CN101539023A - Shield machine belt pressure chamber opening operation construction method - Google Patents
Shield machine belt pressure chamber opening operation construction method Download PDFInfo
- Publication number
- CN101539023A CN101539023A CN200810045035A CN200810045035A CN101539023A CN 101539023 A CN101539023 A CN 101539023A CN 200810045035 A CN200810045035 A CN 200810045035A CN 200810045035 A CN200810045035 A CN 200810045035A CN 101539023 A CN101539023 A CN 101539023A
- Authority
- CN
- China
- Prior art keywords
- pressure
- grouting
- soil
- native storehouse
- air
- 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.)
- Granted
Links
Abstract
The invention relates to a shield machine belt pressure chamber opening operation construction method. The method comprises the following steps: adjusting the posture of a shield, setting up tunneling parameters, and injecting bentonite slurry into a shield cutter head and the circumference thereof so as to make the soil mass around a tunnel face and the shield form a clay film capable of blocking off a leakage passage; establishing the air pressure in the soil chamber; carrying out the pressurization and chamber entry, making staff enter a personal gateway to check and change a cutter or even check the cutter head, and the like; carrying out decompression and chamber exiting; and after the operation is completed, injecting bentonite into the soil chamber through a pipeline, and staring the cutter head and a jack to restore the shield tunneling after the soil pressure balance is rebuilt in the soil chamber. The method reduces the gas permeability of a stratum by 30 percent compared with that of the original stratum, thereby meeting the belt pressure requirements, not only ensuring the safety of the workers operating in the soil chamber, but also ensuring the soil mass stability of the tunnel face. The method brings about a good strengthening effect and little ground surface deformation; as the reinforcement is carried out inside the tunnel, the method does not occupy ground area and brings about little influence on the ambient environment and urban traffic; and the method has the characteristics of high construction efficiency, short cycle, and low cost.
Description
Technical field
The present invention relates to a kind of shield machine belt pressure chamber opening operation construction method, particularly the balancing earth-pressure shielding machine chamber opening operation construction method.
Background technology
Shield-tunneling construction is safe, fast, efficient at urban infrastructure with it---obtain application more and more widely in city underground, municipal public use pipeline, the oil transportation/all kinds of underground engineering constructions such as gas underground pipeline.When using shield machine to tunnel,, must utilize shield structure self and corollary equipment that the abutment pressure that makes the stratum stable (EPB) is provided because the stratum self-stable ability is poor in rich water sandy gravel location.The knife disc tool of bearing the driving function on the shield machine is a wearing detail, needs running check, maintenance and replacing in construction.The abrasion of tunneling cutter in rich water sand-pebble layer are very serious, and average 120～150m just needs all or cutters of most of replacing, must in time enter Tu Cang and implement cutterhead inspection even cutter inspection and replacing.In this case, need to adopt band to compress into the storehouse pattern and corresponding operation procedure carries out every work in native storehouse.And in this rich water sandy gravel, self-stable ability difference stratum, the operation that opens a position is very difficult, if directly open a position after adopting precipitation, causes the excavation face to cave in easily even causes the depression on ground; If reinforce from ground in the face of the place ahead soil body, need expend long time and cost, also need road occupying to enclose and cover, coordinate traffic above-ground, underground utilities resettlement etc.These are all totally unfavorable to the operation that opens a position of shield structure.Therefore, seeking rationally the perfect shield structure operational method that opens a position under like this environment is one technical barrier that the utmost point need solve in the constructing tunnel process.
Summary of the invention
The objective of the invention is: a kind of shield machine belt pressure chamber opening operation construction method is provided.
The objective of the invention is to realize by the enforcement following technical proposals:
A kind of shield machine belt pressure chamber opening operation construction method is characterized in that: comprise the steps:
Step 1, predetermined preceding 15 rings of replacing point of checking are adjusted to normal range (NR) to the attitude of shield structure and tunneling direction;
Step 2, in the predetermined boring parameter of changing the preceding five rings of point of checking: cutterhead rotating speed 0.8～2rpm; Driving speed 10～50mm/min; Cutterhead moment of torsion 3000～5000kNm; Soil storehouse pressure is controlled at 0.6～2.0bar; Simultaneous grouting slurry adopts the hardening capacity slurries, and the slurries match ratio is a cement: fine sand: flyash: swell soil: water=1～5: 10～16: 7～9: 1.5～4: 7～11; 2 the Grouting Pipe grouting pressures in top are 1.5～3.0bar, and 2 the Grouting Pipe grouting pressures in bottom are 1.5～3.0bar; Inject bentonite slurry to 10 injected holes of shield body periphery, make shield body surrounding soil form mud film, shutoff leakage path; Grouting amount is every ring 1～5m
3, grouting pressure is controlled at 1.5～3.0bar, the bentonite slurry proportioning: water/binder ratio is 100: 8～20;
Step 3, the predetermined inspection are changed last preceding ring boring parameter of point: cutterhead rotating speed 1～2rpm, driving speed 20～40mm/min, cutterhead moment of torsion 3000～4000kNm, native storehouse pressure are controlled at 0.8～2.2bar; Synchronous grouting adopts bentonite slurry, and the slurries match ratio is a water: swell soil=100: 8～20; 2 the Grouting Pipe grouting pressures in top are 1.5～3bar, and 2 the Grouting Pipe grouting pressures in bottom are 1.5～3bar; Inject bentonite slurry to cutterhead the place ahead, face forms mud film, shutoff the place ahead soil body leakage path; Grouting amount is 3～7m
3, injected hole is 8, grouting pressure is controlled at 1.2～2.5bar.The bentonite slurry proportioning: water/binder ratio is 100: 8～20;
Step 4, stop driving back and continue rotating cutter-head 5～10 minutes;
Step 5, Tu Cang set up the air pressure process:
Step 5.1, calculate native storehouse atmospheric pressure value: need the pressure of balance to comprise the water pressure and the soil pressure of location layer in the shield machine soil storehouse.Can be unearthed by following design formulas needs the atmospheric pressure value set up in the storehouse
σ＝k
o·(γ
s·h
s-γ
w·h
w)+γ
w·h
w
Wherein: σ-native storehouse gas pressure value, kpa; k
o-coefficient of earth pressur at rest
γ
s, γ
w-the soil body, the heavy kN/m of the water capacity
3h
s, h
w-overburden layer, fluviograph calculated altitude, m
(10～20kpa), promptly the Tu Cang band presses tool changing operation air pressure to be to operating air pressure power value than calculating the slightly high 0.1～0.2bar of atmospheric pressure value
σ＝k
o·(γ
s·h
s-γ
w·h
w)+γ
w·h
w+(10～20)
Step 5.2, at first unearthed to native storehouse 1/3rd position height, the rotating speed of conveying worm is 3～9rpm when being unearthed; When being unearthed, adopt 2～4 air compressors to native storehouse delivery industry gas, its air demand is 10～40m
3/ min, the atmospheric pressure value that shows with the sensor in native storehouse is as the criterion, and makes native storehouse atmospheric pressure value rise to the setting atmospheric pressure value.Subsequently, observe air-tightness, native storehouse internal gas pressure can be stablized and remains near the setting value its change value of pressure＜0.05bar in 30 minutes.
Step 5.3, unearthed to native storehouse 1/2nd position height then, in this process, adopt the automatic refueling system of aerial respiration gas that Tu Cang is carried out aerating, progressively close simultaneously industrial compressed gas air inlet port, until using aerial respiration gas to keep native storehouse inner air pressure near setting value fully, the aerating FREQUENCY CONTROL of the automatic refueling system of aerial respiration gas is between the 30%-100% of highest frequency.Observe tightness once more, native storehouse internal gas pressure changing value＜0.05bar in 30 minutes can think native storehouse stable gas pressure, and seal is good, satisfies band and presses the tool changing requirement.
Step 6, pressurization warehouse entry process: after setting up native storehouse air pressure balance, personnel can enter Ren Zha, begin to carry out pressurized operation by add the compression tidal air to people's lock, and be 5～10 minutes pressing time, at the uniform velocity pressure is added to native storehouse air pressure setting value from 0.Make people's lock air pressure be increased to native storehouse air pressure when identical, open native storehouse door, cutter is checked and changed to operating personnel's warehouse entry.
Step 7, the decompression process that delivers from godown: after the tool changing end of job, personnel and machinery are withdrawn from Tu Cang and are entered Ren Zha.At first close the connection door (being native storehouse door) between Tu Cang and the people's lock, according to the force value of having set up people's lock is carried out decompression operation then, time that the step of step-down and each step need and in time that a stop platform need stop and total pressing time, see the following form.By regulating air inlet port and gas outlet gate valve control air pressure change amount.
Step 8, air pressure conversion soil pressure: after personnel come out from people's lock, inject swell soil by pipeline to Tu Cang, air is compressed in the native storehouse at this moment, can see that by pressure sensor the storehouse internal pressure changes, discharge a part of gas by outlet valve in the native storehouse and keep constant abutment pressure, repeat above action to buying securities with all one's capital.Treat to have rebulid earth pressure balance in the native storehouse, start cutterhead and jack and recover shield driving.Recover the starting stage (Tu Cang progressively is full of the soil stage) of driving and continue to open outlet valve, progressively close simultaneously the tidal air system, under the prerequisite that guarantees native storehouse constant pressure, the driving, close the tidal air system, three operations of exhaust are carried out simultaneously, system closes fully until tidal air, and shield machine can be in normal driving state.
Step 9, band are arranged the monitoring point before pressing tool changing in advance above predetermined tool change position otch, monitoring point layout scope is 5m before the tool change position otch mileage, back 3m, each 6m of center line both sides, tunnel, the grid-like layout of measuring point spacing 1.5m.The monitoring point promptly records initial elevation before the shield structure arrives, monitoring frequency was measured 1 time in 2 hours during band was pressed tool changing, and the measurement achievement is handled at once and reported.The situations such as tunnel and surface settlement of analyzing by monitored data are carried out dynamic monitoring, in time grasp and analyze the construction technology parameter and change, check the attitude in the shield driving, the effect of slip casting operation etc., take appropriate measures and guarantee the safety of shield driving construction quality and surrounding enviroment.
By adopting above job practices, complete construction technologies such as integrated use theory analysis, the selected technology of shield structure propulsive parameter, shield structure band pressure chamber opening operation construction, field monitoring technology, a whole set of band pressure chamber opening operation construction method is provided, construction sequence and Rational Parameters, optimization, construction operation safety, short construction period, expense is low.Adopt this method, reinforce in the hole, do not take ground, influence little surrounding environment, urban traffic; By reinforcing in the hole, accident such as can avoid producing water burst in the work progress, cave in, guarantee construction safety, around the shield body, form the mud desert, shutoff leakage path, the air-tightness requirement when having guaranteed pressurization by whitewashing.
As a kind of improvement of the present invention, the cutterhead rotating speed 1.2～1.8rpm of described step 2; Driving speed 25～45mm/min; Cutterhead moment of torsion 3500～4500kNm; Soil storehouse pressure is controlled at 1.0～1.5bar; The slurries match ratio is a cement: fine sand: flyash: swell soil: water=1: 10: 9: 1.5: 7.5; 2 the Grouting Pipe grouting pressures in top are 1.5～2.0bar, and 2 the Grouting Pipe grouting pressures in bottom are 2.0～2.8bar; Inject bentonite slurry to 10 injected holes of shield body periphery, make shield body surrounding soil form mud film, shutoff leakage path; Grouting amount is every ring 2～3m
3, grouting pressure is controlled at 1.5～2.5bar, and water/binder ratio is 100: 10～14;
The cutterhead rotating speed 1.2～1.6rpm of described step 3, native storehouse pressure are controlled at 1.2～1.7bar; Synchronous grouting adopts bentonite slurry, and the slurries match ratio is a water: swell soil=100: 10～14; 2 the Grouting Pipe grouting pressures in top are 1.5～2bar, and 2 the Grouting Pipe grouting pressures in bottom are 2～2.8bar; Inject bentonite slurry to cutterhead the place ahead, grouting amount is 4～6m
3, injected hole is 8, and grouting pressure is controlled at 1.8～2.2bar, and water/binder ratio is 100: 10～14;
The rotating speed of conveying worm was 3～6rpm when described step 5.2 was unearthed; When being unearthed, adopt 2～4 air compressors to native storehouse delivery industry gas, its air demand is 16～24m
3/ min.
More than be with the construction parameter of pressure chamber opening operation construction method, be specially adapted under environment such as rich water sand-pebble layer, carry out the operation that opens a position of shield structure, can not impact surrounding environment, be the shield structure band pressure chamber opening operation construction method under a kind of desirable environment such as rich water sand-pebble layer.
The specific embodiment
The present invention is described in further detail below in conjunction with the specific embodiment.
But this should be interpreted as that the scope of the above-mentioned theme of the present invention only limits to following embodiment.
It is along the line that Chengdu subway Line 1 Tianfu Square Development station～station, province sports palace running tunnel is positioned at people South Road, road both sides high building stands in great numbers, heavy traffic, municipal pipeline is numerous under the road, total length 4078m, the interval shield tunnel of this section mainly passes through land pebble, and shield structure top earthing is mainly artificial earth fill, powder fine sand, land pebble, is mainly land pebble, severely-weathered mud stone at the bottom of the shield structure.The proportion of the land pebble that passes through is 19～23kn/m
3Groundwater level depth is 3.9～9.0m, and the transmission coefficient on stratum is 12～27m/d, and full section shield tunnel top buried depth is 7.0～14.0m.Adopt the construction of supplying mud type earth pressure balanced shield, EPBS.Its band pressure chamber opening operation construction method step is as follows:
Device systems such as the first step, water, electricity and gas illumination communication are prepared
Lighting apparatus: whether the flashlight of check storehouse intraoral illumination, external portable lamp, bringing Tu Cang into can operate as normal.
Communication apparatus: whether the hand-rail type phone can operate as normal inside and outside checking the inside and outside dial telephone in storehouse, storehouse.
Supply equipment: check whether external water pipe can operate as normal in the storehouse.
Air feed equipment: check air compressor machine, external work tracheae, people storehouse air feed, each air valve, whether each air gauge can operate as normal.
Power supply unit: check whether power supply can continue in high-tension electricity, the storehouse.
Second goes on foot, determines to add the decompression scheme
Add measure such as decompression scheme and determine safety, the safe decompression scheme that adds according to operating air pressure value, workload size, personnel's fitness, this scheme comprise time, the step-down of setting, the pressurization of operating air pressure step, each step needs time and in time that a stop platform need stop and total pressing time.
The 3rd step, shield driving parameter are determined:
1. change driving attitude and the direction that preceding 30 rings of point begin to check, adjust shield machine in predetermined the inspection.
2. check that in predetermined changing preceding 15 rings of point adjusts to normal range (NR) to the attitude of shield structure and tunneling direction.
3. in the predetermined boring parameter of changing the preceding five rings of point of checking: cutterhead rotating speed 1.2～1.8rpm; Driving speed 25～45mm/min; Cutterhead moment of torsion 3500～4500kNm; Soil storehouse pressure is as the criterion with a pressure sensor, and pressure is controlled at 1.0～1.5bar (determining according to factors such as geological conditions, edpth of tunnels); Simultaneous grouting slurry adopts the hardening capacity slurries, and the slurries match ratio is a cement: fine sand: flyash: swell soil: water=1: 10: 9: 1.5: 7.5; Two the Grouting Pipe grouting pressures in top are 1.5～2.0bar, and two the Grouting Pipe grouting pressures in bottom are 2.0～2.8bar;
4. last encircles boring parameter before point is changed in predetermined inspection: cutterhead rotating speed 1.2～1.6rpm, driving speed 20～40mm/min, cutterhead moment of torsion 3000～4000kNm, native storehouse pressure are as the criterion with a pressure sensor, and pressure is controlled at 1.2～1.7bar (determining according to factors such as geological conditions, edpth of tunnels); Synchronous grouting adopts bentonite slurry, and the slurries match ratio is a water: swell soil=100: 10～14; Two the Grouting Pipe grouting pressures in top are 1.5～2.0bar, and two the Grouting Pipe grouting pressures in bottom are 2.0～2.8bar.
The 4th step Tu Cang protects the gas construction technology
1. the five rings begins to inject bentonite slurry to 10 injected holes of shield body periphery in advance, makes shield body surrounding soil form mud film, shutoff leakage path.Grouting amount is every ring 2～3m
3, grouting pressure is controlled at 1.5～2.5bar, the bentonite slurry proportioning: water/binder ratio is 100: 10～14.
2. bentonite slurry is injected in last hoop cutterhead the place ahead, and face forms mud film, shutoff the place ahead soil body leakage path.Grouting amount is 4～6m
3, injected hole is 8, grouting pressure is controlled at 1.8～2.2bar, the bentonite slurry proportioning: water/binder ratio is 100: 10～14;
3. stop the driving back and continue rotating cutter-head 5～10 minutes;
The 5th step Tu Cang sets up the air pressure process:
At first calculate native storehouse atmospheric pressure value: need the pressure of balance to comprise the water pressure and the soil pressure of location layer in the shield machine soil storehouse.Can be unearthed by following design formulas needs the atmospheric pressure value set up in the storehouse
σ＝k
o·(γ
s·h
s-γ
w·h
w)+γ
w·h
w
Wherein: σ-native storehouse gas pressure value, kpa; k
o-coefficient of earth pressur at rest
γ
s, γ
w-the soil body, the heavy kN/m of the water capacity
3h
s, h
w-overburden layer, fluviograph calculated altitude, m
(10～20kpa), promptly the Tu Cang band presses tool changing operation air pressure to be to operating air pressure power value than calculating the slightly high 0.1～0.2bar of atmospheric pressure value
σ＝k
o·(γ
s·h
s-γ
w·h
w)+γ
w·h
w+(10～20)
The operating air pressure higher limit is got 120% of normal value.
As YDK11+315 mileage place, its operating air pressure lower limit, normal, higher limit are respectively 42kPa, 62kPa, 74kPa.K wherein
a=0.22, k
o=0.36, γ
s=19kN/m
3, γ
w=10kN/m
3, h
s=9.7m, h
w=0.7m.
Be unearthed then to native storehouse 1/3rd position height, the rotating speed of conveying worm is 3～6rpm when being unearthed; When being unearthed, adopt 2～4 air compressors to native storehouse delivery industry gas, its air demand is 16～24m
3/ min, the atmospheric pressure value that shows with the sensor in native storehouse is as the criterion, and makes native storehouse atmospheric pressure value rise to the setting atmospheric pressure value.Subsequently, observe air-tightness, native storehouse internal gas pressure can be stablized and remains near the setting value its change value of pressure＜0.05bar in 30 minutes.
Be unearthed at last to native storehouse 1/2nd position height, in this process, adopt the automatic refueling system of aerial respiration gas that Tu Cang is carried out aerating, progressively close simultaneously industrial compressed gas air inlet port, until using aerial respiration gas to keep native storehouse inner air pressure near steady state value (setting value) fully, the aerating FREQUENCY CONTROL of the automatic refueling system of aerial respiration gas is between the 30%-100% of highest frequency.Observe tightness once more, native storehouse internal gas pressure changing value＜0.05bar in 30 minutes can think native storehouse stable gas pressure, and seal is good, satisfies band and presses the tool changing requirement.
The 6th step pressurization warehouse entry process: after setting up native storehouse air pressure balance, personnel can enter Ren Zha, begin to carry out pressurized operation by add the compression tidal air to people's lock, and be 5～10 minutes pressing time.Make people's lock air pressure be increased to native storehouse air pressure when identical, open native storehouse door, operating personnel's warehouse entry is checked cutterhead, is checked and the replacing cutter.
The 7th goes on foot the process that delivers from godown that reduces pressure: after the tool changing end of job, personnel and machinery are withdrawn from Tu Cang and are entered Ren Zha, close the connection door (being native storehouse door) between Tu Cang and the people's lock earlier, according to the force value of having set up people's lock is carried out decompression operation then, time that the step of step-down and each step need and in time that a stop platform need stop and total pressing time, see the following form.By regulating air inlet port and gas outlet gate valve control air pressure change amount.
According to this table, when operation pressure was 1.4bar, the working time (following open-assembly time of high pressure) was 6 hours, when it drops to 0.6bar by 1.4bar, rising to the our station time of staying is 3 minutes, the our station time of staying is 10 minutes, and when dropping to 0.3bar by 0.6bar, rising to the our station time of staying is 3 minutes, the our station time of staying is 20 minutes, when dropping to 0bar by 0.3bar, rising to the our station time of staying is 3 minutes, and more than adding up to decompression time is 39 minutes.
The 8th step air pressure conversion soil pressure: after personnel come out from people's lock, inject swell soil by pipeline to Tu Cang, air is compressed in the native storehouse at this moment, can see that by pressure sensor the storehouse internal pressure changes, discharge a part of gas by outlet valve in the native storehouse and keep constant abutment pressure, repeat above action to buying securities with all one's capital.Treat to have rebulid earth pressure balance in the native storehouse, start cutterhead and jack and recover shield driving.Recover the starting stage (Tu Cang progressively is full of the soil stage) of driving and continue to open outlet valve, progressively close simultaneously the tidal air system, under the prerequisite that guarantees native storehouse constant pressure, the driving, close the tidal air system, three operations of exhaust are carried out simultaneously, system closes fully until tidal air, and shield machine can be in normal driving state.
Arrange the monitoring point in advance above predetermined tool change position otch, monitoring point layout scope is 5m before the tool change position otch mileage, back 3m, each 6m of center line both sides, tunnel, the grid-like layout of measuring point spacing 1.5m.The monitoring point promptly records initial elevation before the shield structure arrives, monitoring frequency was measured 1 time in 2 hours during band was pressed tool changing, and the measurement achievement is handled at once and reported.
Before opening a position, the shield structure must strictly control the shield driving parameter; Keep shield attitude good, not excess correction, the swing of crawling; The driving state is that the soil body is bought securities with all one's capital; Strengthen the control of synchronous grouting pressure and grouting amount.When setting up native storehouse air pressure, the injection of control bentonite slurry; Be unearthed stage by stage; Air pressure is progressively replaced soil pressure; And enforcement monitoring measurement measure.Strict control or reinforcement the following aspects:
1. strict control otch equilibrium pressure (native storehouse pressure oscillation value is controlled at 0.05MPa) reaches the construction parameter relevant with otch pressure;
2. the strict control soil body degree of buying securities with all one's capital, the control simultaneously amount of being unearthed can not be backbreak;
3. guaranteeing to make shield structure equilibrium construction at the uniform velocity under the good situation of the positive Deformation control of shield structure, shield attitude changes can not excessive, overfrequency, strict control shield structure correction amount; The correction amount that the shield structure advances is controlled in the 3mm/m.
4. strict control shield tail synchronous grouting amount and slurries quality, by the timely filling structure void of synchronous grouting, the synchronous grouting amount is generally 140%～180% of structure void, should adopt the hardening capacity slurries, denseness 9～12cm;
When 5. bentonite slurry injected, strict control shield driving speed was in 10mm/min, to guarantee its uniformity;
6. be unearthed and carry out stage by stage, and the minimizing that prevents to gush and try one's best is to the face ground disturbance;
7. adopt air pressure to replenish the soil pressure loss synchronously, and accurately judge the pass the test (standard is that atmospheric pressure lost is not more than 0.05bar/30min) of calming the anger;
8. warehouse entry inspection and the accurately geological condition and the knife disc tool abrasion condition of judgement face;
9. pay close attention to the variation of operating air pressure power, make its remain on ± the constant relatively scope of 0.05bar in.
10. shield tail oil fat pressure injection puts in place, and outer interior greasing circle pressure remains on 0.5MPa, more than the 0.4MPa, to guarantee the sealing of shield tail, prevents slurries or gas permeation;
In taking the process of the inventive method, existing shield machine pipeline can only carry out swell soil slip casting to cutterhead the place ahead, and bentonite slurry can't cover shield body a large amount of stratum on every side, becomes the passage that gas leaks.Inject bentonitic grouting pipeline by increasing around the shield body, reserve 16 injected holes around utilizing shield machine shield body, remove 10 injected holes 6 of the bottoms, inject bentonite slurry on every side to the shield body.The slush pump that maximum injection pressure is 7bar is installed in the bentonite tank bottom, increase slush pump newly, maximum stream flow is 250L/min, maximum working pressure (MWP) 7bar, power are 15kW, bentonite slurry are transported to 10 grouting pipes of shield machine precursor by pipeline, inject shield body space on every side, make slurries bigger, infiltrate wider in the stratum, the sealing effectiveness in the native storehouse is highly improved the area coverage of shield machine.Increase 2 of air compressor machines newly, a maximum stream flow 12.6m
3/ min, maximum working pressure (MWP) are 8.8bar, and power is 75kW; Another maximum stream flow is 15.6m
3/ min, maximum working pressure (MWP) are 7.75bar, and power is 90kW, strengthen native storehouse compressed air supply, adapt to the present situation of Chengdu geology gas quick permeation.Connecting water pipe in people's lock is connected by the inner ball valve of reserving of people's lock and shield machine, thereby can directly be discharged to the effect that has reached precipitation in the native storehouse in the tunnel to the residual water in the native storehouse, can be effectively under band pressure situation, carry out precipitation in to native storehouse, the success rate of tool changing and safety are effectively promoted.
Adopt the inventive method, after adding bentonite slurry at sand-pebble layer, the gas permeability on stratum descends 30% than prime stratum, has satisfied the band pressure request, described job practices has guaranteed the safety of operating worker in the native storehouse, has guaranteed the stability of the face soil body again; Consolidation effect is good, and surface deformable is little; Reinforce in the hole, do not take ground, influence little surrounding environment, urban traffic; Can frequently implement tool changing as required; The relative less expensive of reinforcing expense.The efficient height, short construction period, operating expenses is low.It is chamber opening operation construction method in a kind of desirable rich water sand-pebble layer.
The inventive method is not limited only to chamber opening operation construction method in the rich water sand-pebble layer, is suitable for the chamber opening operation construction method on other stratum too.
Claims (3)
1, a kind of shield machine belt pressure chamber opening operation construction method is characterized in that: comprise the steps:
Step 1, predetermined preceding 15 rings of replacing point of checking are adjusted to normal range (NR) to the attitude of shield structure and tunneling direction;
Step 2, in the predetermined boring parameter of changing the preceding five rings of point of checking: cutterhead rotating speed 0.8～2rpm; Driving speed 10～50mm/min; Cutterhead moment of torsion 3000～5000kNm; Soil storehouse pressure is controlled at 0.6～2.0bar; Simultaneous grouting slurry adopts the hardening capacity slurries, and the slurries match ratio is a cement: fine sand: flyash: swell soil: water=1～5: 10～16: 7～9: 1.5～4: 7～11; 2 the Grouting Pipe grouting pressures in top are 1.5～3.0bar, and 2 the Grouting Pipe grouting pressures in bottom are 1.5～3.0bar; Inject bentonite slurry to 10 injected holes of shield body periphery, make shield body surrounding soil form mud film, shutoff leakage path; Grouting amount is every ring 1～5m
3, grouting pressure is controlled at 1.5～3.0bar; The bentonite slurry proportioning: water/binder ratio is 100: 8～20;
Step 3, the predetermined inspection are changed last preceding ring boring parameter of point: cutterhead rotating speed 1～2rpm, driving speed 20～40mm/min, cutterhead moment of torsion 3000～4000kNm, native storehouse pressure are controlled at 0.8～2.2bar; Synchronous grouting adopts bentonite slurry, and the slurries match ratio is a water: swell soil=100: 8～20; 2 the Grouting Pipe grouting pressures in top are 1.5～3bar, and 2 the Grouting Pipe grouting pressures in bottom are 1.5～3bar; Inject bentonite slurry to cutterhead the place ahead, face forms mud film, shutoff the place ahead soil body leakage path; Grouting amount is 3～7m
3, injected hole is 8, grouting pressure is controlled at 1.2～2.5bar; The bentonite slurry proportioning: water/binder ratio is 100: 8～20;
Step 4, stop driving back and continue rotating cutter-head 5～10 minutes;
Step 5, Tu Cang set up the air pressure process:
Step 5.1, calculate native storehouse atmospheric pressure value: need the pressure of balance to comprise the water pressure and the soil pressure of location layer in the shield machine soil storehouse; Can be unearthed by following design formulas needs the atmospheric pressure value set up in the storehouse
σ＝k
o·(γ
s·h
s-γ
w·h
w)+γ
w·h
w
Wherein: σ-native storehouse gas pressure value, kpa; k
o-coefficient of earth pressur at rest
γ
s, γ
w-the soil body, the heavy kN/m of the water capacity
3h
s, h
w-overburden layer, fluviograph calculated altitude, m
(10～20kpa), promptly the Tu Cang band presses tool changing operation air pressure to be to operating air pressure power value than calculating the slightly high 0.1～0.2bar of atmospheric pressure value
σ＝k
o·(γ
s·h
s-γ
w·h
w)+γ
w·h
w+(10～20)
Step 5.2, at first unearthed to native storehouse 1/3rd position height, the rotating speed of conveying worm is 3～9rpm when being unearthed; When being unearthed, adopt 2～4 air compressors to native storehouse delivery industry gas, its air demand is 10～40m
3/ min, the atmospheric pressure value that shows with the sensor in native storehouse is as the criterion, and makes native storehouse atmospheric pressure value rise to the setting atmospheric pressure value; Subsequently, observe air-tightness, native storehouse internal gas pressure can be stablized and remains near the setting value its change value of pressure＜0.05bar in 30 minutes;
Step 5.3, unearthed to native storehouse 1/2nd position height then, in this process, adopt the automatic refueling system of aerial respiration gas that Tu Cang is carried out aerating, progressively close simultaneously industrial compressed gas air inlet port, until using aerial respiration gas to keep native storehouse inner air pressure near setting value fully, the aerating FREQUENCY CONTROL of the automatic refueling system of aerial respiration gas is between the 30%-100% of highest frequency; Observe tightness once more, native storehouse internal gas pressure changing value＜0.05bar in 30 minutes can think native storehouse stable gas pressure, and seal is good, satisfies band and presses the tool changing requirement;
Step 6, pressurization warehouse entry process: after setting up native storehouse air pressure balance, personnel can enter Ren Zha, begin to carry out pressurized operation by add the compression tidal air to people's lock, and be 5～10 minutes pressing time, at the uniform velocity pressure is added to native storehouse air pressure setting value from 0; Make people's lock air pressure be increased to native storehouse air pressure when identical, open native storehouse door, cutter is checked and changed to operating personnel's warehouse entry;
Step 7, the decompression process that delivers from godown: after the tool changing end of job, personnel and machinery are withdrawn from Tu Cang and are entered Ren Zha, at first close the connection door (being native storehouse door) between Tu Cang and the people's lock, according to the force value of having set up people's lock is carried out decompression operation then, people's lock gas pressure will be for after 0, time that the step of step-down and each step need and in time that a stop platform need stop and total pressing time, see the following form; By regulating air inlet port and gas outlet gate valve control air pressure change amount:
Step 8, air pressure conversion soil pressure: after personnel come out from people's lock, inject swell soil by pipeline to Tu Cang, air is compressed in the native storehouse at this moment, can see that by pressure sensor the storehouse internal pressure changes, discharge a part of gas by outlet valve in the native storehouse and keep constant abutment pressure, repeat above action to buying securities with all one's capital, treat to have rebulid earth pressure balance in the native storehouse, start cutterhead and jack and recover shield driving, recover the starting stage (Tu Cang progressively is full of the soil stage) of driving and continue to open outlet valve, progressively close simultaneously the tidal air system, under the prerequisite that guarantees native storehouse constant pressure, driving, close the tidal air system, three operations of exhaust are carried out simultaneously, and system closes fully until tidal air, and shield machine can be in normal driving state.
2, shield machine belt pressure chamber opening operation construction method as claimed in claim 1 is characterized in that:
The cutterhead rotating speed 1.2～1.8rpm of described step 2; Driving speed 25～45mm/min; Cutterhead moment of torsion 3500～4500kNm; Soil storehouse pressure is controlled at 1.0～1.5bar; Simultaneous grouting slurry adopts the hardening capacity slurries, and the slurries match ratio is a cement: fine sand: flyash: swell soil: water=1: 10: 9: 1.5: 7.5; 2 the Grouting Pipe grouting pressures in top are 1.5～2.0bar, and 2 the Grouting Pipe grouting pressures in bottom are 2.0～2.8bar; Inject bentonite slurry to 10 injected holes of shield body periphery, make shield body surrounding soil form mud film, shutoff leakage path; Grouting amount is every ring 2～3m
3, grouting pressure is controlled at 1.5～2.5bar; The slurries match ratio is a water: swell soil=100: 10～14;
The cutterhead rotating speed 1.2～1.6rpm of described step 3, native storehouse pressure are controlled at 1.2～1.7bar; Synchronous grouting adopts bentonite slurry, and the slurries match ratio is a water: swell soil=100: 10～14; 2 the Grouting Pipe grouting pressures in top are 1.5～2bar, and 2 the Grouting Pipe grouting pressures in bottom are 2～2.8bar; Inject bentonite slurry to cutterhead the place ahead, grouting amount is 4～6m
3, injected hole is 8, and grouting pressure is controlled at 1.8～2.2bar, and the slurries match ratio is a water: swell soil=100: 10～14;
The rotating speed of conveying worm was 3～6rpm when described step 5.2 was unearthed; When being unearthed, adopt 2～4 air compressors to native storehouse delivery industry gas, its air demand is 16～24m
3/ min.
3, shield machine belt pressure chamber opening operation construction method as claimed in claim 1 or 2, it is characterized in that: above predetermined tool change position otch, arrange the monitoring point in advance, monitoring point layout scope is 5m before the tool change position otch mileage, back 3m, each 6m of center line both sides, tunnel, the grid-like layout of measuring point spacing 1.5m; The monitoring point promptly records initial elevation before the shield structure arrives, monitoring frequency was measured 1 time in 2 hours during band was pressed tool changing, and the measurement achievement is handled at once and reported.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200810045035 CN101539023B (en) | 2008-03-21 | 2008-03-21 | Shield machine belt pressure chamber opening operation construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200810045035 CN101539023B (en) | 2008-03-21 | 2008-03-21 | Shield machine belt pressure chamber opening operation construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN101539023A true CN101539023A (en) | 2009-09-23 |
| CN101539023B CN101539023B (en) | 2012-07-04 |
Family
ID=41122395
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 200810045035 Active CN101539023B (en) | 2008-03-21 | 2008-03-21 | Shield machine belt pressure chamber opening operation construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN101539023B (en) |
Cited By (33)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102052079A (en) * | 2010-11-19 | 2011-05-11 | 中铁一局集团有限公司 | Method for exchanging tool of shield machine for tunnel construction |
| CN102116157A (en) * | 2009-12-30 | 2011-07-06 | 上海市机械施工有限公司 | Construction method for changing tunneling manner of adjacent shields from horizontal parallel to up-down parallel |
| CN102305082A (en) * | 2011-07-23 | 2012-01-04 | 中铁十二局集团第二工程有限公司 | Method for relieving and cutterhead repairing of shield machine in weathering groove |
| CN102337901A (en) * | 2011-08-30 | 2012-02-01 | 刘勇谋 | Online tool-changing head structure for tunneling operation |
| CN102536253A (en) * | 2011-12-30 | 2012-07-04 | 广州轨道交通建设监理有限公司 | Construction method of earth cabin back filling and cabin entering operation during earth pressure shielding |
| CN102745951A (en) * | 2012-07-12 | 2012-10-24 | 河海大学 | Method for quickly preparing formula of shield backfill grouting slurry |
| CN103061776A (en) * | 2013-01-06 | 2013-04-24 | 中铁隧道集团有限公司 | Method for repairing TBM (tunnel boring machine) cutter head in intra-tunnel high-pressure environment |
| CN103133007A (en) * | 2013-03-01 | 2013-06-05 | 中铁三局集团有限公司 | Shield ground compartment opening method |
| CN103696779A (en) * | 2013-12-31 | 2014-04-02 | 中铁一局集团有限公司 | Tunnel face breast wall filter cake construction process for shield compressed air operations |
| CN103758527A (en) * | 2013-07-11 | 2014-04-30 | 上海大学 | Method for determining soil warehouse control pressure of ground pass shield tunneling machine |
| CN103967499A (en) * | 2014-04-21 | 2014-08-06 | 河海大学 | Excavation face supporting method for shield tunneling machine to open chamber under pressure |
| CN104481549A (en) * | 2014-11-19 | 2015-04-01 | 北方重工集团有限公司 | Bentonite injection method and system for blocking gushing water and sand |
| CN104695970A (en) * | 2014-08-04 | 2015-06-10 | 江苏锐成机械有限公司 | Mud concentration type shield tunneling construction method for shield tunneling machine |
| CN105221157A (en) * | 2015-09-22 | 2016-01-06 | 中铁一局集团有限公司 | WSS grouting and reinforcing assist gas pressure cutter replacing method in shield tunnel |
| CN105257306A (en) * | 2015-10-30 | 2016-01-20 | 上海交通大学 | Reinforced warehouse-filling cutter-replacement construction method in shield tunneling machine warehouse |
| CN105317441A (en) * | 2014-06-30 | 2016-02-10 | 宏润建设集团股份有限公司 | Pressure maintaining type tool changing method adopted during shield tunneling |
| CN105464674A (en) * | 2015-12-29 | 2016-04-06 | 上海市基础工程集团有限公司 | Construction method of cutter replacing under pressure in shield-method tunnel construction |
| CN105697024A (en) * | 2016-03-10 | 2016-06-22 | 上海隧道工程有限公司 | Tool-changing construction method for super-large-diameter slurry air balanced shield machine in soft soil stratum |
| CN105736004A (en) * | 2016-03-11 | 2016-07-06 | 广州轨道交通建设监理有限公司 | Balanced shield mud air-pressure cabin opening pressure maintaining and wall protecting construction method for shield tunneling |
| CN106837360A (en) * | 2017-02-13 | 2017-06-13 | 中铁十九局集团轨道交通工程有限公司 | Upper-soft lower-hard ground shield machine open a position tool changing when mud film construct mechanism and construction method |
| CN107130971A (en) * | 2017-06-15 | 2017-09-05 | 中铁工程装备集团有限公司 | Shield machine normal pressure cutter head center chamber structure |
| CN107725069A (en) * | 2017-11-22 | 2018-02-23 | 上海隧道工程有限公司 | Suitable for the earth pressure balance method for building up of construction by pipeline jacking method |
| CN110397444A (en) * | 2019-08-19 | 2019-11-01 | 中铁十二局集团有限公司 | Shallow earthing upper-soft lower-hard ground shield machine opens a position the method for tool changing |
| CN110630275A (en) * | 2019-10-12 | 2019-12-31 | 中铁隧道局集团有限公司 | Safe operation method of shield machine before opening under pressure |
| CN110700845A (en) * | 2019-11-22 | 2020-01-17 | 中铁隧道局集团有限公司 | Shield tunneling under-pressure warehouse entry operation process |
| CN110792442A (en) * | 2019-11-25 | 2020-02-14 | 中铁隧道局集团有限公司 | Preparation process before pressure feeding in shield tunneling construction |
| CN111042825A (en) * | 2019-12-23 | 2020-04-21 | 河海大学 | Repairing method for deterioration and ventilation of excavation face mud film during under-pressure cabin opening of earth pressure balance shield |
| CN111305860A (en) * | 2020-04-15 | 2020-06-19 | 中铁四局集团有限公司 | Shield under-pressure opening method for strong-permeability and water-permeable stratum |
| CN112901180A (en) * | 2021-01-29 | 2021-06-04 | 中铁二十一局集团轨道交通工程有限公司 | Construction method for air-entrapping drainage tunneling of earth pressure balance shield |
| CN113137239A (en) * | 2021-05-15 | 2021-07-20 | 中铁十一局武汉重型装备有限公司 | Shield cutter head face reinforcing method and grouting reinforcing device used for method |
| CN113323679A (en) * | 2021-06-24 | 2021-08-31 | 广州地铁设计研究院股份有限公司 | Shield opening operation method for water-rich stratum |
| CN113685203A (en) * | 2021-07-12 | 2021-11-23 | 广州轨道交通建设监理有限公司 | Spraying method of reinforced mud film during opening of shield under pressure and system for reinforcing mud film |
| CN113738385A (en) * | 2021-09-24 | 2021-12-03 | 湖南中天凿岩科技有限公司 | Under-pressure entry method of mud-restraining effect auxiliary shield |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102758635B (en) * | 2012-07-31 | 2014-10-29 | 中铁二局股份有限公司 | Construction method for tool changing under pressure in shield of water-rich silty soil and silty sand stratum under station tracks of railways |
Family Cites Families (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2698422B2 (en) * | 1989-03-24 | 1998-01-19 | 佐藤工業株式会社 | Attitude control method and apparatus for shield machine |
| JP4531309B2 (en) * | 2001-09-06 | 2010-08-25 | ジャパントンネルシステムズ株式会社 | Shield machine and simultaneous shield machine |
| CN100344858C (en) * | 2004-07-09 | 2007-10-24 | 浙江大学 | Full power self adaptive shield cutter disc driving electrohydraulic control system |
| CN100585124C (en) * | 2006-09-13 | 2010-01-27 | 中铁隧道股份有限公司 | Shield machine cutting system with knife disc tool cutting and slag-discharging condition monitoring device |
| CN1932244A (en) * | 2006-09-28 | 2007-03-21 | 上海隧道工程股份有限公司 | Construction method for double-circular shield near-distance passing through building or structure |
| CN100572750C (en) * | 2006-12-30 | 2009-12-23 | 广东省基础工程公司 | A kind of job practices of shield launching |
-
2008
- 2008-03-21 CN CN 200810045035 patent/CN101539023B/en active Active
Cited By (49)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102116157A (en) * | 2009-12-30 | 2011-07-06 | 上海市机械施工有限公司 | Construction method for changing tunneling manner of adjacent shields from horizontal parallel to up-down parallel |
| CN102116157B (en) * | 2009-12-30 | 2014-07-30 | 上海市机械施工集团有限公司 | Construction method for changing tunneling manner of adjacent shields from horizontal parallel to up-down parallel |
| CN102052079B (en) * | 2010-11-19 | 2013-03-13 | 中铁一局集团有限公司 | Method for exchanging tool of shield machine for tunnel construction |
| CN102052079A (en) * | 2010-11-19 | 2011-05-11 | 中铁一局集团有限公司 | Method for exchanging tool of shield machine for tunnel construction |
| CN102305082B (en) * | 2011-07-23 | 2013-10-23 | 中铁十二局集团第二工程有限公司 | Method for relieving and cutterhead repairing of shield machine in weathering groove |
| CN102305082A (en) * | 2011-07-23 | 2012-01-04 | 中铁十二局集团第二工程有限公司 | Method for relieving and cutterhead repairing of shield machine in weathering groove |
| CN102337901B (en) * | 2011-08-30 | 2014-02-26 | 刘勇谋 | Online tool-changing head structure for tunneling operation |
| CN102337901A (en) * | 2011-08-30 | 2012-02-01 | 刘勇谋 | Online tool-changing head structure for tunneling operation |
| CN102536253A (en) * | 2011-12-30 | 2012-07-04 | 广州轨道交通建设监理有限公司 | Construction method of earth cabin back filling and cabin entering operation during earth pressure shielding |
| CN102536253B (en) * | 2011-12-30 | 2014-11-12 | 广州轨道交通建设监理有限公司 | Construction method of earth cabin back filling and cabin entering operation during earth pressure shielding |
| CN102745951A (en) * | 2012-07-12 | 2012-10-24 | 河海大学 | Method for quickly preparing formula of shield backfill grouting slurry |
| CN103061776A (en) * | 2013-01-06 | 2013-04-24 | 中铁隧道集团有限公司 | Method for repairing TBM (tunnel boring machine) cutter head in intra-tunnel high-pressure environment |
| CN103061776B (en) * | 2013-01-06 | 2015-05-27 | 中铁隧道集团有限公司 | Method for repairing TBM (tunnel boring machine) cutter head in intra-tunnel high-pressure environment |
| CN103133007A (en) * | 2013-03-01 | 2013-06-05 | 中铁三局集团有限公司 | Shield ground compartment opening method |
| CN103758527A (en) * | 2013-07-11 | 2014-04-30 | 上海大学 | Method for determining soil warehouse control pressure of ground pass shield tunneling machine |
| CN103696779A (en) * | 2013-12-31 | 2014-04-02 | 中铁一局集团有限公司 | Tunnel face breast wall filter cake construction process for shield compressed air operations |
| CN103967499A (en) * | 2014-04-21 | 2014-08-06 | 河海大学 | Excavation face supporting method for shield tunneling machine to open chamber under pressure |
| CN103967499B (en) * | 2014-04-21 | 2016-04-20 | 河海大学 | A kind of shield machine belt pressure opens the cabin the supporting method of excavation face |
| CN105317441A (en) * | 2014-06-30 | 2016-02-10 | 宏润建设集团股份有限公司 | Pressure maintaining type tool changing method adopted during shield tunneling |
| CN104695970A (en) * | 2014-08-04 | 2015-06-10 | 江苏锐成机械有限公司 | Mud concentration type shield tunneling construction method for shield tunneling machine |
| CN104481549A (en) * | 2014-11-19 | 2015-04-01 | 北方重工集团有限公司 | Bentonite injection method and system for blocking gushing water and sand |
| CN105221157B (en) * | 2015-09-22 | 2017-06-16 | 中铁一局集团有限公司 | WSS grouting and reinforcings assist gas pressure cutter replacing method in shield tunnel |
| CN105221157A (en) * | 2015-09-22 | 2016-01-06 | 中铁一局集团有限公司 | WSS grouting and reinforcing assist gas pressure cutter replacing method in shield tunnel |
| CN105257306A (en) * | 2015-10-30 | 2016-01-20 | 上海交通大学 | Reinforced warehouse-filling cutter-replacement construction method in shield tunneling machine warehouse |
| CN105257306B (en) * | 2015-10-30 | 2018-02-09 | 上海交通大学 | A kind of tool changing construction method of filling in barn reinforced in shield cabin |
| CN105464674A (en) * | 2015-12-29 | 2016-04-06 | 上海市基础工程集团有限公司 | Construction method of cutter replacing under pressure in shield-method tunnel construction |
| CN105697024A (en) * | 2016-03-10 | 2016-06-22 | 上海隧道工程有限公司 | Tool-changing construction method for super-large-diameter slurry air balanced shield machine in soft soil stratum |
| CN105736004B (en) * | 2016-03-11 | 2018-01-09 | 广州轨道交通建设监理有限公司 | Shield is opened a position pressurize panelling construction method with weighing apparatus shield mud air pressure |
| CN105736004A (en) * | 2016-03-11 | 2016-07-06 | 广州轨道交通建设监理有限公司 | Balanced shield mud air-pressure cabin opening pressure maintaining and wall protecting construction method for shield tunneling |
| CN106837360A (en) * | 2017-02-13 | 2017-06-13 | 中铁十九局集团轨道交通工程有限公司 | Upper-soft lower-hard ground shield machine open a position tool changing when mud film construct mechanism and construction method |
| CN107130971A (en) * | 2017-06-15 | 2017-09-05 | 中铁工程装备集团有限公司 | Shield machine normal pressure cutter head center chamber structure |
| CN107725069A (en) * | 2017-11-22 | 2018-02-23 | 上海隧道工程有限公司 | Suitable for the earth pressure balance method for building up of construction by pipeline jacking method |
| CN107725069B (en) * | 2017-11-22 | 2019-07-23 | 上海隧道工程有限公司 | Earth pressure balance method for building up suitable for construction by pipeline jacking method |
| CN110397444A (en) * | 2019-08-19 | 2019-11-01 | 中铁十二局集团有限公司 | Shallow earthing upper-soft lower-hard ground shield machine opens a position the method for tool changing |
| CN110630275A (en) * | 2019-10-12 | 2019-12-31 | 中铁隧道局集团有限公司 | Safe operation method of shield machine before opening under pressure |
| CN110700845A (en) * | 2019-11-22 | 2020-01-17 | 中铁隧道局集团有限公司 | Shield tunneling under-pressure warehouse entry operation process |
| CN110792442B (en) * | 2019-11-25 | 2021-07-20 | 中铁隧道局集团有限公司 | Preparation process before pressure feeding in shield tunneling construction |
| CN110792442A (en) * | 2019-11-25 | 2020-02-14 | 中铁隧道局集团有限公司 | Preparation process before pressure feeding in shield tunneling construction |
| CN111042825A (en) * | 2019-12-23 | 2020-04-21 | 河海大学 | Repairing method for deterioration and ventilation of excavation face mud film during under-pressure cabin opening of earth pressure balance shield |
| CN111042825B (en) * | 2019-12-23 | 2020-11-06 | 河海大学 | Repairing method for deterioration and ventilation of excavation face mud film during under-pressure cabin opening of earth pressure balance shield |
| CN111305860A (en) * | 2020-04-15 | 2020-06-19 | 中铁四局集团有限公司 | Shield under-pressure opening method for strong-permeability and water-permeable stratum |
| CN111305860B (en) * | 2020-04-15 | 2021-06-08 | 中铁四局集团有限公司 | Shield under-pressure opening method for strong-permeability and water-permeable stratum |
| CN112901180A (en) * | 2021-01-29 | 2021-06-04 | 中铁二十一局集团轨道交通工程有限公司 | Construction method for air-entrapping drainage tunneling of earth pressure balance shield |
| CN112901180B (en) * | 2021-01-29 | 2022-11-04 | 中铁二十一局集团轨道交通工程有限公司 | Construction method for air-entrapping drainage tunneling of earth pressure balance shield |
| CN113137239A (en) * | 2021-05-15 | 2021-07-20 | 中铁十一局武汉重型装备有限公司 | Shield cutter head face reinforcing method and grouting reinforcing device used for method |
| CN113137239B (en) * | 2021-05-15 | 2023-08-22 | 中铁十一局武汉重型装备有限公司 | Method for reinforcing tunnel face of shield cutter head and grouting reinforcing device for method |
| CN113323679A (en) * | 2021-06-24 | 2021-08-31 | 广州地铁设计研究院股份有限公司 | Shield opening operation method for water-rich stratum |
| CN113685203A (en) * | 2021-07-12 | 2021-11-23 | 广州轨道交通建设监理有限公司 | Spraying method of reinforced mud film during opening of shield under pressure and system for reinforcing mud film |
| CN113738385A (en) * | 2021-09-24 | 2021-12-03 | 湖南中天凿岩科技有限公司 | Under-pressure entry method of mud-restraining effect auxiliary shield |
Also Published As
| Publication number | Publication date |
|---|---|
| CN101539023B (en) | 2012-07-04 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101539023B (en) | Shield machine belt pressure chamber opening operation construction method | |
| CN102758635B (en) | Construction method for tool changing under pressure in shield of water-rich silty soil and silty sand stratum under station tracks of railways | |
| CN100501124C (en) | Construction method for tunnel contact passage in shield section of underground railway | |
| CN106837352A (en) | Fault belt surrounding rock tunnel construction method | |
| CN110924967B (en) | Fine control construction method for shield proximity sensitive building in water-rich sandy gravel stratum | |
| CN104343455A (en) | Long-distance curved jacking pipe and pipe roof construction technique | |
| CN206902479U (en) | Ballastless track roadbed Deformation control is worn under a kind of aqueduct with repairing structure | |
| CN110130936B (en) | Construction method for sudden encountering untreated karst cave or crack in shield tunneling process | |
| CN113833480A (en) | Shield initial tunneling and arrival construction method | |
| CN113186924A (en) | Subway foundation pit deep-buried karst cave treatment method | |
| CN1986974A (en) | Pressure reducing horizontal reinforcing process for soft soil layer | |
| CN104931675B (en) | A kind of up-protective layer exploits solid-gas coupling analog simulation experimental device and experimental technique | |
| CN110645005A (en) | High-water-rich round gravel stratum earth pressure balance shield rapid tunneling construction method | |
| CN102011591A (en) | Grouting process for working surface of deep well | |
| CN210509175U (en) | Reinforced structure of building is worn to shield closely side | |
| CN106120797A (en) | Hydrous fluids continuous steel frame aqueduct pier foundation grouting construction method | |
| CN110159307A (en) | A kind of tunnel multilayer grouting process | |
| CN114135249A (en) | Reusable and automatic pressure supplementing gas extraction drilling and sealing system and working method thereof | |
| CN106284434A (en) | The anti-float method of a kind of underground structure and every oozing device | |
| CN115539056A (en) | Method comprising shield construction, waterproofing and monitoring method for shield construction | |
| CN113756825A (en) | Mechanical method connecting channel construction method utilizing pipe jacking technology | |
| CN109695455B (en) | Method for receiving soil pressure balance shield in pure water | |
| CN204000976U (en) | For the associating grouting device that building foundation is reinforced and rectified a deviation | |
| CN215169989U (en) | Freezing system for reinforcing 60-meter-grade ultra-long distance communication channel by freezing method | |
| CN114483063A (en) | Construction method for slurry shield river channel |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C41 | Transfer of patent application or patent right or utility model | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20160125 Address after: Jinniu District Kam Tong Road Chengdu city Sichuan province 610031 No. 16 Patentee after: CHINA RAILWAY NO.2 BUREAU ENGINEERING CO., LTD. Address before: 610041 high building, No. nine Hing Road, Chengdu hi tech Development Zone, Sichuan, 6 Patentee before: China Railway Erju Co., Ltd. |
|
| CP01 | Change in the name or title of a patent holder |
Address after: No. 16, Jinniu District Road, Jinniu District Road, Chengdu, Sichuan Patentee after: China Railway No. 2 Engineering Group Co., Ltd. Address before: No. 16, Jinniu District Road, Jinniu District Road, Chengdu, Sichuan Patentee before: CHINA RAILWAY NO.2 BUREAU ENGINEERING CO., LTD. |
|
| CP01 | Change in the name or title of a patent holder |