CN115198798B - Immersed tube tunnel bank joint installation structure and construction method - Google Patents
Immersed tube tunnel bank joint installation structure and construction method Download PDFInfo
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- CN115198798B CN115198798B CN202210629576.9A CN202210629576A CN115198798B CN 115198798 B CN115198798 B CN 115198798B CN 202210629576 A CN202210629576 A CN 202210629576A CN 115198798 B CN115198798 B CN 115198798B
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- 238000010276 construction Methods 0.000 title claims abstract description 68
- 238000009434 installation Methods 0.000 title claims abstract description 37
- 210000001503 joint Anatomy 0.000 claims abstract description 83
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 33
- 238000000034 method Methods 0.000 claims description 30
- 230000008093 supporting effect Effects 0.000 claims description 29
- 239000002689 soil Substances 0.000 claims description 16
- 238000007789 sealing Methods 0.000 claims description 4
- 229910000831 Steel Inorganic materials 0.000 description 5
- 230000009286 beneficial effect Effects 0.000 description 5
- 230000002349 favourable effect Effects 0.000 description 5
- 239000010959 steel Substances 0.000 description 5
- 230000000903 blocking effect Effects 0.000 description 3
- 238000006073 displacement reaction Methods 0.000 description 3
- 238000003032 molecular docking Methods 0.000 description 3
- 239000011150 reinforced concrete Substances 0.000 description 3
- 239000013049 sediment Substances 0.000 description 3
- 239000004567 concrete Substances 0.000 description 2
- 230000007613 environmental effect Effects 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 239000011800 void material Substances 0.000 description 2
- 238000005299 abrasion Methods 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000002035 prolonged effect Effects 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/063—Tunnels submerged into, or built in, open water
- E02D29/073—Tunnels or shuttering therefor assembled from sections individually sunk onto, or laid on, the water-bed, e.g. in a preformed trench
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/02—Restraining of open water
- E02D19/04—Restraining of open water by coffer-dams, e.g. made of sheet piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
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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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- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
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Abstract
The embodiment of the application provides a immersed tube tunnel shoreside joint installation structure and a construction method, relates to the technical field of immersed tube tunnels, and is used for solving the problems of large construction difficulty, poor butt joint precision and low reliability of a butt joint position of an immersed tube and the shoreside joint. The immersed tube tunnel shoreside joint mounting structure that this application embodiment provided includes shoreside joint, immersed tube and cushion cap structure. The immersed tube is arranged at the bottom of the water area and is close to the shore joint, and the shore joint and the immersed tube are in butt joint to form a tunnel; the bearing platform structure is arranged below the end part of the butt joint of the immersed tube and the bank joint and is used for bearing the end part of the butt joint of the immersed tube and the bank joint. The bank joint installation structure of the immersed tube tunnel is used for forming the immersed tube tunnel.
Description
Technical Field
The application relates to the technical field of immersed tube tunnels, in particular to an immersed tube tunnel bank joint installation structure and a construction method.
Background
The immersed tube tunnel is an underwater tunnel, in the construction process, a plurality of tube sections are firstly floated on the sea surface or river surface and the like, then the tube sections are arranged in a foundation trench dug in advance at the bottom of the water in a sinking mode, and finally the end portions of the tube sections are sequentially connected, so that the underwater tunnel is formed.
The connection of the immersed tube tunnel at the butt joint of the bank is one of key procedures for constructing the immersed tube tunnel, and at present, a nose support structure is generally arranged at the bottom of the water, and the pipe section close to the bank in the water is supported by the nose support structure. However, the following problems exist in the use of the nose pad structure for docking:
the bearing capacity of the nose support structure is small, the stability of the support is relatively poor, and the accuracy and the reliability of the butt joint of the pipe section and the shore joint are affected; the position adjustment range of the pipe section on the nose support structure is smaller, the longitudinal adjustment distance is generally within 100mm, and the transverse adjustment distance is within 150mm, so that the underwater construction difficulty is higher, the process is complex, the sinking and docking time is long, and the construction speed is slower; the pipe section is smaller in the area supported by the nose support structure, the butt joint part of the pipe section and the shore joint cannot be in contact with the nose support structure, the stress of the butt joint part is larger, the reliability is lower, and the butt joint part is easy to deform and leak due to the influence of external environmental factors such as earthquake and the like during the service period of the immersed tunnel.
Disclosure of Invention
In view of this, the embodiment of the application provides a immersed tube tunnel bank joint mounting structure and construction method for the construction degree of difficulty of solving immersed tube and bank joint butt joint is great, the butt joint precision is relatively poor and the reliability of butt joint department is lower.
In a first aspect, embodiments of the present application provide a immersed tube tunnel shore joint installation structure, including a shore joint, an immersed tube and a bearing platform structure. The immersed tube is arranged at the bottom of the water area and is close to the shore joint, and the shore joint and the immersed tube are in butt joint to form a tunnel; the bearing platform structure is arranged below the end part of the butt joint of the immersed tube and the bank joint and is used for bearing the end part of the butt joint of the immersed tube and the bank joint.
In some alternative embodiments of the present application, the platform structure comprises a support structure and a platform body. Wherein the support structure is used for being erected in soil at the bottom of a water area; the bearing platform body is supported at the top of the supporting structure so as to bear the end part of the butt joint of the immersed tube and the shore joint.
In some alternative embodiments of the present application, the cap body comprises a shoreside load bearing region and a immersed tube load bearing region. The shore bearing area is used for bearing a shore joint; the immersed tube bearing area is used for bearing the end part of the immersed tube butt joint part, the immersed tube bearing area is lower than the shore bearing area, bearing protrusions extending upwards are arranged in the immersed tube bearing area, and the upper surfaces of the bearing protrusions are flush with the shore bearing area.
In some alternative embodiments of the present application, a construction relief gap is provided between the load bearing protrusion and the shoreside load bearing region.
In some alternative embodiments of the present application, the support structure comprises a sheet pile and a foundation pile, the sheet pile extending along the shore, the sheet pile and the foundation pile supporting the two ends of the platform body in a direction perpendicular to the direction of extension of the shore, respectively, the sheet pile being located on a side of the foundation pile close to the shore.
In some optional embodiments of the present application, the immersed tube tunnel shore joint mounting structure further includes a stopper disposed at an end of the platform structure along a shore extension direction, the stopper extending in an up-down direction, an upper surface of the stopper being higher than an upper surface of the platform body, along the shore extension direction, the stopper being located at one side of the immersed tube. The upper surface of dog is higher than the upper surface of cushion cap body to prevent that the immersed tube from sinking the back and taking place horizontal displacement.
In some optional embodiments of the present application, the number of the stoppers is two, and the two stoppers are respectively disposed at two ends of the platform structure along the extending direction of the shore, and the immersed tube is disposed between the two stoppers, so that the immersed tube quickly and automatically slides into the tunnel installation position after being immersed.
In some alternative embodiments of the present application, the upper end of the inner side of the stop is inclined away from the other stop.
In a second aspect, an embodiment of the present application provides a construction method for constructing the installation structure of the bank joint of the immersed tube tunnel provided in the first aspect of the embodiment of the present application, where the construction method includes: constructing a bearing platform structure; and butting the immersed tube with the shore joint on the bearing platform structure.
In some optional embodiments of the present application, the platform structure includes a shore bearing area for bearing the shore joint and a immersed tube bearing area disposed corresponding to the immersed tube, the immersed tube bearing area being lower than the shore bearing area; the immersed tube bearing area is internally provided with an upward bearing bulge, the upper surface of the bearing bulge is flush with the shore bearing area, and the upper surface of the bearing bulge is used for bearing the immersed tube; butt joint sinking pipe and bank joint on the cushion cap structure includes: overlapping the end part of the immersed tube on the bearing bulge; pushing the end part of the immersed tube towards the shore joint until the immersed tube contacts with the end part of the shore joint; and (5) sealing and connecting the immersed tube and the shore joint.
In some alternative embodiments of the present application, the platform structure comprises a support structure for erection in soil at the bottom of a body of water and a platform body; the cushion cap body is fixed at bearing structure's top to bear the end and bank joint of immersed tube's butt joint department, construction cushion cap structure includes: constructing a supporting structure on the shore; constructing a cofferdam structure on the bank, isolating a water-free construction area, and excavating a foundation pit on the bank; constructing a foundation pit support in the foundation pit; constructing a bearing platform body on a supporting structure; wherein, the cushion cap body is located the foundation ditch.
In some optional embodiments of the present application, the platform body includes a shore bearing area and a immersed tube bearing area, the shore bearing area is used for bearing a shore joint, the immersed tube bearing area is arranged corresponding to an end of the immersed tube butt joint, and the shore bearing area and the shore joint are cast together.
In some alternative embodiments of the present application, before the butt joint of the immersed tube and the shore joint on the cap structure, and after the construction of the cap body on the support structure, the construction method further comprises: backfilling and covering the foundation pit; removing the cofferdam structure of at least the part of the pre-installation position of the immersed tube; digging a foundation trench at a pre-installation position of the immersed tube; after butt joint of the immersed tube and the shore joint on the bearing platform structure, the construction method further comprises the following steps: and backfilling the base groove.
In some alternative embodiments of the present application, the construction method further comprises, prior to backfilling the foundation trench, after abutting the immersed tube with the shore connection on the deck structure: and filling gaps between the immersed tube and the bearing platform and/or gaps between the upper part of the foundation trench and the immersed tube to complete the immersed tube foundation.
According to the immersed tube tunnel shoreside joint installation structure, the bearing platform is used for supporting the butt joint of the shoreside joint and the immersed tube, the bearing platform is high in stability and bearing capacity, the end parts of the shoreside joint and the immersed tube can be stably supported on the bearing platform, and the reliability of the butt joint is improved. Under the steady support of the bearing platform, the immersed tube can move relatively stably on the bearing platform, so that the butt joint precision of the immersed tube and the bank joint in the butt joint process is improved, the operation of workers is facilitated, and the butt joint difficulty is reduced. The bearing platform is convenient to manufacture into a relatively large size, the moving range of the immersed tube on the bearing platform is also large, the longitudinal direction can reach more than 500mm, the transverse direction can reach more than 300mm, and the construction difficulty is reduced. In addition, the larger size of the bearing platform is convenient for the immersed tube to fall on the bearing platform in the sinking process, and is beneficial to reducing the construction difficulty of sinking the immersed tube. In addition, the contact area of the bearing platform and the immersed tube and the contact area of the bearing platform and the shore joint are large, the bearing platform can be in contact with the butt joint part, the butt joint part can be supported by the bearing platform, the stress of the butt joint part is reduced, and the reliability of the butt joint part is improved. Therefore, the immersed tube tunnel bank joint mounting structure provided by the embodiment of the application has the advantages of being small in construction difficulty, high in butt joint precision and high in reliability of the butt joint position.
Drawings
FIG. 1 is a top view of a caisson tunnel shoreside joint mounting structure in an embodiment of the present application;
FIG. 2 is a longitudinal cross-sectional view of a caisson tunnel shoreside joint mounting structure in an embodiment of the present application;
FIG. 3 is a schematic structural view of a shoreside joint installation structure of a immersed tube tunnel before sinking an immersed tube according to an embodiment of the present application;
FIG. 4 is a schematic structural view of a shoreside joint installation structure of a immersed tube tunnel after sinking an immersed tube according to an embodiment of the present application;
FIG. 5 is a longitudinal cross-sectional view of a submerged tunnel shoreside joint installation structure without cofferdam removal in an embodiment of the present application;
FIG. 6 is a top view of a submerged tunnel shoreside joint installation structure without cofferdam removal in an embodiment of the present application;
FIG. 7 is a top view of a submerged tunnel shoreside joint installation structure with a cofferdam structure removed in an embodiment of the present application;
FIG. 8 is a schematic flow chart of a construction method according to an embodiment of the present application;
FIG. 9 is a schematic flow chart of butt joint of a immersed tube and a shore connection according to an embodiment of the present application;
FIG. 10 is a schematic flow chart of a bearing platform structure construction in an embodiment of the present application;
FIG. 11 is a second flow chart of the construction method according to an embodiment of the present application;
FIG. 12 is a third flow chart of the construction method according to an embodiment of the present application.
Reference numerals:
01-water area; 011-the bottom of the water area; 02-bank; 03-shore structure; 031-flood dike; 04-base groove; 05-sinking pipe foundation; 06-backfilling the immersed tube with a covering layer; 07-cofferdam structure; 071-cofferdam grid; 072-grid support; 08-retaining wall; 09-backfilling the cover layer on the bank; 1-shore joint; 2-sinking the pipe; 3-a bearing platform structure; 31-a support structure; 311-sheet piles; 312-foundation piles; 32-a bearing platform body; 321-a shoreside bearing area; 322-immersed tube carrying area; 3221-carrying projections; 323-construction avoiding gap; 33-stop.
Detailed Description
It should be noted that, in the case of no conflict, the embodiments and technical features in the embodiments may be combined with each other, and the detailed description in the specific embodiments should be interpreted as an explanation of the gist of the present application and should not be construed as undue limitation to the present application.
In the present embodiments, the terms "first," "second," and the like are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defining "a first" or "a second" may explicitly or implicitly include one or more such feature. In the description of the embodiments of the present application, unless otherwise indicated, the meaning of "a plurality" is two or more.
In the embodiments herein, unless explicitly specified and limited otherwise, the term "connected" is to be construed broadly, and for example, "connected" may be either a fixed connection, a removable connection, or an integral body; can be directly connected or indirectly connected through an intermediate medium.
In the present embodiments, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising one … …" does not exclude the presence of other like elements in a process, method, article, or apparatus that comprises the element.
In the embodiments of the present application, words such as "exemplary" or "such as" are used to mean serving as examples, illustrations, or descriptions. Any embodiment or design described herein as "exemplary" or "for example" should not be construed as preferred or advantageous over other embodiments or designs. Rather, the use of words such as "exemplary" or "such as" is intended to present related concepts in a concrete fashion.
In recent years, immersed tube tunnels are developed rapidly, and are widely applied to industries such as subways, highways, urban roads, water delivery and the like. The immersed tube tunnel is an underwater tunnel, in the construction process, a plurality of tube sections are firstly floated on the sea surface or river surface and the like, then the tube sections are arranged in a foundation trench dug in advance at the bottom of the water in a sinking mode, and finally the end portions of the tube sections are sequentially connected, so that the underwater tunnel is formed.
The connection of the immersed tube tunnel at the bank butt joint is one of key working procedures for constructing the immersed tube tunnel, the butt joint is a weak link of the immersed tube tunnel, and the position of the tube section close to the butt joint is required to be supported, so that the butt joint has higher reliability. Specifically, the nose pad structure is generally used for supporting in the prior related art, the nose pad structure is of a U-shaped structure, two free ends of the U-shaped structure are inserted into soil at the water bottom, and a cross beam between two arms of the U-shaped structure is used for supporting the pipe section. The stress of the butt joint of the supported pipe sections is relatively small, so that the reliability of the butt joint is improved. Furthermore, the nose pad structure is also beneficial for the staff to adjust the position of the pipe section, in particular, the staff can adjust the relative position of the pipe section and the shore joint by adjusting the position of the pipe section on the nose pad structure, so that the pipe section is accurately butted with the shore joint.
However, the following problems exist in the use of the nose pad structure for docking: the bearing capacity of the nose support structure is small, the stability of the support is relatively poor, and the accuracy and the reliability of the butt joint of the pipe section and the shore joint are affected; the position adjustment range of the pipe section on the nose support structure is smaller, the longitudinal adjustment distance is generally within 100mm, the transverse adjustment distance is within 150mm, the transverse direction refers to the extending direction of the cross beam between the two arms of the U-shaped structure, and the longitudinal direction refers to the extending direction of the cross beam, so that the pipe section needs to be accurately sunk on the nose support structure, the underwater construction difficulty is high, the process is complex, and the construction speed is low; only the cross beam between the two arms of the U-shaped structure is contacted with the pipe section, the area of the pipe section supported by the nose support structure is smaller, the butt joint part of the pipe section and the shore joint cannot be contacted with the nose support structure, the stress of the butt joint part is larger, the reliability is lower, and the butt joint part is easily influenced by external environmental factors such as earthquake, uneven settlement of weak stratum and the like to deform and leak water during the service period of the immersed tunnel.
In view of this, referring to fig. 1 and 2, an embodiment of the present application provides a shoreside joint installation structure for a immersed tube tunnel, which includes a shoreside joint 1, an immersed tube 2 and a platform structure 3. The immersed tube 2 is arranged at the bottom 011 of the water area and is close to the shore joint 1, and the shore joint 1 and the immersed tube 2 are in butt joint to form a tunnel; the bearing platform structure 3 is arranged below the end part of the butt joint of the immersed tube 2 and the bank joint 1 and is used for bearing the end part of the butt joint of the immersed tube 2 and the bank joint 1.
The upper end of the bearing platform structure 3 is a platform made of reinforced concrete, and can bear larger load. The butt joint of the shore joint 1 and the immersed tube 2 is supported by the bearing platform structure 3, the bearing platform structure 3 is high in stability and bearing capacity, the ends of the shore joint 1 and the immersed tube 2 can be stably supported on the bearing platform structure 3, and the reliability of the butt joint is improved. Under the steady support of the bearing platform structure 3, the immersed tube 2 can move relatively stably on the bearing platform structure 3, so that the butt joint precision of the immersed tube 2 and the shore joint 1 in the butt joint process is improved, the operation of workers is facilitated, and the butt joint difficulty is reduced. The bearing platform structure 3 is convenient to manufacture into a relatively large size, the moving range of the immersed tube 2 on the bearing platform structure 3 is also large, the longitudinal direction can reach more than 500mm, the transverse direction can reach more than 300mm, and the construction difficulty is reduced. In addition, the larger size of the bearing platform structure 3 is convenient for the immersed tube 2 to fall on the bearing platform structure 3 in the sinking process, and is beneficial to reducing the construction difficulty of sinking the immersed tube 2. In addition, the contact area of the bearing platform structure 3 and the immersed tube 2 and the contact area of the bearing platform structure and the shore joint 1 are large, the bearing platform structure 3 can be in contact with the butt joint, the butt joint can be supported by the bearing platform structure 3, the stress of the butt joint can be reduced, the deformation coordination of the butt joint can be improved, and the reliability of the butt joint can be improved. Therefore, the immersed tube tunnel bank joint mounting structure provided by the embodiment of the application has the advantages of being small in construction difficulty, high in butt joint precision and high in reliability of the butt joint position.
It should be noted that the end of the immersed tube 2 at the junction is the end of the immersed tube 2 for the junction with the shore connection 1.
The shore joint 1 refers to one end of a buried section on the shore, which is used for being connected with a immersed tube 2 positioned in water, and after the end of the immersed tube 2 of the shore joint 1 is butted, an inner cavity of the buried section on the shore is communicated with an inner cavity of the immersed tube 2 to form a tunnel for connecting a water area and land. Specifically, in some embodiments, referring to fig. 3 and 4, a shore structure 03 is disposed on a bank 02 and is fixed to the bank 02, including a flood control bank 031, the right side of the shore structure 03 is a water area 01, and a shore joint 1 is an end of a buried section on the shore extending out of the flood control bank 031 into the water area 01. The water area 01 may be a river, a lake, a sea, or the like.
Further, referring to fig. 1 and 2, the platform structure 3 includes a supporting structure 31 and a platform body 32. Wherein the support structure 31 is for erection in the soil at the bottom 011 of the body of water; the cap body 32 is supported on top of the support structure 31 to carry the end of the butt joint of the immersed tube 2 and the shore connection 1. In this structural form, the supporting structure 31, i.e. the pile foundation of the bearing platform structure 3, is used for extending into the soil, and is used as the foundation of the bearing platform structure 3, so as to ensure the stability of the bearing platform structure 3. The platform made of reinforced concrete at the top of the pile foundation is the pile foundation body 32, and when the number of pile foundations is a plurality of, the pile foundation body 32 connects the tops of a plurality of pile foundations. The bearing platform body 32 is positioned below the end of the butt joint of the immersed tube 2 and the shore joint 1 to bear the end of the butt joint of the immersed tube 2 and the shore joint 1.
In some embodiments, the supporting structure 31 comprises a sheet pile 311 and a foundation pile 312, the sheet pile 311 extending along the shore, the sheet pile 311 and the foundation pile 312 supporting the two ends of the platform body 32 in the direction perpendicular to the direction of extension of the shore, respectively, the sheet pile 311 being located on the side of the foundation pile 312 close to the shore. In this way, the foundation pile 312 is inserted into the soil to a deep depth, so that the stability of the pile cap body 32 is ensured. The sheet pile 311 is used for forming a blocking surface along the extending direction of the bank, and is used for blocking water flow to brush the soil body at the bottom of the bank structure 03, reducing the impact of water flow, sediment and the like on the bank and reducing the abrasion of the bank structure 03; on the other hand in river course drainage, diversion in-process for reduce the loss of silt of bank structure 03 bottom, with the damage that reduces bank structure 03 and receive, bank joint 1 installs on bank structure 03, and the protection of sheet pile 311 to bank structure 03 is favorable to improving the stability that bank joint 1 was installed, thereby improves the reliability of bank joint 1 and immersed tube 2 butt joint department. In addition, the depth of the sheet pile 311 inserted into the soil is generally smaller than the depth of the foundation pile 312 inserted into the soil, the installation stability of the foundation pile 312 is better, the supporting effect on the bearing platform body 32 is better, the shore joint 1 is installed on the shore structure 03, the soil on the shore is relatively compact to the soil in the water, and the stability of the installation of the shore joint 1 is relatively higher to the immersed tube 2 in the water, so that the foundation pile 312 is arranged on one side close to the immersed tube 2, and the sheet pile 311 is arranged on one side close to the shore joint 1, so that the overall stability of the immersed tube tunnel shore joint installation structure is improved. In addition, the sheet pile 311 is arranged on one side of the foundation pile 312 close to the shore, so that water flow sediment and the like flowing to the shore are blocked by the foundation pile 312 and then meet the sheet pile 311, the foundation pile 312 can share a part of tasks of blocking water flow, sediment and the like flowing to the shore, loss of the sheet pile 311 is reduced, and installation stability and service life of the sheet pile 311 are prolonged. On this basis, it is preferable that in some embodiments, the number of foundation piles 312 is plural, and the plurality of foundation piles 312 are arranged along the shore. In such a structural form, the supporting structure 31 has a better supporting effect on the bearing platform body 32. On this basis, in some embodiments, a plurality of foundation piles 312 are uniformly arranged along the extension direction of the bank.
The direction of the bank extending means the direction of the bank 02 extending toward the water 01.
In some embodiments, referring to fig. 2, 3 and 4, the platform body 32 includes a shore bearing area 321 and a immersed tube bearing area 322. The shore bearing area 321 is used for bearing the shore joint 1, the immersed tube bearing area 322 is used for bearing the end part of the butt joint of the immersed tube 2, the immersed tube bearing area 322 is lower than the shore bearing area 321, the immersed tube bearing area 322 is internally provided with a bearing protrusion 3221 extending upwards, and the upper surface of the bearing protrusion 3221 is flush with the shore bearing area 321. In such a structural form, the carrying protrusion 3221 is used for carrying the immersed tube 2, so that the contact area between the immersed tube 2 and the bearing platform body 32 is smaller, the immersed tube 2 can move on the bearing platform body 32 conveniently, the butt joint operation of the immersed tube 2 and the shore joint 1 is facilitated, and the butt joint construction precision is improved. Specifically, the shore connection 1 is fixed on the bank 02, and the immersed tube 2 is first immersed on the carrying protrusions 3221 and then moved in a direction approaching the shore connection 1 to be butted with the shore connection 1. On this basis, in some embodiments, a construction avoidance gap 323 is provided between the bearing projection 3221 and the shore bearing region 321. When the immersed tube 2 is in contact with the shore joint 1, a worker is required to operate the joint to carry out sealing connection on the joint, and the construction avoiding gap 323 reserves a certain operation space for the worker and is convenient for the worker to operate. It should be noted that, the construction avoiding gap 323 between the bearing protrusion 3221 and the shore bearing area 321 means that a gap is formed between a side of the bearing protrusion 3221 near the shore bearing area 32 and the shore bearing area 321 along the extending direction of the immersed tube 2.
In addition, the load-bearing protrusions 3221 also facilitate the force-bearing of the immersed tube 2. If the immersed tube 2 contacts with the bearing platform structure 3 in a large area, the contact force between the immersed tube 2 and the bearing platform structure 3 is difficult to control, the stress on the edge position of the contact area between the immersed tube 2 and the bearing platform structure 3 is large, the immersed tube 2 is possibly damaged, the bearing protrusions 3221 are arranged to enable the contact area between the immersed tube 2 and the bearing platform structure 3 to be small, the stress on the contact area between the immersed tube 2 and the bearing protrusions 3221 is relatively uniform, and the improvement of the stress condition of the immersed tube 2 is facilitated. Further, referring to fig. 1, the installation structure of the bank joint of the immersed tube tunnel further includes a stop 33, the stop 33 is disposed at an end of the platform structure 3 along a vertical direction of an extension direction of the immersed tube 2, the stop 33 extends along an up-down direction, an upper surface of the stop 33 is higher than an upper surface of the platform body 32, and the stop 33 is located at one side of the immersed tube 2 along the vertical direction of the extension direction of the immersed tube 2. In such a structural form, the stop block 33 can limit the transverse displacement of the immersed tube 2, thereby being beneficial to reducing the transverse precision requirement in the immersed tube 2 sinking process, improving the transverse position control efficiency when the immersed tube 2 is sinking, and being beneficial to preventing the immersed tube 2 from transverse displacement after sinking. Preferably, in some embodiments, the number of the stoppers 33 is two, and the two stoppers 33 are respectively disposed at two ends of the platform structure 3 along the direction perpendicular to the extending direction of the immersed tube 2, and the immersed tube 2 is disposed between the two stoppers 33. On this basis, in some embodiments, the upper end of the inner side of the stopper 33 is inclined in a direction away from the other stopper 33. In such a structural form, the relative positions of the upper ends of the two stop blocks 33 are larger, so that the difficulty in sinking control of the immersed tube 2 is further reduced, and the transverse automatic butt joint precision of the immersed tube 2 during sinking is improved. The inner side of the stopper 33 is a side of the stopper 33 between the two stoppers 33.
The embodiment of the application also provides a construction method, please refer to fig. 3, fig. 4 and fig. 8, for constructing the installation structure of the immersed tube tunnel shore joint 1 provided in the embodiment of the application, the method comprises:
step 101, constructing a bearing platform structure 3;
step 102, butt joint the immersed tube 2 and the shore joint 1 on the bearing platform structure 3.
Like this, carry out the butt joint of immersed tube 2 and bank joint 1 on cushion cap structure 3, immersed tube 2 receives cushion cap structure 3's firm supporting role, can carry out comparatively stable removal on cushion cap structure 3, the operation of the staff of being convenient for is favorable to improving the butt joint precision.
In some embodiments, referring to fig. 3, 4 and 9, the platform structure 3 includes a shore bearing area 321 and a immersed tube bearing area 322, the shore bearing area 321 is used for bearing the shore joint 1, the immersed tube bearing area 322 is disposed corresponding to the immersed tube 2, and the immersed tube bearing area 322 is lower than the shore bearing area 321; the immersed tube bearing area 322 is internally provided with an upward bearing boss 3221, the upper surface of the bearing boss 3221 is level with the shore bearing area 321, and the upper surface of the bearing boss 3221 is used for bearing the immersed tube 2; the method comprises the following steps:
step 201, overlapping the end of the immersed tube 2 on the bearing protrusion 3221;
step 202, pushing the end of the immersed tube 2 towards the shore joint 1 until the immersed tube 2 contacts with the end of the shore joint 1;
and 203, sealing and connecting the immersed tube 2 and the shore joint 1.
Like this, the setting of bearing boss 3221 is convenient for the immersed tube 2 remove on cushion cap body 32, is favorable to immersed tube 2 and the butt joint operation of bank joint 1, improves butt joint construction precision.
Further, referring to fig. 3, 4 and 10, in some embodiments, the platform structure 3 includes a supporting structure 31 and a platform body 32, and the supporting structure 31 is used to stand in the soil at the bottom 011 of the water; the cap body 32 is fixed on top of the supporting structure 31 to carry the end of the butt joint of the immersed tube 2 and the shore connection 1, step 101 comprises the steps of:
step 301, constructing a supporting structure 31 on shore;
302, constructing a cofferdam structure 07 on the bank, isolating a water-free construction area, and excavating a foundation pit on the bank;
step 303, constructing foundation pit supports in the foundation pit;
step 304, constructing a bearing platform body 32 on the supporting structure 31;
wherein the cap body 32 is located in the foundation pit.
Like this, utilize cofferdam dry method to construct cushion cap structure 3 in the foundation ditch, for directly constructing cushion cap structure 3 under water, be favorable to reducing the construction degree of difficulty, and can make the quality of cushion cap structure 3 higher, the precision is higher. The foundation ditch support, foundation ditch support promptly is one kind and sets up the retaining structure along the foundation ditch inner wall for consolidate foundation ditch inner wall and foundation ditch surrounding environment, can protect cushion cap structure 3, provide reliable firm space for the construction of cushion cap structure 3, guarantee cushion cap structure 3's construction safety, also be favorable to the safety of foundation ditch surrounding environment. The common foundation pit supports mainly comprise row pile supports, underground continuous wall supports, cement retaining walls, soil nailing walls, reverse arch walls, undisturbed soil slope and reinforced concrete row piles and the like.
In addition, the support structure 31 is constructed on shore, so that the construction is convenient, and the support structure 31 is stable. It should be noted that, during the process of digging the foundation pit, or after the foundation pit is dug, the redundant portion of the supporting structure 31 needs to be shoveled off, and then the bearing platform body 32 is constructed on the upper end of the supporting structure 31.
Further, in some embodiments, the land bearing area 321 and the land joint 1 are cast together on the basis that the land bearing area 321 and the land bearing area 322 are included in the bearing platform body 32, and the land bearing area 321 is used for bearing the land joint 1, and the land bearing area 322 is arranged corresponding to the end of the butt joint of the land pipe 2. In this way, the shoreside bearing area 321 and the shoreside joint 1 are constructed synchronously, so that the shoreside bearing area has good integrity, and the butt joint precision and the reliability of the butt joint position of the immersed tube 2 and the shoreside joint 1 are improved. On this basis, in some embodiments, a shore structure 03, such as a flood bank 031, may also be constructed contemporaneously with the shore connection 1.
Further, in some embodiments, before the sinking pipe 2 is docked with the shore connection 1 on the cap structure 3, and after the cap body 32 is constructed on the support structure 31, the construction method further comprises: backfilling and covering the foundation pit; removing at least a portion of the cofferdam structure 07 of the pre-installed location of the immersed tube 2; digging a foundation trench 04 at a pre-installation position of the immersed tube 2; after abutting the immersed tube 2 with the shore connection 1 on the bearing platform structure 3, the construction method further comprises: the base groove 04 is backfilled. That is, referring to fig. 3, 4 and 11, the construction method in this embodiment includes the steps of:
step 401, constructing the supporting structure 31 on shore;
step 402, constructing a cofferdam structure 07 on the bank, isolating a water-free construction area, and excavating a foundation pit on the bank;
step 403, constructing foundation pit supports in the foundation pit;
step 404, constructing the bearing platform body 32 on the supporting structure 31;
step 405, backfilling and covering the foundation pit;
step 406, removing cofferdam structure 07 of at least the pre-installation position part of immersed tube 2;
step 407, excavating a foundation trench 04 at the pre-installation position of the immersed tube 2;
step 408, butt-jointing the immersed tube 2 and the shore joint 1 on the bearing platform structure 3;
step 409, backfilling the base trench 04.
Referring to fig. 4, after the base groove 04 is backfilled, a immersed tube backfilling layer 06 is formed above the immersed tube 2. In this way, the foundation trench 04 and the immersed tube backfilling cover layer 06 can protect the immersed tube 2 and can prevent water from the immersed tube 2.
In some embodiments, referring to fig. 5 and 6, cofferdam structure 07 is a steel sheet pile grid cofferdam. Specifically, the steel sheet pile lattice cofferdam comprises cofferdam lattices 071 and lattice supports 072, and the number of the cofferdam lattices 071 and the lattice supports 072 is multiple and is correspondingly arranged one by one. The plurality of cofferdam grids 071 and the bank are surrounded to form an anhydrous construction area, and the cofferdam grids 071 are surrounded by a plurality of steel sheet piles. The cell supports 072 extend to the bank from the cofferdam cells 071 to fix the corresponding cofferdam cells 071 to the bank 02. Preferably, in some embodiments, the lattice support 072 is made of a concrete material.
On the basis that the cofferdam structure 07 is a steel sheet pile grid cofferdam, in some embodiments, referring to fig. 7, step 406 is: the cofferdam lattice 071 and the lattice support 072 of the cofferdam structure 07 at the position corresponding to the immersed tube 2 are removed. In this way, the construction is performed by using the steel sheet pile latticed cofferdam, only a part of cofferdam latticed 071 and latticed support 072 are required to be removed in the process of removing the cofferdam structure 07, the whole cofferdam structure 07 is not required to be removed, the occupied space of the immersed tube 2 is relatively small, the number of the cofferdam latticed 071 required to be removed is relatively small, and the construction amount is small. In addition, only a part of cofferdam grids 071 is removed, so that the non-removed cofferdam grids 071 can protect the embankment 02 in the service process of the installation structure of the immersed tube tunnel bank joint 1, and the reliability of the installation structure of the immersed tube tunnel bank joint 1 is enhanced.
In some embodiments, between step 404 and step 405, the construction method further comprises: a retaining wall 08 is constructed between the cofferdam structure 07 and the bank, the retaining wall 08 extends along the bank, along the extending direction of the bank, and the retaining wall 08 is positioned at one side of the bearing platform structure 3. The construction of the retaining wall 08 between the cofferdam structure 07 and the bank is advantageous for the backfilling of the earth covering of the area between the bank and the retaining wall 08, and the backfilling earth covering between the bank and the retaining wall 08 forms a bank backfill cover 09. Preferably, in some embodiments, the number of retaining walls 08 is two, and the two retaining walls 08 are located on opposite sides of the bearing platform structure 3 along the extending direction of the bank.
Further, in some embodiments, between step 408 and step 409, the construction method further comprises filling the void between the immersed tube 2 and the cap structure 3, and/or the void between the foundation trench 04 and the immersed tube 2, completing the immersed tube foundation 05. That is, referring to fig. 3, 4 and 12, the construction method in this embodiment includes the following steps:
step 501, constructing the supporting structure 31 on shore;
step 502, constructing a cofferdam structure 07 on the bank, isolating a water-free construction area, and excavating a foundation pit on the bank;
step 503, constructing foundation pit supports in the foundation pit;
step 504, constructing a bearing platform body 32 on the supporting structure 31, wherein the bearing platform body 32 is positioned in the foundation pit;
step 505, backfilling and covering the foundation pit;
step 506, removing at least part of the cofferdam structure 07;
step 507, excavating a foundation trench 04 at the pre-installation position of the immersed tube 2;
step 508, butt-jointing the immersed tube 2 and the shore joint 1 on the bearing platform structure 3;
step 509, filling the gap between the immersed tube 2 and the bearing platform structure 3 and/or the gap between the upper part of the foundation trench 04 and the immersed tube 2 to finish an immersed tube foundation 05;
step 510, backfilling the base trench 04.
Thus, immersed tube foundation 05 can support immersed tube 2. The soil quality of the water area bottom 011 is softer, and the immersed tube 2 is supported by the immersed tube foundation 05, so that the stability of the immersed tube 2 in the foundation trench 04 is improved.
It should be explained that the steps in the construction method provided in the embodiment of the present application may be permuted without collision.
The foregoing is merely a preferred embodiment of the present application and is not intended to limit the present application, and various modifications and variations may be made to the present application by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principles of the present application should be included in the protection scope of the present application.
Claims (12)
1. A immersed tube tunnel bank joint mounting structure, characterized by comprising:
a shore joint;
the immersed tube is arranged at the bottom of the water area and is close to the shore joint, and the shore joint and the immersed tube are in butt joint to form a tunnel;
the bearing platform structure is arranged at the end part of the butt joint of the immersed tube and below the shore joint and is used for bearing the end part of the butt joint of the immersed tube and the shore joint;
the bearing platform structure comprises:
a support structure for standing in the soil at the bottom of the body of water;
the bearing platform body is supported at the top of the supporting structure so as to bear the end part of the butt joint of the immersed tube and the shore joint;
the bearing platform body comprises:
the shore bearing area is used for bearing the shore joint;
the immersed tube bearing area is used for bearing the end part of the immersed tube butt joint part, the immersed tube bearing area is lower than the shore bearing area, bearing protrusions extending upwards are arranged in the immersed tube bearing area, and the upper surfaces of the bearing protrusions are flush with the shore bearing area.
2. The immersed tube tunnel shore joint installation structure of claim 1, wherein a construction avoidance gap is provided between the bearing protrusion and the shore bearing area.
3. The immersed tube tunnel shore joint installation structure according to claim 1, wherein the supporting structure comprises sheet piles and foundation piles, the sheet piles and the foundation piles extend along the shore, the sheet piles and the foundation piles respectively support both ends of the bearing platform body along the direction perpendicular to the extending direction of the shore, and the sheet piles are located on one side of the foundation piles close to the shore.
4. A immersed tube tunnel shore joint installation structure according to any one of claims 1 to 3, further comprising a stopper arranged at an end of the platform structure in a direction perpendicular to an extension direction of the immersed tube, the stopper extending in an up-down direction, an upper surface of the stopper being higher than an upper surface of the platform body, the stopper tube being located at one side of the immersed tube in the direction perpendicular to the extension direction of the immersed tube.
5. The immersed tube tunnel shore joint installation structure according to claim 4, wherein the number of the stoppers is two, the two stoppers are respectively arranged at two ends of the bearing platform structure along the vertical direction of the extending direction of the immersed tube, and the immersed tube is positioned between the two stoppers.
6. The immersed tube tunnel shore connection installation structure of claim 5, wherein an upper end of an inner side of said stopper is inclined in a direction away from the other of said stoppers.
7. A construction method for constructing the immersed tube tunnel shore joint installation structure according to any one of claims 1 to 6, characterized in that the construction method comprises:
constructing the bearing platform structure;
and butting the immersed tube with the shore joint on the bearing platform structure.
8. The method of construction of claim 7, wherein said interfacing the submerged pipe with the shore connection on the deck structure comprises:
overlapping the end part of the immersed tube on the bearing bulge;
pushing the end of the immersed tube towards the shore joint until the immersed tube is in contact with the end of the shore joint;
and the immersed tube and the shore joint are fixedly connected in a sealing way.
9. The method of claim 7, wherein the constructing the deck structure comprises:
constructing the support structure onshore;
constructing a cofferdam structure on the bank, isolating a water-free construction area, and excavating a foundation pit on the bank;
constructing a foundation pit support in the foundation pit;
constructing the bearing platform body on the supporting structure;
the bearing platform body is located in the foundation pit.
10. The method of construction according to claim 9 wherein the shoreside bearing area is cast molded with the shoreside joint.
11. The method of construction of claim 9, wherein prior to said abutting said immersed tube with said shore connection on said cap structure and after construction of said cap body on said support structure, said method of construction further comprises:
backfilling and covering the foundation pit;
removing at least a portion of said cofferdam structure of said immersed tube pre-installation location;
digging a foundation trench at a pre-installation position of the immersed tube;
after the butt joint of the immersed tube and the shore joint on the bearing platform structure, the construction method further comprises the following steps:
backfilling the base groove.
12. The method of construction of claim 11, further comprising, prior to said backfilling said foundation trench, after said abutting said immersed tube with said shore connection on said deck structure:
and filling gaps between the immersed tube and the bearing platform and/or gaps between the upper part of the foundation groove and the immersed tube to finish an immersed tube foundation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210629576.9A CN115198798B (en) | 2022-06-01 | 2022-06-01 | Immersed tube tunnel bank joint installation structure and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210629576.9A CN115198798B (en) | 2022-06-01 | 2022-06-01 | Immersed tube tunnel bank joint installation structure and construction method |
Publications (2)
| Publication Number | Publication Date |
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| CN115198798A CN115198798A (en) | 2022-10-18 |
| CN115198798B true CN115198798B (en) | 2024-03-15 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN202210629576.9A Active CN115198798B (en) | 2022-06-01 | 2022-06-01 | Immersed tube tunnel bank joint installation structure and construction method |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB865567A (en) * | 1958-01-28 | 1961-04-19 | Dennis Percy Bertlin | Improvements in or relating to the construction of tunnels |
| CN1804375A (en) * | 2005-01-14 | 2006-07-19 | 上海隧道工程股份有限公司 | Immersed tube tunnel final joints structure form and use method thereof |
| CN103741725A (en) * | 2014-01-17 | 2014-04-23 | 天津市市政工程设计研究院 | Immersed tunnel final joint and shoreside dry-work construction method thereof |
| CN108239998A (en) * | 2017-08-10 | 2018-07-03 | 北京九州动脉隧道技术有限公司 | A kind of underwater bridge structure and its construction method |
| CN113585345A (en) * | 2021-08-13 | 2021-11-02 | 中南大学 | Offshore inland river junction area immersed tunnel construction process |
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2022
- 2022-06-01 CN CN202210629576.9A patent/CN115198798B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB865567A (en) * | 1958-01-28 | 1961-04-19 | Dennis Percy Bertlin | Improvements in or relating to the construction of tunnels |
| CN1804375A (en) * | 2005-01-14 | 2006-07-19 | 上海隧道工程股份有限公司 | Immersed tube tunnel final joints structure form and use method thereof |
| CN103741725A (en) * | 2014-01-17 | 2014-04-23 | 天津市市政工程设计研究院 | Immersed tunnel final joint and shoreside dry-work construction method thereof |
| CN108239998A (en) * | 2017-08-10 | 2018-07-03 | 北京九州动脉隧道技术有限公司 | A kind of underwater bridge structure and its construction method |
| CN113585345A (en) * | 2021-08-13 | 2021-11-02 | 中南大学 | Offshore inland river junction area immersed tunnel construction process |
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| CN115198798A (en) | 2022-10-18 |
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