CN207277295U - Bear the tunnel structure of external water pressure in height - Google Patents
Bear the tunnel structure of external water pressure in height Download PDFInfo
- Publication number
- CN207277295U CN207277295U CN201720973665.XU CN201720973665U CN207277295U CN 207277295 U CN207277295 U CN 207277295U CN 201720973665 U CN201720973665 U CN 201720973665U CN 207277295 U CN207277295 U CN 207277295U
- Authority
- CN
- China
- Prior art keywords
- circle
- water pressure
- external water
- osculum
- country rock
- 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.)
- Expired - Fee Related
Links
Classifications
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Landscapes
- Excavating Of Shafts Or Tunnels (AREA)
- Lining And Supports For Tunnels (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The utility model discloses a kind of tunnel structure for bearing external water pressure in height, including：Some to surround circular flat jack, the outside of flat jack is country rock, and the outer layer of country rock is consolidation grouting circle；Drainage system, including longitudinal drainage groove, circle draining ditch, drainage blanket and osculum, longitudinal drainage groove is opened in the lowest point on country rock surface, and is connected with sump；Circle draining ditch is opened between flat jack；Drainage blanket is between pre-stress concrete lining cutting and consolidation grouting circle；One end of the osculum is connected with circle draining ditch, and the other end is through the country rock and close to consolidation grouting circle.The utility model applies prestressing force by additional electrothermal prestressing, to offset tension caused by internal water pressure, by consolidation grouting and vertical, horizontal drainage system and osculum system, to reduce or eliminate the high external water pressure that lining cutting is born, reduces seepage discharge.
Description
Technical field
It the utility model is related to a kind of tunnel structure for bearing external water pressure in height.
Background technology
The characteristics of pressure tunnel is：First, section configuration is mostly circle, because its primary load is outer for high internal water pressure and height
Water pressure, therefore the stress condition of circular cross section is preferable, and section wetted perimeter is minimum；Formed second, barrel excavates in rock mass, rock mass
Original equilibrium state wrecks, it is possible to create moderate finite deformation or avalanche, therefore usually take permanent lining cutting to ensure safety；
Acted on third, barrel will bear external water pressure and pressure from surrounding rock etc. in height.Therefore, barrel lining cutting will have enough intensity and impervious
Leak function.
The main purpose of tunnel lining is：Bear water in height, external water pressure and other loads；Prevent endochronic model, jeopardize
Safety of country rock and close to buildings etc..At present, frequently with lining cutting pattern have ordinary reinforced concrete, deformed bar coagulation
Soil, plate-steel liner etc..Due to come the generation of crack preventing, being all proved to be unworkable in theory and in practice with reinforcing bar
, use has bonding or unbonded prestressed concrete lined tunnel, above-mentioned prestressed concrete to be both needed to more inside and outside native land
Expend a large amount of prestressed high-strengths, underrelaxation steel and anchorage and considerable regular reinforcement, construction trouble.Meanwhile because along journey
Loss of prestress, causes circumferential compressive pre-stress skewness, stress is not good enough.Therefore, additional electrothermal prestressing is selected, is used
Circular ring shape flat jack applies prestressing force, not only saves a large amount of high-strength steels, but also stress distribution is uniform, is a kind of economic, conjunction
The selection of reason.
The presence of underground water, in general, always unfavorable factor, it, more can be in addition to deteriorating geological conditions
Produce very big external water pressure outside tunnel lining, and external water pressure is one of the main reason for promoting damage of lining.Rock mass
In tunnel must be adapted with bury characteristic, construction and the hydrochemical characteristics of rock mass, it is necessary to crack degree, permeable journey to rock mass
Degree and underground water carry out probe to the solubility of rock, especially when being accompanied in tomography, crack easily by water erosion, scour
Weak filler when, can not ignore.It is noted that the water-bearing layer that most dangerous situation is made of fine sand and mud.
In this case, the destruction of any type natural equilibrium, drawing water or choking water and may all cause drift sand to move drastically, so that
Top rock stratum occurs to slide or cave in.
Permeable and cracking rock mass, often makes the water in rainwater and mountain stream more than tunnel elevation, accumulated snow and lake
Depths is flowed to, thus very big external water pressure is caused on the outside of tunnel lining.In the original rock mass without underground water, high pressure tunnel
Water in hole may also slowly be oozed out out of tunnel in a long time, and be filled in the hole of surrounding rock body.When later tunnel
When hole is vented, lining cutting will be destroyed under the external water pressure effect close to internal water pressure intensity.Had in some rock mass viscous
Soil layer exists, it is probably primary or is formed by metamorphism.The rock mass of this layered be possible to along argillic horizon or its
He slides rock stratum, and at this time, the presence of underground water is extrahazardous factor.In this case, larger position will occur for rock stratum
Move, rock pressure will increased dramatically immediately, and the micaceous shale being spontaneously wet out by water also has this danger.
The effective ways for eliminating external water pressure are that so-called " stifled " is exactly to lining cutting using the engineering measure that first " stifled " " arranges " afterwards
Outer country rock carries out consolidation grouting, gos deep into the drilling of country rock certain depth, carries out cement grout under stress, mortar filling joint, split
Gap leakage passage, is improved the globality of country rock, while improves its impervious and robustness, and firm hold is formed to reach
Carry the purpose of circle and closely knit seepage-proofing ring.But consolidation grouting can not completely cut off seepage flow, be permeated to collect and drain
Current, still need lining cutting behind set drainage system.So-called " row " is exactly to set osculum behind in lining cutting layer, and is deep into
Country rock certain depth, but consolidation grouting layer is not passed through, by outside the infiltration discharge tunnel outside lining cutting, lining cutting is further reduced to reach
The purpose of external water pressure.Under the collective effect of consolidation grouting layer and System drainage, make external water pressure on lining be down to permissible value with
It is interior.
Built tunnel is based on stifled mostly, and the underground water antiseepage thought that stifled, row combines is designed and constructs, it is believed that first
Consolidation grouting treatment measures are first taken, form good impervious grouting circle, high groundwater pressure can be controlled in the outer of grouting circle
Portion, makes grouting corral rock become the primary structure for bearing external water pressure, then, gos deep into one depthkeeping of country rock to tunnel top and side wall
Degree bores osculum, strengthens drainage effect, to reduce external water pressure.For the Water drainage system design of pressure tunnel, then mostly is to utilize
Existing exploratory heading, working tunnel or the scupper that draining purpose is specially designed for according to factors such as wall rock geology constructions, Ran Hou
Horizontal oblique and vertical oblique osculum is arranged in hole.The supporting of scupper, II, III class surrounding rock only use shotcrete support, and IV
Class surrounding rock and crushed zone location then use combined bolting and shotcrete structure.
The effective engineering measure for eliminating or reducing external water pressure is to block up, arrange the principle being combined, and is blocked up i.e. to country rock outside lining cutting
Consolidation grouting is carried out, to reduce the permeability of country rock.Grouting time has two kinds：First, being carried out after the completion of lining cutting, quality is guaranteed,
But it may result in blockage to osculum；Second, advanced pregrouting, i.e., excavate hole, grouting quality again after pregrouting before wide open digging
It is improved, but trouble of constructing, it is difficult to promote.Design to the drainage system of pressure tunnel, mainly sets scupper, cloth in hole
Put osculum.Problem is the arrangement of scupper, certainly using working tunnel or geology exploratory heading, or excavates the level for specializing in draining
Tunnel, is more or less arranged vertically with canal axes.Because the relatively large scupper with pressure tunnel parallel arrangement is dangerous
's.In short, the water outlet of the drainage system of pressure tunnel more cannot be in hole, because water is run out of in being afraid of.But also there is research will
Drainpipe outlet is arranged in hole, and water outlet is equipped with pressure valve at this time, and when external water pressure is more than internal water pressure, valve is opened,
Outer water is discharged into hole；When external water pressure is less than internal water pressure, valve is closed, and prevents interior water from flowing outwardly.Since pressure valve passes through
It is often out of control, and external water pressure cannot be eliminated, therefore not yet promote and apply.
Utility model content
The purpose of this utility model is to provide one kind by first consolidation grouting, then sets vertical, horizontal drainage system and row
Water hole system, to reduce or eliminate the tunnel structure of the pressure of the high external water pressure born of lining cutting.
To achieve these goals, the utility model provides following technical solution：
A kind of tunnel structure for bearing external water pressure in height of the utility model, it includes：
Some to surround circular flat jack, the outside of flat jack is country rock, and the outer layer of country rock is consolidation grouting circle,
The pre-stress concrete lining cutting being arranged on the inside of flat jack,
Drainage system, including longitudinal drainage groove, circle draining ditch, drainage blanket and osculum, longitudinal drainage groove are opened in tunnel
The lowest point on country rock surface, and connected with sump；Circle draining ditch is opened between flat jack, and bottom and longitudinal drainage
Groove connects；Drainage blanket is between pre-stress concrete lining cutting and consolidation grouting circle；One end of the osculum connects with circle draining ditch
Logical, the other end is through the country rock and close to consolidation grouting circle.
The osculum is internally provided with filtering draining floral tube, one end insertion draining of the filtering draining floral tube with back cover
In hole, filtering draining floral tube includes tube body, if dried layer filtering draining adhesive-bonded fabric is distributed with tube body.
The cross section of the circle draining ditch is rectangle or arch.
The number of flat jack between two adjacent circle draining ditches is one, two or three.
In the above-mentioned technical solutions, a kind of tunnel structure for bearing external water pressure in height provided by the utility model is to pass through
Using outer Prestressing, prestressing steel and anchorage can be saved；Degree of prestressing is improved, a large amount of regular reinforcements can be saved.Using elder generation
Stifled heel row measure, can eliminate the external water pressure in lining cutting, reduce seepage discharge.
Brief description of the drawings
In order to illustrate the technical solutions in the embodiments of the present application or in the prior art more clearly, below will be to institute in embodiment
Attached drawing to be used is needed to be briefly described, it should be apparent that, drawings in the following description are only described in the utility model
Some embodiments, for those of ordinary skill in the art, other attached drawings can also be obtained according to these attached drawings.
Fig. 1 is a kind of vertical section signal for bearing the tunnel structure of external water pressure in height that the utility model embodiment provides
Figure；
Fig. 2 is a kind of cross section signal for bearing the tunnel structure of external water pressure in height that the utility model embodiment provides
Figure；
Fig. 3 is the structure diagram that draining floral tube is filtered in Fig. 1；
Fig. 4 is one of enlarged structure schematic diagram in A portions in Fig. 1；
Fig. 5 is one of enlarged structure schematic diagram in A portions in Fig. 1；
Fig. 6 is the enlarged structure schematic diagram in B portions in Fig. 1；
Fig. 7 is solid in a kind of tunnel structure construction technology for bearing external water pressure in height that the utility model embodiment provides
Knot grouting circle grouting structure diagram.
Description of reference numerals：
1st, flat jack；2nd, country rock；3rd, consolidation grouting area；4th, pre-stress concrete lining cutting；5th, longitudinal drainage groove；6th, circle draining
Ditch；7th, drainage blanket；8th, osculum；9th, tube body；10th, filtering non-woven fabric；11st, Grouting Pipe；12nd, air pressure stop grouting plug；13rd, back cover；
14th, deep layer grout compartment；15th, draining porose area；16th, shallow-layer grout compartment.
Embodiment
In order to make those skilled in the art more fully understand the technical solution of the utility model, below in conjunction with attached drawing pair
The utility model is further detailed.
Referring to shown in Fig. 1-6；
A kind of tunnel structure for bearing external water pressure in height of the utility model, it includes：
Some to surround circular flat jack 1, the outside of flat jack 1 is country rock 2, and the outer layer of country rock 2 is consolidation grouting
Circle 3,
The pre-stress concrete lining cutting 4 of the inner side of flat jack 1 is arranged on,
Drainage system, including longitudinal drainage groove 5, circle draining ditch 6, drainage blanket 7 and osculum 8, longitudinal drainage groove 5 open up
Connect in the lowest point on 2 surface of country rock, and with sump (not shown), the water in sump is discharged into outside hole by draining pump；
Circle draining ditch 6 is opened between flat jack 1, and bottom is connected with longitudinal drainage groove 5；Drainage blanket 6, which is arranged on, surrounds circle
Flat jack 1 and shallow-layer grout compartment 15 between；One end of the osculum 7 is connected with circle draining ditch 6, and the other end passes through institute
The country rock 2 and close consolidation grouting circle 3 stated.
The osculum 8 is internally provided with filtering draining floral tube, and the one end of filtering draining floral tube with back cover 13 is inserted into
In osculum 8, filtering draining floral tube includes tube body 9, if dried layer filtering non-woven fabric 10 is distributed with tube body 9.
The cross section of the circle draining ditch 6 is rectangle or arch.
The number of flat jack 1 between two adjacent circle draining ditches 6 is one, two or three.
A kind of construction technology for bearing the tunnel structure of external water pressure in height of the utility model, it comprises the following steps：
1) after the completion of tunnel section excavates, consolidation grouting processing is carried out first；Then setting-out, by some flat jacks 1
Installation site, longitudinal drainage groove 5, the position of circle draining ditch 6 and osculum 8 are determined；
After the completion of tunnel section excavates, and drill, hole depth is about tunnel semidiameter, along hole axial direction array pitch and circumferential every round
Spacing it is related with grouting pressure, the factor such as dilation angle of grout hole cement mortar, need to be determined by field test.Drilled
It is interior to be inserted into Grouting Pipe 11 (as shown in Figure 7), air pressure stop grouting plug 12 is set in Grouting Pipe 11, is located at air pressure stop grouting plug in Grouting Pipe 11
12 rear end is deep layer grout compartment 14, one end draining porose area 15 of close country rock 2, between draining porose area 15 and air pressure stop grouting plug 12
For shallow-layer grout compartment 16, to improve grouting effect to improve grouting effect, during grouting, deep layer grouting is carried out first, air pressure is only starched
Plug 12 is at 1/2 hole depth, 2 times or so internal water pressures of grouting pressure；The valve of air pressure stop grouting plug 12 is opened, bleeds off air, and
Grouting Pipe 11 is pulled out, when making position of the air pressure stop grouting plug 12 away from about 1/3 hole depth of aperture, inflation carries out shallow-layer filling after only starching
Slurry, grouting pressure are slightly lower.Generally occur to relax for hole wall and shallow-layer grouting cooperation deep layer grouting is designed in the case that crack is destroyed
To improve the bearing capacity of grout blanket and anti-permeability performance；
2) beat osculum 8 in the circle draining ditch 6 and install and filter draining floral tube, after the completion of aperture blocked with stopper, with
Anti- debris is fallen into hole；Finally if dried layer adhesive-bonded fabric is laid in the country rock one side of circle draining ditch.
3) longitudinal drainage groove 5 is excavated in the bottom of tunnel excavation section and with reinforced concrete lining layer, removed and circle draining
Outside 6 crossover sites of ditch, remaining position seals top opening with sheet metal, is fallen into prevent concrete etc. in groove；
4) flat jack 1 is uniformly installed along tunnel center line longitudinal direction, both sides gap is blocked with cement mortar；And it is embedded to note
Slurry pipe and exhaust pipe, to carry out the rockfill grouting of 1 behind of flat jack；
5) after pulling out the stopper on osculum 8, then the steel plate member on circumferential 6 top of gutter is installed, with thin galvanized wire by structure
Part is fixed on fang bolt.The gap of the component and 1 contact site of both sides flat jack is smoothed out with cement mortar, is formed smooth
Curved surface.It is it should be noted that unobstructed at longitudinal drainage groove 5,6 interconnection of circle draining ditch；
6) tunnel lining concrete is poured after lining concrete reaches design strength, you can applies External prestressed.
Huge tension in the lining concrete of the utility model is mixed mainly by lining cutting caused by additional electrothermal prestressing
The compressive pre-stress in soil is coagulated to offset.As for the pressure tunnel of high external water pressure control lining concrete design, consolidation is preferably used
Grout sealing and the measure for setting effective drainage system to be combined.
The lining concrete thickness (not including country rock backbreak part) of tunnel, can according to intensity, impervious and detailing requiments, and
The construction method for applying External prestressed with reference to circular ring shape flat jack 1 is determined by comprehensive analysis calculating, is that the 1/10 of hole footpath is left
It is right., should be by crack-resisting design when entail dangers to adjoining rock stability or safe close to buildings if after Lining cracks, causing endochronic model, can
Properly increase degree of prestressing.Lining cutting is not cracked, and is naturally also not in endochronic model phenomenon.Due to using additional electrothermal prestressing,
Any extraneous expense is not required, only need to raise grouting pressure, you can obtains the compressive pre-stress value that design is wanted.
The section configuration of circle draining ditch 6 can be rectangular cross section, as shown in Figure 4 or gateway opening shape or parabolic
Line style, as shown in figure 5, circle draining ditch 6 is made of country rock surface and sheet metal.Its spacing is one or two, three circular ring shapes
The width of flat jack 1, depending on geology and infiltration situation.Osculum 8 is then arranged in circle draining ditch 6.Longitudinal drainage
6 interconnections of groove 5 and circle draining ditch are as shown in Figure 6.Whole tunnel just constitutes vertical, horizontal drainage network, last until converging
Flow in sump, then downstream is discharged into by water pump.
Some one exemplary embodiments of the utility model are only described by way of explanation above, undoubtedly, for
Those of ordinary skill in the art, can be with a variety of in the case of the spirit and scope without departing from the utility model
Mode is modified described embodiment.Therefore, above-mentioned attached drawing and description are regarded as illustrative in nature, and should not be construed as
Limitation to the utility model claims protection domain.
Claims (4)
- A kind of 1. tunnel structure for bearing external water pressure in height, it is characterised in that：Including：Some to surround circular flat jack (1), the outside of the flat jack (1) is country rock (2), the country rock (2) it is outer Layer is consolidation grouting circle (3),The pre-stress concrete lining cutting (4) being arranged on the inside of flat jack (1),Drainage system, including longitudinal drainage groove (5), circle draining ditch (6), drainage blanket (7) and osculum (8), the longitudinal direction row Sink (5) is opened in the lowest point on country rock (2) surface, and is connected with sump；The circle draining ditch (6) is opened in flat very heavy Between pushing up (1), and bottom is connected with longitudinal drainage groove (5)；The drainage blanket (7) is located at pre-stress concrete lining cutting (4) and is filled with consolidation Between slurry circle (3)；One end of the osculum (8) is connected with circle draining ditch (6), and the other end passes through the country rock (2) simultaneously Close to consolidation grouting circle (3).
- A kind of 2. tunnel structure for bearing external water pressure in height according to claim 1, it is characterised in that the osculum (8) draining floral tube is filtered in be internally provided with, in one end insertion osculum (8) of the filtering draining floral tube with back cover (13), mistake Filter draining floral tube include tube body (9), tube body (9) if on dried layer filtering non-woven fabric (10) is distributed with.
- A kind of 3. tunnel structure for bearing external water pressure in height according to claim 1, it is characterised in that the circumferential row The cross section in ditch (6) is rectangle or arch.
- 4. a kind of tunnel structure for bearing external water pressure in height according to claim 1, it is characterised in that described adjacent The number of flat jack (1) between two circle draining ditches (6) is one, two or three.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720973665.XU CN207277295U (en) | 2017-08-04 | 2017-08-04 | Bear the tunnel structure of external water pressure in height |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720973665.XU CN207277295U (en) | 2017-08-04 | 2017-08-04 | Bear the tunnel structure of external water pressure in height |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN207277295U true CN207277295U (en) | 2018-04-27 |
Family
ID=61985822
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201720973665.XU Expired - Fee Related CN207277295U (en) | 2017-08-04 | 2017-08-04 | Bear the tunnel structure of external water pressure in height |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN207277295U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107245989A (en) * | 2017-08-04 | 2017-10-13 | 北京中水科海利工程技术有限公司 | Bear the tunnel structure and its construction technology of external water pressure in height |
-
2017
- 2017-08-04 CN CN201720973665.XU patent/CN207277295U/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107245989A (en) * | 2017-08-04 | 2017-10-13 | 北京中水科海利工程技术有限公司 | Bear the tunnel structure and its construction technology of external water pressure in height |
| CN107245989B (en) * | 2017-08-04 | 2024-09-17 | 北京中水科海利工程技术有限公司 | Tunnel structure bearing high internal and external water pressure and construction process thereof |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105927272B (en) | Bottom plate anchors restricted type tunnel lining structure | |
| CN110094213B (en) | Space combined supporting structure and supporting method for water-rich broken stratum tunnel | |
| CN206386134U (en) | A kind of Underground Subway Station guarded drainage construction | |
| CN109236328B (en) | Shallow-buried mountain tunnel reinforcing method suitable for water-rich soft soil layer | |
| CN110566273B (en) | Drainage system and drainage method for treating tunnel surrounding rock fracture water | |
| CN110985055B (en) | Tunnel grouting and drainage synchronous construction method for controlling surface uplift | |
| CN108194102A (en) | The dismounting of limit section and safe stress check calculation construction method are invaded in Tunnel deformation | |
| CN108547639B (en) | Tunnel closes on the advanced same more conduit delamination pour slurry construction methods in hole of existing buildings | |
| CN104131575A (en) | Plugging and drainage method for dam foundation on karst highly developed stratum | |
| CN107245989A (en) | Bear the tunnel structure and its construction technology of external water pressure in height | |
| CN206386150U (en) | A kind of Underground Subway Station draining and examination and repair system | |
| CN105544622B (en) | A kind of anti-floating system and its checking device of underground structure | |
| CN108797620A (en) | A kind of OPT construction method of interlocking pile | |
| CN209780957U (en) | Water-rich railway tunnel bottom sluicing decompression and reinforced structure | |
| CN109024706A (en) | A kind of foundation pit waterproof curtain breakthrough inside method for blocking | |
| CN109505653A (en) | A kind of stifled arrange of convertible type of rich water tunnel combines supporting construction | |
| CN110397050A (en) | A kind of light-duty draining barricade of novel beam anchor formula and its construction method | |
| CN209066468U (en) | A kind of base pit dewatering device | |
| CN109610486A (en) | A kind of high slope Permeable interlayer trapping method | |
| CN207277295U (en) | Bear the tunnel structure of external water pressure in height | |
| CN113186955A (en) | Compound side slope reinforced structure | |
| CN205591201U (en) | Water treatment system is gushed to interior refuse dump | |
| CN111733894A (en) | Anti-floating system of deep foundation pit underground structure and construction process | |
| CN218148458U (en) | Deep water deep foundation pit drainage system of fissure development rock stratum | |
| CN208153058U (en) | It is a kind of for the discharge structure of tunnel inverted arch bottom underground water to be discharged |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20180427 Termination date: 20180804 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |