Automatic detection device based on three-dimensional virtual pipe jacking construction and detection method thereof

Abstract

The invention relates to the field of pipe jacking construction, in particular to an automatic detection device based on three-dimensional virtual pipe jacking construction and a detection method of the automatic detection device, real-time monitoring of circumferential stress and soil pressure is achieved through vibrating wire type stress meters and soil pressure meters which are arranged in multiple directions, a leveling mechanism can dynamically compensate the height of a sensor, and the situation that the data precision is affected by abrasion is avoided; a grouting opening is independently controlled according to the direction, the grouting amount is dynamically adjusted according to stress and soil pressure changes in combination with a formula, and effective supporting is formed after thixotropic slurry is solidified; the three-dimensional virtual model is combined with real-time data to realize construction rehearsal, risk early warning and parameter optimization, and closed-loop automatic control from data acquisition to grouting regulation and control is formed; the structure of the device adapts to different soil properties and jacking working conditions, the pipeline damage risk can be reduced, construction accidents and material waste are reduced, and the safety and economical efficiency of pipe jacking construction under the complex working conditions are improved.

Description

Technical Field

[0001] The present invention relates to the field of pipe jacking construction, and particularly to an automatic detection device and a detection method for three-dimensional virtual pipe jacking construction. Background Art

[0002] In the field of pipe jacking construction such as municipal engineering and underground pipe corridors, especially in the case of curved jacking, the stress state of the pipe structure and the interaction mechanism with the soil are complex, and the construction safety risk is relatively high. The existing technologies mainly have the following problems: insufficient real-time monitoring accuracy: in traditional pipe jacking construction, the monitoring of steel bar stress and soil contact pressure relies on post-installed sensors or local single-point monitoring, and it is impossible to achieve full-process dynamic tracking. Especially during curved jacking, the soil resistance differences in different directions are significant, and the existing monitoring means are difficult to accurately capture the three-dimensional stress distribution characteristics; the sensors are easily worn and interfered: during the pipe jacking process, the friction between the pipe wall and the soil causes the embedded sensors to gradually protrude, resulting in data distortion or even sensor damage, affecting the continuity of monitoring; the intelligent degree of grouting control is low: the amount of thixotropic slurry grouting is usually set based on experience and cannot be dynamically adjusted according to real-time stress changes, easily leading to insufficient soil support or excessive grouting, increasing the construction cost and risk; the lack of multi-parameter collaborative analysis: the existing systems lack the fusion analysis of multi-source data such as steel bar stress, soil pressure, and jacking speed, and it is difficult to realize the automatic optimization of construction parameters through a quantitative model. In view of this, this case is thus generated. Summary of the Invention

[0003] An object of the present invention is to solve at least the above problems through an automatic detection device and a detection method for three-dimensional virtual pipe jacking construction.

[0004] To solve the above technical problems, the technical solution adopted by the present invention is as follows: An automatic detection device for three-dimensional virtual pipe jacking construction includes a monitoring pipeline located at the rear end of the pipe jacking machine and a control center located on the ground. The monitoring pipeline is integrally cast with reinforced concrete, and a steel reinforcement cage is arranged inside it. Earth pressure gauges are arranged on the side wall of the monitoring pipeline, and the outer surface of the earth pressure gauges is flush with the outer surface of the monitoring pipeline. Stress gauges are arranged on the steel reinforcement cage.

[0005] Preferably, the earth pressure gauges are arranged at four azimuths of 0°, 90°, 180°, and 270° at the rear end of the monitoring pipeline.

[0006] Preferably, the stress gauges are arranged at four azimuths of 0°, 90°, 180°, and 270° on the steel reinforcement cage at the front end of the monitoring pipeline.

[0007] Preferably, before the concrete of the monitoring pipeline is poured, the earth pressure gauges are pre-welded to the steel reinforcement cage at the rear end of the pipeline, and the stress gauges are pre-welded to the steel reinforcement cage at the front end of the pipeline. The wires of the earth pressure gauges and the stress gauges are gathered inside the monitoring pipeline.

[0008] Preferably, the earth pressure gauge includes an earth pressure sensor and a leveling mechanism, and the earth pressure sensor is connected to the monitoring pipeline through the leveling mechanism.

[0009] Preferably, the leveling mechanism includes a base, a passive wedge, an active wedge, an adjusting screw rod, a servo motor, a guide rod and a guide sleeve. The servo motor and the guide sleeve are fixed on the base. The active wedge is slidably arranged on the base. The adjusting screw rod is driven to rotate by the servo motor. A nut threadedly connected to the adjusting screw rod is arranged inside the active wedge. The inclined surfaces of the passive wedge and the active wedge are mutually attached, and are slidably connected through a dovetail groove and a dovetail structure. The passive wedge is fixedly connected to the earth pressure sensor. One end of the guide rod is fixedly connected to the earth pressure sensor, and the other end is slidably connected to the guide sleeve.

[0010] Preferably, slurry injection ports for injecting thixotropic slurry into the soil outside the pipeline are arranged at four positions of 0°, 90°, 180° and 270° in the middle of the monitoring pipeline.

[0011] The pipe jacking construction automatic detection method uses the above-mentioned three-dimensional virtual pipe jacking construction automatic detection device, and includes the following steps:

[0012] Step A: Perform a three-dimensional virtual simulation construction process;

[0013] Step B: After the monitoring pipeline is transported to the construction site, use a reading instrument to test whether the sensor is normal, and collect the first reading as the steel bar stress and the initial value;

[0014] Step C: After the monitoring pipeline is hoisted and jacked into the soil, start collecting data, and the collected data is transmitted to the control center for summary and analysis;

[0015] Step D: When the steel bar stress value or the earth pressure value at one or several positions on the monitoring pipeline changes beyond the system set range, dynamically adjust the slurry injection flow rate of thixotropic slurry at each position according to the preset rules.

[0016] Preferably, in the step C, the slurry injection law formula for the injection volume of thixotropic slurry is as follows:

[0017] Q = A + B - C, where Q is the total slurry injection volume, A is the basic slurry injection volume, B is the increased slurry injection volume, C is the decreased slurry injection volume, and the units are all m 3 / m;

[0018] B = k1 * x, C = k2 * y, where k1 and k2 are coefficients, x is the change speed of the steel bar stress value, the unit is MPa / m, and y is the change speed of the earth pressure value, the unit is MPa / m;

[0019] Preferably, the steps of the simulation construction process are as follows:

[0020] 3D Model Construction and Parameter Setting: Use geological exploration data and design drawings to construct a 3D virtual model including stratum distribution, pipe jacking route, and pipe joint parameters. Input construction parameters such as the jacking speed of the pipe jacking machine and grouting pressure, simulate the construction process based on the finite element method, and preset monitoring thresholds for soil settlement, structural stress, etc.;

[0021] Sensor Network Deployment and Data Acquisition: Install displacement gauges and earth pressure cells in the soil, install strain gauges and inclinometers on the surface of the pipe jacking structure, and integrate pressure sensors in the construction equipment to collect data on surface settlement, soil stress, internal force of pipe joints, and jacking force in real time, and transmit the data to the monitoring cloud platform through the Internet of Things network;

[0022] Data Fusion and Model Correction: Match the real-time monitoring data with the 3D model spatially, dynamically load it to the corresponding position of the model to achieve synchronous mapping, correct the deviation of stratum parameters or construction parameters based on the back-analysis of the monitoring data, and use the corrected model to predict the soil response of subsequent construction;

[0023] Intelligent Analysis and Graded Early Warning: Analyze the spatio-temporal laws of the monitoring data through big data algorithms, compare the actual values with the model prediction values, trigger a yellow early warning when the monitoring data reaches 80% of the threshold, trigger a red early warning when it exceeds the threshold, and highlight the risk area in the 3D model;

[0024] Construction Optimization and Feedback Control: Generate suggestions for adjusting construction parameters based on the early warning results combined with 3D simulation, dynamically optimize parameters such as the jacking speed of the pipe jacking machine and grouting pressure, and achieve automatic monitoring and risk control of the construction process.

[0025] As can be seen from the above description, the automatic detection device and its detection method for pipe jacking construction based on 3D virtual provided by the present invention have the following beneficial effects: Real-time monitoring of circumferential stress and earth pressure is achieved through vibrating wire stress gauges and earth pressure gauges arranged in multiple directions. The leveling mechanism can dynamically compensate for the height of the sensors to avoid data accuracy affected by wear; The grouting ports are independently controlled according to the orientation, and the grouting volume is dynamically adjusted according to the changes in stress and earth pressure combined with the formula. The thixotropic mud forms an effective support after consolidation; The 3D virtual model combined with real-time data realizes construction preview, risk early warning, and parameter optimization, forming a closed-loop automatic control from data acquisition to grouting regulation; The device structure adapts to different soil qualities and jacking working conditions, can reduce the risk of pipeline damage, reduce construction accidents and material waste, and improve the safety and economy of pipe jacking construction under complex working conditions. Description of the Drawings

[0026] Figure 1 It is a structural schematic diagram for monitoring the pipeline.

[0027] Figure 2 It is a structural schematic diagram of the earth pressure gauge. Detailed Embodiment

[0028] The present invention will be further described below through specific embodiments.

[0029] To make the technical means, creative features, achieved purposes and effects of the present invention easy to understand, the present invention will be further elaborated below in conjunction with specific embodiments.

[0030] As Figure 1 shown, the automatic detection device for three-dimensional virtual pipe jacking construction of the present invention includes a monitoring pipeline 10 located at the rear end of the pipe jacking machine and a control center located on the ground. The monitoring pipeline 10 is integrally cast with reinforced concrete and is provided with a steel reinforcement cage inside. The side wall of the monitoring pipeline 10 is provided with an earth pressure gauge 1, and the outer surface of the earth pressure gauge 1 is flush with the outer surface of the monitoring pipeline 10. A stress gauge 2 is provided on the steel reinforcement cage. The automatic detection device for three-dimensional virtual pipe jacking construction of the present invention is suitable for the construction of rectangular pipelines. The monitoring pipeline 10 is cast separately, and its cross-sectional dimensions and steel bar and cement configuration are the same as those of the construction pipeline. It has four side walls, namely, top, bottom, left and right. During the pipe jacking construction process, the steel bar stress in the monitoring pipeline 10 and the earth pressure received by the pipeline will change with factors such as the jacking speed, deviation correction operation, soil resistance, and grouting pressure. A monitoring pipeline 10 is added between the pipe jacking machine and the construction pipeline, and an earth pressure gauge 1 for monitoring the earth pressure and a stress gauge 2 for monitoring the steel bar stress are prefabricated at different positions of the monitoring pipeline 10 to perform real-time monitoring of the steel bar stress and soil contact pressure during pipe jacking construction, especially pipe jacking construction that requires curved jacking. The monitored data is transmitted back to the control center, and the control center controls the grouting volume of the thixotropic slurry according to the pre-set algorithm. The thixotropic slurry is injected into the soil from the grouting port 3 and plays a supporting role in the soil around the pipeline after consolidation and hardening, thereby reducing the steel bar stress. When initially installed, the outer surface of the earth pressure sensor 11 is flush with the outer surface of the monitoring pipeline 10, and dynamic height compensation is achieved through a leveling mechanism. Both the stress gauge 2 and the earth pressure gauge 1 are vibrating wire sensors. The tie rods at both ends of the stress gauge 2 are welded to the main steel bars of the steel reinforcement cage along the circumferential direction for monitoring the circumferential stress change.

[0031] Earth pressure gauges 1 are provided at four positions of 0°, 90°, 180°, and 270° at the rear end of the monitoring pipeline 10. Taking the vertically upward direction as 0°, the earth pressure gauges 1 are arranged at four positions of the top at 0°, the right side at 90°, the bottom at 180°, and the left side at 270° in the clockwise direction, that is, earth pressure gauges 1 are provided in the middle of the top, bottom, left and right side walls of the monitoring pipeline 10.

[0032] Stress gauges 2 are provided at four positions of 0°, 90°, 180°, and 270° on the steel reinforcement cage at the front end of the monitoring pipeline 10, that is, stress gauges 2 are provided in the middle of the top, bottom, left and right side walls of the monitoring pipeline 10.

[0033] Before the concrete pouring of the monitoring pipeline 10, the earth pressure gauge 1 is pre-welded to the steel reinforcement cage at the rear end of the pipeline, and the stress gauge 2 is pre-welded to the steel reinforcement cage at the front end of the pipeline. The wires of the earth pressure gauge 1 and the stress gauge 2 are gathered inside the monitoring pipeline 10. The wires of each sensor are distinguished by different colors or different numbers, and the data of each sensor are collected through a data transceiver arranged inside the monitoring pipeline 10. A temporarily installed data transmission repeater is set every 50 - 100 m in the construction pipeline for data conduction, which is used to transmit the sensor data collected by the monitoring pipeline 10 to the control center.

[0034] The earth pressure gauge 1 includes an earth pressure sensor 11 and a leveling mechanism, and the earth pressure sensor 11 is connected to the monitoring pipeline 10 through the leveling mechanism.

[0035] Such as Figure 2As shown in the figure, the leveling mechanism includes a base 12, a passive wedge 13, an active wedge 14, an adjusting screw rod 15, a servo motor 16, a guide rod 17 and a guide sleeve 18. The servo motor 16 and the guide sleeve 18 are fixedly arranged on the base 12. The active wedge 14 is slidably arranged on the base 12. The adjusting screw rod 15 is driven to rotate by the servo motor 16. A nut threadedly connected to the adjusting screw rod 15 is arranged inside the active wedge 14. The inclined surfaces of the passive wedge 13 and the active wedge 14 are mutually attached. The inclined surfaces are slidably connected through a dovetail groove and a dovetail structure 19. The passive wedge 13 is fixedly connected to the earth pressure sensor 11. One end of the guide rod 17 is fixedly connected to the earth pressure sensor 11 and the other end is slidably connected to the guide sleeve 18. Before concrete pouring, a steel plate is preset on the reinforcement cage of the monitoring pipeline 10, and the base 12 is fixed to the preset steel plate. During the jacking process of the monitoring pipeline 10, its surface will gradually wear, resulting in the earth pressure gauge 1 protruding from the pipe wall, causing damage to the earth pressure gauge 1 during the advancing process, resulting in inaccurate monitored data or monitoring failure. Therefore, a height fine-tuning structure needs to be set to balance the surface wear. The earth pressure sensor 11 and the base 12 are hermetically connected through a flexible rubber to ensure that the earth pressure sensor 11 can still maintain internal sealing during the process of the leveling mechanism driving displacement. The method for the leveling mechanism to adjust the earth pressure sensor 11 is as follows: The servo motor 16 drives the adjusting screw rod 15 to rotate, converting the rotational motion into the lateral movement of the active wedge 14. Since the inclined surfaces of the passive wedge 13 and the active wedge 14 are mutually attached, the lateral movement of the active wedge 14 is converted into the up and down movement of the passive wedge 13 and the earth pressure sensor 11. Through this combined adjustment method of the wedge and the servo motor 16, precise micro-displacement control is achieved by using the inclined surface amplification principle, and the adjustment accuracy reaches the 0.1 mm level, making the adjustment structure have both good load and adjustment accuracy. Since different soil qualities have different wear conditions on the pipe wall, different adjustment coefficients Q need to be set according to different soil qualities. The compensation speed of the leveling mechanism is 0.1 - 0.3 mm / 100 m of jacking distance, that is, for every 100 m of jacking, the earth pressure sensor 11 moves 0.1 - 0.3 mm towards the inner side of the pipeline. Among them, 0.3 mm / 100 m corresponds to hard soil, and 0.1 mm / 100 m corresponds to soft soil. A self-locking worm and worm gear mechanism is arranged between the servo motor 16 and the adjusting screw rod 15.

[0036] At the mid - ends of the monitoring pipeline 10, grouting ports 3 for injecting thixotropic slurry into the soil outside the pipeline are provided in four directions of 0°, 90°, 180°, and 270°. That is, grouting ports 3 are provided in the middle of the upper, lower, left, and right sidewalls of the monitoring pipeline 10. A one - way check valve is provided in the grouting port 3. Thixotropic slurry is injected into the soil around the pipeline through the grouting port 3. After the thixotropic slurry solidifies and hardens, it plays a supporting role for the soil around the pipeline, thereby reducing the steel bar stress. The grouting ports 3 in each direction can be independently controlled for opening and closing and the grouting volume. Therefore, thixotropic slurry with different flow rates can be injected in different directions within the same time period. When the stress change in a certain direction is relatively large, thixotropic slurry with a larger flow rate than other directions is injected into that direction to improve the support of the soil in that direction. When the outer contour size of the monitoring pipeline 10 is relatively large, the number of grouting ports 3 on each side can be increased to 2 - 3 to make the grouting coverage more uniform for precise soil support.

[0037] The automatic detection method for pipe - jacking construction uses the above - mentioned three - dimensional virtual pipe - jacking construction automatic detection device and includes the following steps:

[0038] Step A: Conduct a three - dimensional virtual simulation construction process;

[0039] Step B: After the monitoring pipeline 10 is transported to the construction site, use a reading instrument to test whether the sensor is normal and collect the first reading as the steel bar stress and the initial value;

[0040] Step C: After the monitoring pipeline 10 is hoisted and jacked into the soil, start collecting data. The collected data is transmitted to the control center for summary and analysis;

[0041] Step D: When the steel bar stress value or soil pressure value in one or several directions on the monitoring pipeline 10 changes beyond the system - set range, dynamically adjust the grouting flow rate of thixotropic slurry in each direction according to the pre - set rules.

[0042] In Step C, the grouting rule formula for the grouting volume of thixotropic slurry is as follows:

[0043] Q = A + B - C, where Q is the total grouting volume, A is the basic grouting volume, B is the increased value of the grouting volume, and C is the decreased value of the grouting volume. The unit of all is m 3 / m; The basic grouting volume A is the grouting volume of a single grouting port 3 preset by the system according to factors such as soil conditions and pipe cross-sectional dimensions. The calculation formula for the total basic grouting volume for the entire circumference is H = L * α, where (H) is the total basic grouting volume, (L) is the outer contour perimeter of the pipe, and (α) is the grouting coefficient, taking values between 0.15 and 0.25. The grouting coefficient for soft soil is 0.25, and the grouting coefficient for hard soil is 0.15. The basic grouting volume A of a single grouting port = H / the number of grouting ports. For example, when a pipe with an outer length and outer width of 1 m is jacked in a clay layer, the grouting coefficient is taken as 0.25, and the total basic grouting volume H = (1 + 1) x 2 x 0.25 = 1 m 3 / m, that is, 1 m of thixotropic slurry is injected for every 1 m of advancement 3 The basic grouting volume A of a single grouting port 3 = H / 4 = 0.25 m 3 / m, and the increase value B of the grouting volume is related to the change rate of the steel bar stress value, and the decrease value C of the grouting volume is related to the soil contact pressure

[0044] B = k1 * x, C = k2 * y, where k1 and k2 are coefficients, x is the change rate of the steel bar stress value, with the unit of MPa / m, and y is the change rate of the soil pressure value, with the unit of MPa / m; the normal range of the steel bar stress value is -20 MPa - 15 MPa, the value of the coefficient k1 is 0.04 - 0.05, the coefficient for soft soil is 0.05, and the coefficient for hard soil is 0.04. When the pipe is jacked linearly, due to factors such as soil changes and changes in the jacking speed, if the steel bar stress value changes greatly in a short period of time, the steel bar stress of the pipe may exceed the elastic limit, and the pipe body may be damaged. Therefore, it is necessary to increase the grouting volume in this direction to improve the soil strength. During the pipe jacking process, if the upper soil layer collapses, or during the grouting process, the contact pressure between the pipe and the soil will increase. Normally, the contact pressure is in a relatively stable state. However, when the pipe is being corrected, a large gap is generated between the outer wall of the pipe on the turning outer side and the soil, resulting in a greater grouting volume on this side and an increase in the contact pressure value. The pipe may leak. At this time, it is necessary to reduce the grouting volume on this side. The normal range of the contact pressure value is 0.1 - 0.3 MPa, the value of the coefficient k2 is 1.5 - 2, the coefficient for soft soil is 2, and the coefficient for hard soil is 1.5. By adjusting the grouting volume of the thixotropic slurry through the increase value and decrease value of the grouting volume, the grouting volume is made reasonable to protect the pipe from damage

[0045] In step A, the steps of simulating the construction process are as follows

[0046] Three-dimensional model construction and parameter setting: Use geological exploration data and design drawings to construct a three-dimensional virtual model including formation distribution, pipe jacking route, and pipe joint parameters. Input construction parameters such as the jacking speed of the pipe jacking machine and grouting pressure, and simulate the construction process based on the finite element method. Preset monitoring thresholds for soil settlement, structural stress, etc

[0047] Sensor network deployment and data acquisition: Displacemet gauges and earth pressure cells are arranged in the soil mass, strain gauges and inclinometers are installed on the surface of the pipe jacking structure, and pressure sensors are integrated into the construction equipment to collect data on surface settlement, soil stress, internal force of pipe segments and jacking force in real time, and transmit the data to the monitoring cloud platform through the Internet of Things network;

[0048] Data fusion and model correction: Match the real-time monitoring data with the three-dimensional model space, dynamically load it to the corresponding position of the model to achieve synchronous mapping, inversely analyze and correct the deviation of formation parameters or construction parameters based on the monitoring data, and use the corrected model to predict the soil response of subsequent construction;

[0049] Intelligent analysis and hierarchical warning: Analyze the spatio-temporal law of the monitoring data through big data algorithms, compare the actual value with the model prediction value, trigger a yellow warning when the monitoring data reaches 80% of the threshold, trigger a red warning when it exceeds the threshold, and highlight the risk area in the three-dimensional model;

[0050] Construction optimization and feedback control: Generate suggestions for adjusting construction parameters based on the warning results combined with three-dimensional simulation, dynamically optimize parameters such as pipe jacking speed and grouting pressure, and realize automatic monitoring and risk control during the construction process.

[0051] The above are only several specific embodiments of the present invention, but the design concept of the present invention is not limited thereto. Any non-substantive modification made to the present invention using this concept shall fall within the scope of infringement of the protection scope of the present invention.

Claims

1. An automatic detection device for three-dimensional virtual pipe jacking construction, characterized in that: It includes a monitoring pipeline located at the rear end of the pipe jacking machine and a control center located on the ground. The monitoring pipeline is integrally cast with reinforced concrete, and a steel reinforcement cage is arranged inside it. Earth pressure gauges are arranged on the side wall of the monitoring pipeline, and the outer surface of the earth pressure gauges is flush with the outer surface of the monitoring pipeline. Stress gauges are arranged on the steel reinforcement cage.

2. The automatic detection device for three-dimensional virtual pipe jacking construction according to claim 1, wherein: The earth pressure gauges are arranged at four positions of 0°, 90°, 180°, and 270° at the rear end of the monitoring pipeline.

3. The automatic detection device for three-dimensional virtual pipe jacking construction according to claim 1, wherein: The stress gauges are arranged at four positions of 0°, 90°, 180°, and 270° on the steel reinforcement cage at the front end of the monitoring pipeline.

4. The automatic detection device for three-dimensional virtual pipe jacking construction according to claim 1, wherein: Before the concrete of the monitoring pipeline is poured, the earth pressure gauges are pre-welded on the steel reinforcement cage at the rear end of the pipeline, and the stress gauges are pre-welded on the steel reinforcement cage at the front end of the pipeline. The wires of the earth pressure gauges and the stress gauges are gathered inside the monitoring pipeline.

5. The automatic detection device for three-dimensional virtual pipe jacking construction according to claim 1, characterized in that: The earth pressure gauge includes an earth pressure sensor and a leveling mechanism. The earth pressure sensor is connected to the monitoring pipeline through the leveling mechanism.

6. The automatic detection device for three-dimensional virtual pipe jacking construction according to claim 5, characterized in that: The leveling mechanism includes a base, a passive wedge, an active wedge, an adjusting screw rod, a servo motor, a guide rod, and a guide sleeve. The servo motor and the guide sleeve are fixed on the base. The active wedge is slidably arranged on the base. The adjusting screw rod is driven to rotate by the servo motor. A nut threadedly connected to the adjusting screw rod is arranged inside the active wedge. The inclined surfaces of the passive wedge and the active wedge are mutually attached, and are slidably connected through a dovetail groove and a dovetail structure. The passive wedge is fixedly connected to the earth pressure sensor. One end of the guide rod is fixedly connected to the earth pressure sensor, and the other end is slidably connected to the guide sleeve.

7. The automatic detection device for three-dimensional virtual pipe jacking construction according to claim 1, characterized in that: Grouting ports for injecting thixotropic slurry into the soil outside the pipeline are arranged at four positions of 0°, 90°, 180°, and 270° in the middle of the monitoring pipeline.

8. The automatic detection method for pipe jacking construction, which adopts the automatic detection device for three-dimensional virtual pipe jacking construction described in any one of claims 1-7, is characterized in that, It includes the following steps: Step A: Conduct a three-dimensional virtual simulation of the construction process; Step B: After the monitoring pipeline is transported to the construction site, use a reading instrument to test whether the sensors are normal, and collect the first reading as the steel bar stress and the initial value; Step C: After the monitoring pipeline is hoisted and jacked into the soil, start collecting data, and transmit the collected data to the control center for summary and analysis; Step D: When the change in the steel bar stress value or the earth pressure value at one or several positions on the monitoring pipeline exceeds the system-set range, dynamically adjust the grouting flow rate of the thixotropic slurry at each position according to the preset rules.

9. The pipe jacking construction automatic detection method according to claim 8, characterized in that: In the step C, the grouting rule formula for the grouting volume of the thixotropic slurry is as follows: Q = A + B - C, where Q is the total grouting volume, A is the basic grouting volume, B is the increased grouting volume, and C is the decreased grouting volume, and the unit of all of them is m 3 / m; B = k1 * x, C = k2 * y, where k1 and k2 are coefficients, x is the change speed of the steel bar stress value, the unit is MPa / m, and y is the change speed of the earth pressure value, the unit is MPa / m.

10. The pipe jacking construction automatic detection method according to claim 8, characterized in that: The steps of the simulation construction process are as follows: Three-dimensional model construction and parameter setting: Use geological exploration data and design drawings to construct a three-dimensional virtual model including formation distribution, pipe jacking route, and pipe joint parameters, input construction parameters such as the pipe jacking machine propulsion speed and grouting pressure, simulate the construction process based on the finite element method, and preset monitoring thresholds such as soil settlement and structural stress. Sensor network deployment and data acquisition: Displacements gauges and earth pressure cells are arranged in the soil mass, strain gauges and inclinometers are installed on the surface of the pipe jacking structure, and pressure sensors are integrated into the construction equipment to collect data on surface settlement, soil stress, internal force of pipe segments and jacking force in real time, and transmit them to the monitoring cloud platform through the Internet of Things network; Data fusion and model correction: Match the real-time monitoring data with the three-dimensional model spatially, dynamically load it to the corresponding position of the model to achieve synchronous mapping, inversely analyze and correct the deviation of formation parameters or construction parameters based on the monitoring data, and use the corrected model to predict the soil response of subsequent construction; Intelligent analysis and hierarchical early warning: Analyze the spatio-temporal law of the monitoring data through big data algorithms, compare the actual value with the model prediction value, trigger a yellow early warning when the monitoring data reaches 80% of the threshold, trigger a red early warning when it exceeds the threshold, and highlight the risk area in the three-dimensional model; Construction optimization and feedback control: Generate suggestions for adjusting construction parameters based on the early warning results combined with three-dimensional simulation, dynamically optimize parameters such as pipe jacking speed and grouting pressure, and realize automatic monitoring and risk control during the construction process.

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