Reinforcing structure for underwater receiving end of ultra-deep and ultra-large-diameter shield
Through the combined reinforcement structure of MJS piles and vertical freezing curtains, the uniformity and water sealing problems of the underwater receiving end reinforcement of the ultra-large diameter shield tunnel crossing the river were solved, achieving a safe and effective reinforcement effect, which is suitable for complex strata and large-diameter shield construction.
Patent Information
- Application Number
- CN202422293635.7
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2024-09-12
- Publication Date
- 2025-10-17
- Estimated Expiration
- 2034-09-12
AI Technical Summary
In the existing technology for reinforcing the underwater receiving end of a super-large diameter shield tunnel crossing a river, it is difficult to effectively retain the slurry, the reinforcement range of the grouting method is limited, and the uniformity and water-stopping properties of the three-axis mixing pile reinforcement are difficult to meet the requirements, resulting in a high risk of water sealing and prone to water and sand gushing accidents.
The MJS method pile reinforcement body is combined with vertical freezing curtains for reinforcement. The MJS method pile reinforcement body is composed of multiple rows of piles of equal thickness that are overlapped and interlocked. Vertical freezing curtains are set in the gaps to ensure that the reinforcement structure is uniform and dense in the horizontal and vertical directions. Combined with precipitation wells and freezing pipes, a water sealing system is formed.
It improves the uniformity and water sealing effect of the reinforced structure, reduces the risk of water and sand gushing, ensures the safe reception of ultra-large diameter shield machines, has a wide range of applications, and has minimal construction clearance restrictions.
Smart Images
Figure CN223447042U_ABST
Abstract
Description
TECHNICAL FIELD
[0001] The utility model relates to a kind of super-deep super-large diameter shield water receiving end reinforcement structure, belong to shield method tunnel construction technical field. BACKGROUND
[0002] With the development of urban traffic, the traditional cross-river bridge is difficult to meet the long-distance, large-flow traffic demand, the construction of underwater tunnel across river becomes the trend, shield method tunnel diameter increases continuously, surrounding environment and stratum condition are gradually complex and changeable, especially in the reinforcement of super-large diameter shield water receiving end across river, when using grouting method reinforcement, slurry is difficult to effectively retain under the action of groundwater seepage, leading to the effective range of reinforcement area narrowing, unable to meet the water sealing requirement, receiving risk coefficient is larger;When using triaxial mixing pile reinforcement, reinforcement uniformity and water stop property are difficult to meet the requirement, and reinforcement depth is limited, not applicable to underwater receiving project of large-diameter shield across river, prone to cause water gushing, sand gushing and other engineering accidents when breaking the portal. In summary, the super-large diameter shield water receiving end across river needs a structure that can meet the reinforcement water sealing requirement, and ensure that the reinforcement structure is uniform and dense in horizontal and vertical directions, to ensure the safe completion of super-deep super-large diameter shield receiving.
[0003] Water receiving of super-large diameter shield across river is one of the key nodes of shield method underwater tunnel construction, and also the link with the highest risk coefficient. Before shield water receiving, the receiving end well is reinforced by MJS method pile row lapping and sealing water, and the soil around the receiving end well enclosure structure has certain self-stability after the completion of reinforcement structure, and the vertical freezing can cut off the hydraulic connection between reinforcement area and external soil, and reinforcement meets the sealing water requirement. UTILITARIAN CONTENT
[0004] The utility model aims at the advantages and disadvantages of existing reinforcement technology, and proposes a kind of super-deep super-large diameter shield water receiving end reinforcement structure, which improves the safety coefficient of super-large diameter shield super-deep tunneling and ensures that the reinforcement structure is uniform and dense in horizontal and vertical directions, to ensure the safe receiving of super-large diameter shield.
[0005] To achieve the above object, the utility model adopts the following technical scheme:
[0006] The application relates to a reinforced structure of an ultra-deep and ultra-large-diameter shield water receiving end, which comprises a receiving end well enclosure, an MJS method pile reinforced body, a vertical freezing curtain, a receiving end well and a receiving shield tunnel; the receiving end well enclosure is arranged outside the receiving end well in a semi-enclosing mode; the MJS method pile reinforced body is arranged outside the receiving end well enclosure, and a gap space is reserved between the receiving end well enclosure and the MJS method pile reinforced body; after the receiving end well is excavated and constructed, the MJS method pile at the gap is further constructed; and the vertical freezing curtain is arranged near the receiving end well enclosure.
[0007] Preferably, the MJS method pile reinforced body is formed by a plurality of rows of MJS method piles with equal thickness, each row has a thickness not smaller than 1600 mm, and the width of the overlapping part between the rows is not smaller than 400 mm.
[0008] Preferably, the gap between the MJS method pile reinforced body and the receiving end well enclosure is 900 mm, and after the receiving end well is excavated, the MJS method pile is further constructed at the gap to reinforce the stratum of the receiving end well.
[0009] Preferably, the vertical freezing curtain is formed by arranging vertical freezing pipes close to the receiving end well enclosure after the MJS method pile at the gap is constructed, and the vertical freezing pipes are circulated by salt water as refrigerant.
[0010] Preferably, the vertical freezing pipes are arranged in three rows, the first row is 500 mm away from the receiving end well enclosure, the distance between the other rows is 1000 mm, the distance between the freezing pipes in the same row is 1100 mm, and the verticality of the freezing pipes is set as 3%.
[0011] Preferably, the longitudinal reinforcing range of the MJS method pile reinforced body is not smaller than 16 m away from the receiving end well enclosure, the transverse reinforcing width is not smaller than 6 m outside the shield tunnel, the reinforcing depth is not smaller than 6 m outside the top and bottom edges of the shield tunnel, the diameter of the MJS method pile is set as 1600 mm, the verticality is set as 5%, and the pile center distance is set as 600 mm.
[0012] Preferably, the vertical freezing curtain is arranged outside the receiving end well enclosure and ensures that the water-stopping and anti-seepage requirements are met, the range of the vertical freezing curtain is not smaller than 5 m outside the upper, left and right edges of the shield tunnel, not smaller than 6 m outside the lower edge, and not smaller than 3 m in the longitudinal thickness of the shield tunnel.
[0013] Preferably, the interface temperature between the MJS method pile reinforced body and the vertical freezing curtain is detected, and not less than 20 dewatering wells are arranged inside and outside the receiving end well enclosure, the well depth is 40 m, and the dewatering and receiving processes are connected.
[0014] The application has the following beneficial effects:
[0015] The soil is reinforced using multiple rows and columns of MJS piles in an overlapping arrangement. This method is applicable to a wide range of strata, has minimal construction clearance restrictions, and has minimal impact on the surrounding environment. The pile reinforcement depth is large, allowing for underwater reinforcement in the receiving well after a 16m-class large-diameter shield tunneling tunnel is completed. The MJS piles form a continuous wall, and the overlapping arrangement creates dense and uniform piles in the depth direction, providing good water-stopping properties.
[0016] A vertical freezing curtain is installed between the receiving end head well retaining structure and the MJS pile reinforcement to prevent leakage at the joint position, ensuring that the water sealing requirements are met, further reducing the construction risk of sand and water gushing during the receiving process, and further improving the safety factor of the underwater receiving after the shield crosses the river;
[0017] The MJS construction method pile reinforcement body and the vertical freezing wall form a joint reinforcement and water sealing structure to prevent groundwater from entering the end well water receiving construction range. BRIEF DESCRIPTION OF THE DRAWINGS
[0018] In order to more specifically and intuitively illustrate the embodiments of the present invention or the prior art solutions, the following briefly introduces the drawings required in the embodiments or the prior art descriptions.
[0019] Figure 1 This is a plan view of the reinforcement structure proposed in this utility model;
[0020] Figure 2 This is a cross-sectional view of the reinforcement structure proposed in the present utility model;
[0021] In the figure: 1-receiving end shaft enclosure structure, 2-MJS construction method pile reinforcement body, 3-vertical freezing curtain, 4-receiving end shaft, 5-receiving shield tunnel, 6-vertical freezing pipe. DETAILED DESCRIPTION
[0022] The present invention will be further described below with reference to the accompanying drawings and embodiments.
[0023] The structures, proportions, sizes, etc. drawn in the drawings of this specification are only used to match the contents disclosed in the specification, so as to facilitate understanding and reading by those familiar with the relevant technology. They are not used to limit the conditions for the implementation of the utility model, and therefore have no substantial technical significance. Any modification of the structure, change in the proportional relationship or adjustment of the size, without affecting the efficacy and purpose of the utility model, should still fall within the scope of the technical content disclosed in the utility model. At the same time, the terms such as "upper", "lower", "left", "right", "middle" and "one" quoted in this specification are only for the convenience of description and are not used to limit the scope of the implementation of the utility model. Changes or adjustments in their relative relationships, without substantially changing the technical content, should also be regarded as the scope of the implementation of the utility model.
[0024] Reference is made to the accompanying drawings Figure 1 、 2 A reinforced structure of an ultra-deep and ultra-large diameter shield water receiving end, comprising a receiving end well enclosure, an MJS method pile reinforcement body, a vertical freezing curtain, a receiving end well, and a receiving shield tunnel; the receiving end well enclosure is arranged semi-encircling outside the receiving end well, the MJS method pile reinforcement body is arranged outside the receiving end well enclosure, and a gap space is reserved between the receiving end well enclosure and the MJS method pile reinforcement body, after the receiving end well excavation construction is completed, the MJS method pile at the gap is continued to be constructed, and the vertical freezing curtain is located near the receiving end well enclosure.
[0025] In the embodiment, the MJS method pile reinforcement body is formed by a plurality of rows of MJS method piles with equal thickness, and the thickness of each row is 1000 mm, and the width of the overlapping part between the rows is 400 mm.
[0026] In the embodiment, the gap between the MJS method pile reinforcement body and the receiving end well enclosure is 900 mm, and after the receiving end well excavation is completed, the MJS method pile is continued to be constructed at the gap to reinforce the receiving end stratum.
[0027] In the embodiment, after the MJS method pile at the gap is constructed, three rows of vertical freezing pipes are arranged close to the receiving end well enclosure to be frozen by salt water coolant circulation.
[0028] In the embodiment, the longitudinal reinforcement range of the MJS method pile reinforcement body region is 16 m away from the receiving end well enclosure, the transverse reinforcement width is 6 m outside the shield tunnel, the reinforcement depth is in the range of 6 m outside the top edge and 7 m outside the bottom edge of the shield tunnel, the diameter of the MJS method pile is set to 1600 mm, the verticality is set to 5 ‰, and the pile center distance is set to 600 mm.
[0029] In the embodiment, the vertical freezing curtain needs to ensure that the water stop and anti-seepage requirements are met, and is arranged outside the receiving end well, the vertical freezing curtain is designed to be within a range of 5 m outside the upper, left and right edges of the shield tunnel and a range of 6 m outside the lower edge, the longitudinal thickness along the shield tunnel is not less than 3 m, the vertical freezing pipe is arranged at a spacing of 1100 mm, the row spacing is 1000 mm, and the verticality of the freezing pipe is set to 3 ‰.
[0030] In the embodiment, the interface temperature of the MJS method pile reinforcement body strength and the vertical freezing curtain needs to be detected, and 20 dewatering wells are arranged inside and outside the receiving end well enclosure, the well depth is 40 m, and the dewatering and receiving processes are connected.
[0031] In the embodiment, the vertical freezing pipe is made of No. 20 high-quality carbon structural steel, and the freezing pipe joint adopts a butt welding connection joint with an inner lining pipe; the length of the freezing pipe lowered is not less than the design freezing depth, and is not more than 0.5 m of the design freezing depth.
[0032] The above merely describes a more reasonable specific implementation manner of the present application, but the protection scope of the present application is not limited thereto, any skilled person in the art, according to the technical scheme and the inventive concept of the present application, makes equivalent replacement or change within the technical range disclosed by the present application, which should be covered in the protection scope of the present application. The scope of the present application is defined by the appended claims and their equivalents.
Claims
1. A super-deep and super-large diameter shield underwater receiving end reinforcement structure, characterized in that The invention comprises a receiving end well enclosure structure (1), an MJS construction method pile reinforcement body (2), a vertical freezing curtain (3), a receiving end well (4) and a receiving shield tunnel (5); the receiving end well enclosure structure (1) is semi-enclosed and arranged outside the receiving end well (4); the MJS construction method pile reinforcement body (2) is arranged outside the receiving end well enclosure structure (1); and a gap space is reserved between the receiving end well enclosure structure (1) and the MJS construction method pile reinforcement body (2); after the excavation construction of the receiving end well (4) is completed, the MJS construction method pile is continued to be installed in the gap; the vertical freezing curtain (3) is located near the receiving end well enclosure structure (1).
2. The ultra-deep and ultra-large diameter shield underwater receiving end reinforcement structure according to claim 1 is characterized in that: The MJS construction method pile reinforcement body (2) is composed of multiple rows of MJS construction method piles of equal thickness, which are interlocked and overlapped. The thickness of each row is not less than 1600 mm, and the width of the overlap between rows is not less than 400 mm.
3. The ultra-deep and ultra-large diameter shield underwater receiving end reinforcement structure according to claim 1 is characterized in that: The gap between the MJS construction method pile reinforcement body (2) and the receiving end well enclosure structure (1) is 900 mm. After the excavation of the receiving end well (4) is completed, MJS construction method piles are continued to be installed in the gap to reinforce the receiving end stratum.
4. The ultra-deep and ultra-large diameter shield underwater receiving end reinforcement structure according to claim 1 is characterized in that: After the MJS pile construction at the gap is completed and reaches a certain strength, three rows of vertical freezing pipes (6) are arranged closely to the receiving end well enclosure structure (1) to form the vertical freezing curtain (3) by circulating freezing with brine refrigerant.
5. The ultra-deep and ultra-large diameter shield underwater receiving end reinforcement structure according to claim 2, characterized in that: The longitudinal reinforcement range of the MJS construction method pile reinforcement body (2) is not less than 16m from the receiving end well enclosure structure (1), the transverse reinforcement width is not less than 6m outside the receiving shield tunnel (5), and the reinforcement depth is not less than 6m and 7m outside the top and bottom edges of the receiving shield tunnel (5), respectively. The diameter of the MJS construction method pile is set to 1600mm, the verticality is set to 5‰, and the pile center distance is set to 600mm.
6. The ultra-deep and ultra-large diameter shield underwater receiving end reinforcement structure according to claim 4 is characterized in that: The vertical freezing pipes (6) are arranged in three rows, the first row is 500 mm away from the receiving end well enclosure structure (1), the other rows are spaced 1000 mm apart, the spacing between freezing pipes in the same row is 1100 mm, and the verticality of the freezing pipes is set to 3‰.
7. The ultra-deep and ultra-large diameter shield underwater receiving end reinforcement structure according to claim 4, characterized in that: The vertical freezing curtain (3) ensures that the requirements for water stopping and anti-seepage are met. It is set outside the receiving end well (4). The range of the vertical freezing curtain (3) is not less than 5m outside the upper, left and right edges of the receiving shield tunnel (5), and not less than 6m outside the lower edge. The longitudinal thickness along the receiving shield tunnel (5) is not less than 3m.
8. The ultra-deep and ultra-large diameter shield underwater receiving end reinforcement structure according to claim 3, characterized in that: Before the underwater receiving construction, the interface temperature between the strength of the MJS pile reinforcement body (2) and the vertical freezing curtain (3) is detected, and no less than 20 dewatering wells with a depth of 40m are arranged inside and outside the receiving end well enclosure structure (1) to connect with the receiving process.