Pipe-jacking construction full-period and full-section soil pressure monitoring system and method thereof

Abstract

The invention discloses a pipe jacking construction full-period and full-section soil pressure monitoring system and a method thereof, and relates to the technical field of soil pressure monitoring, the system comprises a distributed acquisition module, a multi-source information acquisition module, a fusion analysis module, a management decision module and an execution feedback module, and the evolution trend of soil pressure is predicted through a trend extrapolation model. The system can perform active early warning and regulation and control before a dangerous case occurs, post-remedy is changed into pre-prevention, meanwhile, a complete closed loop of perception-analysis-decision-execution-feedback is constructed, intelligent operation of the construction process is achieved, dependence on artificial experience is greatly reduced, and the construction efficiency is improved. The comprehensive risk index Q deeply fuses the current soil pressure, the operation coordination and the future risk, a comprehensive and accurate quantitative basis is provided for decision making, the system can automatically switch among four modes of economy, early warning, regulation and protection according to the Q value and the equipment health degree, the construction safety is ensured, and the construction efficiency can be dynamically optimized on the premise of safety.

Description

Technical Field

[0001] This invention relates to the field of earth pressure monitoring technology, and in particular to an earth pressure monitoring system and method for all-time, full-section earth pressure monitoring during pipe jacking construction. Background Technology

[0002] Pipe jacking, a trenchless method for laying underground pipelines, is widely used in urban underground pipe network construction, tunnel engineering, and municipal infrastructure. This technology uses a hydraulic jacking system to push pipe sections into the soil one by one, forming a continuous underground passage. It offers advantages such as minimal impact on surface traffic and the environment, and high construction efficiency. However, pipe jacking construction faces challenges such as complex soil pressure distribution, variable geological conditions, and difficulty in real-time and precise control of construction parameters. Especially in sensitive environments such as soft soil, water-rich strata, or adjacent existing structures, improper soil pressure control can easily lead to engineering risks such as surface subsidence, tunnel face instability, and even collapse.

[0003] Currently, traditional earth pressure monitoring in pipe jacking construction relies heavily on localized pressure sensors or intermittent manual measurements. Data from various sensors is often collected independently and processed in a fragmented manner, creating "data silos." This lacks in-depth integration and correlation analysis of multi-source, heterogeneous information on face pressure, grouting pressure, jacking thrust, soil chamber pressure, and ground deformation. Consequently, the system can only provide fragmented descriptions of historical and current conditions, failing to establish a dynamic mapping model between earth pressure distribution and construction parameters and geological conditions. This makes it difficult to predict earth pressure trends and dynamically control construction parameters online. In long-distance, large-diameter pipe jacking projects or those traversing complex strata, geological conditions vary significantly along the route, and the dynamic response during construction is complex. This decision-making model based on lagging data and local experience is significantly less adaptable, not only hindering construction efficiency but also creating substantial engineering risks. Summary of the Invention

[0004] In response to the above situation, the present invention can transform safety control from a passive response to an active prevention through comprehensive risk assessment based on multi-source information fusion, thereby achieving automatic optimization and precise execution of construction parameters and improving construction efficiency.

[0005] The technical solution includes a distributed acquisition module, a multi-source information acquisition module, a fusion analysis module, a management decision-making module, and an execution feedback module.

[0006] The distributed acquisition module is deployed on the shield body of the pipe jacking machine and the subsequent segment structure to collect raw strain monitoring data in real time.

[0007] The multi-source information acquisition module synchronously collects construction parameter data and equipment operating status data of the jacking system. The construction parameter data includes jacking speed, jacking thrust, cutterhead torque, grouting pressure, and shield machine hinge angle.

[0008] The fusion analysis module is communicatively connected to the distributed acquisition module and the multi-source information acquisition module, and specifically performs the following calculation steps:

[0009] a. Data calculation and synchronization: The original strain monitoring data is calculated into real-time earth pressure values ​​of each node based on a predetermined physical relationship, and together with the time-aligned construction parameter data, they form a system state vector;

[0010] b. Trend extrapolation: Based on the system state vector in the time series, the estimated value of the earth pressure evolution at a specific future step is calculated using a preset deterministic trend extrapolation formula.

[0011] The management decision module quantifies current and future system risks through the calculation formula of the comprehensive risk index Q, and generates corresponding construction parameter control instructions based on the preset threshold range of the comprehensive risk index Q.

[0012] The execution feedback module receives the construction parameter adjustment command, converts it into a control signal that can drive the field equipment, and collects new strain data and construction parameter data within a preset time after the command is executed. This feedback data is then sent back to the fusion analysis module to form a closed-loop control.

[0013] Furthermore, the data calculation is based on the following formula:

[0014] P_i = K·(ε_i - ε_{i0}) + B;

[0015] Where P_i is the earth pressure value calculated by the i-th sensing unit, K is the calibration coefficient of the sensing unit, ε_i is the strain value collected in real time, ε_{i0} is the initial calibration value, and B is the environmental compensation coefficient.

[0016] Furthermore, the trend extrapolation is calculated using the following deterministic formula:

[0017] P_projected(t+Δt)=P_current(t)+ΔP;

[0018] ΔP=(P_current(t)-P_historical_avg(t-Δt))×(V_current / V_historical_avg)×K_geo;

[0019] Where: P_projected(t+Δt) is the estimated earth pressure at time t+Δt; P_current(t) is the measured earth pressure at time t; P_historical_avg(t-Δt) is the average earth pressure in the previous sampling period [t-2Δt, t-Δt]; V_current is the current jacking speed; V_historical_avg is the average jacking speed in the previous sampling period [t-2Δt, t-Δt]; and K_geo is the geological influence coefficient.

[0020] Furthermore, the rule for determining the value of the geological influence coefficient K_geo is as follows:

[0021] In soft soil layers: K_geo takes values ​​from 0.7 to 0.9;

[0022] In sandy soil layers: K_geo takes values ​​from 0.9 to 1.1;

[0023] In rock strata: K_geo takes values ​​from 1.1 to 1.5;

[0024] In composite formations: K_geo takes values ​​from 0.9 to 1.3.

[0025] Furthermore, the trend extrapolation also includes a stress change early warning mechanism:

[0026] A stress change warning is triggered when the following conditions are met simultaneously:

[0027] |P_current(t)-P_historical_avg(t-Δt)|>P_threshold;

[0028] And |V_current - V_historical_avg| > V_threshold;

[0029] Wherein, P_threshold is the earth pressure variation threshold, with a value of 0.5-1.0 bar; V_threshold is the jacking speed variation threshold, with a value of 5-10 mm / min;

[0030] When a pressure surge warning is triggered, a modified trend extrapolation formula is used:

[0031] P_projected(t+Δt)=P_current(t)+ΔP×K_alert;

[0032] Wherein, K_alert is the warning correction coefficient, with a value ranging from 1.5 to 2.0.

[0033] Furthermore, the formula for calculating the comprehensive risk index Q is as follows:

[0034] Q=(F_Current * F_Operation)^(1 / 2)*exp(λ*F_Future);

[0035] Where: F_Current is the current risk index calculated based on the current uniformity of earth pressure distribution; F_Future is the future risk index calculated based on the predicted earth pressure evolution; F_Operation is the operational coordination index calculated based on the deviation between the current construction parameters and the ideal parameter set; λ is the future risk amplification coefficient, which is a real number greater than 0; exp() is the natural exponential function;

[0036] The preset mode switching threshold in the management decision module is defined as follows:

[0037] Q1 is the threshold for the early warning monitoring mode. When Q≥Q1, the system considers there to be a potential risk and requires enhanced monitoring.

[0038] Q2 is the threshold for the active control mode. When Q≥Q2, the system considers the risk to be high and the construction parameters need to be actively adjusted.

[0039] Q3 is the threshold for the safety protection mode. When Q≥Q3, the system considers the risk to be extremely high and protective measures need to be taken.

[0040] And Q1, Q2, Q3 are real numbers, and satisfy 0 <Q1<Q2<Q3。

[0041] Furthermore, the formula for calculating the current risk indicator F_Current is as follows:

[0042] F_Current=(1 / N)*Σ_{i=1}^N[ max(0,(P_i-P_safe) / P_safe )]^2;

[0043] Where N is the total number of sensing units, P_i is the earth pressure value of the i-th unit, and P_safe is the earth pressure safety threshold preset by the system.

[0044] The formula for calculating the operational coordination index F_Operation is as follows:

[0045] F_Operation =1+Σ[w_i*((X_i-X_{i_opt}) / ΔX_{i_max})^2 ];

[0046] Where X_i represents the actual value of the i-th construction parameter, X_{i_opt} represents the optimal setting value of the parameter under the current geological conditions; ΔX_{i_max} represents the maximum allowable deviation of the parameter; and w_i represents the weighting coefficient of the parameter.

[0047] The formula for calculating the future risk indicator F_Future is as follows:

[0048] F_Future=max(0,(P_projected_max-P_safe) / P_safe);

[0049] Where P_projected_max is the maximum value of the estimated earth pressure at all nodes within a specific future step.

[0050] Furthermore, the management decision-making module selects and executes the control mode according to the comprehensive risk index Q according to the following rules:

[0051] When (Q≥Q3) or (F_Health < H_critical), the system enters the safety protection mode, generates and executes a shutdown command, and triggers the highest level of audible and visual alarm. Here, H_critical is the critical threshold for device health, and F_Health is the device health index calculated based on the device's operating status data.

[0052] When the safety protection mode conditions are not met, but (Q≥Q2) or (dQ / dt≥R_alarm) is satisfied, the active control mode is entered, and instructions to reduce the jacking speed or adjust the grouting pressure are generated and executed, where dQ / dt is the risk index change rate and R_alarm is its alarm threshold.

[0053] When the above mode conditions are not met, but (Q≥Q1) or (F_Health< H_optimal) is satisfied, the warning monitoring mode is entered, parameter optimization suggestion instructions are generated and the operator is prompted to confirm, where H_optimal is the optimal operating threshold for device health.

[0054] In other cases, the system enters the economic construction mode, generating and executing jacking speed optimization commands aimed at improving construction efficiency or reducing energy consumption.

[0055] Furthermore, it includes the following steps:

[0056] S1: Synchronously collect raw strain monitoring data, construction parameter data, and equipment operating status data;

[0057] S2: Perform spatiotemporal synchronization and calculation on the data to obtain real-time earth pressure values;

[0058] S3: Based on current and historical data and construction parameters, calculate the estimated value of earth pressure evolution using a deterministic trend extrapolation formula;

[0059] S4: Based on real-time earth pressure values, construction parameters, and estimated values, calculate the comprehensive risk index Q, and generate control instructions according to its threshold range;

[0060] S5: Executes instructions and collects feedback data to achieve closed-loop control.

[0061] Furthermore, in step S4, the calculation of the comprehensive risk index Q depends simultaneously on the current risk indicator F_Current, the future risk indicator F_Future, and the operational coordination indicator F_Operation.

[0062] Due to the adoption of the above technical solutions, the present invention has the following advantages compared with the prior art;

[0063] 1. By predicting the evolution trend of earth pressure through trend extrapolation models, the system can proactively warn and control the situation before it occurs, transforming post-event remediation into pre-event prevention. At the same time, it constructs a complete closed loop of "perception-analysis-decision-execution-feedback" to achieve intelligent operation of the construction process and significantly reduce reliance on human experience.

[0064] 2. The comprehensive risk index Q deeply integrates current earth pressure, operational coordination, and future risks, providing a comprehensive and accurate quantitative basis for decision-making. The system can automatically switch between four modes—economic, early warning, control, and protection—based on the Q value and equipment health, ensuring construction safety while dynamically optimizing construction efficiency under the premise of safety. Attached Figure Description

[0065] Figure 1 This is a flowchart of the module flow chart of the earth pressure monitoring system and method for full-time, full-section earth pressure monitoring during pipe jacking construction according to the present invention.

[0066] Figure 2 This is a flowchart of a method for a full-time, full-section earth pressure monitoring system and method for pipe jacking construction according to the present invention. Detailed Implementation

[0067] The foregoing and other technical contents, features and effects of the present invention are described in conjunction with the appendix below. Figures 1 to 2 The detailed description of the embodiments will make this clear. All structural details mentioned in the following embodiments are based on the accompanying drawings.

[0068] Example 1, based on existing technology, includes a distributed acquisition module, a multi-source information acquisition module, a fusion analysis module, a management decision-making module, and an execution feedback module:

[0069] The distributed acquisition module is deployed on the shield body of the pipe jacking machine and the subsequent segment structure to collect raw strain monitoring data in real time.

[0070] The multi-source information acquisition module synchronously collects construction parameter data and equipment operating status data of the jacking system. The construction parameter data includes jacking speed, jacking thrust, cutterhead torque, grouting pressure, and shield machine hinge angle.

[0071] The fusion analysis module is communicatively connected to the distributed acquisition module and the multi-source information acquisition module, and specifically performs the following calculation steps:

[0072] a. Data calculation and synchronization: The original strain monitoring data is calculated into real-time earth pressure values ​​of each node based on a predetermined physical relationship, and together with the time-aligned construction parameter data, they form a system state vector;

[0073] b. Trend extrapolation: Based on the system state vector in the time series, the estimated value of the earth pressure evolution at a specific future step is calculated using a preset deterministic trend extrapolation formula.

[0074] The management decision module quantifies current and future system risks through the calculation formula of the comprehensive risk index Q, and generates corresponding construction parameter control instructions based on the preset threshold range of the comprehensive risk index Q.

[0075] The execution feedback module receives the construction parameter adjustment command, converts it into a control signal that can drive the field equipment, and collects new strain data and construction parameter data within a preset time after the command is executed. This feedback data is then sent back to the fusion analysis module to form a closed-loop control.

[0076] Furthermore, the data calculation is based on the following formula:

[0077] P_i = K·(ε_i - ε_{i0}) + B;

[0078] Where P_i is the earth pressure value calculated by the i-th sensing unit, K is the calibration coefficient of the sensing unit, ε_i is the strain value collected in real time, ε_{i0} is the initial calibration value, and B is the environmental compensation coefficient.

[0079] The trend extrapolation is calculated using the following deterministic formula:

[0080] P_projected(t+Δt)=P_current(t)+ΔP;

[0081] ΔP=(P_current(t)-P_historical_avg(t-Δt))×(V_current / V_historical_avg)×K_geo;

[0082] Where: P_projected(t+Δt) is the estimated earth pressure at time t+Δt; P_current(t) is the measured earth pressure at time t; P_historical_avg(t-Δt) is the average earth pressure in the previous sampling period [t-2Δt, t-Δt]; V_current is the current jacking speed; V_historical_avg is the average jacking speed in the previous sampling period [t-2Δt, t-Δt]; and K_geo is the geological influence coefficient.

[0083] Furthermore, the rule for determining the value of the geological influence coefficient K_geo is as follows:

[0084] In soft soil layers: K_geo takes values ​​from 0.7 to 0.9;

[0085] In sandy soil layers: K_geo takes values ​​from 0.9 to 1.1;

[0086] In rock strata: K_geo takes values ​​from 1.1 to 1.5;

[0087] In composite formations: K_geo takes values ​​from 0.9 to 1.3.

[0088] Furthermore, the trend extrapolation also includes a stress change early warning mechanism:

[0089] A stress change warning is triggered when the following conditions are met simultaneously:

[0090] |P_current(t)-P_historical_avg(t-Δt)|>P_threshold;

[0091] And |V_current - V_historical_avg| > V_threshold;

[0092] Wherein, P_threshold is the earth pressure variation threshold, with a value of 0.5-1.0 bar; V_threshold is the jacking speed variation threshold, with a value of 5-10 mm / min;

[0093] When a pressure surge warning is triggered, a modified trend extrapolation formula is used:

[0094] P_projected(t+Δt)=P_current(t)+ΔP×K_alert;

[0095] Wherein, K_alert is the warning correction coefficient, with a value ranging from 1.5 to 2.0.

[0096] Furthermore, the formula for calculating the comprehensive risk index Q is as follows:

[0097] Q=(F_Current * F_Operation)^(1 / 2)*exp(λ*F_Future);

[0098] Where: F_Current is the current risk index calculated based on the current uniformity of earth pressure distribution; F_Future is the future risk index calculated based on the predicted earth pressure evolution; F_Operation is the operational coordination index calculated based on the deviation between the current construction parameters and the ideal parameter set; λ is the future risk amplification coefficient, which is a real number greater than 0; exp() is the natural exponential function;

[0099] The preset mode switching threshold in the management decision module is defined as follows:

[0100] Q1 is the threshold for the early warning monitoring mode. When Q≥Q1, the system considers there to be a potential risk and requires enhanced monitoring.

[0101] Q2 is the threshold for the active control mode. When Q≥Q2, the system considers the risk to be high and the construction parameters need to be actively adjusted.

[0102] Q3 is the threshold for the safety protection mode. When Q≥Q3, the system considers the risk to be extremely high and protective measures need to be taken.

[0103] And Q1, Q2, Q3 are real numbers, and satisfy 0 <Q1<Q2<Q3。

[0104] Furthermore, the formula for calculating the current risk indicator F_Current is as follows:

[0105] F_Current=(1 / N)*Σ_{i=1}^N [ max(0,(P_i-P_safe) / P_safe )]^2;

[0106] Where N is the total number of sensing units, P_i is the earth pressure value of the i-th unit, and P_safe is the earth pressure safety threshold preset by the system.

[0107] The formula for calculating the operational coordination index F_Operation is as follows:

[0108] F_Operation =1+Σ[w_i*((X_i-X_{i_opt}) / ΔX_{i_max})^2 ];

[0109] Where X_i represents the actual value of the i-th construction parameter, X_{i_opt} represents the optimal setting value of the parameter under the current geological conditions; ΔX_{i_max} represents the maximum allowable deviation of the parameter; and w_i represents the weighting coefficient of the parameter.

[0110] The formula for calculating the future risk indicator F_Future is as follows:

[0111] F_Future=max(0,(P_projected_max-P_safe) / P_safe);

[0112] Where P_projected_max is the maximum value of the estimated earth pressure at all nodes within a specific future step.

[0113] Furthermore, the management decision-making module selects and executes the control mode according to the comprehensive risk index Q according to the following rules:

[0114] When (Q≥Q3) or (F_Health < H_critical), the system enters the safety protection mode, generates and executes a shutdown command, and triggers the highest level of audible and visual alarm. Here, H_critical is the critical threshold for device health, and F_Health is the device health index calculated based on the device's operating status data.

[0115] When the safety protection mode conditions are not met, but (Q≥Q2) or (dQ / dt≥R_alarm) is satisfied, the active control mode is entered, and instructions to reduce the jacking speed or adjust the grouting pressure are generated and executed, where dQ / dt is the risk index change rate and R_alarm is its alarm threshold.

[0116] When the above mode conditions are not met, but (Q≥Q1) or (F_Health< H_optimal) is satisfied, the warning monitoring mode is entered, parameter optimization suggestion instructions are generated and the operator is prompted to confirm, where H_optimal is the optimal operating threshold for device health.

[0117] In other cases, the system enters the economic construction mode, generating and executing jacking speed optimization commands aimed at improving construction efficiency or reducing energy consumption.

[0118] The execution feedback module includes an instruction parsing unit, a protocol adaptation unit, an execution monitoring unit, and an effect evaluation unit;

[0119] The instruction parsing unit receives construction parameter control instructions issued by the management decision module and parses out the target equipment identifier, instruction type, and control parameters. The target equipment identifier includes the jacking hydraulic system, grouting system, and cutterhead drive system. The instruction type includes absolute setting instructions and relative adjustment instructions. The control parameters include the target jacking speed value, the target grouting pressure value, and the target cutterhead torque value.

[0120] The protocol adaptation unit is connected to the instruction parsing unit and converts the parsed control parameters into industrial communication protocol data frames that match the local controller of the target device; the industrial communication protocols include PROFIBUS-DP protocol and Modbus TCP / IP protocol;

[0121] The execution monitoring unit is connected to the protocol adaptation unit. It sends the formatted instructions to the corresponding field device controller through the industrial bus network and monitors the feedback signals of key execution components within a 2-second time limit to verify whether the instructions are successfully executed. When the instructions fail to execute, the unit records the fault information and reports it to the management decision module.

[0122] Within a 30-second time window after the successful execution of the control command, the effect evaluation unit collects new strain monitoring data from the distributed sensing array and new construction parameter data from the multi-source information acquisition module to form a feedback dataset, and sends this feedback dataset back to the fusion analysis module.

[0123] The execution feedback module forms a closed-loop control through the above operations: the fusion analysis module updates the system state vector using feedback data, and the management decision module evaluates the effectiveness of the control strategy and optimizes the control parameters based on the feedback data.

[0124] The equipment health index F_Health is calculated by the fusion analysis module based on the equipment operating status data, and its calculation formula is as follows:

[0125] F_Health = (1 / M) * Σ_{j=1}^M H_device_j

[0126] H_device_j = 1 - [ δ_1 * (N_switch_j / N_max_j) + δ_2 * ((T_junc_j -T_room) / (T_max_j - T_room)) ]

[0127] Where: M is the number of key devices being monitored;

[0128] H_device_j is the health sub-index of the j-th device;

[0129] N_switch_j represents the cumulative number of switching operations on the capacitor bank in the j-th device;

[0130] N_max_j is the maximum allowable number of switching operations for the capacitor bank of the j-th device.

[0131] T_junc_j is the real-time junction temperature of the power device in the j-th device;

[0132] T_room represents the ambient temperature;

[0133] T_max_j is the maximum allowable junction temperature of the power device in the j-th device;

[0134] δ_1 and δ_2 are weighting coefficients, and satisfy δ_1 + δ_2 = 1.

[0135] Furthermore, it includes the following steps:

[0136] S1: Synchronously collect raw strain monitoring data, construction parameter data, and equipment operating status data;

[0137] S2: Perform spatiotemporal synchronization and calculation on the data to obtain real-time earth pressure values;

[0138] S3: Based on current and historical data and construction parameters, calculate the estimated value of earth pressure evolution using a deterministic trend extrapolation formula;

[0139] S4: Based on real-time earth pressure values, construction parameters, and estimated values, calculate the comprehensive risk index Q, and generate control instructions according to its threshold range;

[0140] S5: Executes instructions and collects feedback data to achieve closed-loop control.

[0141] Furthermore, in step S4, the calculation of the comprehensive risk index Q depends simultaneously on the current risk indicator F_Current, the future risk indicator F_Future, and the operational coordination indicator F_Operation.

[0142] The distributed sensing array adopts a fiber optic grating sensor network, and the specific configuration is as follows: Three rings of sensors are arranged in a ring on the outer surface of the shield shell of the pipe jacking machine, with 8 sensing points evenly distributed in each ring, for a total of 24 measuring points;

[0143] Twelve sensor points are arranged radially on the cutter head panel;

[0144] Sixteen sensor points are arranged in a grid pattern on the earthen partition.

[0145] On the inner wall of the subsequently installed tunnel segment structure, one ring of sensors is installed every three rings, with four measuring points per ring;

[0146] All sensors are connected in series via optical fiber to the fiber optic demodulator, with a sampling frequency set to 100Hz and an accuracy of ±1μɛ.

[0147] The multi-source information acquisition module is connected to the controllers of each subsystem via an industrial bus: jacking speed acquisition: real-time jacking speed is read from the PLC of the jacking hydraulic system, with a range of 0-100 mm / min and an accuracy of ±0.5 mm / min;

[0148] Thrust acquisition: Acquired by a pressure sensor installed on the jack, with a range of 0-30000kN and an accuracy of ±100kN;

[0149] Cutter head torque acquisition: Read torque current signal from the cutter head drive motor frequency converter, range 0-5000kN·m, accuracy ±50kN·m;

[0150] Grouting pressure acquisition: obtained through a pressure transmitter in the grouting pipeline, with a range of 0-10 bar and an accuracy of ±0.1 bar;

[0151] Articulation angle acquisition: read from the shield machine attitude measurement system, range ±2°, accuracy ±0.01°;

[0152] The equipment operating status data includes the main drive motor current, gearbox oil temperature, and hydraulic oil temperature, with a sampling frequency of 10Hz.

[0153] In specific use of this invention, based on existing technology and normal construction process, step 1: system initialization, all sensors self-test, read geological parameters, and set initial construction parameters;

[0154] Step 2: Start the jacking process, and the distributed sensing array collects strain data in real time (sampling frequency 100Hz);

[0155] Step 3: The multi-source information acquisition module synchronously acquires construction parameters (sampling frequency 10Hz);

[0156] Step 4: The fusion analysis module performs trend prediction every 5 seconds;

[0157] Step 5: The management decision-making module calculates the risk index Q every 2 seconds;

[0158] Step 6: Adjust the control mode in real time based on the Q value;

[0159] Step 7: Execute the feedback module to monitor the execution effect of the instructions and update the system status.

[0160] Abnormal handling procedure, abnormal situation: earth pressure in a certain area suddenly increases by 20%;

[0161] System response:

[0162] 1. The trend extrapolation module predicts that pressure will continue to rise;

[0163] 2. The risk index Q rose from 0.08 to 0.22;

[0164] 3. The system switches from early warning and monitoring mode to active control mode;

[0165] 4. Execute the command to reduce the jacking speed (50→30mm / min);

[0166] 5. Monitor pressure changes; if the pressure continues to rise, enter safety protection mode.

[0167] The above description is a further detailed explanation of the present invention in conjunction with specific embodiments, and it should not be considered that the specific implementation of the present invention is limited to this. For those skilled in the art to which the present invention pertains and related fields, any extensions, operation methods, and data substitutions made based on the technical solution concept of the present invention should fall within the protection scope of the present invention.

Claims

1. A full-time period, full-section soil pressure monitoring system for pipe jacking construction, characterized in that, The system comprises a distributed acquisition module, a multi-source information acquisition module, a fusion analysis module, a management decision module and an execution feedback module. The distributed acquisition module is arranged on the pipe jacking machine shield body and the subsequent pipe piece structure, and is used for collecting real-time original strain monitoring data. The multi-source information acquisition module synchronously collects construction parameter data and equipment operation state data of the pipe jacking system, and the construction parameter data comprises jacking speed, jacking thrust, cutter head torque, grouting pressure and shield machine articulation angle. The fusion analysis module is in communication connection with the distributed acquisition module and the multi-source information acquisition module, and specifically performs the following calculation steps: a. Data solving and synchronization: the original strain monitoring data is solved into real-time soil pressure values of each node based on a predetermined physical relationship, and the time-aligned construction parameter data together form a system state vector; b. Trend extrapolation: based on the time-series system state vector, a predetermined deterministic trend extrapolation formula is used to calculate the soil pressure evolution estimated value of a future specific step length; The management decision module quantifies the current and future system risks through a calculation formula of a comprehensive risk index Q, and generates corresponding construction parameter control instructions according to a preset threshold interval of the comprehensive risk index Q; The execution feedback module receives the construction parameter control instructions, converts them into control signals that can drive the field equipment, and within a preset time after the instruction execution, collects new strain data and construction parameter data, and sends the feedback data back to the fusion analysis module to form a closed-loop control.

2. The full-time period and full-section soil pressure monitoring system for pipe jacking construction according to claim 1, characterized in that, The data solving is based on the following formula: P_i=K·(ε_i-ε_{i0})+B; Wherein, P_i is the soil pressure value solved by the i th sensing unit, K is the calibration coefficient of the sensing unit, ε_i is the real-time collected strain value, ε_{i0} is the initial calibration value thereof, and B is the environmental compensation coefficient.

3. The full-time period and full-section soil pressure monitoring system for pipe jacking construction according to claim 1, characterized in that, The trend extrapolation is calculated by the following deterministic formula: P_projected(t+Δt)=P_current(t)+ΔP; ΔP=(P_current(t)-P_historical_avg(t-Δt))×(V_current / V_historical_avg)×K_geo; Wherein: P_projected(t+Δt) is the soil pressure estimated value at t+Δt; P_current(t) is the soil pressure measurement value at the current t; P_historical_avg(t-Δt) is the average soil pressure value in the last sampling period [t-2Δt, t-Δt]; V_current is the current jacking speed; V_historical_avg is the average jacking speed in the last sampling period [t-2Δt, t-Δt]; K_geo is the geological influence coefficient.

4. The full-time period, full-section soil pressure monitoring system for pipe jacking construction according to claim 3, characterized in that, The value rule of the geological influence coefficient K_geo is as follows: In soft soil layer: K_geo takes a value of 0.7 to 0.9; In sandy soil layer: K_geo takes a value of 0.9 to 1.1; In rock strata: K_geo takes a value of 1.1 to 1.5; In composite strata: K_geo takes a value of 0.9 to 1.

3.

5. The full-time period, full-section soil pressure monitoring system for pipe jacking construction according to claim 3, characterized in that, The trend extrapolation further comprises a pressure jump warning mechanism: The pressure jump warning is triggered when the following conditions are met simultaneously: |P_current(t)-P_historical_avg(t-Δt)|>P_threshold; and |V_current - V_historical_avg| > V_threshold; where P_threshold is a soil pressure change threshold value, taking a value of 0.5-1.0 bar; V_threshold is a jacking speed change threshold value, taking a value of 5-10 mm / min; When the pressure jump warning is triggered, a modified trend extrapolation formula is adopted: P_projected(t+Δt)=P_current(t)+ΔP×K_alert; where K_alert is a warning correction coefficient, taking a value of 1.5-2.

0.

6. The full-time period and full-section soil pressure monitoring system for pipe jacking construction of claim 1, characterized in that, The calculation formula of the comprehensive risk index Q is: Q=(F_Current * F_Operation)^(1 / 2)*exp(λ*F_Future); where: F_Current is a current risk indicator calculated based on the uniformity of the current soil pressure distribution; F_Future is a future risk indicator calculated based on the estimated value of the soil pressure evolution; F_Operation is an operation coordination index calculated based on the deviation of the current construction parameters from the ideal parameter set; λ is a future risk amplification coefficient, which is a real number greater than 0; exp() is a natural exponential function; The mode switching threshold values preset in the management decision module are defined as follows: Q1 is a warning monitoring mode threshold value, when Q≥Q1, the system considers that there is potential risk and needs to strengthen monitoring; Q2 is an active regulation mode threshold value, when Q≥Q2, the system considers that the risk is high and needs to actively adjust the construction parameters; Q3 is a safety protection mode threshold value, when Q≥Q3, the system considers that the risk is extremely high and needs to take protective measures; and Q1, Q2, Q3 are real numbers and satisfy 0<Q1<Q2<Q3.

7. The whole-time and whole-section soil pressure monitoring system for pipe jacking construction according to claim 6, characterized in that: The calculation formula of the current risk indicator F_Current is: F_Current=(1 / N)*Σ_{i=1}^N[ max(0,(P_i-P_safe) / P_safe )]^2; where N is the total number of sensing units, P_i is the soil pressure value of the i-th unit, and P_safe is the system preset soil pressure safety threshold value; The calculation formula of the operation coordination index F_Operation is: F_Operation =1+Σ[w_i*((X_i-X_{i_opt}) / ΔX_{i_max})^2 ]; Wherein, X_i represents the actual value of the i th construction parameter, X_{i_opt} represents the optimal setting value of the parameter under the current geological condition; ΔX_{i_max} represents the maximum deviation allowed for the parameter; w_i represents the weight coefficient of the parameter; The calculation formula of the future risk indicator F_Future is: F_Future=max(0,(P_projected_max-P_safe) / P_safe); Wherein, P_projected_max is the maximum value of the estimated value of the earth pressure of all nodes within a specific step in the future.

8. The full-time period and full-section soil pressure monitoring system for pipe jacking construction of claim 1, characterized in that, The rules for the management decision module to select and execute the control mode according to the comprehensive risk index Q are as follows: When (Q≥Q3) or (F_Health < H_critical), enter the safety protection mode, generate and execute the shutdown instruction, and trigger the highest level of sound and light alarm at the same time, wherein H_critical is the critical threshold of the device health degree, and F_Health is the device health degree indicator calculated based on the device operating state data; When the safety protection mode condition is not met, and (Q≥Q2) or (dQ / dt≥R_alarm) is met, enter the active regulation mode, generate and execute the instruction to reduce the jacking speed or adjust the grouting pressure, wherein dQ / dt is the risk index change rate, and R_alarm is the alarm threshold thereof; When the above mode conditions are not met, and (Q≥Q1) or (F_Health < H_optimal) is met, enter the early warning monitoring mode, generate the parameter optimization suggestion instruction and prompt the operator to confirm, wherein H_optimal is the optimal operating threshold of the device health degree; Under other conditions, enter the economic construction mode, generate and execute the jacking speed optimization instruction aiming to improve the construction efficiency or reduce the energy consumption.

9. A method for monitoring the earth pressure of the whole section and whole period of pipe jacking construction applied to the system of any one of claims 1-8, characterized in that, The method comprises the following steps: S1: synchronously collecting original strain monitoring data, construction parameter data and device operating state data; S2: time-space synchronization and calculation of the data to obtain real-time earth pressure value; S3: calculating the earth pressure evolution estimated value through the deterministic trend extrapolation formula based on the current, historical data and construction parameters; S4: calculating the comprehensive risk index Q based on the real-time earth pressure value, construction parameters and estimated value, and generating the regulation instruction according to the threshold interval thereof; S5: executing the instruction and collecting feedback data to realize closed-loop control. 10.The method according to claim 9, characterized in that, In step S4, the calculation of the comprehensive risk index Q simultaneously depends on the current risk indicator F_Current, the future risk indicator F_Future and the operation coordination indicator F_Operation.

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