CN110159274B - Sea area high water pressure shield method tunnel emergency tool changing structure and construction method - Google Patents
Sea area high water pressure shield method tunnel emergency tool changing structure and construction method Download PDFInfo
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- CN110159274B CN110159274B CN201910529298.8A CN201910529298A CN110159274B CN 110159274 B CN110159274 B CN 110159274B CN 201910529298 A CN201910529298 A CN 201910529298A CN 110159274 B CN110159274 B CN 110159274B
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- 238000010276 construction Methods 0.000 title claims abstract description 41
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 31
- 238000000034 method Methods 0.000 title claims description 33
- 238000007710 freezing Methods 0.000 claims abstract description 153
- 230000008014 freezing Effects 0.000 claims abstract description 151
- 239000002689 soil Substances 0.000 claims abstract description 37
- 230000008439 repair process Effects 0.000 claims abstract description 21
- 230000000694 effects Effects 0.000 claims abstract description 7
- 230000005641 tunneling Effects 0.000 claims description 24
- 230000008569 process Effects 0.000 claims description 14
- 229910000831 Steel Inorganic materials 0.000 claims description 13
- 238000005553 drilling Methods 0.000 claims description 13
- 239000010959 steel Substances 0.000 claims description 13
- 238000009412 basement excavation Methods 0.000 claims description 11
- 239000012267 brine Substances 0.000 claims description 11
- HPALAKNZSZLMCH-UHFFFAOYSA-M sodium;chloride;hydrate Chemical compound O.[Na+].[Cl-] HPALAKNZSZLMCH-UHFFFAOYSA-M 0.000 claims description 11
- 229920002635 polyurethane Polymers 0.000 claims description 8
- 239000004814 polyurethane Substances 0.000 claims description 8
- 239000002002 slurry Substances 0.000 claims description 7
- 239000012774 insulation material Substances 0.000 claims description 6
- 238000007789 sealing Methods 0.000 claims description 6
- 230000003203 everyday effect Effects 0.000 claims description 3
- 238000012423 maintenance Methods 0.000 claims description 3
- 238000010079 rubber tapping Methods 0.000 claims description 2
- 230000003014 reinforcing effect Effects 0.000 description 9
- 238000005516 engineering process Methods 0.000 description 5
- 230000002787 reinforcement Effects 0.000 description 4
- 239000011435 rock Substances 0.000 description 3
- 238000005299 abrasion Methods 0.000 description 2
- 239000003673 groundwater Substances 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000012544 monitoring process Methods 0.000 description 2
- 238000004321 preservation Methods 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 239000013535 sea water Substances 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 230000002035 prolonged effect Effects 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 229920006395 saturated elastomer Polymers 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Classifications
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- 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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- 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
- E21D9/0607—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering
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- 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
- E21D9/0642—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield having means for additional processing at the front end
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- 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
- E21D9/0642—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield having means for additional processing at the front end
- E21D9/0671—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield having means for additional processing at the front end with means for consolidating the rock in front of the shield by injection of consolidating substances through boreholes
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- 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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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Soil Sciences (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses an emergency cutter changing structure of a sea area high water pressure shield tunnel and a construction method, wherein a shield machine is arranged below a freezing operation platform, and the freezing operation platform and the shield machine are connected through a soil freezing curtain; the soil body freezing curtain consists of a front end vertical freezing structure and a lower vertical freezing structure; a cutter head is arranged at one end of the shield machine facing the soil freezing curtain; the shield machine is provided with a plurality of shield segments. The construction steps are as follows: positioning the shield machine, and constructing a sea surface freezing operation platform; performing shield machine protection work in the shield machine; a front vertical freezing structure and a lower vertical freezing structure are implemented; actively freezing, and checking and verifying freezing effects; excavating a repairing tunnel; repairing the cutterhead and the cutter box in the repairing tunnel; and pulling out the freezing pipe after the repair is finished. The invention realizes emergency tool changing, cutter head repairing and the like under the occurrence of risk accidents of the submarine shield tunnel, and has simple structure form and construction method, low construction risk and small influence on sea surface.
Description
Technical Field
The invention belongs to the technical field of tunnel and underground engineering design and construction, and particularly relates to an emergency repair structure and a corresponding implementation method adopted in a very state when a shield tunnel is constructed under the conditions of sea area and underwater high water pressure, so that the escape and safe tunneling of a shield machine is ensured.
Background
Submarine or underwater tunnels are increasingly being used as a way of passage with little environmental impact and strong disaster prevention capability. The shield method is a common form for constructing the underwater tunnel, and compared with the mine method, the method has the advantages of high mechanization degree and high construction speed.
The tunnel construction risk of long-distance crossing the water area is high, especially for the shield tunnel under the condition of high water pressure and long-distance tunneling. Because submarine tunnels generally have complex geological conditions, hard rock layers and weak soil layers can exist, and abrasion of shield cutters is unavoidable. When the tunneling distance of the shield machine is longer, the rock breaking capacity and the continuous tunneling capacity of the shield machine are ensured by adopting a cutter replacing mode. The several tool changing modes commonly used at present include the following:
1) Cabin opening normal pressure tool changing technology-hard rock or stratum with good self stability and water-proof property after reinforcement.
2) The pressurized cabin-entering tool changing technology, namely various weak strata, has the advantages of limited single operation time and lower work efficiency.
3) Saturated gas is pressed into cabin to change the tool technology, namely various weak strata, and the operation is continuous.
4) Normal pressure tool changing technology based on tool changing device-35% -40% of tools can be replaced.
The tool changing method and the tool changing technology are mainly applied to the normal tunneling stage of the shield, the tunnel face has certain stability, and the balance of a soil bin or a mud water bin of the shield machine can be established. However, for a long-distance submarine tunnel, the tunnel face is unstable or collapse, cutter head abrasion, the shield machine is trapped and other very states are possibly encountered during shield tunneling, and the cutter is required to be replaced and the cutter head is required to be repaired in an emergency state, so that the shield machine can be released.
At present, the engineering research on tool replacement mainly focuses on a tool changing method under normal tunneling, but the related report is not found on the emergency tool changing technology research under the special occurrence of risk accidents of an underwater tunnel. For tunnels constructed by a shield method on land, when a risk accident occurs and tool changing is needed, a vertical shaft is generally excavated to a shield cutter head after the ground is reinforced, and tool changing and cutter head repairing are carried out. The method is not feasible for submarine tunnels, the shield machine is located in the sea, and a conditional excavation vertical shaft cannot be provided on the sea surface.
Therefore, in combination with shield machinery and structure treatment, in order to ensure that the construction risk of the submarine shield tunnel is controllable, improve the construction efficiency and reduce the construction risk, the sea area high water pressure shield emergency tool changing structure and the construction method combined by freezing in a sea surface hole and excavating a small-sized cavity in the hole are provided, so that the shield machine can be ensured to be safely out of order when a risk accident occurs, and a larger safety accident is not caused.
Disclosure of Invention
Aiming at the technical problem that the ground vertical shaft mode cannot be applied to a submarine tunnel in the prior art in the conventional shield tunnel emergency treatment, the invention provides the sea area high water pressure shield tunnel emergency tool changing structure, which realizes emergency tool changing, cutterhead repairing and the like under the occurrence of risk accidents of the submarine shield tunnel, ensures that the shield machine can safely escape from the way and tunnel again, avoids disastrous accidents, and has the characteristics of simple structure, reasonable stress, convenient and quick construction, low construction risk and small influence on sea surface, and the tool changing, cutterhead repairing and the like work is carried out in the tunnel.
In order to solve the technical problems, the invention adopts the following technical scheme: the sea area high water pressure shield method tunnel emergency tool changing structure comprises a shield machine (12), a freezing operation platform (1), a soil body freezing curtain (4) and a shield body protection structure (5);
a shield machine (12) is arranged below the freezing operation platform (1), and the freezing operation platform (1) and the shield machine (12) are connected through a soil freezing curtain (4); the soil body freezing curtain (4) consists of a front end vertical freezing structure (2) and a lower vertical freezing structure (3);
one end of the shield machine (12) facing the soil body freezing curtain (4) is provided with a cutter head (11), one end side surface close to the cutter head (11) is provided with a shield body protection structure (5), and the other end side surface is provided with a secondary grouting protection structure (8), a duct piece plugging protection structure (7) and a shield tail protection structure (6); the shield tunneling machine (12) is provided with a plurality of shield segments (9).
Preferably, the freezing operation platform (1) is positioned on the sea surface above the stop position of the shield tunneling machine, is used for implementing a platform with a front-end vertical freezing structure, is used for placing a refrigerating unit and the like, is formed by splicing fixed ship bodies or is formed by adopting a steel structure and a steel pipe pile foundation construction.
Preferably, the shield body protection structure (5) adopts balance shield mud, and the balance shield mud is injected into radial holes of the shield machine to protect the periphery of a shield machine shell, so that shield body consolidation is prevented in the reinforcing process.
Preferably, the shield tail protection structure (6) adopts slurry, and the slurry is injected into the tail part of the shield body to wrap and protect the grouting pipeline and the shield tail seal.
Preferably, the duct piece plugging protection structure (7) adopts polyurethane as a hoop, and adopts polyurethane as hoops for two rings at the position close to the shield tail ring to block the groundwater seepage passage.
Preferably, the secondary grouting protection structure (8) adopts grouting, and is used for carrying out secondary grouting on the 50-ring pipe slice nearby by using the hoisting hole, so that the water coming from the rear part is blocked.
Preferably, the front end vertical freezing structure (2) is formed by punching a front end vertical freezing structure hole by utilizing a freezing operation platform, drilling the front end vertical freezing structure to a designed depth, and freezing and reinforcing soil around the shield cutterhead (11); the freezing reinforcement range is 3-4 m in front of the cutterhead, 2-3 m behind the cutterhead (11), 5-8 m above the cutterhead (11) and 3-5 m below the cutterhead (11).
Preferably, the lower vertical freezing structure is used for freezing and reinforcing a soil body under a shield machine head part Fang Mangou in the shield machine, horizontal advanced freezing hole construction is carried out by utilizing an advance hole at the lower part of the shield machine, 8 advance holes are circumferentially arranged, a refrigerating unit is arranged on a structural bottom plate, and pipelines are arranged in holes.
Preferably, the soil body freezing curtain (4) ensures the water stopping and reinforcing effects of the soil body. The freezing parameters are determined according to seawater and stratum tests, the temperature of the frozen brine is generally not higher than-28 ℃, and the freezing time runs through the whole process of tool box repair and tool replacement.
The repairing tunnel (10) is a small-sized chamber excavated in front of a cutterhead (11) in the soil freezing curtain (4), and the straight wall is connected with an arch structure and is supported by adopting a steel plate and a heat insulation material. After freezing and reinforcing, the repairing tunnel enters a mud water bin by personnel, enters an excavation surface from a cutter head (11), and is excavated and timely supported. The repair tunnel has dimensions of 1.9m high, 1.8m wide and 0.7m deep.
The front end vertical freezing structure (2) and the lower vertical freezing structure (3) are required to be pulled out before the shield is restored to tunneling after repair is completed, all lower vertical freezing structure pipes are pulled out, the front end vertical freezing structure pipes are pulled out of the shield tunneling range by 1m, shield escaping tunneling is started, and the rest front end vertical freezing structure pipes are pulled out after the shield completely passes through the front end vertical freezing structure body.
A construction method of an emergency tool changing structure of a sea area high water pressure shield tunnel comprises the following steps:
(1) Positioning a stop position of the shield tunneling machine, constructing a freezing operation platform on the sea surface at a corresponding position, and arranging a freezing unit;
(2) The shield machine protection work is carried out in the shield machine, the shield body is protected by injecting the shield mud into the radial hole of the shield machine, and the grouting pipeline and the shield tail seal are protected by injecting the mud into the tail of the shield body; two rings near the shield tail ring are injected with polyurethane through reserved grouting holes to construct a hoop, and the hoisting holes are utilized to carry out secondary grouting on the near 50 ring pipe slices;
(3) Drilling construction is carried out on a freezing platform: according to the construction datum point, arranging hole sites according to a frozen hole construction drawing, and drilling the frozen hole to a designed depth by adopting a sleeve drilling mode; strictly monitoring the inclination condition of a hole in the drilling process, finding that the inclination is required to be corrected in time, and re-measuring the length of a freezing pipe after the freezing pipe is well arranged;
(4) Performing horizontal advanced freezing hole construction by using an advance hole at the lower part of the shield, sealing an orifice before tapping, and installing an orifice sealing device on an advance hole flange;
(5) The method comprises the steps of actively freezing, detecting the temperature of brine, the flow rate of brine and the expansion condition of a frozen soil wall every day in the freezing process, and adjusting the operation parameters of a freezing system if necessary;
(6) Checking the freezing effect, freezing the curtain ring to reach the designed thickness, and completely cementing with the shield body, and entering a maintenance freezing stage;
(7) Excavating a working chamber, stripping a cutter disc and freezing soil; personnel enter a mud water bin, enter an excavation surface from a cutter head, excavate and repair tunnels, wrap the excavated freezing pipe with heat insulation materials, fully spread the heat insulation materials after the excavation of an operation space is completed, and support the inside by adopting a 1cm thick steel plate; chiseling the periphery of the cutterhead to freeze soil, so that the cutterhead and the frozen body are stripped and can freely rotate;
(8) Repairing a cutter head and a cutter box in the repairing tunnel, and replacing a cutter; the repair is completed under the normal pressure condition, and the welding operation with the fire can be performed;
(9) And after the repair is finished, the freezing pipe is pulled out, the shield machine is released, the tunneling is restored, and the high-water-pressure emergency tool changing construction is finished.
Compared with the prior art, the invention has the following beneficial effects:
1. the invention can realize emergency tool changing, cutter head repairing and the like under the occurrence of risk accidents of the submarine shield tunnel, ensure that the shield machine can safely escape and tunnel again, and avoid disastrous accidents;
2. the tool changing and repairing process is carried out under normal pressure, and the problem of high water pressure is not needed to be considered;
3. the method has the advantages of simple process, convenient operation, small construction risk, good waterproof effect, safe and reliable tool changing repair by utilizing the shield machine protection and the multi-freezing structure.
Drawings
FIG. 1 is a schematic view of the longitudinal arrangement of the structure of the present invention;
FIG. 2 is a schematic view of the front cross section of the cutterhead of the present invention;
fig. 3 is a schematic cross-sectional view of a cutterhead of the present invention.
In the figure, a 1-freezing operation platform, a 2-front end vertical freezing structure, a 3-lower vertical freezing structure, a 4-soil body freezing curtain, a 5-shield body protecting structure, a 6-shield tail protecting structure, a 7-duct piece plugging protecting structure, an 8-secondary grouting protecting structure, a 9-shield duct piece, a 10-repairing tunnel, an 11-cutter head and a 12-shield machine are shown.
Detailed Description
The present invention will be described in detail below with reference to the drawings and the specific embodiments, so that those skilled in the art can better understand the technical solutions of the present invention.
The embodiment of the invention discloses an emergency cutter changing structure of a sea area high water pressure shield method tunnel, which comprises a shield machine 12, a freezing operation platform 1, a soil freezing curtain 4 and a shield body protecting structure 5, wherein the shield machine is provided with a hydraulic pressure shield system;
a shield machine 12 is arranged below the freezing operation platform 1, and the freezing operation platform 1 and the shield machine 12 are connected through a soil freezing curtain 4; the soil body freezing curtain 4 consists of a front end vertical freezing structure 2 and a lower vertical freezing structure 3;
a cutter head 11 is arranged at one end of the shield machine 12 facing the soil freezing curtain 4, a shield body protection structure 5 is arranged on the side surface of one end close to the cutter head 11, and a secondary grouting protection structure 8, a duct piece plugging protection structure 7 and a shield tail protection structure 6 are arranged on the side surface of the other end; the shield machine 12 is provided with a plurality of shield segments 9.
In this embodiment, the freezing operation platform 1 is located on the sea surface above the stopping position of the shield tunneling machine, and is used for implementing a platform with a front end vertical freezing structure, placing a freezing unit, and the like, and is formed by splicing fixed ship bodies or by adopting a steel structure and a steel pipe pile foundation construction.
In this embodiment, the shield protection structure 5 adopts the shield mud, and the shield mud is injected into the radial hole of the shield machine to protect the periphery of the shield machine shell, so as to prevent the shield from being solidified in the reinforcing process.
In this embodiment, the shield tail protection structure 6 adopts slurry, and slurry is injected into the tail of the shield body, so as to wrap and protect the grouting pipeline and the shield tail seal.
In this embodiment, the segment plugging protection structure 7 uses polyurethane as a hoop, and uses polyurethane as hoops for two rings near the tail ring of the shield to block the groundwater seepage passage.
In this embodiment, the secondary grouting protection structure 8 adopts grouting, and is to utilize the lifting hole to carry out secondary grouting to the 50 ring canal slices that are close to, shutoff back come water.
In this embodiment, the front vertical freezing structure 2 is a front vertical freezing structure hole formed by the freezing platform 1, and the front vertical freezing structure is performed after drilling to a designed depth, so as to freeze and reinforce the soil around the shield cutterhead 11. The diameter of the shield machine is about 7m, the spacing between freezing holes is 800mm multiplied by 800mm, the freezing reinforcement range is 3.5m in front of the cutter head, 2m behind the cutter head, 5m above the cutter head and 3m below the cutter head.
In the embodiment, the lower vertical freezing structure is used for freezing and reinforcing a soil body under a head part Fang Mangou of a shield machine in the shield machine, horizontal advanced freezing hole construction is carried out by utilizing an advance hole at the lower part of the shield machine, 8 advance holes are circumferentially arranged, a refrigerating unit is arranged on a structural bottom plate, and pipelines are arranged in holes.
In this embodiment, the soil freezing curtain 4 ensures the water stop and reinforcement effect of the soil. The freezing parameters are determined according to seawater and stratum tests, the temperature of the frozen brine is generally not higher than-28 ℃, and the freezing time runs through the whole process of tool box repair and tool replacement.
The repairing tunnel 10 is a small-sized cavity excavated in front of a cutter head 11 in the soil freezing curtain 4, and the straight wall is connected with an arch structure and is supported by adopting a steel plate and a heat insulation material. After freezing and reinforcing, the repairing tunnel enters a mud water bin by personnel, enters an excavation face from a cutter head 11, and is excavated and timely supported. The repair tunnel has dimensions of 1.9m high, 1.8m wide and 0.7m deep.
The front vertical freezing structure 2 and the lower vertical freezing structure 3 need to be pulled out before the shield is restored to tunneling after the repair is completed, all lower vertical freezing structure pipes are pulled out, the front vertical freezing structure pipes are pulled out to 1m outside the shield tunneling range, the shield is pulled out to perform tunneling, and the rest front vertical freezing structure pipes are pulled out after the shield completely passes through the front vertical freezing structure body.
Firstly, shield machine protection is carried out to ensure the safety of a shield tail, a shield body and a segment of the shield machine, then a front-end vertical freezing structure and a lower-end vertical freezing structure are implemented through a freezing operation platform, finally, a repairing tunnel is excavated in a freezing range, and shield emergency tool changing and cutter head repairing under a very state are realized in the repairing tunnel through rotating a cutter head.
A construction method of an emergency tool changing structure of a sea area high water pressure shield tunnel comprises the following steps:
(1) Positioning a stop position of the shield tunneling machine, constructing a freezing operation platform 1 on the sea surface at a corresponding position, and arranging a freezing unit; the steel pipe pile foundation is adopted by the platform for freezing operation 14 rows of 6/row), the face adopts a 10mm thick anti-skid steel plate with the depth of 10.5m, and the platform is 2m higher than the highest tide level;
(2) And (3) shield machine protection work is carried out in the shield machine, and a shield body protection structure 5, a shield tail protection structure 6, a duct piece plugging protection structure 7 and a secondary grouting protection structure 8 are respectively carried out according to the shield machine from front to back. Injecting slurry into the radial holes of the shield machine to protect the shield body, injecting slurry into the tail of the shield body to protect the grouting pipeline and the shield tail seal, injecting polyurethane into two rings close to the shield tail ring through reserved grouting holes to construct a hoop, and carrying out secondary grouting on the ring pipe slice close to 50 rings by using the hoisting holes; the two functions of preventing the shield body from being solidified and blocking the water coming from the rear in the reinforcing process are realized.
(3) Drilling construction front end vertical freezing structure 2 is carried out on freezing platform 1: and (3) arranging hole sites according to the construction reference points and the construction drawing of the frozen holes, and drilling the frozen holes to the designed depth by adopting a sleeve drilling mode. And setting up a total of 85 freezing holes 7 rows, and comprising 4 temperature measuring holes. Strictly monitoring the inclination condition of a hole in the drilling process, finding that the inclination is required to be corrected in time, and re-measuring the length of a freezing pipe after the freezing pipe is well arranged; the hole position deviation should not be greater than 100mm;
(4) The construction below freezes structure 3 perpendicularly: performing horizontal advanced freezing hole construction by utilizing 8 advance holes at the lower part of the shield, sealing the hole opening before opening the hole, and installing a hole opening sealing device on the flange of the advance hole; the refrigerating unit is arranged on the structural bottom plate, and the pipeline is arranged in the hole;
(5) And (3) actively freezing, wherein during the freezing process, the brine temperature, the brine flow and the frozen soil wall expansion condition are detected every day, and the operation parameters of the freezing system are adjusted if necessary. The positive freezing time is about 40 days, and the single-hole flow rate is not less than 5 square meters per hour; the temperature of the brine is reduced to below-18 ℃ after 7 days; reducing the temperature to below-24 ℃ for 15 days; the temperature difference of the loop brine is not more than 2 ℃ after the excavation is reduced to below-28 ℃. If the temperature and the flow rate do not meet the requirements, the positive freezing time should be prolonged;
(6) Checking the freezing effect, freezing the curtain ring to reach the designed thickness, and completely cementing with the shield body, and entering a maintenance freezing stage; maintaining the temperature of the brine in the freezing period to be not higher than-28 ℃ and enabling the freezing time to penetrate through the whole repair and tool replacement process of the tool box;
(7) And excavating a repair tunnel 10, stripping a cutter head 11 and freezing soil. Personnel enter a mud water bin, enter an excavation face from a cutter head, excavate and repair tunnels, wrap the excavated freezing pipe with heat preservation materials, fully spread the heat preservation materials after the excavation of an operation space is completed, and support the tunnel by adopting a 1cm thick steel plate. Chiseling the periphery of the cutter head 11 to freeze soil, so that the cutter head and the frozen body are stripped and can freely rotate;
(8) Repairing a cutter head and a cutter box in the repairing tunnel 11, and replacing a cutter; the repair work is completed under normal pressure no matter how high the water pressure is born above the tunnel;
(9) And after the repair is finished, the freezing pipe is pulled out, the shield machine is released, the tunneling is restored, and the high-water-pressure emergency tool changing construction is finished. And (3) completely removing the lower vertical freezing structure pipe, namely removing the front vertical freezing structure pipe to 1m outside the shield excavation range, starting shield escape tunneling, and removing the rest front vertical freezing structure pipes after the shield completely passes through the front vertical freezing structure body.
The method is suitable for emergency repair construction of the overseas shield tunnel in a special state. Parameters of the front vertical freezing structure and the lower vertical freezing structure should be experimentally adjusted according to water pressure and stratum.
The present invention has been described in detail by way of examples, but the description is merely exemplary of the invention and should not be construed as limiting the scope of the invention. The scope of the invention is defined by the claims. In the technical scheme of the invention, or under the inspired by the technical scheme of the invention, similar technical schemes are designed to achieve the technical effects, or equivalent changes and improvements to the application scope are still included in the protection scope of the patent coverage of the invention. It should be noted that for clarity of presentation, descriptions of parts and processes known to those skilled in the art that are not directly apparent to the scope of the present invention have been omitted from the description of the present invention.
Claims (5)
1. The sea area high water pressure shield method tunnel emergency tool changing structure comprises a shield machine (12) and is characterized by further comprising a freezing operation platform (1), a soil freezing curtain (4) and a shield body protection structure (5);
a shield machine (12) is arranged below the freezing operation platform (1), and the freezing operation platform (1) and the shield machine (12) are connected through a soil freezing curtain (4); the soil body freezing curtain (4) consists of a front end vertical freezing structure (2) and a lower vertical freezing structure (3);
one end of the shield machine (12) facing the soil body freezing curtain (4) is provided with a cutter head (11), one end side surface close to the cutter head (11) is provided with a shield body protection structure (5), and the other end side surface is provided with a secondary grouting protection structure (8), a duct piece plugging protection structure (7) and a shield tail protection structure (6); the shield tunneling machine (12) is provided with a plurality of shield segments (9); the freezing operation platform (1) is positioned on the sea surface above the stop position of the shield machine and is formed by splicing fixed ship bodies or by adopting a steel structure and a steel pipe pile foundation construction; the shield body protection structure (5) adopts shield mud.
2. The sea area high water pressure shield method tunnel emergency tool changing structure according to claim 1, wherein the shield tail protection structure (6) adopts slurry.
3. The sea area high water pressure shield tunnel emergency tool changing structure according to claim 1, wherein the duct piece plugging protection structure (7) adopts polyurethane as a hoop.
4. The sea area high water pressure shield tunnel emergency tool changing structure according to claim 1, wherein the secondary grouting protection structure (8) adopts grouting.
5. The construction method of the sea area high water pressure shield method tunnel emergency tool changing structure is characterized by comprising the following steps of:
(1) Positioning a stop position of the shield tunneling machine, constructing a freezing operation platform on the sea surface at a corresponding position, and arranging a freezing unit;
(2) The shield machine protection work is carried out in the shield machine, the shield body is protected by injecting the shield mud into the radial hole of the shield machine, and the grouting pipeline and the shield tail seal are protected by injecting the mud into the tail of the shield body; two rings near the shield tail ring are injected with polyurethane through reserved grouting holes to construct a hoop, and the hoisting holes are utilized to carry out secondary grouting on the near 50 ring pipe slices;
(3) Drilling construction is carried out on a freezing platform: according to the construction datum point, arranging hole sites according to a frozen hole construction drawing, and drilling the frozen hole to a designed depth by adopting a sleeve drilling mode; after the freezing pipe is arranged, retesting the length of the freezing pipe is carried out;
(4) Performing horizontal advanced freezing hole construction by using an advance hole at the lower part of the shield, sealing an orifice before tapping, and installing an orifice sealing device on an advance hole flange;
(5) The method comprises the steps of actively freezing, and detecting the temperature of brine, the flow rate of brine and the expansion condition of a frozen soil wall every day in the freezing process;
(6) Checking the freezing effect, freezing the curtain ring to reach the designed thickness, and completely cementing with the shield body, and entering a maintenance freezing stage;
(7) Excavating a working chamber, stripping a cutter disc and freezing soil; personnel enter a mud water bin, enter an excavation surface from a cutter head, excavate and repair tunnels, wrap the excavated freezing pipe with heat insulation materials, fully spread the heat insulation materials after the excavation of an operation space is completed, and support the inside by adopting a thick steel plate; chiseling the periphery of the cutterhead to freeze soil, so that the cutterhead and the frozen body are stripped and can freely rotate;
(8) Repairing a cutter head and a cutter box in the repairing tunnel, and replacing a cutter; the repair is completed under normal pressure;
(9) And after the repair is finished, the freezing pipe is pulled out, the shield machine is released, the tunneling is restored, and the high-water-pressure emergency tool changing construction is finished.
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| CN110725693B (en) * | 2019-11-26 | 2021-03-16 | 中铁一局集团有限公司 | Temperature control method for internal firing operation of shield machine cutter head freezing reinforcement body |
| CN110924967B (en) * | 2019-11-27 | 2021-09-28 | 中建五局土木工程有限公司 | Fine control construction method for shield proximity sensitive building in water-rich sandy gravel stratum |
| CN110939453B (en) * | 2019-12-20 | 2021-01-29 | 中铁隧道局集团有限公司 | Cutter real-time monitoring system and normal-pressure cutter changing method |
| CN111691890A (en) * | 2020-06-11 | 2020-09-22 | 长沙中天交通凿岩技术服务有限公司 | Non-freezing shield mud for shield freezing method and using method thereof |
| CN111997639B (en) * | 2020-08-22 | 2022-03-18 | 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 |
| CN112576267B (en) * | 2021-02-22 | 2021-12-21 | 中铁九局集团第四工程有限公司 | Efficient normal-pressure tool changing construction method for water-rich sandy gravel stratum |
| CN113638396B (en) * | 2021-08-13 | 2022-05-17 | 海南大学 | Underwater artificial freezing device |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001055891A (en) * | 1999-08-17 | 2001-02-27 | Chubu Electric Power Co Inc | Cutter bit changing mechanism of shield machine |
| JP2001107684A (en) * | 1999-10-05 | 2001-04-17 | Kawasaki Heavy Ind Ltd | Cutter exchanging method for shield machine, and the shield machine |
| CN102720506A (en) * | 2012-05-31 | 2012-10-10 | 中铁隧道股份有限公司 | Method for replacing tail brush in shield tunnel through liquid nitrogen freezing |
| CN105422108A (en) * | 2015-11-16 | 2016-03-23 | 广东华隧建设股份有限公司 | Tool changing method based on slurry balanced shield machine with freezing function |
| CN105952458A (en) * | 2016-03-29 | 2016-09-21 | 中铁时代建筑设计院有限公司 | Shield tunnel end semispherical freezing wall reinforcement structure and construction method thereof |
| CN210118126U (en) * | 2019-06-19 | 2020-02-28 | 中铁第六勘察设计院集团有限公司 | Emergency tool changing structure for high-water-pressure shield tunnel in sea area |
-
2019
- 2019-06-19 CN CN201910529298.8A patent/CN110159274B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001055891A (en) * | 1999-08-17 | 2001-02-27 | Chubu Electric Power Co Inc | Cutter bit changing mechanism of shield machine |
| JP2001107684A (en) * | 1999-10-05 | 2001-04-17 | Kawasaki Heavy Ind Ltd | Cutter exchanging method for shield machine, and the shield machine |
| CN102720506A (en) * | 2012-05-31 | 2012-10-10 | 中铁隧道股份有限公司 | Method for replacing tail brush in shield tunnel through liquid nitrogen freezing |
| CN105422108A (en) * | 2015-11-16 | 2016-03-23 | 广东华隧建设股份有限公司 | Tool changing method based on slurry balanced shield machine with freezing function |
| CN105952458A (en) * | 2016-03-29 | 2016-09-21 | 中铁时代建筑设计院有限公司 | Shield tunnel end semispherical freezing wall reinforcement structure and construction method thereof |
| CN210118126U (en) * | 2019-06-19 | 2020-02-28 | 中铁第六勘察设计院集团有限公司 | Emergency tool changing structure for high-water-pressure shield tunnel in sea area |
Non-Patent Citations (1)
| Title |
|---|
| 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;贺维国;宋超业;杜宝义;;隧道建设(中英文)(第03期);全文 * |
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