勘察设计院集团有限公司 | A kind of Tunnel Second Lining water pressure control structure |
| EP3599343A1 (en) * | 2018-07-27 | 2020-01-29 | Beijing Jiaotong University | Design method and system for active control type waterproof and drainage system of subsea tunnel |
| CN113153379A (en) * | 2021-04-27 | 2021-07-23 | 重庆永昂实业有限公司 | Tunnel water-proof and drainage system and construction process |
-
2017
- 2017-07-07 CN CN201720819330.2U patent/CN207093138U/en active Active
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107178393A (en) * | 2017-07-07 | 2017-09-19 | 中铁第四勘察设计院集团有限公司 | A kind of Tunnel Second Lining water pressure control structure |
| CN107178393B (en) * | 2017-07-07 | 2023-08-25 | 中铁第四勘察设计院集团有限公司 | Tunnel secondary lining water pressure control structure |
| EP3599343A1 (en) * | 2018-07-27 | 2020-01-29 | Beijing Jiaotong University | Design method and system for active control type waterproof and drainage system of subsea tunnel |
| CN113153379A (en) * | 2021-04-27 | 2021-07-23 | 重庆永昂实业有限公司 | Tunnel water-proof and drainage system and construction process |
| CN113153379B (en) * | 2021-04-27 | 2024-01-09 | 重庆永昂实业有限公司 | Tunnel waterproof and drainage system and construction process |
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