CN110284893A - A kind of underwater shield tunnel ultra high water pressure condition driving cutter replacing method - Google Patents
A kind of underwater shield tunnel ultra high water pressure condition driving cutter replacing method Download PDFInfo
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- CN110284893A CN110284893A CN201910529321.3A CN201910529321A CN110284893A CN 110284893 A CN110284893 A CN 110284893A CN 201910529321 A CN201910529321 A CN 201910529321A CN 110284893 A CN110284893 A CN 110284893A
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 50
- 238000000034 method Methods 0.000 title claims abstract description 36
- 230000002787 reinforcement Effects 0.000 claims abstract description 43
- 238000010276 construction Methods 0.000 claims abstract description 31
- 230000002159 abnormal effect Effects 0.000 claims abstract description 16
- 230000008569 process Effects 0.000 claims abstract description 11
- 238000004458 analytical method Methods 0.000 claims abstract description 6
- 230000009189 diving Effects 0.000 claims description 12
- 238000005516 engineering process Methods 0.000 claims description 12
- 230000008014 freezing Effects 0.000 claims description 9
- 238000007710 freezing Methods 0.000 claims description 9
- 230000003014 reinforcing effect Effects 0.000 claims description 8
- 230000005641 tunneling Effects 0.000 claims description 7
- 230000008439 repair process Effects 0.000 claims description 6
- 238000007569 slipcasting Methods 0.000 claims description 6
- 238000005728 strengthening Methods 0.000 claims description 6
- 230000000149 penetrating effect Effects 0.000 claims description 5
- 230000006837 decompression Effects 0.000 claims description 4
- 230000003204 osmotic effect Effects 0.000 claims description 4
- 230000006641 stabilisation Effects 0.000 claims description 4
- 238000011105 stabilization Methods 0.000 claims description 4
- 238000005299 abrasion Methods 0.000 claims description 3
- 230000015572 biosynthetic process Effects 0.000 claims description 3
- 239000011083 cement mortar Substances 0.000 claims description 3
- 238000012423 maintenance Methods 0.000 claims description 3
- DOTMOQHOJINYBL-UHFFFAOYSA-N molecular nitrogen;molecular oxygen Chemical compound N#N.O=O DOTMOQHOJINYBL-UHFFFAOYSA-N 0.000 claims description 3
- 230000035699 permeability Effects 0.000 claims description 3
- 239000002699 waste material Substances 0.000 claims description 3
- 238000005303 weighing Methods 0.000 claims description 3
- 230000006835 compression Effects 0.000 claims description 2
- 238000007906 compression Methods 0.000 claims description 2
- 230000008859 change Effects 0.000 abstract description 2
- 238000012407 engineering method Methods 0.000 abstract description 2
- 241000282320 Panthera leo Species 0.000 description 3
- 239000004927 clay Substances 0.000 description 3
- 238000013461 design Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 239000007789 gas Substances 0.000 description 3
- 230000008595 infiltration Effects 0.000 description 3
- 238000001764 infiltration Methods 0.000 description 3
- 229920006395 saturated elastomer Polymers 0.000 description 3
- 239000002689 soil Substances 0.000 description 3
- 238000011161 development Methods 0.000 description 2
- 239000003673 groundwater Substances 0.000 description 2
- 238000007689 inspection Methods 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- 241001269238 Data Species 0.000 description 1
- 235000005324 Typha latifolia Nutrition 0.000 description 1
- 230000005856 abnormality Effects 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 244000118869 coast club rush Species 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 238000007405 data analysis Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
- 239000003643 water by type Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/08—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield
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- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The present invention discloses a kind of underwater shield tunnel ultra high water pressure condition driving cutter replacing method, and steps are as follows: step 1: before shield driving, collecting and surveying submerged tunnel construction condition data；Step 2: several tool changing reinforcement points are preset；Step 3: default reinforcement point active tool changing is reached；Step 4: analysis data, and dynamic adjusts front tool changing reinforcement point；Step 5: intermediate zone, passive belt are pressed into storehouse tool changing；Step 6: freeze tool changing of getting rid of poverty under abnormal condition.The tool changing operation under the conditions of the ultra high water pressure that underwater or seabed shield tunnel is more than 1MPa can be achieved in the present invention, ensure shield machine can highly effective and safe driving, engineering method simple process, structure safe and reasonable, convenient and quick construction greatly reduces tool change time and reduces construction risk.
Description
Technical field
The invention belongs to tunnel and underground engineering design and technical field of construction, more particularly to one kind are super in sea area and under water
When carrying out long range shield tunnel construction under high hydraulic condition, to guarantee shield is smoothly tunneled safely and is carried out replacement cutter
Method.
Background technique
China is mostly built according to water in city, and coastal city and island city are rapidly developed because of sea.But ocean and river
Limit the transport development in city.With economic development and technological progress, more and more submerged tunnels start to build, using work
Method it is most be exactly shield tunnel.In the case of larger across the depth of water, the construction of shield method submerged tunnel faces construction item
The great difficult problems such as part complexity, high hydraulic pressure tool changing, directly limit the scope of application of shield method submerged tunnel.
Since the submerged tunnel shield driving tool wear of long range is inevitable, under the conditions of high hydraulic pressure, long distance driving
Jiang Yuehai shield tunnel of wearing to face maximum problem be exactly tool changing operation.Currently used several tool changing modes include opening the cabin
Normal pressure tool changing technology, band are pressed into cabin tool changing technology, saturated gas band is pressed into cabin tool changing technology and the normal pressure based on tool changing device changes
Knife technology etc..Wide Shenzhen and Hong Kong lion ocean tunnel overall length 10.8km, wherein shield section 9.34km, is two-tube single-track tunnel, outer diameter
10.8m, the lion ocean of the Tunnel Passing Zhujiang River estuary, river surface width 6.1km, structure bear maximum hydraulic pressure about 0.67MPa.Buddhist
Tabernaemontanus bulrush intercity lion ocean tunnel Tunnel Engineering overall length 6.15km, waters width about 1.8km, 10~15m of the deep trouth depth of water；Outside shield duct piece
Diameter 13.1m, digging diameter about 13.6m, the maximum water pressure about 0.78MPa that tunnel is born.Three road cross-river tunnel engineering overall length of latitude
4.1km, using eight lane design of Double-tube double-layer；Shield duct piece outer diameter 14.5m, digging diameter about 14.98m, tunnel are born most
Big water pressure about 0.72MPa.Revive logical GIL pipe gallery tunnel overall length 5.5km, and piping lane diameter 11.6m mainly passes through layer of sand, ties
The maximum hydraulic pressure about 0.86MPa that structure is born.Above-mentioned tunneling shield tool changing uses saturated gas band and is pressed into cabin tool changing technology and base
In the normal pressure tool changing technology of tool changing device, but effect is low, costly, security risk is big, and very big difficulty is all encountered in implementation process,
Construction delay or expense is caused to be significantly increased.
At present when ultra high water pressure, that is, hydraulic pressure is more than 1MPa (100m head height), there are no shields under such high hydraulic pressure
Practice in terms of experience, cause the limitation that shield tunnel is implemented under such condition, directly affect the feasible of engineering construction
Property.Moreover, using saturated gas tool changing with pressure, costly and work efficiency is extremely low；Normal pressure tool changing based on tool changing device then cannot be complete
Full replacement cutter, can only replace 35%~40% cutter.Importantly, shield tunnel project is all in tunneling process at present
It is middle when finding that cutter needs replacing according to monitoring result, then shut down and carry out tool changing operation, passively tool changing operation safety risk is very
Height, construction period are very long.Meanwhile when ultra high water pressure worker enter in cabin be capable of operation time it is very short, and out behind cabin also
It is easy to cause actual bodily harm.
Accordingly, it is considered to the operating condition of underwater shield tunnel ultra high water pressure, in conjunction with Shield-type machinery and geological conditions, to ensure
Seabed shield tunnel construction risk is controllable, improves construction efficiency, reduces construction risk, proposes a kind of by the default reinforcing of active tool changing
Consolidation by freezing is got rid of poverty the underwater shield tunnel ultra high water pressure condition of combination under point, passive saturation diving tool changing with pressure and abnormal condition
Tunnel cutter replacing method, it is ensured that shield machine is tunneled in the sea area highly effective and safe of ultra high water pressure, guarantees shield tunnel under ultra high water pressure
Exploitativeness.
Summary of the invention
The present invention may not apply to surpass for above-mentioned traditional shield tunnel cutter replacing method with pressure existing in the prior art
High hydraulic pressure seabed tunnel technical problem provides a kind of underwater shield tunnel ultra high water pressure condition driving cutter replacing method, realizes underwater
Or seabed shield tunnel be more than 1MPa ultra high water pressure under the conditions of tool changing operation, it is ensured that shield machine can highly effective and safe driving,
Engineering method simple process, structure safe and reasonable, convenient and quick construction greatly reduce tool change time and reduce construction risk.
In order to solve the above technical problems, the technical solution adopted by the present invention is that: a kind of underwater shield tunnel ultrahigh water press strip
Part tunnels cutter replacing method, and steps are as follows:
Step 1: before shield driving, submerged tunnel construction condition data is collected and surveyed；
Step 2: several tool changing reinforcement points are preset；
Step 3: default reinforcement point active tool changing is reached；
Step 4: analysis data, and dynamic adjusts front tool changing reinforcement point；
Step 5: intermediate zone, passive belt are pressed into storehouse tool changing；
Step 6: freeze tool changing of getting rid of poverty under abnormal condition.
Preferably, submerged tunnel construction condition data mainly includes geology, the depth of water, edpth of tunnel and shield in step 1
Structure machine configuration condition etc.；.
Preferably, predicting that integrating tunnel penetrating ground is along tunnel to shield machine not tool changing driving distance in step 2
Road is longitudinally spaced-apart the multiple reinforcement points of setting；Fulfil the strengthening construction of tool changing reinforcement point before shield driving ahead of schedule；
In conjunction with the stratum that shield tunnel is worn, default reinforcement point is estimated according to long range shield tool wear empirical equation
Longitudinally disposed distance；Formula is as follows:
S=K × π × D × L × N ÷ v
K is the coefficient of waste in formula, is empirical；S is that cutter allows abrasion loss, takes 20mm, and periphery cutter is 40mm；D
For shield cutter outer diameter, unit m；L is the default longitudinally disposed distance in reinforcement point, unit m；N is the velocity of rotation of cutterhead, single
Position is r/min；V is driving speed, unit cm/min；Meanwhile default reinforcement point position and number are with being considered as entire tunnel
At matter condition variation, the characteristic points such as depth of water larger part comprehensively consider；
Use is freezed across the sea in advance or slip casting is reinforced for default reinforcement point, forms adding for covering shield host length
Gu region actively carries out planned tool changing maintenance.
Preferably, in step 3, shield launching driving, actively to shield when shield machine is advanced into default reinforcement point position
Structure machine state, tool wear situation are checked, are realized normal pressure warehouse entry and are replaced cutter；
The number of record shield driving length, cutting-tool wear state, penetrating ground situation, shield machine boring parameter etc. in real time
According to；
Shield machine is shut down when reaching default stabilization zone certain position, while carrying out shield machine guarantor to shield body and shield tail grouting
Shield, 2~4 endless tube piece slip casting of shield tail rear form water proof reinforcing ring, block rear underground water；
Preferably, analyzing in step 4 the shield driving related data recorded in real time, ground in front of integrating tunnel
Matter situation again predicts shield not tool changing driving distance；
The default tool changing reinforcement point for whether needing to add driving front is verified according to prediction result, is adjusted and is added in time
Solid point construction.
Preferably, in step 5, in the tunneling process except default reinforcement point, when being abnormal, as shield machine is dug
Into abnormal parameters, when display needs warehouse entry inspection or tool changing, using passive saturation diving warehouse entry tool changing with pressure；
Passive saturation diving tool changing with pressure, using saturation nitrogen oxygen or Helmholtz operator warehouse entry, according to sea diving row
The Its Relevant Technology Standards of industry, security legislation frame carry out；
When stratum osmotic coefficient is smaller, limit row's tool changing technology is depressurized using weak permeability formation submerged tunnel；Using cement
Mortar or weighing apparatus shield mud are filled in barn, and by the pre-grouting hole strengthening stratum in shield body, are established lower balance pressure in working face, are permitted
Perhaps it is discharged in Groundwater infiltration storehouse with closed pipeline pump, the warehouse entry tool changing of Ordinary Compression air is used after decompression.
Preferably, in step 6, when sea area shield occurs because of the risk accidents such as tool wear is stranded, implement very shape
Freeze tool changing of getting rid of poverty under state；It is reinforced using sea vertical frozen, is aided in hole advanced hole horizontal and freezes, normal pressure warehouse entry, excavation is repaired
Multiple operating room, carries out repair, gets rid of poverty after the completion of repairing and continues to tunnel；
Job platform is freezed by sea and implements vertical frozen, is carried out level using the advanced hole in shield machine lower part and is frozen in advance
Knot, finally the trenchless rehabilitation operating room in freezing range, is realized under abnormal condition in repair room by rotary head
Shield emergency tool changing and cutterhead reparation；
When submerged tunnel is double track tunnel, by the way of adjacent tunnel Horizontal Freezing normal pressure warehouse entry reparation.
Preferably, Step 4: default reinforcement point active tool changing is the master of the underwater shield tool changing of ultra high water pressure in five, six
Want solution, passive saturation diving warehouse entry tool changing with pressure is auxiliary, and tool changing of freezing to get rid of poverty under abnormal condition is abnormal risk thing
Therefore what lower starting was implemented, it can be ensured that the safety driving of shield under ultra high water pressure；
By the combination of three kinds of tool changing modes in above each step, completes underwater shield and dug in the case where being greater than 1MPa ultra high water pressure
Into tool changing operation in the process.
Compared with prior art, the present invention has the beneficial effects that
1, replacement cutter of the achievable seabed shield tunnel of present invention under the conditions of being greater than the ultra high water pressure of 1.0MPa, is expanded
The scope of application of shield tunnel；
2, tool changing of the present invention and repair process carry out in atmospheric conditions largely, are not required to consider the problems of high hydraulic pressure,
Construction efficiency is high；
3, the method for the present invention simple process, easy to operate is assisted using the tool changing with pressure of tool changing point, tunneling process is preset
Freeze the comprehensive method of tool changing backing with abnormality, it is ensured that the shield tool changing construction risk under ultra high water pressure is controllable, waterproof
Effect is good, and tool changing is repaired safe and reliable.
Detailed description of the invention
Fig. 1 is that underwater shield tunnel ultra high water pressure condition of the invention tunnels cutter replacing method flow chart；
Fig. 2 is default tool changing reinforcement point arrangement schematic diagram of the invention；
Fig. 3 is tool changing schematic longitudinal section of the invention.
1- launching shaft in figure, 2- tunnel line, 3- preset reinforcement point, the protection of 4- shield machine, 5- water proof reinforcing ring, 6-
Cutterhead.
Specific embodiment
Technical solution in order to enable those skilled in the art to better understand the present invention, in the following with reference to the drawings and specific embodiments
It elaborates to the present invention.
Embodiment of the invention discloses a kind of underwater shield tunnel ultra high water pressure conditions to tunnel cutter replacing method, such as Fig. 1-figure
Shown in 3, by taking high-speed railway single-track tunnel as an example, shield method section outer diameter 12.0m, internal diameter 10.8m, including carrying out down in order
Column step:
Step 1: submerged tunnel construction condition data is collected and surveyed；
Submerged tunnel construction condition data is collected, includes mainly geology, the depth of water and edpth of tunnel etc., in conjunction with shield machine
Can, along tunnel vertical analysis tunnel piercing risk factors；Consider that, by the embedding suitable stratum in tunnel, edpth of tunnel selection is located at first
Infiltration coefficient is lesser as pressed from both sides sandy silt soil stratum, stratum osmotic coefficient 4 × 10 between silty clay, silty clay-9m/s；Shield model selection
Select aerating formula slurry balance shield；Form technology using high quality mud film: quality of mud fluid and proportioning test determine；Setting is reasonable
Driving supporting pressure: the sum of water pressure and active earth pressure in front of cutterhead are corrected according to tide；Above-mentioned measure is taken to guarantee
It is smoothly tunneled under the high water pressure condition of shield；
Step 2: several tool changing reinforcement points are preset；
By the analysis to construction condition data before shield driving, the stratum worn in conjunction with shield tunnel is viscous for silty
Soil layer estimates the longitudinally disposed distance of default reinforcement point according to long range shield tool wear empirical equation；Formula is as follows:
S=K × π × D × L × N ÷ v
Coefficient of waste K mud or clay stratum are about 0.0015mm/km, and sand takes 0.007；Cutter allow abrasion loss be
20mm (periphery cutter is 40mm), calculates the not tool changing driving distance 14.7km in clay stratum；Sandy soil stratum 3.2km；In conjunction with
A default reinforcing tool changing point is arranged along tunnel axis equispaced 2.0km in conjunction with strata condition in above-mentioned analysis, and sea area is arranged altogether
10；
Use is freezed across the sea in advance or slip casting is reinforced for default reinforcement point, and reinforcing area is along tunnel longitudinal length
35m, section are that shield outer profile extends out 5m, form the reinforcing area of covering shield host length, actively carry out planned tool changing
Maintenance；Fulfil the strengthening construction of tool changing reinforcement point before shield driving ahead of schedule；
Step 3: default reinforcement point active tool changing is reached；
It after 3.1 shield machines are originated from launching shaft 1, is tunneled along tunnel line 2, reaches default reinforcement point 3 and work as shield machine
Shield machine protection 4,2~4 endless tube piece of shield tail rear note are carried out completely into shutting down behind stabilization zone, while to shield body and shield tail grouting
Slurry forms water proof reinforcing ring 5, blocks rear underground water；Then actively shield machine state, tool wear situation are checked, often
It is pressed into storehouse and replaces the cutter on cutter head of shield machine 6；
Shield machine restores to tunnel again after replacement cutter, and then repeatedly step 3 passes sequentially through each default reinforcement point 3.
3.2 record the number such as shield driving length, cutting-tool wear state, penetrating ground situation, shield machine boring parameter in real time
According to；
Step 4: data analysis dynamic adjustment front tool changing reinforcement point；
4.1 pairs of shield driving related datas recorded in real time are analyzed, integrating tunnel front geological condition, again to shield
Structure not tool changing driving distance is predicted；
4.2 verify the default tool changing reinforcement point for whether needing to add driving front according to prediction result, and adjustment is gone forward side by side in time
The construction of row reinforcement point；
Step 5: intermediate zone passive belt is pressed into storehouse tool changing；
In the tunneling process except default reinforcement point 3, if shield machine boring parameter is abnormal, display need warehouse entry inspection or
When tool changing, using the cutter on passive saturation diving warehouse entry replacement cutterhead 6 with pressure；Passive saturation diving tool changing with pressure is using saturation
Nitrogen oxygen or Helmholtz operator warehouse entry are carried out according to the Its Relevant Technology Standards of marine diving industry, security legislation frame；When
It when stratum osmotic coefficient is smaller, is considered as that saturation diving operating efficiency is lower and investment is big, it is underwater that weak permeability formation can be used
Tunnel decompression limit row's tool changing technology；It is filled in barn using cement mortar or weighing apparatus shield mud, by the pre-grouting hole strengthening stratum in shield body,
Lower balance pressure is established in working face, allows to be discharged in Groundwater infiltration storehouse with closed pipeline pump, using general after decompression
Logical compressed air warehouse entry tool changing；
Step 6: freeze tool changing of getting rid of poverty under abnormal condition；
When sea area shield occurs because of the risk accidents such as tool wear is stranded, implement to freeze tool changing of getting rid of poverty under abnormal condition；
Job platform is freezed by sea and implements vertical frozen, is freezed in advance using the advanced hole progress in shield machine lower part is horizontal, is finally existed
Trenchless rehabilitation operating room in freezing range realizes the shield emergency under abnormal condition by rotary head 6 in repair room
Tool changing and cutterhead 6 are repaired, and are got rid of poverty after the completion of repairing and are continued to tunnel；If submerged tunnel is double track tunnel, adjacent tunnel can be used
The mode of Horizontal Freezing normal pressure warehouse entry reparation；
By the combination of three kinds of tool changing modes in above step, presetting reinforcement point active tool changing is the underwater shield of ultra high water pressure
The primary solutions of tool changing, passive saturation diving warehouse entry tool changing with pressure are auxiliary, and tool changing of freezing under abnormal condition to get rid of poverty is special
Starting is implemented under different risk accidents, it can be ensured that the safety driving of shield under ultra high water pressure completes underwater shield in ultrahigh water
Depress the tool changing operation in tunneling process；
Structure of the invention and construction method are suitable for the driving cutter replacing method under the conditions of underwater shield tunnel ultra high water pressure；In advance
If reinforcement point should be tested to determine according to hydraulic pressure and stratum using slip casting or the selection freezed and specific parameter and
Adjustment.
It is described the invention in detail above by embodiment, but the content is only exemplary implementation of the invention
Example, should not be considered as limiting the scope of the invention.Protection scope of the present invention is defined by the claims.All utilizations
Technical solutions according to the invention or those skilled in the art are under the inspiration of technical solution of the present invention, in reality of the invention
In matter and protection scope, designs similar technical solution and reach above-mentioned technical effect, or to made by application range
All the changes and improvements etc. should still belong to patent of the invention and cover within protection scope.It should be noted that in order to clear
It is stated, part and protection scope of the present invention is omitted in explanation of the invention without being directly significantly associated with but this field skill
The statement of component known to art personnel and processing.
Claims (7)
1. a kind of underwater shield tunnel ultra high water pressure condition tunnels cutter replacing method, which is characterized in that steps are as follows:
Step 1: before shield driving, submerged tunnel construction condition data is collected and surveyed；
Step 2: several tool changing reinforcement points are preset；
Step 3: default reinforcement point active tool changing is reached；
Step 4: analysis data, and dynamic adjusts front tool changing reinforcement point；
Step 5: intermediate zone, passive belt are pressed into storehouse tool changing；
Step 6: freeze tool changing of getting rid of poverty under abnormal condition.
2. a kind of underwater shield tunnel ultra high water pressure condition according to claim 1 tunnels cutter replacing method, which is characterized in that
In step 1, submerged tunnel construction condition data includes geology, the depth of water, edpth of tunnel and shield machine configuration condition.
3. a kind of underwater shield tunnel ultra high water pressure condition according to claim 1 tunnels cutter replacing method, which is characterized in that
In step 2, shield machine not tool changing driving distance is predicted, integrating tunnel penetrating ground is along one spacing of tunnel longitudinal gap
From the multiple reinforcement points of setting；Fulfil the strengthening construction of tool changing reinforcement point before shield driving ahead of schedule；
In conjunction with the stratum that shield tunnel is worn, the longitudinal direction of default reinforcement point is estimated according to long range shield tool wear empirical equation
Distance is set；Formula is as follows:
S=K × π × D × L × N ÷ v
K is the coefficient of waste in formula, is empirical；S is that cutter allows abrasion loss, takes 20mm, and periphery cutter is 40mm；D is shield
Structure cutterhead outer diameter, unit m；L is the default longitudinally disposed distance in reinforcement point, unit m；N is the velocity of rotation of cutterhead, and unit is
r/min；V is driving speed, unit cm/min；
Use is freezed across the sea in advance or slip casting is reinforced for default reinforcement point, forms the stabilization zone of covering shield host length
Domain actively carries out planned tool changing maintenance.
4. a kind of underwater shield tunnel ultra high water pressure condition according to claim 1 tunnels cutter replacing method, which is characterized in that
In step 3, shield launching driving, actively to shield machine state, tool wear when shield machine is advanced into default reinforcement point position
Situation is checked, is realized normal pressure warehouse entry and is replaced cutter；
Record shield driving length, cutting-tool wear state, penetrating ground situation, the data of shield machine boring parameter in real time；
Shield machine is shut down when reaching default stabilization zone certain position, while carrying out shield machine protection, shield to shield body and shield tail grouting
2~4 endless tube piece slip casting of tail rear forms water proof reinforcing ring, blocks rear underground water.
5. a kind of underwater shield tunnel ultra high water pressure condition according to claim 1 tunnels cutter replacing method, which is characterized in that
In step 4, the shield driving related data recorded in real time is analyzed, integrating tunnel front geological condition, again to shield
Not tool changing driving distance is predicted；
The default tool changing reinforcement point for whether needing to add driving front is verified according to prediction result, is adjusted in time and is carried out reinforcement point
Construction.
6. a kind of underwater shield tunnel ultra high water pressure condition according to claim 1 tunnels cutter replacing method, which is characterized in that
In step 5, in the tunneling process except default reinforcement point, when being abnormal, changed using passive saturation diving warehouse entry with pressure
Knife；
Passive saturation diving tool changing with pressure, using saturation nitrogen oxygen or Helmholtz operator warehouse entry；
When stratum osmotic coefficient is smaller, limit row's tool changing technology is depressurized using weak permeability formation submerged tunnel；Using cement mortar
Or weighing apparatus shield mud is filled in barn, and by the pre-grouting hole strengthening stratum in shield body, is established lower balance pressure in working face, is allowed ground
It is lauched to penetrate into storehouse and be discharged with closed pipeline pump, the warehouse entry tool changing of Ordinary Compression air is used after decompression.
7. a kind of underwater shield tunnel ultra high water pressure condition according to claim 1 tunnels cutter replacing method, which is characterized in that
It in step 6, when occurrence risk accident, is reinforced using sea vertical frozen, is aided in hole advanced hole horizontal and freezes, normal pressure warehouse entry,
Trenchless rehabilitation operating room carries out repair, gets rid of poverty after the completion of repairing and continues to tunnel；
Job platform is freezed by sea and implements vertical frozen, is freezed in advance using the advanced hole progress in shield machine lower part is horizontal, most
The trenchless rehabilitation operating room in freezing range afterwards realizes that the shield under abnormal condition is answered by rotary head in repair room
Anxious tool changing and cutterhead reparation；
When submerged tunnel is double track tunnel, by the way of adjacent tunnel Horizontal Freezing normal pressure warehouse entry reparation.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111058894A (en) * | 2019-10-25 | 2020-04-24 | 中铁隧道局集团有限公司 | Underwater tunnel shield drainage pressure reduction warehouse entry operation method |
| CN111997639A (en) * | 2020-08-22 | 2020-11-27 | 中铁隧道局集团有限公司 | Method for getting rid of trouble and reinforcing and improving geology of TBM construction tunnel bad geology section card machine |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004108094A (en) * | 2002-09-20 | 2004-04-08 | Daiho Constr Co Ltd | Shield tunnel and shield excavator |
| JP4392307B2 (en) * | 2004-08-31 | 2009-12-24 | 日本海洋掘削株式会社 | Underground pipeline installation method |
| CN108425682A (en) * | 2018-03-13 | 2018-08-21 | 中铁建大桥工程局集团第二工程有限公司 | A kind of shield tool changing ground-connecting-wall ruggedized construction and reinforced construction method |
-
2019
- 2019-06-19 CN CN201910529321.3A patent/CN110284893B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004108094A (en) * | 2002-09-20 | 2004-04-08 | Daiho Constr Co Ltd | Shield tunnel and shield excavator |
| JP4392307B2 (en) * | 2004-08-31 | 2009-12-24 | 日本海洋掘削株式会社 | Underground pipeline installation method |
| CN108425682A (en) * | 2018-03-13 | 2018-08-21 | 中铁建大桥工程局集团第二工程有限公司 | A kind of shield tool changing ground-connecting-wall ruggedized construction and reinforced construction method |
Non-Patent Citations (1)
| Title |
|---|
| 贺维国等: "中国跨越海域最长地铁区间隧道_厦门地铁3号线五刘区间", 《隧道建设（中英文）》 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111058894A (en) * | 2019-10-25 | 2020-04-24 | 中铁隧道局集团有限公司 | Underwater tunnel shield drainage pressure reduction warehouse entry operation method |
| CN111997639A (en) * | 2020-08-22 | 2020-11-27 | 中铁隧道局集团有限公司 | Method for getting rid of trouble and reinforcing and improving geology of TBM construction tunnel bad geology section card machine |
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| CN110284893B (en) | 2021-02-02 |
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Application publication date: 20190927 Assignee: CHINA RAILWAY TUNNEL SURVEY & DESIGN INSTITUTE Co.,Ltd. Assignor: CHINA RAILWAY LIUYUAN GROUP Co.,Ltd. Contract record no.: X2022980017868 Denomination of invention: A Method of Tool Change for Underwater Shield Tunneling under Ultra high Water Pressure Granted publication date: 20210202 License type: Common License Record date: 20221013 Application publication date: 20190927 Assignee: Chengdu Hetuo Civil Engineering Co.,Ltd. Assignor: CHINA RAILWAY LIUYUAN GROUP Co.,Ltd. Contract record no.: X2022980017869 Denomination of invention: A Method of Tool Change for Underwater Shield Tunneling under Ultra high Water Pressure Granted publication date: 20210202 License type: Common License Record date: 20221013 |
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