Shield tunnel construction method for high-pressure-bearing water-sand stratum

Abstract

The invention relates to the technical field of shield methods, in particular to a shield tunnel construction method for a high-pressure-bearing water-sand stratum, which comprises the following steps: when a starting well is excavated, the depth and the size of the starting well need to be precisely designed to meet the size and starting requirements of a shield tunneling machine, for example, for the shield tunneling machine with the diameter of 10 meters, the depth of the starting well is generally designed to be 20-25 meters, and the size and starting requirements of the starting well are met; the diameter of the shield tunneling machine is larger than that of the shield tunneling machine, enough space is guaranteed for assembling and debugging, and the shield tunneling machine is assembled in a starting well according to a strict program. The method has the advantages of accurate design and control, reinforcement measures and real-time monitoring and early warning, the sizes and depths of the starting well, the receiving well and the reinforcement assembly are accurately designed, smooth assembly, debugging and receiving of the shield tunneling machine are ensured, and meanwhile, the shield tunneling machine can be accurately and accurately assembled by monitoring and adjusting tunneling parameters such as thrust, torque and tunneling speed in real time. And the grouting pressure and the pressure in the soil pressure cabin are controlled, so that the stability of the excavation surface is effectively controlled.

Description

Technical Field

[0001] The invention relates to the technical field of shield methods, in particular to a shield tunnel construction method in a high-pressure water-sand stratum. Background Art

[0002] The shield method is a mechanized construction method that uses shield machinery to advance underground, and supports the surrounding rock through the shield shell and segments to prevent collapse into the tunnel. At the same time, the soil is excavated in front of the excavation face with a cutting device, transported out of the cave by an excavation machine, and pushed forward by jacks at the rear, and prefabricated concrete segments are assembled to form a tunnel structure.

[0003] Traditional shield tunnel construction methods often lack precise design and construction control, resulting in inaccurate sizes and depths of the starting well, receiving well and reinforcement measures, affecting the smooth assembly, commissioning and reception of the shield machine. At the same time, the adjustment of excavation parameters is not timely and accurate enough, making it difficult to maintain the stability of the excavation face. In addition, the reinforcement measures in the existing technology are often relatively simple, such as only using freezing method or cement reinforcement, which is difficult to meet the requirements. Finally, the existing technology often has a greater impact on the surrounding environment during the construction process. For example, precipitation may cause surface subsidence, groundwater pollution and other problems. At the same time, the selection of grouting materials and reinforcement methods may also have an adverse impact on the environment.

[0004] Therefore, there is an urgent need for a shield tunnel construction method in highly pressurized water-sand strata to solve the above problems. Summary of the invention

[0005] The purpose of the present invention is to provide a shield tunnel construction method for high-pressure water-sand strata, which has the advantages of precise design and control, reinforcement measures, real-time monitoring and early warning, and solves the problems raised by the above-mentioned background technology.

[0006] To achieve the above object, the present invention provides the following technical solution: a shield tunnel construction method in a high-pressure water-sand formation, the method comprising the following steps:

[0007] S1: When digging the starting well, its depth and size need to be precisely designed to meet the size and starting requirements of the shield machine. For example, for a shield machine with a diameter of 10 meters, the depth of the starting well is usually designed to be 20-25 meters, and the diameter needs to be larger than the diameter of the shield machine to ensure that there is enough space for assembly and debugging. In the starting well, the shield machine is assembled according to strict procedures, and comprehensive debugging work is carried out to ensure the normal operation of each system; the bearing capacity of the tunnel is enhanced by reinforcing components. At the start, the thrust is gradually applied. The thrust size needs to be reasonably adjusted according to the characteristics of the formation (such as the friction coefficient and density of sandy soil) and the performance of the shield machine. For example, the initial thrust can be set to 30% of the rated thrust of the shield machine, and gradually increased to 60%-80% according to actual conditions; before the shield machine reaches the receiving well, the receiving well needs to be reinforced, and a receiving base is set in the receiving well to ensure that the shield machine can arrive smoothly. When arriving, the thrust is gradually reduced to avoid excessive disturbance to the formation. The thrust reduction process needs to be carried out slowly, generally less than 10% each time until it stops completely.

[0008] S2: When excavating in sandy soil, the thrust can be set to 60%-70% of the rated thrust of the shield machine, the torque is controlled within 80% of the rated torque, and the excavation speed is adjusted according to the stability of the stratum and the performance of the shield machine, and is controlled to 5-10cm / min; the stability of the excavation face is monitored in real time, and the excavation parameters are adjusted to maintain the balance of the excavation face. For example, when the excavation face shows signs of instability (such as soil collapse and water gushing), the thrust can be appropriately increased to 80%-90% of the rated thrust. In another case, Reduce the excavation speed to 3-5cm / min; carry out synchronous grouting during the excavation process to fill the construction gap formed by the shield tail; use an earth pressure balance shield machine for construction, and adjust the speed of the spiral earth discharger and the propulsion speed of the jack to keep the pressure in the earth pressure chamber balanced with the soil and water pressure of the excavation surface. The pressure setting in the earth pressure chamber needs to be reasonably calculated based on the stratum characteristics and the tunnel burial depth. For example, for deep tunnels (burial depth greater than 30 meters), the pressure in the earth pressure chamber needs to be set higher and controlled at 0.3-0.5M Pa; for shallow tunnels (burial depth less than 10 meters), factors such as surface settlement need to be considered and the earth pressure should be set between 0.1-0.2M Pa.

[0009] S3: When tunneling in high-pressure water-sand strata, special measures need to be taken to deal with high-pressure water. For example, the freezing method is used to reinforce the stratum to form a frozen wall to isolate the pressurized water. The thickness of the frozen wall is generally designed to be 5-8 meters, and the freezing temperature needs to be controlled below -10°C. A dewatering well can also be set to lower the groundwater level to a certain distance below the bottom of the tunnel (for example, 10-15 meters). During the construction of the dewatering well, attention should be paid to controlling the dewatering speed and depth to avoid excessive impact on the surrounding environment. The dewatering speed is controlled to 1-2 meters per day, and the dewatering depth needs to be reasonably determined based on the stratum characteristics and the tunnel burial depth. During the tunneling process, the stratum deformation needs to be monitored in real time. The key parts of the shield machine, such as the propulsion system, support system, and grouting system, are monitored in real time. The monitoring content includes thrust, torque, tunneling speed, and grouting pressure. If an abnormality is found (for example, the thrust suddenly increases by more than 20% of the rated thrust, and the torque fluctuation exceeds 15% of the rated torque), it is necessary to stop the machine for inspection and maintenance in time.

[0010] Furthermore, as a preferred embodiment of the present invention, in step S1, the reinforcement method can be freezing method or cement reinforcement; the freezing method needs to ensure the quality and stability of the frozen wall, and the thickness is generally designed to be 3-5 meters; the cement reinforcement needs to control the ratio of cement slurry and grouting pressure to ensure the reinforcement effect.

[0011] Furthermore, as a preferred embodiment of the present invention, in step S2, the grouting material is cement mortar, and for a tunnel with a burial depth of 10-20 meters, the grouting pressure can be controlled between 10-20 MPa; for a tunnel with a burial depth greater than 20 meters, the grouting pressure needs to be appropriately increased to 20-30 MPa.

[0012] Furthermore, as a preferred embodiment of the present invention, in step S3, the monitoring content includes ground settlement and uplift of soil above the tunnel, and the monitoring data needs to be analyzed and processed in a timely manner. If abnormal stratum deformation is found (for example, the settlement exceeds the warning value of 5-10mm), it is necessary to adjust the excavation parameters or take remedial measures (for example, increase the grouting amount, adjust the excavation speed) in time.

[0013] Further, as a preferred embodiment of the present invention, a reinforcement component is arranged in a tunnel, and the reinforcement component includes two mounting plates, a connecting plate is fixedly connected to the bottom of the mounting plate, a reinforcing plate is fixedly connected to the bottom of the connecting plate, a plurality of steel bars 1 are commonly fixedly connected to opposite sides of the two connecting plates, two reinforcing plates 1 are fixedly connected to both sides of the surface of the steel bar 1, one side of the reinforcing plate 1 is fixedly connected to the connecting plate, three steel bars 2 are arranged at the bottom of the plurality of steel bars 1, a hoop sleeve 1 is provided on the surface of the steel bar 2, a hoop sleeve 2 is provided on the surface of the steel bar 1, a bolt is commonly penetrated through one side of the hoop sleeve 1 and the hoop sleeve 2, threaded sleeves are threadedly connected to both sides of the bolt surface, and opposite sides of the two threaded sleeves are respectively in contact with the hoop sleeve 2 and the hoop sleeve 1.

[0014] Furthermore, as a preferred embodiment of the present invention, a plurality of mounting holes are provided on one side of the mounting plate.

[0015] Furthermore, as a preferred embodiment of the present invention, a reinforcing plate 2 is fixedly connected to the bottom of the connecting plate, and a reinforcement plate is fixedly connected to one side of the reinforcing plate 2.

[0016] In the present invention, the construction steps of the reinforcement assembly are as follows:

[0017] Step 1: First, place the pre-designed and manufactured reinforcement component at the predetermined position inside the tunnel, and use high-strength bolts to firmly fix the entire reinforcement component to the tunnel wall through the installation holes pre-opened on the reinforcement component. Between the two connecting plates, a number of steel bars are evenly arranged. These steel bars not only enhance the connection strength between the connecting plates, but also provide additional support for the entire reinforcement structure. After the steel bars are arranged, they are further fixed with the reinforcing plate. The reinforcing plate is tightly combined with the connecting plate and the steel bar by welding, which effectively improves the stability and bearing capacity of the overall structure.

[0018] Step 2: Steel bars 2 are arranged under several steel bars 1, and steel bars 2 and steel bars 1 form a cross layout, which further enhances the integrity and stability of the reinforced structure. Under the action of hoop sleeve 1 and hoop sleeve 2, steel bars 2 and steel bars 1 are connected as a whole. Bolts penetrate hoop sleeve 1 and hoop sleeve 2 and are fastened with threaded sleeves to firmly connect steel bars 1 and steel bars 2 as a whole, which not only enhances the connection strength between the steel bars, but also improves the overall stiffness of the entire reinforced structure. After the reinforcement treatment of the above steps, the bearing capacity of the tunnel structure is significantly improved under the joint action of steel bars 1 and steel bars 2. At the same time, the tight steel bar layout and the installation of reinforcement components also effectively prevent groundwater leakage and ensure the long-term safe operation of the tunnel.

[0019] Beneficial effects,The technical solution of this application has the following technical effects: the present invention has the advantages of precise design and control, reinforcement measures, real-time monitoring and early warning;

[0020] The present invention accurately designs the size and depth of the starting well, receiving well and reinforcement components, ensuring the smooth assembly, debugging and reception of the shield machine. At the same time, through real-time monitoring and adjustment of excavation parameters such as thrust, torque and excavation speed, as well as grouting pressure and the pressure in the earth ballast chamber, effective control of the excavation face stability is achieved.

[0021] The present invention adopts a variety of reinforcement measures such as freezing method, cement reinforcement and reinforcement components to effectively enhance the bearing capacity of the tunnel and prevent groundwater leakage. In particular, the design of the reinforcement components significantly improves the stability and rigidity of the overall structure through the cross layout of steel bars one and two and the use of reinforcement plates.

[0022] The present invention conducts real-time monitoring of stratum deformation, key parts of the shield machine, etc., and can promptly discover and deal with potential safety hazards. For example, when abnormal stratum deformation or abnormal shield machine parameters are monitored, the excavation parameters can be quickly adjusted or remedial measures can be taken to ensure construction safety and tunnel quality. Secondly, by controlling the precipitation speed and precipitation depth, and adopting environmentally friendly grouting materials and reinforcement methods, this method not only ensures construction safety and quality, but also reduces the impact on the surrounding environment, reflecting the concepts of environmental friendliness and sustainability.

[0023] It should be appreciated that all combinations of the foregoing concepts, as well as additional concepts described in greater detail below, may be considered to be part of the inventive subject matter of the present disclosure, provided such concepts are not mutually inconsistent. BRIEF DESCRIPTION OF THE DRAWINGS

[0024] The accompanying drawings are used to provide a further understanding of the present invention and constitute a part of the specification. Together with the embodiments of the present invention, they are used to explain the present invention and do not constitute a limitation of the present invention. In the accompanying drawings:

[0025] Figure 1 It is a schematic diagram of the structure of the present invention;

[0026] Figure 2 For the present invention Figure 1 A partial enlarged view of middle A.

[0027] In the figure, the meaning of each figure mark is as follows: 1. mounting plate; 2. connecting plate; 3. reinforcing plate; 4. steel bar one; 5. reinforcing plate one; 6. steel bar two; 7. hoop one; 8. hoop two; 9. bolt; 10. threaded sleeve; 11. mounting hole; 12. reinforcing plate two. DETAILED DESCRIPTION

[0028] In order to further explain the technical means and effects adopted by the present invention to achieve the predetermined invention purpose, the specific implementation mode, structure, characteristics and effects of the present invention are described in detail below in combination with the accompanying drawings and preferred embodiments.

[0029] As attached Figure 1 To Attachment Figure 2 As shown: This embodiment provides a shield tunnel construction method in a high-pressure water-sand formation, and the method comprises the following steps:

[0030] S1: When digging the starting well, its depth and size need to be precisely designed to meet the size and starting requirements of the shield machine. For example, for a shield machine with a diameter of 10 meters, the depth of the starting well is usually designed to be 20-25 meters, and the diameter needs to be larger than the diameter of the shield machine to ensure that there is enough space for assembly and debugging. In the starting well, the shield machine is assembled according to strict procedures, and comprehensive debugging work is carried out to ensure the normal operation of each system; the bearing capacity of the tunnel is enhanced by reinforcing components. At the start, the thrust is gradually applied. The thrust size needs to be reasonably adjusted according to the characteristics of the formation (such as the friction coefficient and density of sandy soil) and the performance of the shield machine. For example, the initial thrust can be set to 30% of the rated thrust of the shield machine, and gradually increased to 60%-80% according to actual conditions; before the shield machine reaches the receiving well, the receiving well needs to be reinforced, and a receiving base is set in the receiving well to ensure that the shield machine can arrive smoothly. When arriving, the thrust is gradually reduced to avoid excessive disturbance to the formation. The thrust reduction process needs to be carried out slowly, generally less than 10% each time until it stops completely.

[0031] S2: When excavating in sandy soil, the thrust can be set to 60%-70% of the rated thrust of the shield machine, the torque is controlled within 80% of the rated torque, and the excavation speed is adjusted according to the stability of the stratum and the performance of the shield machine, and is controlled to 5-10cm / min; the stability of the excavation face is monitored in real time, and the excavation parameters are adjusted to maintain the balance of the excavation face. For example, when the excavation face shows signs of instability (such as soil collapse and water gushing), the thrust can be appropriately increased to 80%-90% of the rated thrust. In another case, Reduce the excavation speed to 3-5cm / min; carry out synchronous grouting during the excavation process to fill the construction gap formed by the shield tail; use an earth pressure balance shield machine for construction, and adjust the speed of the spiral earth discharger and the propulsion speed of the jack to keep the pressure in the earth pressure chamber balanced with the soil and water pressure of the excavation surface. The pressure setting in the earth pressure chamber needs to be reasonably calculated based on the stratum characteristics and the tunnel burial depth. For example, for deep tunnels (burial depth greater than 30 meters), the pressure in the earth pressure chamber needs to be set higher and controlled at 0.3-0.5M Pa; for shallow tunnels (burial depth less than 10 meters), factors such as surface settlement need to be considered and the earth pressure should be set between 0.1-0.2M Pa.

[0032] S3: When tunneling in high-pressure water-sand strata, special measures need to be taken to deal with high-pressure water. For example, the freezing method is used to reinforce the stratum to form a frozen wall to isolate the pressurized water. The thickness of the frozen wall is generally designed to be 5-8 meters, and the freezing temperature needs to be controlled below -10°C. A dewatering well can also be set to lower the groundwater level to a certain distance below the bottom of the tunnel (for example, 10-15 meters). During the construction of the dewatering well, attention should be paid to controlling the dewatering speed and depth to avoid excessive impact on the surrounding environment. The dewatering speed is controlled to 1-2 meters per day, and the dewatering depth needs to be reasonably determined based on the stratum characteristics and the tunnel burial depth. During the tunneling process, the stratum deformation needs to be monitored in real time. The key parts of the shield machine, such as the propulsion system, support system, and grouting system, are monitored in real time. The monitoring content includes thrust, torque, tunneling speed, and grouting pressure. If an abnormality is found (for example, the thrust suddenly increases by more than 20% of the rated thrust, and the torque fluctuation exceeds 15% of the rated torque), it is necessary to stop the machine for inspection and maintenance in time.

[0033] Specifically, in step S1, the reinforcement method can be freezing method or cement reinforcement; the freezing method needs to ensure the quality and stability of the frozen wall, and the thickness is generally designed to be 3-5 meters; the cement reinforcement needs to control the ratio of cement slurry and grouting pressure to ensure the reinforcement effect.

[0034] Specifically, in step S2, cement mortar is used as the grouting material. For tunnels with a burial depth of 10-20 meters, the grouting pressure can be controlled between 10-20 MPa; for tunnels with a burial depth greater than 20 meters, the grouting pressure needs to be appropriately increased to 20-30 MPa.

[0035] Specifically, in step S3, the monitoring contents include ground settlement and uplift of soil above the tunnel. The monitoring data needs to be analyzed and processed in a timely manner. If abnormal ground deformation is found (for example, the settlement exceeds the warning value by 5-10 mm), it is necessary to adjust the excavation parameters or take remedial measures (for example, increase the grouting volume, adjust the excavation speed) in time.

[0036] Specifically, the reinforcement assembly is arranged in the tunnel, and the reinforcement assembly includes two mounting plates 1, the bottom of the mounting plate 1 is fixedly connected with a connecting plate 2, the bottom of the connecting plate 2 is fixedly connected with a reinforcing plate 3, the opposite sides of the two connecting plates 2 are commonly fixedly connected with a plurality of steel bars 4, the two sides of the surface of the steel bar 4 are fixedly connected with two reinforcing plates 5, one side of the reinforcing plate 5 is fixedly connected with the connecting plate 2, three steel bars 2 6 are arranged at the bottom of the plurality of steel bars 4, the surface of the steel bar 2 6 is sleeved with a hoop sleeve 7, the surface of the steel bar 4 is sleeved with a hoop sleeve 8, a bolt 9 is commonly penetrated through one side of the hoop sleeve 7 and the hoop sleeve 2 8, a threaded sleeve 10 is threadedly connected to the two sides of the surface of the bolt 9, and the opposite sides of the two threaded sleeves 10 are respectively in contact with the hoop sleeve 2 8 and the hoop sleeve 1 7.

[0037] Specifically, a plurality of mounting holes 11 are formed on one side of the mounting plate 1 .

[0038] Specifically, the bottom of the connecting plate 2 is fixedly connected with a reinforcing plate 2 12 , and one side of the reinforcing plate 2 12 is fixedly connected with a reinforcing plate 3 .

[0039] In the present invention, the construction steps of the reinforcement assembly are as follows:

[0040] Step 1: First, place the pre-designed and manufactured reinforcement assembly at a predetermined position inside the tunnel, and use high-strength bolts to firmly fix the entire reinforcement assembly to the tunnel wall through the mounting holes 11 pre-opened on the reinforcement assembly. Between the two connecting plates 2, a number of steel bars 4 are evenly arranged. These steel bars not only enhance the connection strength between the connecting plates 2, but also provide additional support for the entire reinforcement structure. After the steel bars 4 are arranged, they are further fixed with the reinforcing plate 5. The reinforcing plate 5 is tightly combined with the connecting plate and the steel bar 4 by welding, which effectively improves the stability and bearing capacity of the overall structure.

[0041] Step 2: Steel bars 2 6 are arranged under several steel bars 1 4. Steel bars 2 6 and steel bars 1 4 form a cross layout, which further enhances the integrity and stability of the reinforced structure. Under the action of hoop sleeve 1 7 and hoop sleeve 2 8, steel bars 2 6 and steel bars 1 4 are connected as a whole. Bolts 9 penetrate hoop sleeve 1 7 and hoop sleeve 2 8 and are fastened with threaded sleeves 10 to firmly connect steel bars 1 4 and steel bars 2 6 as a whole. This not only enhances the connection strength between the steel bars, but also improves the overall stiffness of the entire reinforced structure. After the reinforcement treatment of the above steps, the bearing capacity of the tunnel structure is significantly improved under the joint action of steel bars 1 4 and steel bars 2 6. At the same time, the tight steel bar layout and the installation of the reinforcement components also effectively prevent the leakage of groundwater and ensure the long-term safe operation of the tunnel.

[0042] The above are only preferred embodiments of the present invention, and are not intended to limit the present invention in any form. Although the present invention has been disclosed as above in the form of preferred embodiments, it is not intended to limit the present invention. Any technical personnel in the field can make some changes or modify the technical contents disclosed above into equivalent embodiments without departing from the scope of the technical solution of the present invention. However, any brief modifications, equivalent changes and modifications made to the above embodiments based on the technical essence of the present invention without departing from the content of the technical solution of the present invention are still within the scope of the technical solution of the present invention.

Claims

1. A shield tunnel construction method in a highly pressurized water-sand formation, characterized by: The method comprises the following steps: S1: When digging the starting well, its depth and size need to be precisely designed to meet the size and starting requirements of the shield machine. For example, for a shield machine with a diameter of 10 meters, the depth of the starting well is usually designed to be 20-25 meters, and the diameter needs to be larger than the diameter of the shield machine to ensure that there is enough space for assembly and debugging. In the starting well, the shield machine is assembled according to strict procedures, and comprehensive debugging work is carried out to ensure the normal operation of each system; the bearing capacity of the tunnel is enhanced by reinforcing components. At the start, the thrust is gradually applied. The thrust size needs to be reasonably adjusted according to the characteristics of the formation and the performance of the shield machine. For example, the initial thrust can be set to 30% of the rated thrust of the shield machine, and gradually increased to 60%-80% according to actual conditions; before the shield machine reaches the receiving well, the receiving well needs to be reinforced, and a receiving base is set in the receiving well to ensure that the shield machine can arrive smoothly. When arriving, the thrust is gradually reduced to avoid excessive disturbance to the formation. The thrust reduction process needs to be carried out slowly, generally less than 10% each time until it stops completely; S2: When excavating in sandy soil, the thrust can be set to 60%-70% of the rated thrust of the shield machine, the torque is controlled within 80% of the rated torque, and the excavation speed is adjusted according to the stratum stability and the shield machine performance, and is controlled to 5-10cm / min; the stability of the excavation face is monitored in real time, and the excavation face balance is maintained by adjusting the excavation parameters. For example, when the excavation face shows signs of instability, the thrust can be appropriately increased to 80%-90% of the rated thrust. In another case, the excavation speed is reduced to 3-5cm / min; synchronous grouting is carried out during the excavation process to fill the construction gap formed by the shield tail; an earth pressure balance shield machine is used for construction, and the pressure in the earth ballast chamber is kept balanced with the soil and water pressure of the excavation face by adjusting the speed of the spiral earth discharger and the propulsion speed of the jack. The pressure setting in the earth ballast chamber needs to be reasonably calculated according to the stratum characteristics and the tunnel burial depth. For example, for deep buried tunnels, the pressure in the earth ballast chamber needs to be set higher and controlled to 0.3-0.5M Pa; for shallow buried tunnels, factors such as surface settlement need to be considered and the soil pressure should be set between 0.1-0.2M Pa; S3: When tunneling in high-pressure water-sand strata, special measures need to be taken to deal with high-pressure water. For example, the freezing method is used to reinforce the stratum to form a frozen wall to isolate the pressurized water. The thickness of the frozen wall is generally designed to be 5-8 meters, and the freezing temperature needs to be controlled below -10°C. Dewatering wells can also be set up to lower the groundwater level to a certain distance below the bottom of the tunnel. During the construction of dewatering wells, attention should be paid to controlling the dewatering speed and depth to avoid excessive impact on the surrounding environment. The dewatering speed is controlled at 1-2 meters per day, and the dewatering depth needs to be reasonably determined based on the stratum characteristics and the tunnel burial depth. During the tunneling process, the stratum deformation needs to be monitored in real time. The key parts of the shield machine, such as the propulsion system, support system, and grouting system, are monitored in real time. The monitoring content includes thrust, torque, tunneling speed, and grouting pressure. If any abnormality is found, the machine needs to be stopped for inspection and repair in time.

2. The shield tunnel construction method in high-pressure water-sand formation according to claim 1 is characterized by: In step S1, the reinforcement method can be freezing method or cement reinforcement. The freezing method needs to ensure the quality and stability of the frozen wall, and the thickness is generally designed to be 3-5 meters. The cement reinforcement needs to control the ratio of cement slurry and grouting pressure to ensure the reinforcement effect.

3. The shield tunnel construction method in high-pressure water-sand formation according to claim 1 is characterized by: In step S2, cement mortar is used as the grouting material. For tunnels with a burial depth of 10-20 meters, the grouting pressure can be controlled between 10-20 MPa; for tunnels with a burial depth greater than 20 meters, the grouting pressure needs to be appropriately increased to 20-30 MPa.

4. The shield tunnel construction method in high-pressure water-sand formation according to claim 1 is characterized by: In step S3, the monitoring contents include ground settlement and uplift of soil above the tunnel. The monitoring data needs to be analyzed and processed in a timely manner. If abnormal ground deformation is found, the excavation parameters need to be adjusted in time or remedial measures need to be taken.

5. The shield tunnel construction method according to any one of claims 1 to 4, characterized in that: The reinforcement assembly is arranged in a tunnel, and the reinforcement assembly comprises two mounting plates (1). The bottom of the mounting plate (1) is fixedly connected to a connecting plate (2), the bottom of the connecting plate (2) is fixedly connected to a reinforcing plate (3), the two connecting plates (2) are fixedly connected to a plurality of steel bars (4) on opposite sides thereof, two reinforcing plates (5) are fixedly connected to the surfaces of the steel bars (4), one side of the reinforcing plate (5) is fixedly connected to the connecting plate (2), three steel bars (6) are arranged at the bottom of the plurality of steel bars (4), a hoop sleeve (7) is sleeved on the surface of the steel bars (6), a hoop sleeve (8) is sleeved on the surface of the steel bars (4), a bolt (9) is commonly penetrated on one side of the hoop sleeve (7) and the hoop sleeve (8), a threaded sleeve (10) is threadedly connected to the two sides of the surface of the bolt (9), and the opposite sides of the two threaded sleeves (10) are in contact with the hoop sleeve (8) and the hoop sleeve (7) respectively.

6. The shield tunnel construction method in high-pressure water-sand formation according to claim 5 is characterized by: A plurality of mounting holes (11) are provided on one side of the mounting plate (1).

7. The shield tunnel construction method in high-pressure water-sand formation according to claim 5 is characterized by: A second reinforcing plate (12) is fixedly connected to the bottom of the connecting plate (2), and a reinforcing plate (3) is fixedly connected to one side of the second reinforcing plate (12).

8. The shield tunnel construction method according to claims 5-7, characterized in that: The construction steps of the reinforcement components are as follows: Step 1: First, a pre-designed and manufactured reinforcement component is placed at a predetermined position inside the tunnel, and the entire reinforcement component is firmly fixed to the tunnel wall by using high-strength bolts through mounting holes (11) pre-opened on the reinforcement component. A plurality of steel bars (4) are evenly arranged between two connecting plates (2). These steel bars not only enhance the connection strength between the connecting plates (2), but also provide additional support for the entire reinforcement structure. After the steel bars (4) are arranged, a reinforcing plate (5) is used to further fix them. The reinforcing plate (5) is tightly combined with the connecting plate and the steel bars (4) by welding, which effectively improves the stability and bearing capacity of the overall structure. Step 2: a steel bar (6) is arranged below the plurality of steel bars (4). The steel bars (6) and the steel bars (4) form a cross layout, further enhancing the integrity and stability of the reinforcement structure. Under the action of the hoop sleeve (7) and the hoop sleeve (8), the steel bars (6) and the steel bars (4) are connected as a whole. Bolts (9) penetrate the hoop sleeve (7) and the hoop sleeve (8), and are fastened with threaded sleeves (10) to firmly connect the steel bars (4) and the steel bars (6) as a whole. This not only enhances the connection strength between the steel bars, but also improves the overall rigidity of the entire reinforcement structure. After the reinforcement treatment of the above steps, the bearing capacity of the tunnel structure is significantly improved under the joint action of the steel bars (4) and the steel bars (6). At the same time, the tight steel bar layout and the installation of the reinforcement components also effectively prevent the leakage of groundwater, thereby ensuring the long-term safe operation of the tunnel.

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