Underneath-penetrating water delivery pipeline shield tunneling construction structure and construction method

Abstract

Before shield tunneling construction, tensile beams are arranged on the two sides of the water conveying pipeline, a plurality of steel wire ropes are arranged in a soil body on the lower side of the water conveying pipeline in an array penetrating mode in the direction perpendicular to the water conveying pipeline, and the two ends of each steel wire rope are arranged on the tensile beams. The steel wire ropes form an anti-settlement area at the lower part of the water conveying pipeline; in the shield tunneling construction process, the settlement amount of the ground above the water conveying pipeline is dynamically monitored, the pulling force at the two ends of the steel wire ropes is dynamically adjusted according to the settlement amount of the ground above the water conveying pipeline, and the stability of ground settlement is controlled when the subway shield downwards penetrates through the existing water conveying pipeline. And therefore, the technical problem of actively controlling the deformation of the water delivery pipeline when the subway shield in the area sensitive to stratum disturbance downwards passes through the existing water delivery pipeline is solved.

Description

Technical Field

[0001] The invention relates to the technical field of subway shield construction, and in particular to a shield tunneling construction structure and a construction method for underpass water pipeline. Background Art

[0002] With the rapid development of urban rail transit, the number of subway shield tunnel lines has gradually increased, and it is inevitable that the existing water pipeline facilities in the city will be passed under the construction process. Since the construction of subway shield tunnels will cause changes in the stress field of the surrounding soil, the water pipeline above the iron shield tunnel will be deformed, and in severe cases, the water pipeline will rupture and leak, which will lead to safety accidents; for example, in 2017, the construction of Shenzhen Metro Line 7 caused the upper water supply pipe to rupture, resulting in ground collapse, causing a major accident in which one person died and four people were injured; for example, during the construction of Shenzhen Metro Line 16 and Hangzhou Metro Line 9, natural gas pipelines were damaged and caused gas leaks.

[0003] In the article "Study on the Impact of Shield Tunnel Underpass Construction on Existing Tunnels", the impact of shield construction on nearby pipelines was studied, and the safety control standards and calculation methods for existing pipelines during shield tunnel underpass construction were summarized. Combined with specific engineering practices, a comprehensive safety control criterion for existing tunnels was proposed: the differential settlement gradient of the pipe section is not greater than 1‰, the differential settlement of the pipe section is not greater than 10mm, the opening value of the pipe section joint is not greater than 3mm, and the change rate is not greater than 2mm / d; and based on the Peck formula, the relative stiffness R of the pipe-soil was introduced, and a simple method for calculating the water-stop elongation at the tunnel joint was proposed and verified. The following suggestions are put forward for the actual project implementation: ① During the construction of double-line shield tunneling, it is recommended to complete the excavation of one line before constructing the other line to avoid causing major disturbance to the existing tunnel; ② Reasonable selection of shield construction parameters to avoid soil collapse or uplift caused by too small or too large parameters, which may lead to damage to the existing tunnel; ③ Increasing the vertical spacing between the new tunnel and the existing tunnel can effectively reduce the vertical deformation of the existing tunnel; ④ For poor strata, the strata can be improved through grouting reinforcement, early precipitation and other measures to effectively reduce the vertical deformation of the existing tunnel; However, the above suggestions for the implementation of actual projects are all to passively reduce the impact on existing tunnels or pipelines to a certain extent by improving the construction plan or parameters. In fact, it does not provide how to actively control the deformation of the existing water pipelines in the city during shield tunneling construction.

[0004] Especially in the Zhengzhou area, the strata of the shield tunnel mainly consist of multi-layered geological conditions formed by the Yellow River floods, mainly composed of clayey silt, silty clay, and fine sand. Under the conditions of the existence of phreatic water at a buried depth of 8.42 - 13.92 meters and local perched water, the subway shield construction is relatively sensitive to stratum disturbance. Therefore, when passing under the water conveyance pipeline, the impact on the water conveyance pipeline is greater. Therefore, how to ensure the construction safety of shield tunneling under the water conveyance pipeline and actively control the deformation of the water conveyance pipeline during shield tunneling is still a technical problem that needs continuous research. Summary of the Invention

[0005] In order to overcome the deficiencies in the background technology, the present invention discloses a shield tunneling construction structure and construction method for passing under a water conveyance pipeline, aiming to solve the technical problem of actively controlling the deformation of the water conveyance pipeline during the construction of a subway shield passing under an existing water conveyance pipeline in an area where the stratum disturbance is relatively sensitive.

[0006] In order to achieve the above-mentioned invention purpose, the present invention adopts the following technical solutions: A shield tunneling construction structure for passing under a water conveyance pipeline is used to avoid the disturbance of the water conveyance pipeline caused by the settlement of the soil above the shield tunnel during the construction of the shield tunnel passing under the water conveyance pipeline; before the shield tunneling construction, tensile beams are arranged on both sides of the water conveyance pipeline; along the direction perpendicular to the water conveyance pipeline, a number of steel wires are arrayed and penetrated through the soil under the water conveyance pipeline; both ends of the steel wires are arranged on the tensile beams; by applying tensile forces at both ends of the number of steel wires, an anti-settlement area is formed under the water conveyance pipeline.

[0007] Furthermore, the tensile beams are fixedly arranged on both sides of the water conveyance pipeline through tensile piles.

[0008] Preferably, the tensile beams are fixedly arranged on both sides of the water conveyance pipeline through ground anchor cables.

[0009] Furthermore, a number of support beams are arranged between the tensile beams on both sides of the water conveyance pipeline.

[0010] Furthermore, a wire rope anchoring seat A and a wire rope anchoring seat B are fixedly arranged on the tensile beam. A core-piercing hydraulic lifter is arranged on the wire rope anchoring seat A. The steel wire passes through the wire rope anchoring seat A and the wire rope anchoring seat B in sequence, and the tensile force is applied through the core-piercing hydraulic lifter; the core-piercing hydraulic lifter is connected to a servo hydraulic system through a hydraulic pipeline.

[0011] Furthermore, a grouting pipe is arranged outside the section of the steel wire penetrating through the soil under the water conveyance pipeline. Grouting holes are evenly distributed on the outer surface of the middle section of the grouting pipe, and cement slurry is injected under pressure into the grouting pipe.

[0012] Furthermore, a number of settlement monitoring points are fixedly arranged on the ground of the section where the shield tunnel passes under the water conveyance pipeline.

[0013] A shield tunneling construction method for passing under a water conveyance pipeline includes the following construction steps: S1. Set settlement monitoring points: Along the directly above of the water pipeline, along its alignment, a number of settlement monitoring points are evenly arranged on the ground above the pre-constructed shield tunnel. S2. Construction of tensile beams: Before the construction of the shield tunnel, at the four corners where the water pipeline intersects with the pre-constructed shield tunnel, construct four groups of tensile piles. On the upper part of the tensile piles, construct pile caps. Between the pile caps on the same side of the water pipeline, construct tensile beams, and connect the tensile beams to the pile caps. Between the tensile beams, construct support beams, and connect the support beams to the tensile beams. The wire rope anchor seats A and B are embedded on the tensile beams, and the core-piercing hydraulic lifters are fixedly arranged on the wire rope anchor seat A. Or before the construction of the shield tunnel, at the four corners where the water pipeline intersects with the pre-constructed shield tunnel, construct four groups of ground anchor cables. On the upper part of the ground anchor cables on the same side of the water pipeline, construct tensile beams. Between the tensile beams, construct support beams, and connect the support beams to the tensile beams. The wire rope anchor seats A and B are welded on the tensile beams, and the core-piercing hydraulic lifters are fixedly arranged on the wire rope anchor seat A. S3. Wire rope setting: On one side of the water pipeline, construct a guide hole to the other side through horizontal directional drilling, and then set the grouting pipe in the guide hole through an expansion head. The wire rope passes through one end of the grouting pipe, and then both ends of the wire rope are set on the core-piercing hydraulic lifters. When setting the wire rope, start from the middle wire rope and proceed sequentially to both sides. S4. Pre-tension setting of wire rope: Synchronously apply pre-tension to the wire rope through the core-piercing hydraulic lifters arranged on the two side tensile beams. The range of the pre-tension setting is 5.0 - 10.0 kN. When setting the pre-tension of the wire rope, start from the middle wire rope and proceed sequentially to both sides. When setting the pre-tension of the wire rope, dynamically monitor the vertical displacement of several settlement monitoring points. When it is detected that there is a vertical upward displacement of a settlement monitoring point, lock the pre-tension applied to the wire rope by the core-piercing hydraulic lifter through the hydraulic servo system. S5. Grouting of the grouting pipe: First, inject cement slurry from one side of the grouting pipe at a pressure of 0.1 MPa, and discharge the residual slurry in the grouting pipe from the other side of the grouting pipe. When the residual slurry in the grouting pipe is completely discharged, block the other side nozzle of the grouting pipe, and then continue to inject cement slurry at a pressure of 0.2 - 0.5 MPa. During the grouting process, dynamically monitor the vertical displacement of several settlement monitoring points. When it is detected that there is a vertical upward displacement of a settlement monitoring point, stop grouting, maintain the grouting pressure for 10 - 20 minutes, and then block the nozzle of the grouting pipe. When grouting the grouting pipe, start from the middle grouting pipe and proceed sequentially to both sides. S6. Stability after grouting: After the grouting is completed, within 72 hours, measure the vertical displacement change of the settlement monitoring points every two hours; when it is monitored that there is a vertical upward displacement of a settlement monitoring point, use the hydraulic servo system to synchronously reduce the pressure of the core-piercing hydraulic lifters on both sides of the wire rope corresponding to the settlement monitoring point. The pressure of the core-piercing hydraulic lifter is reduced by 5% of the initial pressure each time, and then observe whether the vertical displacement of the corresponding settlement monitoring point converges within hours; repeat the above process until the displacements of all settlement monitoring points in the vertical direction are stable and the total displacement is controlled within the set threshold range, and the construction of the shield tunneling structure under the water conveyance pipeline is completed. S7. Control during shield tunneling construction: After the construction of the shield tunneling structure under the water conveyance pipeline is completed, carry out shield tunneling construction; during the shield tunneling construction, dynamically monitor the vertical displacement change of the settlement monitoring points. When it is monitored that there is a vertical displacement change of a settlement monitoring point, use the hydraulic servo system to synchronously increase or decrease the pressure of the core-piercing hydraulic lifters on both sides of the wire rope corresponding to the settlement monitoring point. The adjustment range of the pressure of the core-piercing hydraulic lifter is increased or decreased by 5% of the initial pressure each time, and then observe whether the vertical displacement of the corresponding settlement monitoring point converges and stabilizes within hours; repeat the above process until 20 days after the shield tunneling under the water conveyance pipeline is completed, anchor both ends of the wire rope on the wire rope anchoring seat B, and then unload and remove the core-piercing hydraulic lifters.

[0014] Due to the adoption of the above technical solution, the present invention has the following beneficial effects: A shield tunneling construction structure and construction method for tunneling under a water conveyance pipeline disclosed by the present invention. Before the shield tunneling construction, tensile beams are arranged on both sides of the water conveyance pipeline. Along the direction perpendicular to the water conveyance pipeline, a number of wire ropes are arrayed and penetrated through the soil under the water conveyance pipeline. Both ends of the wire ropes are arranged on the tensile beams. By applying tensile force at both ends of the number of wire ropes, an anti-settlement area is formed under the water conveyance pipeline; during the shield tunneling construction process, dynamically monitor the settlement amount of the ground above the water conveyance pipeline, and dynamically adjust the magnitude of the tensile force at both ends of the number of wire ropes according to the magnitude of the settlement amount of the ground above the water conveyance pipeline, and control the stability of the ground settlement during the construction of the subway shield tunneling under the existing water conveyance pipeline, thereby solving the technical problem of actively controlling the deformation amount of the water conveyance pipeline during the construction of the subway shield tunneling under the existing water conveyance pipeline in areas where the formation disturbance is relatively sensitive. Description of the Drawings

[0015] Figure 1 It is a schematic plan view of the shield tunneling construction structure for tunneling under the water conveyance pipeline in Embodiment 1; Figure 2 It is a schematic sectional view of the shield tunneling construction structure for tunneling under the water conveyance pipeline in Embodiment 1; Figure 3 It is a schematic plan view of the shield tunneling construction structure for tunneling under the water conveyance pipeline in Embodiment 2; Figure 4 This is a schematic cross-sectional view of the shield tunneling construction structure under the water pipeline of Example 2.

[0016] In the figure: 1. Water pipeline; 2. Shield tunnel; 3. Tensile piles; 4. Capping platform; 5. Ground anchor cable; 6. Tensile beam; 7. Support beam; 8. Grouting pipe; 9. Wire rope; 10. Wire rope anchor seat A; 11. Wire rope anchor seat B; 12. Core-through hydraulic lifter; 13. Settlement monitoring point. DETAILED DESCRIPTION

[0017] The present invention can be explained in detail by the following examples, and the purpose of disclosing the present invention is to protect all technical improvements within the scope of the present invention.

[0018] Example 1, see the attached specification Figure 1 , 2 : A shield tunneling construction structure that passes under a water pipeline. Taking a subway project in Zhengzhou as an example, the shield tunneling needs to pass under a DN1400mm water supply pipe (water pipe with a pressure source, water pressure 0.3MPa). The water supply pipe is made of concrete pipe, and the pipe section length is 2m and 4m in two forms, with a socket joint, mortar + hemp tendon sealing, and the foundation is rammed with original soil; the buried depth of the water supply pipe is 1.56m, the net distance between the water supply pipe and the shield tunneling is 9.6m, the outer diameter of the pipe segment is 6.20m, and the inner diameter is 5.50m; the design unit has a pressure pipeline settlement control standard of 0-10mm, and the water company requires as little settlement as possible during construction; the site is mainly composed of multi-layered geological conditions consisting of miscellaneous fill, clay silt, silty clay, and fine sand; The shield tunneling construction structure under the water pipeline is completed before the shield tunneling construction, including the tensile beams 6 set at a distance of 30 meters on both sides of the water pipeline 1, and 10 steel wire ropes 9 arranged in parallel array in the direction perpendicular to the water pipeline 1 and in the soil under the water pipeline 1. The distance between adjacent steel wire ropes 9 is 1.0m. A grouting pipe 8 (PE pipe) with a diameter of 100mm is set on the outside of the soil section under the water pipeline 1 where the steel wire rope 9 passes through. The outer surface of the middle section of the grouting pipe 8 (located at the lower part of the water pipeline 1) is provided with 8mm grouting holes. Cement slurry is injected into the grouting pipe 8 under pressure. The cement slurry penetrates into the clay silt, silty clay, and fine sand from the grouting holes in the middle section of the grouting pipe 8. The pores and cracks in the middle of the water pipeline 1 form a stone body with certain strength and stability in the soil below the water pipeline 1; the tensile beam 6 is a reinforced concrete beam, and a wire rope anchor seat A10 and a wire rope anchor seat B11 are pre-buried and fixed on the tensile beam 6, and a core-penetrating hydraulic lifter 12 is provided on the wire rope anchor seat A10 and the wire rope anchor seat B11 in sequence, and a tension is applied to the wire rope 9 through the core-penetrating hydraulic lifter 12, so that the stone body of the soil below the water pipeline 1 forms an anti-settlement zone, thereby reducing the settlement of the water pipeline 1 located above it during shield excavation construction; the core-penetrating hydraulic lifter 12 is connected to a servo hydraulic system through a hydraulic pipeline; Both ends of the tensile beam 6 are connected with a 4m*4m cap 4, the cap 4 is buried 1.2m deep, and four tensile piles 3 are arranged at the bottom of the cap 4, the diameter of the tensile piles 3 is 600mm, the spacing is 3.0m, and the length of the tensile piles 3 is 20m; when the core-penetrating hydraulic lifter 12 applies tension to the steel wire rope 9, the tension is transmitted to the tensile beam 6 through the steel wire rope anchor seat A10, and then finally transmitted to the tensile piles 3 through the caps 4 at both ends of the tensile beam 6; On the ground where the shield tunnel 2 passes under the water pipeline 1, four settlement monitoring points 13 are fixedly arranged along the direction of the water pipeline 1. The settlement monitoring points 13 are used to monitor the settlement of the water pipeline 1 during shield tunneling construction.

[0019] The shield tunneling construction method for underpass water pipeline of this embodiment includes the following construction steps: S1. Set up settlement monitoring points 13: Set up four settlement monitoring points 13 evenly distributed on the ground above the pre-construction shield tunnel 2 along the direction of the water pipeline 1 directly above the water pipeline 1; S2, construction of tensile beam 6: before the construction of shield tunnel 2, four groups of tensile piles 3 are constructed at the four corners where the water pipeline 1 and the pre-constructed shield tunnel 2 intersect, caps 4 are constructed on the top of the tensile piles 3, and tensile beams 6 are constructed between the caps 4 on the same side of the water pipeline 1, and the tensile beams 6 are connected to the caps 4; wire rope anchor seats A10 and wire rope anchor seats B11 are pre-buried on the tensile beams 6, and the core-penetrating hydraulic lifter 12 is fixedly set on the wire rope anchor seat A10; S3. Installation of wire rope 9: Drill a pilot hole horizontally from one side of the water conveyance pipeline 1 to the other side by horizontal directional drilling, and then set the grouting pipe 8 in the pilot hole through an expansion head; Pass the wire rope 9 through one end of the grouting pipe 8, and then set both ends of the wire rope 9 on the core-passing hydraulic lifter 12; When installing the wire rope 9, start from the middle wire rope 9 and proceed sequentially to both sides; S4. Pre-tensioning of wire rope 9: Apply pre-tension to the wire rope 9 synchronously through the core-passing hydraulic lifters 12 installed on the tensile beams 6 on both sides, and the range of the pre-tension is set to 5 - 10 kN; When pre-tensioning the wire rope 9, start from the middle wire rope 9 and proceed sequentially to both sides; When pre-tensioning the wire rope 9, dynamically monitor the vertical displacement of the settlement monitoring points 13. When it is detected that there is a vertically upward displacement of a settlement monitoring point 13, lock the pre-tension applied to the wire rope 9 by the core-passing hydraulic lifter 12 through the hydraulic servo system; S5. Grouting of grouting pipe 8: First, inject cement slurry from one side of the grouting pipe 8 at a pressure of 0.1 MPa to discharge the residual slurry in the grouting pipe 8 from the other side of the grouting pipe 8; When the residual slurry in the grouting pipe 8 is completely discharged, block the nozzle on the other side of the grouting pipe 8, and then continue to inject cement slurry at a pressure of 0.3 MPa; During the grouting process, dynamically monitor the vertical displacement of the settlement monitoring points 13. When it is detected that there is a vertically upward displacement of a settlement monitoring point 13, stop grouting, maintain the grouting pressure for 15 minutes, and then block the nozzle of the grouting pipe 8; When grouting the grouting pipe 8, start from the middle grouting pipe 8 and proceed sequentially to both sides; After the grouting of the grouting pipe 8 is completed, a stone body with a certain strength and stability will be formed in the soil below the water conveyance pipeline 1. When tensile forces are applied to both ends of all the wire ropes 9, the stone body in the soil below the water conveyance pipeline 1 will form an anti-settlement zone, and the anti-settlement zone isolates the influence of the change in the stress field of the surrounding soil during the shield tunneling construction on the water conveyance pipeline 1 located above it, thereby achieving the purpose of actively controlling the deformation amount of the water conveyance pipeline; S5. Stability after grouting: After the grouting is completed, within 72 hours, measure the change in the vertical displacement of the settlement monitoring points 13 every two hours; When it is detected that there is a vertically upward displacement of a settlement monitoring point 13, synchronously reduce and adjust the pressure of the core-passing hydraulic lifters 12 on both sides of the wire rope 9 corresponding to the settlement monitoring point 13 through the hydraulic servo system. The pressure of the core-passing hydraulic lifter 12 is reduced by 5% of the initial pressure each time, and then observe whether the vertical displacement of the corresponding settlement monitoring point 13 converges within 4 hours; Repeat the above process until the displacements of all the settlement monitoring points 13 in the vertical direction are stable and the total displacement is controlled within the set threshold range, and the construction of the shield tunneling structure under the water conveyance pipeline is completed; S6. Control during shield tunneling construction: After the construction of the shield tunneling structure under the water transmission pipeline is completed, shield tunneling construction is carried out. During shield tunneling construction, the vertical displacement change of settlement monitoring point 13 is dynamically monitored. When the vertical displacement change of settlement monitoring point 13 is detected, the pressures of the core-piercing hydraulic lifters 12 on both sides of the wire rope 9 corresponding to settlement monitoring point 13 are adjusted to increase or decrease synchronously through the hydraulic servo system. The adjustment range of the pressure of the core-piercing hydraulic lifter 12 for each increase or decrease is 5% of the initial pressure. Then, observe whether the vertical displacement of the corresponding settlement monitoring point 13 converges and stabilizes within 4 hours. Repeat the above process until 20 days after the completion of shield tunneling under the water transmission pipeline 1, anchor both ends of the wire rope 9 on the wire rope anchor seat B11, and then unload and remove the core-piercing hydraulic lifter 12. After the shield tunneling construction is completed, the shield tunneling structure under the water transmission pipeline is retained, so that there is still an anti-settlement area under the water transmission pipeline 1. After the subway is built and put into operation, the anti-settlement area can isolate the influence of subway operation vibration on the upper water transmission pipeline 1, and continuously ensure the safety of the water transmission pipeline 1 during subway operation.

[0020] Example 2, see the attached instructions Figure 3 、 4 : In this embodiment, the tensile beam 6 is made of channel steel and is fixed on the ground at both ends by five ground anchor cables 5 respectively. The anchoring length of the ground anchor cable 5 is 18m, and the inclination angle is 70°. The part of the ground anchor cable 5 exposed on the ground fixes the tensile beam 6 on the ground. There are four support beams 7 arranged between the tensile beams 6. The support beam 7 is made of H-shaped steel. The tensile beam 6 and the support beam 7 are fixedly connected by welding. The wire rope anchor seat A10 and the wire rope anchor seat B11 are fixedly arranged on the tensile beam 6 by welding. The core-piercing hydraulic lifter 12 is arranged on the wire rope anchor seat A10. The wire rope 9 passes through the wire rope anchor seat A10 and the wire rope anchor seat B11 in sequence. The core-piercing hydraulic lifter 12 applies tensile forces to both ends of the wire rope 9, so that the stone body of the soil under the water transmission pipeline 1 forms an anti-settlement area. The anti-settlement area isolates the influence of the change of the surrounding soil stress field during shield tunneling construction on the water transmission pipeline 1 located above it, so as to achieve the purpose of actively controlling the deformation amount of the water transmission pipeline. When tensile forces are applied to both ends of the wire rope 9, the tensile forces at both ends of the wire rope 9 are finally transmitted to the four support beams 7 through the wire rope anchor seat A10 and the tensile beam 6.

[0021] In this embodiment, both the tensile beam 6 and the support beam 7 are made of section steel, and compared with the reinforced concrete beam in Example 1, the engineering quantity is greatly reduced.

[0022] The shield tunneling construction method for the undercrossing water transmission pipeline in this embodiment is basically the same as that in Embodiment 1, except that: in the construction step of the tensile beam 6 in step S2, before the construction of the shield tunnel 2, four groups of ground anchor cables 5 are constructed at the four corners where the water transmission pipeline 1 intersects with the shield tunnel 2 to be constructed. The tensile beam 6 is constructed above the ground anchor cables 5 on the same side of the water transmission pipeline 1, and the tensile beam 6 is fixedly arranged on the ground through the ground anchor cables 5; the support beam 7 is welded between the tensile beams 6; the wire rope anchor seat A 10 and the wire rope anchor seat B 11 are welded on the tensile beam 6, and the core-piercing hydraulic lifter 12 is fixedly arranged on the wire rope anchor seat A 10.

[0023] The parts not detailed in the present invention are the prior art.

[0024] Those skilled in the art should understand that those skilled in the art can achieve variations in combination with the prior art and the above embodiments. Such variations do not affect the essence of this solution and will not be elaborated here.

[0025] It should be understood that this solution is not limited to the above specific implementation manners. The structures and construction methods not described in detail should be understood to be implemented in a common manner in the art; any person skilled in the art, without departing from the scope of this solution, can make many possible changes and modifications to this solution using the methods and technical content disclosed above, or modify it into an equivalent embodiment with equivalent changes, which does not affect the essence of this solution. Therefore, any simple modification, equivalent change, and modification made to the above embodiments based on the technical essence of this solution without departing from the content of this solution still fall within the scope of protection of this solution.

Claims

1. A shield tunneling construction structure for a water transmission pipeline beneath the ground, which is used to avoid disturbing the water transmission pipeline (1) due to the settlement of the soil above the shield tunnel (2) during the construction of the shield tunnel (2) passing beneath the water transmission pipeline (1); it is characterized in that: Before the shield tunneling construction, tension beams (6) are arranged on both sides of the water conveyance pipeline (1); along the direction perpendicular to the water conveyance pipeline (1), a number of steel wire ropes (9) are arranged in an array and penetrate through the soil mass under the water conveyance pipeline (1); both ends of the steel wire ropes (9) are arranged on the tension beams (6); by applying tension to both ends of the number of steel wire ropes (9), an anti-settlement area is formed under the water conveyance pipeline (1).

2. The shield tunneling construction structure for the underground water transmission pipeline according to claim 1, wherein: The tension beams (6) are fixedly arranged on both sides of the water conveyance pipeline (1) through tension piles (3).

3. The shield tunneling construction structure for the underground water conveyance pipeline according to claim 1, characterized in that: The tension beams (6) are fixedly arranged on both sides of the water conveyance pipeline (1) through ground anchor cables (5).

4. The shield tunneling construction structure for the underground water transmission pipeline according to claim 2 or 3, characterized in that: A number of support beams (7) are arranged between the tension beams (6) on both sides of the water conveyance pipeline (1).

5. The shield tunneling construction structure for the underground water transmission pipeline according to claim 1, characterized in that: Steel wire rope anchor seats A (10) and steel wire rope anchor seats B (11) are fixedly arranged on the tension beams (6), a core-piercing hydraulic lifter (12) is arranged on the steel wire rope anchor seat A (10), the steel wire ropes (9) sequentially pass through the steel wire rope anchor seat A (10) and the steel wire rope anchor seat B (11), and tension is applied through the core-piercing hydraulic lifter (12); the core-piercing hydraulic lifter (12) is connected to a servo hydraulic system through a hydraulic pipeline.

6. The shield tunneling construction structure for the undercrossing water transmission pipeline according to claim 1, characterized in that: A grouting pipe (8) is arranged on the outer side of the soil mass section where the steel wire ropes (9) penetrate through the lower side of the water conveyance pipeline (1), grouting holes are evenly distributed on the outer surface of the middle section of the grouting pipe (8), and cement slurry is injected into the grouting pipe (8) under pressure.

7. The shield tunneling construction structure for the underground water conveyance pipeline according to claim 1, characterized in that: A number of settlement monitoring points (13) are fixedly arranged on the ground of the section where the shield tunnel (2) passes under the water conveyance pipeline (1).

8. A construction method for the shield tunneling construction structure of the undercrossing water transmission pipeline according to any one of claims 1-7, characterized in that: It includes the following construction steps: S1. Setting settlement monitoring points (13): Along the upper part directly above the water conveyance pipeline (1) and along its trend, a number of settlement monitoring points (13) are evenly arranged on the ground above the pre-constructed shield tunnel (2). S2. Construction of tension beams (6): Before the construction of the shield tunnel (2), at the four corners of the intersection of the water conveyance pipeline (1) and the pre-constructed shield tunnel (2), four groups of tension piles (3) are constructed, a bearing platform (4) is constructed on the upper part of the tension piles (3), tension beams (6) are constructed between the bearing platforms (4) on the same side of the water conveyance pipeline (1), and the tension beams (6) are connected to the bearing platforms (4); support beams (7) are constructed between the tension beams (6), and the support beams (7) are connected to the tension beams (6); steel wire rope anchor seats A (10) and steel wire rope anchor seats B (11) are embedded in the tension beams (6), and the core-piercing hydraulic lifter (12) is fixedly arranged on the steel wire rope anchor seat A (10). Or before the construction of the shield tunnel (2), at the four corners of the intersection of the water conveyance pipeline (1) and the pre-constructed shield tunnel (2), four groups of ground anchor cables (5) are constructed, and tension beams (6) are constructed on the upper parts of the ground anchor cables (5) on the same side of the water conveyance pipeline (1); support beams (7) are constructed between the tension beams (6), and the support beams (7) are connected to the tension beams (6); steel wire rope anchor seats A (10) and steel wire rope anchor seats B (11) are welded on the tension beams (6), and the core-piercing hydraulic lifter (12) is fixedly arranged on the steel wire rope anchor seat A (10). S3. Setting of steel wire rope (9): A pilot hole is constructed from one side of the water conveyance pipeline (1) to the other side by horizontal directional drilling, and then the grouting pipe (8) is set in the pilot hole through an reamer head; the steel wire rope (9) passes through one end of the grouting pipe (8), and then both ends of the steel wire rope (9) are set on the core-piercing hydraulic lifter (12); when setting the steel wire rope (9), start from the middle steel wire rope (9) and proceed sequentially to both sides; S4. Setting pre-tension of steel wire rope (9): Synchronously apply pre-tension to the steel wire rope (9) through the core-piercing hydraulic lifters (12) set on the tensile beams (6) on both sides, and the range of the pre-tension setting is 5 - 10 kN; when setting the pre-tension of the steel wire rope (9), start from the middle steel wire rope (9) and proceed sequentially to both sides; when setting the pre-tension of the steel wire rope (9), dynamically monitor the vertical displacement of several settlement monitoring points (13), and when it is monitored that there is a vertical upward displacement of a settlement monitoring point (13), lock the pre-tension applied to the steel wire rope (9) by the core-piercing hydraulic lifter (12) through the hydraulic servo system; S5. Grouting of grouting pipe (8): First, inject cement slurry from one side of the grouting pipe (8) at a pressure of 0.1 MPa, and discharge the residual slurry in the grouting pipe (8) from the other side of the grouting pipe (8); when the residual slurry in the grouting pipe (8) is completely discharged, block the pipe orifice on the other side of the grouting pipe (8), and then continue to inject cement slurry at a pressure of 0.2 - 0.5 MPa; during the grouting process, dynamically monitor the vertical displacement of several settlement monitoring points (13), and when it is monitored that there is a vertical upward displacement of a settlement monitoring point (13), stop grouting, maintain the grouting pressure for 10 - 20 minutes, and then block the pipe orifice of the grouting pipe (8); when grouting the grouting pipe (8), start from the middle grouting pipe (8) and proceed sequentially to both sides; S5. Stability after grouting: After the grouting is completed, measure the change in the vertical displacement of the settlement monitoring points (13) every two hours within 72 hours; when it is monitored that there is a vertical upward displacement of a settlement monitoring point (13), synchronously reduce and adjust the pressure of the core-piercing hydraulic lifters (12) on both sides of the steel wire rope (9) corresponding to the settlement monitoring point (13) through the hydraulic servo system. The pressure of the core-piercing hydraulic lifter (12) is reduced by 5% of the initial pressure each time, and then observe whether the vertical displacement of the corresponding settlement monitoring point (13) converges within 4 hours; repeat the above process until the displacements of all settlement monitoring points (13) in the vertical direction remain stable and the total displacement is controlled within the set threshold range, and the construction of the shield tunneling structure under the water conveyance pipeline is completed; S6. Control during shield tunneling construction: After the construction of the structure for shield tunneling under the water transmission pipeline is completed, shield tunneling construction is carried out. During shield tunneling construction, the vertical displacement change of the settlement monitoring points (13) is dynamically monitored. When the vertical displacement change of a settlement monitoring point (13) is detected, the pressures of the through-core hydraulic lifters (12) on both sides of the wire rope (9) corresponding to the settlement monitoring point (13) are adjusted to increase or decrease synchronously through the hydraulic servo system. The adjustment range of the pressure of the through-core hydraulic lifter (12) for each increase or decrease is 5% of the initial pressure, and then it is observed whether the vertical displacement of the corresponding settlement monitoring point (13) converges and stabilizes within 4 hours. Repeat the above process until 20 days after the completion of shield tunneling under the water transmission pipeline (1), anchor both ends of the wire rope (9) on the wire rope anchoring seat B (11), and then unload and remove the through-core hydraulic lifter (12).

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