CN115162412B - Construction method of long-distance multifunctional cross-sea combined immersed tunnel main span - Google Patents
Construction method of long-distance multifunctional cross-sea combined immersed tunnel main span Download PDFInfo
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- CN115162412B CN115162412B CN202211020369.XA CN202211020369A CN115162412B CN 115162412 B CN115162412 B CN 115162412B CN 202211020369 A CN202211020369 A CN 202211020369A CN 115162412 B CN115162412 B CN 115162412B
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- E02D29/00—Independent underground or underwater structures; Retaining walls
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- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
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- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/10—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure
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Abstract
The invention discloses a construction method of a main span of a long-distance multifunctional cross-sea combined immersed tunnel; the method comprises the following steps: 1. two artificial islands and an anchorage structure are built at two ends of a cross-sea combined immersed tunnel to be built; 2. setting a plurality of stud piles on the sea floor; 3. two anchorage structures are used as bridge towers, and bridge structures positioned under water are built; 4. hauling each section of the main span of the cross-sea combined immersed tunnel above the grid-type steel beam; 5. each section of the main span is submerged into water to be in position, and is fixed at the corresponding position of the grid-type steel beam and connected with a bolt pile at the corresponding position; 6. installing a grid type steel arch frame at the top of the cross-sea combined immersed tunnel under water; 7. the suspension rod, the suspension rope and the stay cable of the bridge structure are re-tightened; 8. and (5) carrying out the penetrating construction of the main span. The invention solves the construction problem of the long-distance multifunctional cross-sea tunnel by utilizing the construction technology of combining the bridge and the tunnel.
Description
Technical Field
The invention relates to the technical field of construction of a cross-sea immersed tube tunnel, in particular to a construction method of a main span of a long-distance multifunctional cross-sea combined immersed tube tunnel.
Background
In the aspect of the existing long-distance cross-sea channel, for example, the tunnel engineering length of the port-to-ball-and-Australian bridge is 55km, the cross-sea channel engineering of more than 100km is not available.
Along with the promotion of economic development and infrastructure technology, such as the construction of Bohai Bay and Taihai strait sea channels is gradually proposed by all communities, however, the Bohai Bay strait sea channel length is about 130km, and the Taihai strait channel length reaches about 200km, and the technical proposal demonstrates for many years but does not form unified knowledge.
Therefore, how to solve the construction difficulty of the long-distance multifunctional cross-sea tunnel is a technical problem that needs to be solved by the skilled person.
Disclosure of Invention
In view of the defects in the prior art, the invention provides a construction method of a main span of a long-distance multifunctional cross-sea combined immersed tunnel, and aims to solve the construction problem of the long-distance multifunctional cross-sea tunnel by utilizing the technology of combining a bridge and a tunnel.
In order to achieve the purpose, the invention discloses a construction method of a main span of a long-distance multifunctional cross-sea combined immersed tunnel; the method comprises the following steps:
step 1, two artificial islands are built at two ends of a cross-sea combined immersed tube tunnel to be built; an anchorage structure is built at the central position of each artificial island;
the bridge structure is a cable-stayed suspension bridge comprising a grid-type steel beam, a suspender, a suspension cable and a suspension cable;
step 7, re-tightening the suspender, the suspension cable and the stay cable of the bridge structure;
and 8, carrying out the through construction of the main span.
Preferably, in the step 1, a process of constructing each artificial island is as follows:
step 1.1, constructing peripheral protection by adopting a plurality of steel pipe piles at the outer side of each artificial island to be constructed;
a steel sleeve box interface structure is arranged on the side wall of each peripheral protection surface or the side wall facing away from the main span;
step 1.2, filling an anti-seepage layer in the area between the plurality of steel pipe piles at the outermost side of the peripheral protection and the plurality of steel pipe piles at the innermost side;
step 1.3, filling a core layer in an area surrounded by a plurality of steel pipe piles at the innermost side of the peripheral protection;
in the process of filling the core layer, backfilling gradually, and pumping the seawater gradually;
step 1.4, after filling the core layer to the height corresponding to the bottom plate position of the cross-sea combined immersed tube tunnel, towing a tube section corresponding to the core layer part in the artificial island into the artificial island through the steel sleeve box interface in an underwater towing mode;
step 1.5, backfilling concrete in each steel sleeve box interface structure to form a plug;
and 1.6, constructing a pipe section of the artificial island corresponding to the core layer part, and backfilling until the designed elevation of the top of the artificial island is reached.
More preferably, each two adjacent steel pipe piles at the outermost side of each peripheral protection are connected by adopting a lock catch.
In practical application, the lock catch connection is adopted between every two adjacent steel pipe piles at the outermost side, so that the filling material can be prevented from being eroded by seawater.
More preferably, the impervious layer is filled by a geomembrane bag or plain concrete;
the core layer is filled with stone blocks, broken stones, sand and cement through grading mixing.
More preferably, in step 1.5, a plurality of underwater steel plates are arranged to partition a filling body formed by backfilling concrete in each steel box interface structure.
Preferably, each bolt-horse pile is of a steel cylinder structure, the diameter of each bolt-horse pile is 20-30 m, the bolt-horse pile is inserted into the sea floor to a depth which is not smaller than 1 time of the diameter, and the top of each bolt-horse pile is not higher than the structural top of the cross-sea combined immersed tube tunnel;
and concrete or graded broken stone is poured into each steel cylinder structure.
Preferably, in the step 3, the grid-type steel beam is segmented according to the segments of the main span, and is butted under water segment by segment;
a plurality of positioning blocks are arranged above the grid-type steel beam and below each section corresponding to the main span;
each positioning block is welded on the grid-type steel beam and can be embedded below each segment of the main span to limit the transverse displacement of each segment of the main span on the grid-type steel beam;
the edge positions of the grid-type steel beams are suspended on suspension ropes through suspension rods or are directly connected with the artificial island through stay cables.
Preferably, the prefabrication of each segment of the main span is completed before step 4 is performed;
each section of the main span comprises a main body part of a steel shell concrete structure and an arc grid-shaped steel arch;
the middle parts of the two sides of each steel shell concrete structure are respectively provided with a protruding structure with a triangular cross section, so that the cross section of each section of the main span is in a 'fusiform', and the arc-shaped grid-type steel arch frame is arranged on the cross section;
both ends of each arc-shaped grid-type steel arch are connected with the edges of the top steel shell of the corresponding steel shell concrete structure;
the prefabrication steps are as follows:
firstly, welding steel plates to form steel shells of each steel shell concrete structure;
during welding, firstly fixing the reinforcing bars of each steel shell concrete structure;
after the steel shell is completed to form a closed structure, reserving a plurality of pouring holes and exhaust holes at the top of the steel shell;
sealing a door, a water stop and a shear key at the installation end of the steel shell after one-time outfitting is completed;
after the process is completed, the steel shell is towed into a wharf harbor pool, and self-compacting concrete is adopted in the wharf harbor pool for concrete pouring.
More preferably, the step 4 includes the steps of:
step 4.1, after pouring is completed in a wharf harbor basin and the design strength is achieved, carrying out secondary outfitting on each steel shell concrete structure, and installing steel corbels, manholes and positioning towers;
step 4.2, hauling all the steel shell concrete structures to positions corresponding to the main span on the bridge structure through a tugboat;
starting from two artificial islands to the middle of the main span, butting each steel shell concrete structure with island side pipe joints of the artificial islands one by one and sinking;
4.3, after sinking, compacting each two adjacent steel shell concrete structures by an in-vitro prestress pulling device which is arranged along the periphery of the section of the steel shell of each steel shell concrete structure;
step 4.4, after each section is pressed, fixing two sides of each steel shell concrete structure close to two ends with the bolt-horse piles at corresponding positions through at least 3 steel trusses; and simultaneously, tensioning and fixing triangular protruding structures on two sides of each steel shell concrete structure on the corresponding sections of the grid-type steel beams by adopting a prestressed steel cable.
More preferably, in step 8, the penetrating construction of the main span includes the following steps:
except for the joint of the last two steel shell concrete structures corresponding to the midspan position of the main span, after the water stop is sufficiently extruded between the pipe section structures of every two adjacent immersed tube tunnels, the end sealing door is removed, so that the penetration of the immersed tube tunnels is realized;
the construction method of pipe section internal pushing is adopted at the joint of the last two steel shell concrete structures corresponding to the midspan position of the main span, specifically, the section size is enlarged at the joint of the last two steel shell concrete structures, and a section of inner sleeve pipe section capable of moving along the length direction and being inserted into the other steel shell concrete structure is sleeved in one steel shell concrete structure;
during construction, the inner sleeve section is pushed out to the other steel shell concrete structure through the jack so as to realize penetration.
The invention has the beneficial effects that:
the invention utilizes the construction technology of combining the bridge and the tunnel, the immersed tube tunnel has certain buoyancy, counteracts a part of vertical load, and reduces the stress of the bridge cable structure.
According to the bridge girder, the bridge ropes of the floating bridge girder structure are symmetrically arranged on the bridge towers to form the self-anchors, so that the stress of the bridge pier is reduced.
According to the invention, the bridge cable structure of the floating and bridge structure provides vertical support for each section of the main span of the cross-sea combined immersed tunnel, and the buoyancy of each section of the main span reduces the vertical load for the bridge cable structure, so that the buoyancy of each section of the main span is in the best in each other.
The main body of each section of the main span is of a steel shell concrete structure, so that large-area dry docks are avoided, and investment is saved.
The steel shell concrete structure of the invention has large section and complete functions, and can strengthen the communication between the passenger and the goods.
The invention can develop tunnel construction on multiple working surfaces, and the total construction period is more saved.
The conception, specific structure, and technical effects of the present invention will be further described with reference to the accompanying drawings to fully understand the objects, features, and effects of the present invention.
Drawings
Fig. 1 shows a schematic view of a construction state according to an embodiment of the present invention.
FIG. 2 shows a schematic cross-sectional structure of a cross-sea composite immersed tube tunnel in an embodiment of the invention.
Fig. 3 is a schematic top view of an artificial island according to an embodiment of the invention.
Fig. 4 shows a schematic structural diagram of a main cross-section in a top view in an embodiment of the present invention.
Detailed Description
Examples
As shown in fig. 1 to 4, a construction method of a long-distance multifunctional cross-sea combined immersed tunnel main span; the method comprises the following steps:
step 1, two artificial islands 1 are built at two ends of a cross-sea combined immersed tube tunnel to be built; the central position of each artificial island 1 is provided with an anchorage structure 2;
the bridge structure is a cable-stayed suspension bridge comprising a grid-type steel beam 4, a suspender 6, a suspension cable 7 and a stay cable 8;
step 7, re-tightening a suspender 6, a suspension cable 7 and a stay cable 8 of the bridge structure;
and 8, carrying out the penetrating construction of the main span 5.
The principle of the invention is as follows:
the invention uses the construction technology of combining the bridge and the tunnel to position and construct the main span 5 of the cross-sea combined immersed tunnel through the bridge structure which is built under the water surface;
each section of the main span 5 can be transported by utilizing the buoyancy of the water body, so that a part of vertical load can be offset, and meanwhile, the stress of the bridge cable of the bridge structure is reduced.
The bridge ropes are symmetrically arranged on the bridge tower to form self anchors, so that the stress of the bridge pier can be reduced.
The bridge cable provides vertical support for the main span 5 of the sea-crossing combined immersed tunnel, and the buoyancy of each section of the main span 5 reduces vertical load for the bridge cable structure, and the buoyancy is in the best in each other.
In certain embodiments, in step 1, the process of constructing each artificial island 1 is as follows:
step 1.1, constructing peripheral protection by adopting a plurality of steel pipe piles 10 at the outer side of each artificial island 1 to be constructed;
the side wall of each peripheral protection surface or back to the main span 5 is provided with a steel sleeve box interface structure 11;
step 1.2, filling an anti-seepage layer in the area between the plurality of steel pipe piles 10 at the outermost side and the plurality of steel pipe piles 10 at the innermost side of the peripheral protection;
step 1.3, filling a core layer in an area surrounded by a plurality of steel pipe piles 10 at the innermost side of the peripheral protection;
in the process of filling the core layer, backfilling gradually, and pumping the seawater gradually;
step 1.4, after filling the core layer to the height of the bottom plate position corresponding to the cross-sea combined immersed tube tunnel, towing the tube section of the part corresponding to the core layer in the artificial island 1 into the artificial island by adopting an underwater towing mode through a steel sleeve box interface;
step 1.5, backfilling concrete in each steel sleeve box interface structure 11 to form a plug;
and 1.6, constructing a pipe section of the artificial island 1 corresponding to the core layer part, and backfilling until the top design elevation of the artificial island 1 is reached.
In some embodiments, a snap-lock connection is employed between each two adjacent steel pipe piles 10 on the outermost side of each peripheral shield.
In practical application, the lock catch connection is adopted between every two adjacent steel pipe piles 10 at the outermost side, so that the filling material can be prevented from being eroded by seawater.
In certain embodiments, the impervious layer is filled with geomembrane bags or plain concrete;
the core layer is filled by graded mixing of stone blocks, broken stones, sand and cement.
In certain embodiments, in step 1.5, the fill of backfill concrete within each steel box interface structure 11 is isolated by providing a plurality of underwater steel plates.
In some embodiments, each bolt pile 3 is of a steel cylinder structure, the diameter of each bolt pile is 20-30 m, the diameter of each bolt pile is inserted into the sea floor to a depth which is not less than 1 time of the diameter, and the top of each bolt pile is not higher than the structural top of the cross-sea combined immersed tube tunnel;
concrete or graded broken stone is poured into each steel cylinder structure.
In certain embodiments, in step 3, the grid-type steel beams 4 are segmented according to the segments of the main span 5 and are butted under water segment by segment;
the upper surface of the grid-type steel beam 4 is provided with a plurality of positioning blocks 12 below each section corresponding to the main span 5;
each positioning block 12 is welded on the grid-type steel beam 4 and can be embedded below each segment of the main span 5, so that each segment of the main span 5 is limited to transversely displace on the grid-type steel beam 4;
the edge positions of the grid-type steel beams 4 are suspended on suspension ropes 7 through suspension rods 6 or are directly connected with the artificial island 1 through stay ropes 8.
In some embodiments, prefabrication of each segment of main span 5 is completed before step 4 is performed;
each section of the main span 5 comprises a main body part of a steel shell concrete structure 13 and an arc-shaped grid-type steel arch 9;
the middle parts of the two sides of each steel shell concrete structure 13 are provided with protruding structures with triangular cross sections, so that the cross section of each section of the main span 5 is in a 'shuttle' -shape, and an arc-shaped grid type steel arch 9 is arranged on the cross section;
both ends of each arc-shaped grid-type steel arch 9 are connected with the top steel shell edges of the corresponding steel shell concrete structure 13;
the prefabrication steps are as follows:
firstly, welding steel plates to form steel shells of each steel shell concrete structure 13;
during welding, firstly fixing the reinforcing bars of each steel shell concrete structure 13;
after the steel shell is formed into a closed structure, reserving a plurality of pouring holes and exhaust holes at the top of the steel shell;
sealing a door, a water stop belt and a shear key at the installation end of the steel shell after the first outfitting is completed;
after the process is completed, the steel shell is towed into a wharf harbor pool, and self-compacting concrete is adopted in the wharf harbor pool for concrete pouring.
In certain embodiments, step 4 comprises the steps of:
step 4.1, after pouring is completed in a wharf harbor basin and the design strength is achieved, performing secondary outfitting on each steel shell concrete structure 13, and installing steel corbels, manholes and positioning towers;
step 4.2, hauling all steel shell concrete structures 13 to positions corresponding to the main span 5 on the bridge structure through a tugboat;
each steel shell concrete structure 13 is butted with island side pipe joints of the artificial islands 1 one by one and is sunk from the two artificial islands 1 to the middle of the main span 5;
step 4.3, after sinking, pressing each two adjacent steel shell concrete structures 13 by an in-vitro prestress pulling-in device which is arranged along the periphery of the section of the steel shell of each steel shell concrete structure 13;
step 4.4, after each section is pressed, both sides of each steel shell concrete structure 13 close to two ends are fixed with the bolt-horse piles 3 at corresponding positions through at least 3 steel trusses; simultaneously, the triangular protruding structures on two sides of each steel shell concrete structure 13 are tensioned and fixed on the corresponding sections of the grid-type steel beams 4 by adopting the prestressed steel cables 14.
In practical application, the bolt piles 3 are symmetrically arranged on two sides of each steel shell concrete structure 13, are arranged according to the length of the pipe section structure of the immersed tube tunnel and are used for resisting the lateral force of ocean currents and guaranteeing the structural stability of the immersed tube tunnel at joints.
The external prestress pulling and closing devices of the steel shell of each steel shell concrete structure 13 are arranged along the periphery of the section and comprise inhaul cables and anchors.
Each bolt pile 3 is connected with the pipe section structure of the immersed tunnel through 3 steel trusses 15, and the trusses are welded on the steel shell surface of the pipe section structure and the side surfaces of the bolt piles 3 respectively.
In step 4.2, hauling the steel shell concrete structure 13 comprises the following ways:
pulling the steel shell concrete structure 13 to any artificial island 1 by a tugboat along the longitudinal direction, and then sinking the steel shell concrete structure 13 in the island side pipe section structure of the corresponding artificial island 1 for butt joint;
or, the steel shell concrete structure 13 is sunk onto the bridge structure in advance, and the steel shell concrete structure 13 slides longitudinally on the bridge structure to the artificial island 1 through a traction device on the bridge to realize butt joint.
In certain embodiments, in step 8, the penetrating construction of the main span 5 comprises the steps of:
except for the joint of the last two steel shell concrete structures 13 corresponding to the midspan position of the main span 5, after the water stop is sufficiently extruded between the pipe section structures of every two adjacent immersed tube tunnels, the end sealing door is removed to realize the penetration of the immersed tube tunnels;
the construction method of pipe section internal pushing is adopted at the joint of the last two steel shell concrete structures 13 corresponding to the midspan position of the main span 5, specifically, the section size is enlarged at the joint of the last two steel shell concrete structures 13, and a section of internal sleeve pipe section capable of moving along the length direction and being inserted into the other steel shell concrete structure 13 is sleeved inside one steel shell concrete structure 13;
during construction, the jack is used for pushing out the inner sleeve section to the other steel shell concrete structure 13 to realize penetration.
The foregoing describes in detail preferred embodiments of the present invention. It should be understood that numerous modifications and variations can be made in accordance with the concepts of the invention by one of ordinary skill in the art without undue burden. Therefore, all technical solutions which can be obtained by logic analysis, reasoning or limited experiments based on the prior art by the person skilled in the art according to the inventive concept shall be within the scope of protection defined by the claims.
Claims (4)
1. A construction method of a long-distance multifunctional cross-sea combined immersed tunnel main span; the method comprises the following steps:
step 1, two artificial islands (1) are built at two ends of a cross-sea combined immersed tube tunnel to be built; an anchorage structure (2) is built at the central position of each artificial island (1); in the step 1, the process of constructing each artificial island (1) is as follows:
step 1.1, constructing peripheral protection on the outer side of each artificial island (1) to be constructed by adopting a plurality of steel pipe piles (10);
the side wall of each peripheral protection surface facing or facing away from the main span (5) is provided with a steel sleeve box interface structure (11);
step 1.2, filling an anti-seepage layer in a region between the plurality of steel pipe piles (10) at the outermost side of the peripheral protection and the plurality of steel pipe piles (10) at the innermost side; each two adjacent steel pipe piles (10) at the outermost side of each peripheral protection are connected by adopting a lock catch; the impervious layer is filled by a geomembrane bag or plain concrete;
step 1.3, filling a core layer in an area surrounded by a plurality of steel pipe piles (10) at the innermost side of the peripheral protection;
in the process of filling the core layer, backfilling gradually, and pumping the seawater gradually; the core layer is filled by graded mixing of stone blocks, broken stones, sand and cement;
step 1.4, after filling the core layer to the height corresponding to the bottom plate position of the cross-sea combined immersed tube tunnel, towing a tube section corresponding to the core layer part in the artificial island (1) into the artificial island through the steel sleeve box interface in an underwater towing mode;
step 1.5, backfilling concrete in each steel sleeve box interface structure (11) to form a plug; isolating a filling body formed by backfilling concrete in each steel sleeve box interface structure (11) by arranging a plurality of underwater steel plates;
step 1.6, constructing a pipe section of the artificial island (1) corresponding to the core layer part, and backfilling until reaching the top design elevation of the artificial island (1);
step 2, arranging a plurality of bolt piles (3) on the seabed in the length direction of the cross-sea combined immersed tube tunnel; each bolt-horse pile (3) is of a steel cylinder structure, the diameter of each bolt-horse pile is 20-30 m, the bolt-horse pile is inserted into the sea floor to a depth which is not smaller than 1 time of the diameter, and the top of each bolt-horse pile is not higher than the structural top of the cross-sea combined immersed tube tunnel;
pouring concrete or graded broken stone into each steel cylinder structure;
step 3, taking the two anchorage structures (2) as bridge towers, and constructing a bridge structure positioned under water;
the bridge structure is a cable-stayed suspension bridge comprising a grid-type steel beam (4), a suspender (6), a suspension cable (7) and a stay cable (8);
in the step 3, the grid-type steel beam (4) is segmented according to the segments of the main span (5) and is butted under water segment by segment;
a plurality of positioning blocks (12) are arranged above the grid-type steel beam (4) and below each section of the main span (5);
each positioning block (12) is welded on the grid-type steel beam (4) and can be embedded below each section of the main span (5), and each section of the main span (5) is limited to transversely displace on the grid-type steel beam (4);
the edge positions of the grid-type steel beams (4) are suspended on suspension ropes (7) through suspension rods (6), or are directly connected with the artificial island (1) through stay cables (8);
step 4, hauling each section of a main span (5) of the cross-sea combined immersed tube tunnel to the position above the grid-type steel beam (4);
step 5, each section of the main span (5) is submerged into water to be positioned, and is fixed at the corresponding position of the grid-type steel beam (4) and connected with a bolt pile (3) at the corresponding position;
step 6, installing a grid type steel arch (9) at the top of the cross-sea combined immersed tube tunnel under water;
step 7, re-tightening the suspender (6), the suspension cable (7) and the stay cable (8) of the bridge structure;
and 8, carrying out through construction on the main span (5).
2. The method for constructing a long-distance multifunctional cross-sea combined immersed tunnel main span according to claim 1, characterized in that prefabrication of each segment of the main span (5) is completed before step 4 is performed;
each section of the main span (5) comprises a main body part of a steel shell concrete structure (13) and an arc-shaped grid-type steel arch (9);
the middle parts of the two sides of each steel shell concrete structure (13) are provided with protruding structures with triangular cross sections, so that the cross section of each section of the main span (5) is in a shuttle shape, and the arc-shaped grid type steel arch (9) is arranged on the cross section;
both ends of each arc-shaped grid-type steel arch (9) are connected with the top steel shell edge of the corresponding steel shell concrete structure (13);
the prefabrication steps are as follows:
firstly, welding steel plates to form steel shells of each steel shell concrete structure (13);
during welding, firstly fixing the reinforcing bars of each steel shell concrete structure (13);
after the steel shell is completed to form a closed structure, reserving a plurality of pouring holes and exhaust holes at the top of the steel shell;
sealing a door, a water stop and a shear key at the installation end of the steel shell after one-time outfitting is completed;
after the process is completed, the steel shell is towed into a wharf harbor pool, and self-compacting concrete is adopted in the wharf harbor pool for concrete pouring.
3. The method for constructing a main span of a long-distance multifunctional cross-sea combined immersed tunnel according to claim 2, wherein the step 4 comprises the following steps:
step 4.1, after pouring is completed in a wharf harbor basin and the design strength is achieved, carrying out secondary outfitting on each steel shell concrete structure (13), and installing steel corbels, manholes and positioning towers;
step 4.2, hauling all the steel shell concrete structures (13) to positions corresponding to the main span (5) on the bridge structure through a tugboat;
starting from two artificial islands (1) to the middle of the main span (5), butting each steel shell concrete structure (13) with island side pipe joints of the artificial islands (1) one by one and sinking;
after the steel shell concrete structures (13) are settled, the steel shell concrete structures (13) are pressed by an external prestress pulling device which is arranged along the periphery of the section of each steel shell concrete structure (13);
step 4.4, after each section is pressed, both sides of each steel shell concrete structure (13) close to two ends are fixed with the bolt-horse piles (3) at corresponding positions through at least 3 steel trusses; simultaneously, the triangular protruding structures on two sides of each steel shell concrete structure (13) are tensioned and fixed on the corresponding sections of the grid-type steel beams (4) by adopting the prestressed steel ropes (14).
4. The construction method of the long-distance multifunctional cross-sea combined immersed tunnel main span according to claim 1, wherein in step 8, the penetrating construction of the main span (5) comprises the following steps:
except for the joint of the last two steel shell concrete structures (13) corresponding to the midspan position of the main span (5), after the water stop is sufficiently extruded between the pipe section structures of every two adjacent immersed tube tunnels, removing the end sealing door to realize the penetration of the immersed tube tunnels;
the construction method of pipe section internal pushing is adopted at the joint of the last two steel shell concrete structures (13) corresponding to the midspan position of the main span (5), specifically, the section size is enlarged at the joint of the last two steel shell concrete structures (13), and one section of internal sleeve pipe section capable of moving along the length direction and being inserted into the other steel shell concrete structure (13) is sleeved in one steel shell concrete structure (13);
during construction, the inner sleeve section is pushed out to the other steel shell concrete structure (13) through the jack so as to realize penetration.
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| CN108086348A (en) * | 2018-02-01 | 2018-05-29 | 中交第四航务工程勘察设计院有限公司 | A kind of immersed tube tunnel combined foundation and setting method |
| CN109518674A (en) * | 2018-12-29 | 2019-03-26 | 林巍 | A kind of method of construction of man-made island segment, assembled man-made island and assembled man-made island |
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| WO2021098751A1 (en) * | 2019-11-19 | 2021-05-27 | 中国交通建设股份有限公司 | Suspended tunnel shore connection system, suspended tunnel, and suspended tunnel construction method |
| CN113431065A (en) * | 2021-03-23 | 2021-09-24 | 中交一公局集团有限公司 | Rapid construction method and structure of occlusive pile and steel sleeve combined cofferdam |
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Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN108086348A (en) * | 2018-02-01 | 2018-05-29 | 中交第四航务工程勘察设计院有限公司 | A kind of immersed tube tunnel combined foundation and setting method |
| CN109518674A (en) * | 2018-12-29 | 2019-03-26 | 林巍 | A kind of method of construction of man-made island segment, assembled man-made island and assembled man-made island |
| WO2021098751A1 (en) * | 2019-11-19 | 2021-05-27 | 中国交通建设股份有限公司 | Suspended tunnel shore connection system, suspended tunnel, and suspended tunnel construction method |
| CN111424714A (en) * | 2020-03-31 | 2020-07-17 | 中交第三航务工程局有限公司 | Guy cable anchorage system of diagonal-pulling anchorage type suspended tunnel with relay extension of artificial island |
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