CN115929319A - Underwater butt joint structure of shield tunnel and construction method thereof - Google Patents
Underwater butt joint structure of shield tunnel and construction method thereof Download PDFInfo
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Abstract
The invention discloses a shield tunnel underwater butt-joint structure and a construction method thereof, wherein the structure comprises a lower open caisson structure and an upper open caisson structure, and the lower open caisson structure is connected with the upper open caisson structure by a connecting piece; the lower open caisson structure is of a reinforced concrete structure, and the upper open caisson structure is of a detachable double-wall steel cofferdam structure; and an open caisson backfilling body is arranged in the lower open caisson structure, and two shield machines are oppositely tunneled in the open caisson backfilling body. According to the method, the butt-joint open caisson structure is arranged in advance, the two shield tunnels are successively tunneled into the open caisson structure, the shield host is dismantled and the two lining reinforced concrete structures are poured after the two ends of the shield tunnel are sealed, grouting and water stopping are carried out, so that the bidirectional butt joint of the shield tunnels is realized, and the construction period is greatly shortened.
Description
Technical Field
The invention relates to the technical field of shield tunnel engineering, in particular to an underwater butt joint structure of a shield tunnel and a construction method thereof.
Background
During long-distance tunnel construction, "short-driving of long tunnel and segmental excavation" is a basic method for long-distance tunnel construction, and the method is mainly used for mountain tunnels. When the tunnel is excavated by adopting the shield method, a proper vertical shaft position is selected at a certain position in the middle of the tunnel by combining the self conditions of the project so as to create the starting and arriving conditions of the shield machine, thereby increasing the excavation face of the shield machine and shortening the construction period.
When the construction of the underwater long-distance tunnel is carried out, a vertical shaft is required to be arranged for creating the arrival condition of the shield machine, the method is usually carried out by filling the artificial island, and the method is suitable for sections with small influence on a navigation channel and shallow water depth, but has the characteristics of large engineering investment, poor environmental influence, long construction period and the like. When the middle part of the tunnel line does not have the condition of arranging the vertical shaft, the connection can be realized by adopting an underwater butt shield mode, the properties of the surrounding stratum need to be considered, and various special water stopping measures need to be adopted when necessary.
(I) the external stratum of the shield machine self or after being reinforced meets the requirement of water stop during butt joint
When the strength condition and the water-stopping condition of the periphery of the stratum where the shield machine is butted are good, the shield machine can be directly butted by adopting a machine disassembling mode, and the method has high requirement on the stratum. When the stratum where the shield tunneling machine is butted is a permeable stratum, the peripheral stratum of the cutter head can be frozen by adopting a freezing method to meet the requirement of dismantling the shield tunneling machine, for example, a shield butting semicircular ring freezing reinforcement structure CN205677624U, a shield butting stratum bent pipe single-side freezing method and a freezing pipe arranging device CN102392653A, the method needs to specially design the shield tunneling machine, and particularly, when the diameter of the shield tunneling machine is smaller, additional components cannot be arranged.
(II) the external soil body of the shield machine is replaced by other structures to meet the water stop requirement
For example, in the chinese patent publication No. CN115012974A, "a shield sinking pipe combination construction method for butting submarine tunnels", a section of sinking pipe tunnel structure is set in advance at the planned butting position of the shield tunneling machine so as to realize butting of pipe joints. The immersed tube construction method is generally suitable for sections with shallow soil covering, and needs to excavate and backfill the existing riverbed or seabed; after the soil body at the butt joint boundary point is excavated and backfilled, the later shield tunneling and stress are easily influenced by repeated disturbance, and the construction method is difficult to realize when the shield tunnel is deeply buried, so that the method has certain limitation.
Thirdly, through special design of a cutter head of the shield tunneling machine, the cutter head is in butt joint with a water stop
Through special design of the shield machine, for example, chinese patent publication No. CN112324447A of shield equipment and a docking method capable of realizing underground docking and Chinese patent publication No. CN110242311A of shield underground docking structure and construction method, the shield equipment is complex in design, difficult to dig and maintain for a long distance and has certain risks in underwater docking.
In summary, how to solve the problem of long-distance underwater shield butt joint with complex geological conditions is a problem that needs to be solved urgently by technicians in the field, so that the current situation that certain allowable errors exist in the existing conventional shield machine and shield construction needs to be researched, and the butt joint method is suitable for various complex stratums.
Disclosure of Invention
The invention aims to overcome the defects of the background technology and provides an underwater butt joint structure of a shield tunnel and a construction method thereof.
In order to achieve the purpose, the underwater butt joint structure of the shield tunnel comprises a lower open caisson structure and an upper open caisson structure, wherein the lower open caisson structure is connected with the upper open caisson structure through a connecting piece; the lower open caisson structure is of a reinforced concrete structure, and the upper open caisson structure is of a detachable double-wall steel cofferdam structure; and an open caisson backfilling body is arranged in the lower open caisson structure, and two shield machines are oppositely tunneled in the open caisson backfilling body.
In the technical scheme, the lower open caisson structure is prefabricated and assembled, the lower open caisson structure is divided into a plurality of prefabricated structures in the height direction, the reinforced concrete structure pipe joints are connected through bolts, and the joints are sealed through rubber expansion water stop strips.
In the technical scheme, the upper open caisson structure is prefabricated and assembled, the open caisson structure is divided into a plurality of prefabricated structures in the height direction, the pipe joints of the steel cofferdam structure are connected through bolts, and the joints are sealed through rubber expansion water stop strips.
In the technical scheme, the structural strength of the open caisson backfilling body is C10-C15, and the permeability coefficient is not less than 1 multiplied by 10 -7 cm/s。
In the technical scheme, the shield machine comprises a shield main machine, wherein the front end of the shield main machine is provided with a shield blade, the rear end of the shield main machine is provided with a shield segment, and a secondary grouting layer covers a gap between the shield segment and an open caisson backfilling body.
The invention also provides a construction method of the shield tunnel underwater butt joint structure, which comprises the following steps:
s1: work platform erection
Erecting an operation platform on water, wherein the operation platform is assembled by adopting steel pipe piles and longitudinal and transverse connecting beams, the steel pipe piles are driven by adopting equipment such as ships or floating cranes and the like, and are connected into a whole by additionally arranging transverse connection, and the longitudinal and transverse connecting beams are arranged at the top of the steel pipe piles to form the operation platform;
s2: combined sinking of open caisson
Setting out a center pile position and a longitudinal and transverse axis control pile position of the sinking well in site lofting and positioning, wherein the earth excavation in the sinking well adopts non-drainage sinking construction; the open caisson structure is divided into a lower open caisson structure and an upper open caisson structure, wherein the lower open caisson structure is arranged below the stratum and adopts a reinforced concrete structure, the upper open caisson structure adopts a double-wall steel cofferdam in the range from the stratum to the water level line, the upper open caisson structure and the stratum are connected by bolts, and a rubber expansion water stop strip is arranged at a joint;
s3: open caisson backfilling and demolition
After the open caisson is sunk to a designated position, a plain concrete structure is poured underwater, a cavity excavated by the whole lower open caisson is filled into a compact plain concrete structure to form an open caisson backfilling body, and after the concrete structure reaches the designed strength, the upper open caisson structure is dismantled;
s4: shield tunneling
Two shield machines which run in opposite directions enter the open caisson backfilling body in sequence, and the tunneling is stopped when the distance between the two shield cutter heads is 0.2-0.5 m;
s5: shield dismantling machine
Decomposing and dismantling each structure in the shield tunneling machine, conveying the structure to the outside of the tunnel, and finally cutting the shield tunneling cutterhead in blocks and then conveying the cut shield tunneling cutterhead out;
s6: pouring lining structure
After the shield machine is disassembled, steel bars are bound and a concrete structure is poured in a shield main machine shell in the open caisson backfill body to form a lining structure, and the bidirectional butt joint and the communication of the shield tunnel are realized.
In the above technical scheme, in the step S2, the open caisson structure adopts a prefabricated pipe joint assembling technology, and the pipe joints are connected by bolts.
In the above technical scheme, in the step S4, the propulsion parameters of the shield machine are set according to the stratum traversed by the shield and the structure condition of the open caisson.
In the above technical scheme, in the step S4, the shield is synchronously grouted in the advancing process, the gap between the lining and the backfill body is timely filled, and secondary grouting is performed; wherein, the synchronous grouting material is a mixed material of one or more of cement, sand, bentonite, fly ash and a water reducing agent; pure cement slurry is adopted for secondary grouting.
In the technical scheme, in the step S5, the secondary grouting of the shield tail is compacted before the shield machine is dismounted, the longitudinal leakage passages of the shield host and the shield segment are tightly filled, and the longitudinal tie measures are adopted for the existing shield segment to ensure the water stop of the seam of the existing shield segment.
Compared with the prior art, the invention has the following advantages:
the method comprises the steps of firstly, butting two shield tunnels suitable for opposite construction at a certain middle position in a water area, arranging a butting open caisson structure at a certain position in the middle of the water area in advance, excavating the open caisson structure to a specified position, backfilling the open caisson by adopting underwater low-grade concrete, tunneling the two shield tunnels into a plain concrete backfilling body of the open caisson structure in sequence, after reinforcing secondary grouting by shield segments at two ends of the shield tunnel, closing a longitudinal water seepage channel, dismantling a shield host machine, and pouring a two-lining reinforced concrete structure, so that bidirectional butting of the tunnel is realized, and the construction period is greatly shortened.
Secondly, the method is applicable to the field of long-distance underwater shield construction, does not need to transform the existing shield or specially design a new shield machine, is applicable to tunnel structures with various section sizes, has no limitation on tunnel burial depth, geological conditions and the like, and is wide in application types. The open caisson operation has short navigation influence time and small influence range on the existing water area.
Thirdly, when the shield butt joint scheme is adopted, the construction period of the tunnel can be shortened by half, and the construction progress of the project and the production efficiency can be improved in advance.
Fourthly, the method can be suitable for the working condition of maintenance or cutter head maintenance of the shield machine corresponding to the long-distance underwater shield construction, for example, a sunk well backfilled with plain concrete is arranged in advance at a certain mileage position of the expected maintenance or cutter head maintenance of the shield machine, and when the shield machine tunnels to the sunk well and is subjected to secondary grouting, maintenance operators can safely maintain or maintain the cutter head.
Drawings
FIG. 1 is a schematic sectional structure diagram of a shield tunneling machine before entering an open caisson backfill body;
FIG. 2 is a schematic plan view of a first shield tunneling machine before entering an open caisson backfill body;
FIG. 3 is a schematic plan view of a first shield tunneling machine after entering a caisson backfill body;
FIG. 4 is a schematic structural diagram of a plan view of a second shield tunneling machine after entering a caisson backfill body;
in the figure, 1-a lower open caisson structure, 2-an upper open caisson structure, 3-an open caisson backfilling body, 4-a shield machine, 4.1-a shield host, 4.2-a shield blade, 4.3-a shield segment, 4.4-a secondary grouting layer, 5-an operation platform and 6-a steel pipe pile.
Detailed Description
The following describes the embodiments of the present invention in detail with reference to the embodiments, but they are not intended to limit the present invention and are only examples. While the advantages of the invention will be apparent and readily appreciated by the description.
As shown in fig. 1, the underwater butt joint structure of the shield tunnel of the present invention comprises a lower open caisson structure 1 and an upper open caisson structure 2, wherein the lower open caisson structure 1 is connected with the upper open caisson structure 2 by a connecting member; the lower open caisson structure 1 is of a reinforced concrete structure, and the upper open caisson structure 2 is of a detachable double-wall steel cofferdam structure; an open caisson backfilling body 3 is arranged in the lower open caisson structure 1, and two shield machines 4 are oppositely tunneled in the open caisson backfilling body 3. The shield machine 4 comprises a shield main machine 4.1, a shield blade 4.2 is arranged at the front end of the shield main machine 4.1, a shield segment 4.3 is arranged at the rear end of the shield main machine 4.1, and a secondary grouting layer 4.4 covers a gap between the shield segment 4.3 and the open caisson backfilling body 3.
The plane form of the lower open caisson structure 1 is a circular thin-wall structure, and when the open caisson structure adopts a plane circular shape, the structure is small in stress and suitable for different tunnel burial depths; when the tunnel buried depth is not large, the open caisson structure can also adopt a plane rectangle, so that the earth excavation area can be reduced, but the wall thickness of the structure needs to be increased, and the open caisson structure adopts a vertical equal-thickness structure and is integrally in a thin-wall cylindrical shape. In order to facilitate sinking, backfilling and shield cutting of the open caisson in the later period, the structure adopts a reinforced concrete structure. And partially replacing reinforcing steel bars with glass fiber reinforcements in the shield cutting range, and partially pouring the outer vertical surface of the open caisson into a plane or an original cambered surface so as to facilitate the shield cutting to enter the open caisson. Considering that the operation place on water is limited, for the convenience of improving construction speed, the lower part open caisson structure adopts prefabricated assembly, is divided into a plurality of prefabricated construction in the direction of height, adopts bolted connection between the reinforced concrete structure tube coupling, and rubber inflation sealing rod is adopted to seam crossing.
The plane form of the upper open caisson structure 2 is a circular thin-wall structure, the vertical structure adopts an equal-thickness structure, the whole open caisson structure is a thin-wall cylindrical structure, and the structural form is consistent with that of the lower open caisson structure. The structure adopts double-walled steel cofferdam for convenient later stage demolition. Considering that the operation place on water is limited, for the improvement of construction speed, the open caisson structure on upper portion adopts the prefabrication to assemble, divide into a plurality of prefabricated construction in the direction of height, adopts bolted connection between the steel construction tube coupling, and rubber inflation sealing rod is adopted to seam crossing.
And after the open caisson is sunk to the established position, backfilling the lower open caisson structure with low-grade plain concrete on the operation platform, so that the original high-permeability underwater stratum is replaced by a concrete structure with certain strength and anti-permeability performance. In order to ensure that the shield can smoothly cut the backfill body and has certain strength and impermeability when the shield is disassembled, the open caisson backfill body 3 adopts low-grade plain concrete, the structural strength is preferably C10-C15, and the permeability coefficient is not less than 1 multiplied by 10 -7 cm/s。
The invention discloses a construction method of an underwater butt joint structure of a shield tunnel, which comprises the following steps:
s1: work platform erection
As shown in fig. 1, the work platform 5 is assembled by using steel pipe piles 6 and a cross-connecting beam, wherein the steel pipe piles are driven by a ship, a floating crane or other equipment, the steel pipe piles are connected into a whole by adding a cross-connection, and the cross-connecting beam is arranged at the top of the steel pipe piles, so that the work platform is formed. The steel pipe pile construction platform structure has large bearing capacity and good stability, can effectively resist the pressure impact of high-flow-velocity flowing water and can effectively guarantee the construction precision.
S2: combined sinking of open caisson
And (4) lofting and positioning on site, and determining a central pile position of the open caisson and longitudinal and transverse axis control pile positions. The open caisson earthwork excavation adopts non-drainage sinking construction, the open caisson structure adopts a prefabricated pipe joint assembling technology for field operation, and all pipe joints are connected by bolts. In the sinking process of the open caisson, excessive inclination should be avoided as much as possible, but if large inclination is generated due to stratum change and the like, a deviation rectification technical scheme should be programmed in advance. When the open caisson sinks to the height above the designed elevation 1m, basically correcting the well, slowing down the sinking speed and making a sinking stopping measure; if the open caisson is difficult to sink, measures such as pressurization or peripheral flushing can be adopted to assist the open caisson in sinking.
S3: open caisson backfilling and demolition
After the open caisson is sunk to a designated position, a plain concrete structure is poured underwater, and a cavity excavated by the whole lower open caisson is filled into a compact plain concrete structure. And after the concrete structure reaches the design strength, removing the upper open caisson structure so as not to influence the existing water surface navigation.
S4: shield tunneling
As shown in fig. 2-4, two shield machines moving in opposite directions enter the open caisson backfilling body in sequence, and the tunneling is stopped when the distance between the two shield cutterheads is 0.2-0.5 m. During the shield tunneling, the shield tunneling parameters and the grouting parameters in the process of cutting the open caisson structure and backfilling the body are controlled in a key point, the cutter configuration is optimized in advance, and the disturbance to the stratum and the loss to the stratum are reduced, wherein the specific measures are as follows:
1) Shield tunneling parameters
The propelling parameters of the shield are set and strictly controlled according to the stratum and open caisson structure conditions penetrated by the shield, wherein the propelling parameters mainly comprise: the pressure, the soil output and the tunneling speed of the cutter head and the soil bin, the rotating speed of the screw machine, the total thrust of the jack and the like are used for ensuring the stability of the excavation face and reducing the disturbance to the stratum and the stratum loss in the excavation process as much as possible, wherein the stratum loss rate caused by the soil output is controlled within 3 percent. During shield cutting open caisson, the tunneling speed and cutterhead torque should be reduced, and cutterhead configuration should be optimized.
2) Synchronous grouting of shield tail and secondary grouting in hole
In the shield advancing process, synchronous grouting is carried out in time, the grouting amount is properly increased, a gap between the lining and the backfill body is filled in time, secondary grouting is carried out to make up for the deficiency of synchronous grouting, and secondary grouting is repeated when necessary; the synchronous grouting material is a mixed material of cement, sand, bentonite, fly ash, a water reducing agent and the like, the related proportion is determined according to experiments, the synchronous grouting effect is ensured by combining geological conditions, and pure cement slurry is used for secondary grouting.
S5: shield dismantling machine
Before the shield is dismantled, the secondary grouting of the shield tail is guaranteed to be completely compact, the shield machine and the gradual longitudinal leakage channel of the shield segment are filled compactly, and the longitudinal tie measures are adopted for the existing shield segment to guarantee the seam water stop of the existing shield segment. When the shield machine is disassembled, all mechanical structures in the shield machine are disassembled and disassembled, and are conveyed out of the tunnel, and finally the cutter head is conveyed out after being cut in blocks.
S6: pouring lining structure
After the two shield main machines in the open caisson are removed, the plain concrete intermediate wall of 0.2-0.5 m between the shield main machines is manually broken, and the two tunnels are communicated. In order to ensure the safety of the shield during the shield operation, steel bars are bound in a shield main machine shell in the open caisson backfill body, and a high-strength concrete structure is poured, so that the bidirectional butt joint and the communication of the shield tunnel are realized.
The above description is only an embodiment of the present invention, and it should be noted that any changes or substitutions that can be easily conceived by those skilled in the art within the technical scope of the present invention are included in the protection scope of the present invention, and the others that are not described in detail are included in the prior art.
Claims (10)
1. The utility model provides a shield tunnel is butt joint structure under water which characterized in that: the open caisson structure comprises a lower open caisson structure (1) and an upper open caisson structure (2), wherein the lower open caisson structure (1) is connected with the upper open caisson structure (2) through a connecting piece; the lower open caisson structure (1) is of a reinforced concrete structure, and the upper open caisson structure (2) is of a detachable double-wall steel cofferdam structure; an open caisson backfilling body (3) is arranged in the lower open caisson structure (1), and two shield machines (4) are oppositely tunneled in the open caisson backfilling body (3).
2. The underwater docking structure of a shield tunnel according to claim 1, wherein: the lower open caisson structure (1) is assembled by prefabrication, is divided into a plurality of prefabricated structures in the height direction, and is connected by bolts among pipe joints of a reinforced concrete structure, and the joints are sealed by rubber expansion water stop bars.
3. The underwater docking structure of a shield tunnel according to claim 1, wherein: the upper open caisson structure (2) is prefabricated and assembled, the upper open caisson structure is divided into a plurality of prefabricated structures in the height direction, pipe joints of the steel cofferdam structure are connected through bolts, and joints are sealed through rubber expansion water stop strips.
4. According to claim1 shield tunnel butt-joint structure under water, its characterized in that: the open caisson backfilling body (3) has structural strength of C10-C15 and permeability coefficient not less than 1 x 10 -7 cm/s。
5. The underwater docking structure of a shield tunnel according to claim 1, wherein: the shield constructs machine (4) including shield structure host computer (4.1), the front end of shield structure host computer (4.1) is provided with shield structure blade (4.2), the rear end of shield structure host computer (4.1) is provided with shield structure section of jurisdiction (4.3), the space that shield structure section of jurisdiction (4.3) and open caisson backfill body (3) between covers has secondary slip casting layer (4.4).
6. A construction method of an underwater butt joint structure of a shield tunnel is characterized by comprising the following steps: the method comprises the following steps:
s1: work platform erection
Erecting an operation platform on water, wherein the operation platform is assembled by adopting steel pipe piles and longitudinal and transverse connecting beams, the steel pipe piles are driven by adopting equipment such as ships or floating cranes and the like, and are connected into a whole by additionally arranging transverse connection, and the longitudinal and transverse connecting beams are arranged at the top of the steel pipe piles to form the operation platform;
s2: combined sinking of open caisson
Setting out a center pile position and longitudinal and transverse axis control pile positions of the sinking well in site lofting and positioning, and performing non-drainage sinking construction for earthwork excavation in the sinking well; the open caisson structure is divided into a lower open caisson structure and an upper open caisson structure, wherein the lower open caisson structure enters the ground below and adopts a reinforced concrete structure, the upper open caisson structure adopts a double-wall steel cofferdam in the range from the ground to a water level line, the upper open caisson structure and the ground line are connected by bolts, and a rubber expansion water stop strip is adopted at a joint;
s3: open caisson backfilling and demolition
After the open caisson is sunk to a designated position, a plain concrete structure is poured underwater, a cavity dug in the whole lower open caisson is filled into a compact plain concrete structure to form an open caisson backfilling body, and after the concrete structure reaches the design strength, the upper open caisson structure is dismantled;
s4: shield tunneling
Two shield machines running in opposite directions enter the open caisson backfilling body in sequence, and the tunneling is stopped when the distance between the two shield cutter heads is 0.2-0.5 m;
s5: shield dismantling machine
Decomposing and dismantling each structure in the shield tunneling machine, conveying the structure to the outside of the tunnel, and finally cutting the shield tunneling cutter head in blocks and then conveying the cut shield tunneling cutter head out;
s6: pouring lining structure
After the shield machine is disassembled, steel bars are bound in a shield main machine shell in the open caisson backfilling body, and a concrete structure is poured to form a lining structure, so that the shield tunnel is in bidirectional butt joint and communicated.
7. The construction method of the underwater docking structure of the shield tunnel according to claim 6, characterized in that: in the step S2, the open caisson structure adopts a prefabricated pipe joint assembling technology, and all pipe joints are connected through bolts.
8. The construction method of the underwater docking structure of the shield tunnel according to claim 6, characterized in that: and in the step S4, the propelling parameters of the shield machine are set according to the stratum penetrated by the shield machine and the structure condition of the open caisson.
9. The construction method of the underwater docking structure of the shield tunnel according to claim 6, characterized in that: in the step S4, synchronous grouting is carried out in the shield advancing process, a gap between the lining and the backfill body is filled in time, and secondary grouting is carried out; wherein, the synchronous grouting material is one or more of cement, sand, bentonite, fly ash and water reducing agent; pure cement slurry is adopted for secondary grouting.
10. The construction method of the underwater docking structure of the shield tunnel according to claim 6, characterized in that: in the step S5, secondary grouting of the shield tail is compacted before the shield machine is dismounted, longitudinal leakage channels of the shield main machine and the shield segment are filled compactly, and longitudinal tie measures are adopted for the existing shield segment to ensure water stop of the seam of the existing shield segment.
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| CN202211554796.6A CN115929319A (en) | 2022-12-06 | 2022-12-06 | Underwater butt joint structure of shield tunnel and construction method thereof |
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| CN202211554796.6A CN115929319A (en) | 2022-12-06 | 2022-12-06 | Underwater butt joint structure of shield tunnel and construction method thereof |
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