Near-pipeline anti-heaving shield tunnel construction method

Abstract

The invention relates to the technical field of shield tunneling methods, in particular to a near-pipeline anti-heaving shield tunnel construction method which comprises the following steps: a shield tunneling machine type with small stratum disturbance, such as an earth pressure balance shield tunneling machine, is selected, the earth pressure balance shield tunneling machine can well control the earth pressure of an excavation face and reduce bottom layer deformation, and the earth pressure balance shield tunneling machine can well control the earth pressure of the excavation face; then, the pressure of a soil bin is calculated according to the tunnel burial depth, the bottom layer soil pressure and the near-pipeline additional factors, for example, when the tunnel burial depth is 10 m, the stratum soil weight is 20 kN / m < 3 >, and the pipeline additional load is 5 kPa, the pressure of the soil bin can be preliminarily set to be 200-220 kPa, in the construction process, adjustment is conducted according to real-time monitoring data, the adjustment amplitude is smaller than 10 kPa each time, and disturbance to the bottom layer is reduced. The near-pipeline anti-heaving shield tunnel construction method has the advantage of effectively controlling the heaving of the stratum, in the actual use process, the near-pipeline anti-heaving shield tunnel construction method adopts a more advanced stratum control technology, and the heaving of the stratum can be more effectively controlled in the construction process, so that the influence on surrounding pipelines is reduced.

Description

Technical Field

[0001] The invention relates to the technical field of shield methods, in particular to a shield tunnel construction method for preventing heave and subsidence near pipelines. Background Art

[0002] The shield method is a method of using a shield machine for tunnel excavation and lining construction. The shield machine is a special machine that integrates the functions of excavation, retaining, excavation, transportation, and lining installation. It has strong support capabilities and is suitable for tunnel projects with complex geological conditions, busy ground traffic, and high requirements for surface settlement control.

[0003] When conducting shield tunnel construction in areas near pipelines, it is difficult to control the ground subsidence during the construction process, resulting in a greater impact on the surrounding pipelines. In addition, due to the lack of precise ground control, it is easy to damage the surrounding pipelines during the construction process, causing pipeline leakage, breakage and other problems, affecting the normal operation and safety of the pipelines. Finally, the lack of advanced automated operations and real-time monitoring methods will lead to low safety during the construction process and prone to construction accidents.

[0004] Therefore, there is an urgent need for a shield tunnel construction method that can prevent heave and subsidence near pipelines 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 preventing heave and subsidence near pipelines, which has the advantage of effectively controlling stratum heave and subsidence 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 for preventing heave and sinking near pipelines, the method comprising the following steps:

[0007] S 1: Select a shield machine type that has little disturbance to the stratum, such as an earth pressure balance shield machine. The earth pressure balance shield machine can better control the earth pressure on the excavation surface and reduce the deformation of the bottom layer. Then calculate the soil bin pressure based on the tunnel burial depth, the bottom soil pressure and the additional factors near the pipeline. For example, when the tunnel burial depth is 10m and the stratum soil weight is 20kN / m 3 When the additional load of the pipeline is 5kPa, the soil bin pressure can be initially set to 200-220kPa. During the construction process, it is adjusted according to the real-time monitoring data, and the adjustment range is less than 10kPa each time. In order to reduce the disturbance to the bottom layer, the advancement speed is controlled at 2-4cm / min. When approaching the pipeline area, the advancement speed is reduced to 1-2cm / min. At this time, the cutter head speed is set to 1-3r / min.

[0008] S2: Control the excavation volume of the earth pressure balance shield machine. The excavation volume is calculated by multiplying the excavation cross-sectional area of ​​the shield machine by the excavation distance. The error is controlled within ±3%. For example, the excavation cross-sectional area of ​​the shield machine is 10m 2 When excavating 1m, the excavated volume should be controlled at 9.7-10.3m 3 The soil bin pressure is monitored in real time, and soil pressure sensors are used with a monitoring frequency of every 1-2 minutes. When the soil bin pressure fluctuation exceeds ±5% of the set value, the speed of the propulsion conveyor and screw conveyor is adjusted in time, and the automatic guidance system is used to control the posture of the shield machine. After each ring of excavation is completed, the shield posture is reviewed, and the excavation parameters of the next ring are adjusted according to the review results. For example, if the vertical deviation reaches +8mm, the thrust of the lower jack is increased during the next ring of excavation, and the adjustment amount is 50-100kN. The grouting material is cement mortar, and the grouting pressure is 0.2-0.4MPa. The grouting amount is calculated according to the outer diameter of the shield machine and the length of the excavation ring. The grouting amount of each ring is 1.3-1.5 times the product of the outer diameter of the shield machine and the length of the excavation ring. For example, when the outer diameter of the shield machine is 6m and the length of the excavation ring is 1.5m, the grouting amount of each ring should be 11.7-13.5m 3 , grouting should be uniform and full to prevent excessive deformation of the stratum. S3: Set the first and second hoop sleeves on the surface near the pipeline, install the bottom plate inside the tunnel, and set monitoring points on the bottom plate. The settlement deformation near the pipeline is controlled within ±10mm, and the horizontal displacement is controlled within ±8mm. When the deformation exceeds the warning value (settlement is ±8mm, horizontal displacement is ±6mm), stop the construction immediately, analyze the cause and take corresponding measures.

[0009] Furthermore, as a preferred embodiment of the present invention, in step S2, the posture of the shield machine is specifically: the vertical deviation is controlled within ±10 mm, and the horizontal deviation is controlled within ±15 mm.

[0010] Furthermore, as a preferred embodiment of the present invention, in step S3, the monitoring frequency is once every 2-4 hours before the shield machine passes through, once every 1-2 hours during the passage, and once every 4-8 hours after the passage.

[0011] Further, as a preferred embodiment of the present invention, the bottom plate is arranged in a tunnel, and a plurality of loading plates are fixedly connected to the top of the bottom plate, and a hoop sleeve 1 is fixedly connected to the top of the loading plate, and a hoop sleeve 2 is arranged on the top of the hoop sleeve 1, and the near pipeline is located in the inner cavity of the hoop sleeve 1 and the hoop sleeve 2, and mounting plates are fixedly connected to both sides of the hoop sleeve 1 and the hoop sleeve 2, and a movable groove is provided on one side of the mounting plate, and a rotating shaft is rotatably connected to the inner cavity of the movable groove at the bottom, and a threaded rod is fixedly connected to the surface of the rotating shaft, and a threaded sleeve is threadedly connected to the surface of the threaded rod, and the threaded sleeve is used in conjunction with the mounting plate located at the top. Further, as a preferred embodiment of the present invention, reinforcing plates are fixedly connected to both sides of the loading plate, and the bottom of the reinforcing plate is fixedly connected to the bottom plate.

[0012] Furthermore, as a preferred embodiment of the present invention, the inner cavities of the first and second hoop sleeves are fixedly connected with protective pads, and the protective pads are used in conjunction with the near pipeline.

[0013] Furthermore, as a preferred embodiment of the present invention, an anti-wear pad is provided on the surface of the threaded rod and at the bottom of the threaded sleeve, and the bottom of the anti-wear pad is in contact with the mounting plate.

[0014] In the present invention, a shield tunnel construction method for preventing heave and sinking near pipelines comprises the following steps:

[0015] Step 1: First, bury the bottom plate inside the tunnel, then place the near pipeline into the inner cavity of hoop sleeve 1, and then place hoop sleeve 2 on the top of hoop sleeve 1 to position the near pipeline. Step 2: Operate the threaded rod to rotate upward, and the threaded rod drives the shaft to rotate in the inner cavity of the movable groove. When the threaded rod is in a vertical state, rotate the threaded sleeve, and the threaded sleeve moves downward under the transmission of the thread until the threaded sleeve drives the anti-wear pad to fit the mounting plate, so as to achieve the purpose of positioning and installing hoop sleeves 1 and 2, take reinforcement measures, improve the bearing capacity and stability of the near pipeline, and reduce the risk of bulge and settlement of the near pipeline during construction.

[0016] Beneficial effects. The technical solution of the present application has the following technical effects: the present invention has the advantage of effectively controlling the heave and subsidence of the stratum. In actual use, the shield tunnel construction method for preventing heave and subsidence near the pipeline adopts a more advanced stratum control technology, which can more effectively control the heave and subsidence of the stratum during the construction process, thereby reducing the impact on the surrounding pipelines; including more sophisticated construction parameter control, real-time monitoring and adjustment, etc., to ensure the stability of the stratum during the construction process; secondly, due to better control of the heave and subsidence of the stratum, the construction method for preventing heave and subsidence near the pipeline can significantly reduce the risk of damage to the surrounding pipelines and ensure the normal operation of the pipeline; by adopting advanced technical means, such as automated operation, real-time monitoring, etc., it can improve the safety of the construction process and reduce the occurrence of construction accidents. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] 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:

[0018] Figure 1 It is a schematic diagram of the structure of the present invention;

[0019] Figure 2 For the present invention Figure 1 A partial enlarged view of middle A.

[0020] In the figure, the meanings of the various reference numerals are as follows: 1. bottom plate; 2. loading plate; 3. hoop sleeve 1; 4. hoop sleeve 2; 5. mounting plate; 6. movable groove; 7. rotating shaft; 8. threaded rod; 9. threaded sleeve; 10. reinforcing plate; 11. protective pad; 12. anti-wear pad. DETAILED DESCRIPTION

[0021] The technical solutions in the embodiments of the present invention will be clearly and completely described below in conjunction with the drawings in the embodiments of the present invention. In order to better understand the technical content of the present invention, specific embodiments are cited and explained in conjunction with the drawings as follows. Various aspects of the present invention are described in this disclosure with reference to the drawings, in which many illustrative embodiments are shown. It should be understood that the various concepts and embodiments introduced above, as well as those described in more detail below, can be implemented in any of many ways. Based on the embodiments in the present invention, all other embodiments obtained by ordinary technicians in this field without making creative work are within the scope of protection of the present invention.

[0022] As attached Figure 1 To Attachment Figure 2 As shown: This embodiment provides a shield tunnel construction method for preventing heave and sinking near pipelines, and the method includes the following steps:

[0023] S 1: Select a shield machine type that has little disturbance to the stratum, such as an earth pressure balance shield machine. The earth pressure balance shield machine can better control the earth pressure on the excavation surface and reduce the deformation of the bottom layer. Then calculate the soil bin pressure based on the tunnel burial depth, the bottom soil pressure and the additional factors near the pipeline. For example, when the tunnel burial depth is 10m and the stratum soil weight is 20kN / m 3 When the additional load of the pipeline is 5kPa, the soil bin pressure can be initially set to 200-220kPa. During the construction process, it is adjusted according to the real-time monitoring data, and the adjustment range is less than 10kPa each time. In order to reduce the disturbance to the bottom layer, the advancement speed is controlled at 2-4cm / min. When approaching the pipeline area, the advancement speed is reduced to 1-2cm / min. At this time, the cutter head speed is set to 1-3r / min.

[0024] S2: Control the excavation volume of the earth pressure balance shield machine. The excavation volume is calculated by multiplying the excavation cross-sectional area of ​​the shield machine by the excavation distance. The error is controlled within ±3%. For example, the excavation cross-sectional area of ​​the shield machine is 10m 2 When excavating 1m, the excavated volume should be controlled at 9.7-10.3m 3 The soil bin pressure is monitored in real time, and soil pressure sensors are used with a monitoring frequency of every 1-2 minutes. When the soil bin pressure fluctuation exceeds ±5% of the set value, the speed of the propulsion conveyor and screw conveyor is adjusted in time, and the automatic guidance system is used to control the posture of the shield machine. After each ring of excavation is completed, the shield posture is reviewed, and the excavation parameters of the next ring are adjusted according to the review results. For example, if the vertical deviation reaches +8mm, the thrust of the lower jack is increased during the next ring of excavation, and the adjustment amount is 50-100kN. The grouting material is cement mortar, and the grouting pressure is 0.2-0.4MPa. The grouting amount is calculated according to the outer diameter of the shield machine and the length of the excavation ring. The grouting amount of each ring is 1.3-1.5 times the product of the outer diameter of the shield machine and the length of the excavation ring. For example, when the outer diameter of the shield machine is 6m and the length of the excavation ring is 1.5m, the grouting amount of each ring should be 11.7-13.5m 3 The grouting should be uniform and full to prevent excessive deformation of the stratum. Specifically, in step S2, the posture of the shield machine is as follows: the vertical deviation is controlled within ±10mm, and the horizontal deviation is controlled within ±15mm.

[0025] S3: Set a clamp 3 and a clamp 4 on the surface near the pipeline, install the bottom plate 1 inside the tunnel, and set monitoring points on the bottom plate 1. The settlement deformation near the pipeline is controlled within ±10mm, and the horizontal displacement is controlled within ±8mm. When the deformation exceeds the warning value and the settlement is ±8mm and the horizontal displacement is ±6mm, stop the construction immediately, analyze the reasons and take corresponding measures.

[0026] Specifically, in step S3, the monitoring frequency is once every 2-4 hours before the shield machine passes through, once every 1-2 hours during the passage, and once every 4-8 hours after the passage.

[0027] Specifically, a bottom plate 1 is arranged in a tunnel, a plurality of loading plates 2 are fixedly connected to the top of the bottom plate 1, a hoop sleeve 1 3 is fixedly connected to the top of the loading plate 2, a hoop sleeve 2 4 is arranged on the top of the hoop sleeve 1 3, a near pipeline is located in the inner cavity of the hoop sleeve 1 3 and the hoop sleeve 2 4, both sides of the hoop sleeve 1 3 and the hoop sleeve 2 4 are fixedly connected with a mounting plate 5, a movable groove 6 is opened on one side of the mounting plate 5, a rotating shaft 7 is rotatably connected to the inner cavity of the movable groove 6 at the bottom, a threaded rod 8 is fixedly connected to the surface of the rotating shaft 7, a threaded sleeve 9 is threadedly connected to the surface of the threaded rod 8, and the threaded sleeve 9 is used in conjunction with the mounting plate 5 located at the top.

[0028] Specifically, both sides of the loading board 2 are fixedly connected with reinforcing plates 10, and the bottom of the reinforcing plates 10 is fixedly connected to the bottom plate 1. By providing the reinforcing plates 10, the stability of the loading board 2 is improved, thereby improving the structural safety.

[0029] Specifically, the inner cavities of the hoop sleeve 1 3 and the hoop sleeve 2 4 are fixedly connected with a protective pad 11, and the protective pad 11 is used in conjunction with the near pipeline. The setting of the protective pad 11 plays a role in protecting the near pipeline, avoiding the friction between the near pipeline and the hoop sleeve 1 3 and the hoop sleeve 2 4.

[0030] Specifically, an anti-wear pad 12 is provided on the surface of the threaded rod 8 and at the bottom of the threaded sleeve 9, and the bottom of the anti-wear pad 12 contacts the mounting plate 5. By using the anti-wear pad 12 in cooperation, the anti-wear pad 12 is used to contact the mounting plate 5 instead of the threaded sleeve 9, thereby protecting the threaded sleeve 9.

[0031] In the present invention, a shield tunnel construction method for preventing heave and sinking near pipelines comprises the following steps:

[0032] Step 1: First, pre-bury the base plate 1 inside the tunnel, then place the near pipeline into the inner cavity of the hoop 1 3, and then place the hoop 2 4 on the top of the hoop 1 3 to position the near pipeline.

[0033] Step 2: Operate the threaded rod 8 to rotate upward, and the threaded rod 8 drives the rotating shaft 7 to rotate in the inner cavity of the movable groove 6. When the threaded rod 8 is in a vertical state, rotate the threaded sleeve 9, and the threaded sleeve 9 moves downward under the transmission of the thread until the threaded sleeve 9 drives the anti-wear pad 12 to fit with the mounting plate 5. The purpose of positioning and installing the hoop sleeve 1 3 and the hoop sleeve 2 4 can be achieved, and reinforcement measures can be taken to improve the bearing capacity and stability of the near pipeline and reduce the risk of bulge and settlement of the near pipeline during construction.

[0034] It should be noted that, in this document, relational terms such as first and second, etc. are merely used to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply any actual relationship or order between these entities or operations.

[0035] Although the present invention has been disclosed as above with preferred embodiments, it is not intended to limit the present invention. A person with ordinary knowledge in the technical field to which the present invention belongs may make various changes and modifications without departing from the spirit and scope of the present invention. Therefore, the protection scope of the present invention shall be determined by the definition of the claims.

Claims

1. A shield tunnel construction method for preventing heave and subsidence near pipelines, characterized by: The method comprises the following steps: S 1: Select a shield machine type that has little disturbance to the stratum, such as an earth pressure balance shield machine. The earth pressure balance shield machine can better control the earth pressure on the excavation surface and reduce the deformation of the bottom layer. Then calculate the soil bin pressure based on the tunnel burial depth, the bottom soil pressure and the additional factors near the pipeline. For example, when the tunnel burial depth is 10m and the stratum soil weight is 20kN / m 3 When the additional load of the pipeline is 5kPa, the soil bin pressure can be initially set to 200-220kPa. During the construction process, it is adjusted according to the real-time monitoring data, and the adjustment range is less than 10kPa each time. In order to reduce the disturbance to the bottom layer, the advancement speed is controlled at 2-4cm / min. When approaching the pipeline area, the advancement speed is reduced to 1-2cm / min. At this time, the cutter head speed is set to 1-3r / min; S2: Control the excavation volume of the earth pressure balance shield machine. The excavation volume is calculated by multiplying the excavation cross-sectional area of ​​the shield machine by the excavation distance. The error is controlled within ±3%. For example, the excavation cross-sectional area of ​​the shield machine is 10m 2 When excavating 1m, the excavated volume should be controlled at 9.7-10.3m 3 The soil bin pressure is monitored in real time, and soil pressure sensors are used with a monitoring frequency of every 1-2 minutes. When the soil bin pressure fluctuation exceeds ±5% of the set value, the speed of the propulsion conveyor and screw conveyor is adjusted in time, and the automatic guidance system is used to control the posture of the shield machine. After each ring of excavation is completed, the shield posture is reviewed, and the excavation parameters of the next ring are adjusted according to the review results. For example, if the vertical deviation reaches +8mm, the thrust of the lower jack is increased during the next ring of excavation, and the adjustment amount is 50-100kN. The grouting material is cement mortar, and the grouting pressure is 0.2-0.4MPa. The grouting amount is calculated according to the outer diameter of the shield machine and the length of the excavation ring. The grouting amount of each ring is 1.3-1.5 times the product of the outer diameter of the shield machine and the length of the excavation ring. For example, when the outer diameter of the shield machine is 6m and the length of the excavation ring is 1.5m, the grouting amount of each ring should be 11.7-13.5m 3 , grouting should be uniform and full to prevent excessive deformation of the stratum; S3: set a clamp sleeve 1 (3) and a clamp sleeve 2 (4) on the surface near the pipeline, and install the bottom plate (1) inside the tunnel, and set monitoring points on the bottom plate (1). The settlement deformation near the pipeline is controlled within ±10mm, and the horizontal displacement is controlled within ±8mm. When the deformation exceeds the warning value (settlement is ±8mm, horizontal displacement is ±6mm), stop the construction immediately, analyze the cause and take corresponding measures.

2. The shield tunnel construction method for preventing heave and subsidence near pipelines according to claim 1 is characterized in that: In step S2, the specific posture of the shield machine is: the vertical deviation is controlled within ±10 mm, and the horizontal deviation is controlled within ±15 mm.

3. The shield tunnel construction method for preventing heave and subsidence near pipelines according to claim 1 is characterized in that: In step S3, the monitoring frequency is once every 2-4 hours before the shield machine passes through, once every 1-2 hours during the passage, and once every 4-8 hours after the passage.

4. The shield tunnel construction method for preventing heave and subsidence near pipelines according to any one of claims 1 to 3, characterized in that: The bottom plate (1) is arranged in a tunnel. A plurality of loading plates (2) are fixedly connected to the top of the bottom plate (1). A hoop sleeve (3) is fixedly connected to the top of the loading plate (2). A hoop sleeve (4) is arranged on the top of the hoop sleeve (3). The pipeline is located in the inner cavity of the hoop sleeve (3) and the hoop sleeve (4). Both sides of the hoop sleeve (3) and the hoop sleeve (4) are fixedly connected to a mounting plate (5). A movable groove (6) is provided on one side of the mounting plate (5). The inner cavity of the movable groove (6) at the bottom is rotatably connected to a rotating shaft (7). A threaded rod (8) is fixedly connected to the surface of the rotating shaft (7). A threaded sleeve (9) is threadedly connected to the surface of the threaded rod (8). The threaded sleeve (9) is used in conjunction with the mounting plate (5) located at the top.

5. The shield tunnel construction method for preventing heave and subsidence near pipelines according to claim 4 is characterized in that: Both sides of the loading plate (2) are fixedly connected to reinforcing plates (10), and the bottom of the reinforcing plates (10) is fixedly connected to the bottom plate (1).

6. The shield tunnel construction method for preventing heave and subsidence near pipelines according to claim 4 is characterized in that: The inner cavities of the first hoop (3) and the second hoop (4) are both fixedly connected with a protective pad (11), and the protective pad (11) is used in conjunction with a near pipeline.

7. The shield tunnel construction method for preventing heave and subsidence near pipelines according to claim 4 is characterized in that: An anti-wear pad (12) is provided on the surface of the threaded rod (8) and at the bottom of the threaded sleeve (9), and the bottom of the anti-wear pad (12) is in contact with the mounting plate (5).

8. The shield tunnel construction method for preventing heave and subsidence near pipelines according to claims 4-7 is characterized in that: The method comprises the following steps: Step 1: first, pre-bury the bottom plate (1) inside the tunnel, then place the near pipeline into the inner cavity of the hoop sleeve 1 (3), and then place the hoop sleeve 2 (4) on the top of the hoop sleeve 1 (3) to locate the near pipeline; Step 2: Operate the threaded rod (8) to rotate upward, and the threaded rod (8) drives the rotating shaft (7) to rotate in the inner cavity of the movable groove (6). When the threaded rod (8) is in a vertical state, rotate the threaded sleeve (9), and the threaded sleeve (9) moves downward under the transmission of the thread until the threaded sleeve (9) drives the anti-wear pad (12) to fit with the mounting plate (5), thereby achieving the purpose of positioning and installing the hoop sleeve 1 (3) and the hoop sleeve 2 (4), taking reinforcement measures, improving the bearing capacity and stability of the near pipeline, and reducing the risk of bulging and subsidence of the near pipeline during construction.

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