Jacking construction method for rectangular corrugated steel cylinder concrete jacking pipe

Abstract

The invention discloses a jacking construction method for a rectangular corrugated steel cylinder concrete jacking pipe, and relates to the technical field of jacking construction, and the jacking construction method comprises the steps of S1, working well construction and equipment installation, S2, pipe jacking machine starting, S3, pipe joint circulating jacking, S4, synchronous grouting and stratum response closed-loop regulation and control, S5, pipe jacking machine receiving and jacking ending, and S6, subsequent structure treatment, and final structure forming. According to the method, the three-dimensional sensing and AI deviation rectifying technologies are utilized, autonomous and accurate regulation and control of the postures of the pipe jacking machine are achieved, the axis deviation is controlled at the millimeter level, the problem that the track control precision is insufficient is solved, the slurry filling state of the annular gap is visually and quantitatively controlled dynamically through the distributed optical fiber sensing and closed-loop grouting regulation and control technologies, and the control precision of the pipe jacking machine is improved. And stratum settlement control is changed from post-remedy to pre-prevention, so that the problems of extensive environmental disturbance control and uncontrollable grouting process are effectively solved, and the strength and frequency of manual judgment and operation are reduced.

Description

Technical Field

[0001] This invention relates to the field of jacking construction technology, and in particular to a jacking construction method for rectangular corrugated steel cylinder concrete jacking pipes. Background Technology

[0002] Rectangular corrugated steel cylinder concrete jacking is a new technology for underground pipeline construction. It combines the high strength of rectangular corrugated steel cylinders with the durability of concrete. It adopts a jacking construction method, which can effectively reduce ground disturbance and is suitable for pipeline laying in densely populated urban areas. This technology has good stability and controllability, improves construction accuracy, and has strong adaptability. It is widely used in infrastructure construction such as municipal drainage, water supply and communication.

[0003] Currently, traditional pipe jacking construction methods rely too heavily on human experience for decision-making, lacking real-time and accurate perception of the strata and filling conditions. There is also a lack of effective coordination and linkage between tunneling and grouting control, resulting in large fluctuations in construction quality, slow settlement control response, low resource utilization efficiency, and difficulty in controlling hidden engineering risks, which is quite inconvenient. Summary of the Invention

[0004] The purpose of this invention is to provide a jacking construction method for rectangular corrugated steel cylinder concrete jacking pipes to solve the problems mentioned in the background art.

[0005] To achieve the above objectives, the present invention provides the following technical solution: a method for jacking a rectangular corrugated steel cylinder concrete jacking pipe, comprising the following steps:

[0006] S1: Construction and equipment installation of working shafts: construct working shafts at the starting and receiving ends, install jacking equipment in the starting shaft, and position the rectangular pipe jacking machine.

[0007] S2: The pipe jacking machine starts, the starting shaft door is broken, the pipe jacking machine is pushed into the soil layer, and the first rectangular corrugated steel cylinder concrete pipe section is installed behind the pipe jacking machine to start continuous jacking;

[0008] S3: Pipe section cyclic jacking. The pipe jacking machine performs deviation correction tunneling based on real-time three-dimensional perception and AI algorithm, and dynamically controls synchronous grouting according to the annular gap filling data fed back by distributed optical fiber.

[0009] S4: Synchronous grouting and formation response closed-loop control. Grout is injected simultaneously with jacking. The grouting effect is monitored in real time by distributed optical fiber sensors embedded in the pipe section. The data is fed back to the control system to dynamically adjust the grouting parameters.

[0010] S5: When the pipe jacking machine is receiving and jacking is completed, and the pipe jacking machine approaches the receiving well, a breakthrough measurement is performed and the position of the receiving tunnel entrance is checked. The receiving well entrance is broken, the pipe jacking machine is pushed into the receiving well base, and the equipment is disassembled and lifted out.

[0011] S6: Subsequent structural treatment, including waterproofing inspection and necessary treatment of the pipe joints, secondary grouting, and cast-in-place reinforced concrete lining inside the rectangular pipe curtain to form the final structure.

[0012] Preferably, step S3 includes:

[0013] The system utilizes lidar and inertial measurement units to acquire geological and fuselage attitude information in front of the aircraft, while simultaneously monitoring strain and temperature field data of the annular gap outside the tube through a pre-embedded fiber optic sensor network.

[0014] Process and fuse multidimensional data to construct a three-dimensional geological model and interpret in real time the filling degree, distribution pattern and formation disturbance state of annular interstitial slurry;

[0015] Based on AI algorithms, the geological model is compared with the design axis, and combined with the grout filling state, a collaborative control command containing correction amount and grouting parameters is calculated and generated.

[0016] Simultaneously, instructions are sent to the pipe jacking machine's hydraulic correction system and zoned grouting control system to adjust the tunneling direction and the pressure and flow rate of each grouting hole, respectively.

[0017] The geological and structural response data after the command is executed are fed back to the AI ​​model to verify the control effect and dynamically optimize the decision parameters for the next cycle.

[0018] Preferably, the construction of the three-dimensional geological model and the real-time interpretation of the filling degree, distribution morphology, and formation disturbance state of the annular interstitial slurry include:

[0019] Using the fiber optic readings before the start of jacking as an initial reference, the data stream is continuously monitored. When a specific combination of signals is detected, indicating a rapid increase in strain and a synchronous, regular rise in temperature, the system determines that the event is slurry contacting the sensing unit.

[0020] By tracking the propagation direction, sequence, and intensity changes of the above signals along the optical fiber network, and comparing typical signal patterns, it can be determined whether the slurry is uniformly propelled, upwardly aggregated, or flowing to one side, thereby determining its dominant spatial distribution pattern.

[0021] By combining the dynamically monitored strain values, temperature values ​​and their rate of change with the grout characteristics and gap geometry data, real-time calculations are performed to estimate the approximate thickness, density and force exerted on the surrounding soil at each location in the annular space.

[0022] The calculated thickness and force results are converted into two-dimensional and three-dimensional state distribution maps of the annular gap in real time, and the results are compared with preset standards and abnormal sections are marked.

[0023] Preferably, the step of dynamically monitoring strain values, temperature values, and their rates of change, combined with grout characteristics and gap geometry data, to perform real-time calculations to estimate the approximate thickness, density, and magnitude of the force applied to the surrounding soil at each location in the annular space includes:

[0024] By applying preset physical relationship mapping rules, strain changes are converted into pressure estimates and temperature curve characteristics are converted into density ratings.

[0025] Spatial integration and volume distribution calculations are performed, and the filling thickness of each area is estimated by combining the total grouting volume with real-time grouting pump data to correct calculation deviations.

[0026] The output is a structured list of parameters indexed by tunnel mileage and circumferential location. Each record contains three-dimensional location coordinates, estimated fill thickness, compaction rating code, additional formation pressure value, and data confidence level.

[0027] Preferably, the step of converting the calculated thickness and force results into two-dimensional and three-dimensional state distribution maps of the annular gap in real time, and comparing the results with preset standards and marking abnormal sections includes:

[0028] The calculated thickness and force data are mapped to the two-dimensional unfolded coordinate system and three-dimensional mesh of the annular gap. Using the layered coloring method and voxel rendering technology, a color gradient state distribution map is dynamically generated.

[0029] The value of each grid cell is compared point by point with the preset engineering standard threshold to identify areas that do not meet the standards for strength, fullness and uniformity. Warning signs such as flashing outlines, difference spots or numerical labels are superimposed in real time on the visualization interface, and a list of coordinates and deviation reports of abnormal sections are generated simultaneously.

[0030] Preferably, the method of dynamically generating a color gradient state distribution map using layered coloring and voxel rendering technology includes:

[0031] A continuous color spectrum from dark green to dark red is used to represent the degree of filling fullness: dark green indicates that the filling thickness reaches or exceeds 95% of the design value, light green indicates 85% to 94%, yellow indicates 70% to 84%, orange indicates 50% to 69%, and red indicates an underfill state of less than 50%.

[0032] Formation pressure levels are represented by a continuous chromatogram from blue to purple: dark blue indicates pressure below 30% of the design allowable value, light blue indicates 30% to 60%, gray indicates 60% to 90%, pink indicates 90% to 100%, and purple indicates overpressure exceeding the allowable value.

[0033] When multiple anomalies are triggered simultaneously in a certain area, an overlay annotation mode is adopted: areas with insufficient filling are covered with a red diagonal filling pattern, areas with excessive pressure are covered with a purple grid pattern, and areas where the two overlap are displayed with a red and purple alternating warning pattern, and a yellow flashing boundary box is generated at the edge of the area.

[0034] Preferably, the list of coordinates and deviation report for the generated abnormal sections includes:

[0035] Using a tunnel-independent coordinate system, three-dimensional data of the mileage, circumferential angle, and radial depth of the center point of the abnormal area are recorded. The start and end mileage and angle range of the abnormal boundary are defined, and the corresponding segment number and its local grid code are simultaneously marked.

[0036] List the measured values ​​of the test parameters and their corresponding design standard values, calculate the arithmetic difference and relative percentage between the measured values ​​and the standard values, and form a structured deviation data table;

[0037] The anomaly level is determined based on preset threshold rules, the duration from the first trigger of the anomaly to the current moment is recorded, the direction of parameter changes in the most recent period is analyzed, and the trend status is marked.

[0038] The system identifies adjacent abnormal areas by number, extracts construction data such as jacking speed and grouting pressure at the time of the abnormality, and outputs corresponding treatment measures codes based on the rule base.

[0039] Preferably, step S4 includes:

[0040] During the jacking process, grout is continuously injected into the annular gap outside the pipe section through a pre-set grouting pipeline to maintain the foundation grouting pressure and flow rate;

[0041] By using a pre-embedded distributed optical fiber sensor network, data on the changes in strain and temperature fields caused by slurry filling in the annular gap are continuously collected.

[0042] The raw data from the sensors is transmitted to the central control system in real time and interpreted into engineering status indicators such as slurry filling degree, flow front position and formation pressure distribution.

[0043] The control system compares the current status indicators with the set target values, calculates the deviation, and adjusts the pressure, flow rate, and mixing ratio parameters of each grouting port in real time.

[0044] Preferably, the real-time transmission of raw sensor data to the central control system for interpretation into engineering status indicators such as slurry filling degree, flow front position, and formation pressure distribution includes:

[0045] The system invokes the built-in signal feature library and physical relationship conversion rules to perform real-time interpretation calculations.

[0046] The strain time series data of the distributed optical fiber is converted into radial pressure distribution data of the annular gap through the strain-pressure constitutive relationship;

[0047] By using temperature time data, and based on the temperature-slurry fluidity correspondence rule and heat conduction equation, the position of the slurry front and the solidification process can be deduced;

[0048] The fusion calculation generates three core state indicators indexed by spatial coordinates: slurry filling percentage, flow front mileage, and formation additional pressure field.

[0049] Preferably, the real-time adjustment of the pressure, flow rate, and mixing ratio parameters of each grouting port specifically includes:

[0050] Based on the calculated difference data, the pressure valve opening, pumping rate, and slurry mixing ratio of each grouting port are dynamically adjusted within milliseconds to seconds.

[0051] The technical effects and advantages of this invention are as follows:

[0052] This invention utilizes three-dimensional perception and AI correction technology to achieve autonomous and precise control of the attitude of the pipe jacking machine, controlling the axis deviation to the millimeter level, thus solving the problem of insufficient trajectory control precision. Furthermore, through distributed fiber optic sensing and closed-loop grouting control technology, the grout filling state of the annular gap can be visualized and quantitatively controlled dynamically, transforming ground settlement control from post-event remediation to pre-event prevention. This effectively solves the problems of crude environmental disturbance control and uncontrollable grouting process, reduces the intensity and frequency of manual judgment and operation, and improves the standardization and automation level of construction. Attached Figure Description

[0053] The accompanying drawings are provided to further illustrate the invention and form part of the specification. They are used together with the embodiments of the invention to explain the invention, but do not constitute a limitation thereof. In the drawings:

[0054] Figure 1 This is a flowchart of the jacking construction method for the rectangular corrugated steel cylinder concrete jacking pipe of the present invention. Detailed Implementation

[0055] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0056] This invention provides, for example Figure 1 The method for jacking a rectangular corrugated steel cylinder concrete pipe, as shown, includes the following steps:

[0057] S1: Construction and equipment installation of working shafts: construct working shafts at the starting and receiving ends, install jacking equipment in the starting shaft, and position the rectangular pipe jacking machine.

[0058] S2: The pipe jacking machine starts, the starting shaft door is broken, the pipe jacking machine is pushed into the soil layer, and the first rectangular corrugated steel cylinder concrete pipe section is installed behind the pipe jacking machine to start continuous jacking;

[0059] S3: Pipe section cyclic jacking. The pipe jacking machine performs deviation correction tunneling based on real-time three-dimensional perception and AI algorithm, and dynamically controls synchronous grouting according to the annular gap filling data fed back by distributed optical fiber.

[0060] S4: Synchronous grouting and formation response closed-loop control. Grout is injected simultaneously with jacking. The grouting effect is monitored in real time by distributed optical fiber sensors embedded in the pipe section. The data is fed back to the control system to dynamically adjust the grouting parameters.

[0061] S5: When the pipe jacking machine is receiving and jacking is completed, and the pipe jacking machine approaches the receiving well, a breakthrough measurement is performed and the position of the receiving tunnel entrance is checked. The receiving well entrance is broken, the pipe jacking machine is pushed into the receiving well base, and the equipment is disassembled and lifted out.

[0062] S6: Subsequent structural treatment, including waterproofing inspection and necessary treatment of the pipe joints, secondary grouting, and cast-in-place reinforced concrete lining inside the rectangular pipe curtain to form the final structure.

[0063] Step S1 includes:

[0064] The construction of the working shaft involves using retaining structure construction methods (such as diaphragm walls, bored piles, or caissons) to construct working shafts at the starting and receiving positions with depths and plan dimensions that meet the design requirements, and completing dewatering, support, and foundation reinforcement treatment within the shaft.

[0065] The construction of the equipment foundation for the launching shaft involves pouring concrete reaction supports at the bottom of the launching shaft, installing a guide rail system with horizontal and vertical adjustment functions, and constructing a reinforced concrete reaction wall (back wall) on the rear wall of the shaft.

[0066] The jacking system is installed by symmetrically arranging the main hydraulic jacks in front of the reaction wall, installing the jacking iron, jacking ring and other force transmission components, and completing the installation and commissioning of the hydraulic pump station, oil pipeline and electrical control system.

[0067] The installation and positioning of the pipe jacking machine involves using heavy lifting equipment to lift the rectangular pipe jacking machine into the starting shaft, either in sections or as a whole, and precisely placing it on the guide rail. The machine's axis is then aligned with the designed jacking axis using an adjustment device, and the pipeline connections for the internal power, control, grouting, and measurement systems are completed.

[0068] The auxiliary system includes the installation of mud and sand conveying pipelines, synchronous grouting pipelines, power cables, communication optical cables and ventilation pipelines, and the installation of a slag hoisting system, slurry mixing station and central monitoring control console at the wellhead.

[0069] Step S1 involves systematically constructing a foundation platform for the jacking operation, using enclosure and dewatering technologies to create a stable space for the launching and receiving wells, then pouring reaction supports and guide rails to establish a jacking benchmark and axis guidance system, followed by installing a hydraulic jacking system to provide power output, then precisely positioning the pipe jacking machine and integrating it with various pipelines, and finally laying out auxiliary systems such as slag removal, grouting, power supply, and monitoring. This completes the preparation of the entire construction interface from civil structure to electromechanical integration, providing physical support conditions with accurate benchmarks, sufficient reaction force, and complete logistical support for subsequent intelligent jacking.

[0070] Step S2 includes:

[0071] Before inspecting and preparing to remove the tunnel portal seal, after confirming that the water-stop sealing device at the tunnel portal is properly installed, remove the retaining structure (such as glass fiber reinforced concrete or reinforced concrete) at the tunnel portal in sections, and clean up the debris at any time to prevent it from falling.

[0072] The pipe jacking machine's cutting ring cuts into the soil. The main jacking hydraulic system is activated, and the pipe jacking machine is slowly pushed forward, so that the cutting ring of the machine head smoothly enters the tunnel portal sealing device and gradually cuts into the soil in front.

[0073] Establish earth pressure balance and initial parameter adjustment. After the machine head has fully entered the soil layer, start the cutterhead rotation and muck conveying system. Adjust the tunneling parameters according to the initial soil layer feedback and establish preliminary earth pressure balance in the cutting chamber.

[0074] Install the first pipe section and connect it to the pipe jacking machine. In the space between the tail of the pipe jacking machine and the reaction wall, hoist the first rectangular corrugated steel cylinder concrete pipe section and rigidly connect it to the rear shell of the pipe jacking machine by bolts or welding.

[0075] After checking the initial jacking and sealing, continue jacking the pipe jacking machine and the first pipe section, monitor the leakage of the tunnel portal sealing device, and perform initial synchronous grouting through the grouting holes until the pipe jacking machine has completely entered the formation and entered the normal jacking cycle.

[0076] The core of step S2 lies in achieving a safe transition of the pipe jacking machine from static installation to dynamic tunneling and establishing a force system: by breaking the tunnel entrance in sections and maintaining a seal to control water and soil risks, the pipe jacking machine is slowly pushed into the soil layer to establish initial excavation face stability. Then, the first pipe section is installed to extend the jacking machine body and form a complete jacking force transmission path. Finally, with the assistance of monitoring and initial grouting, the transition of the starting section is completed, laying the axial benchmark and force foundation for subsequent continuous jacking.

[0077] Step S3 includes:

[0078] The system utilizes lidar and inertial measurement units to acquire geological and fuselage attitude information in front of the aircraft, while simultaneously monitoring strain and temperature field data of the annular gap outside the tube through a pre-embedded fiber optic sensor network.

[0079] Process and fuse multidimensional data to construct a three-dimensional geological model and interpret in real time the filling degree, distribution pattern and formation disturbance state of annular interstitial slurry;

[0080] Based on AI algorithms, the geological model is compared with the design axis, and combined with the grout filling state, a collaborative control command containing correction amount and grouting parameters is calculated and generated.

[0081] Simultaneously, instructions are sent to the pipe jacking machine's hydraulic correction system and zoned grouting control system to adjust the tunneling direction and the pressure and flow rate of each grouting hole, respectively.

[0082] The geological and structural response data after the command is executed are fed back to the AI ​​model to verify the control effect and dynamically optimize the decision parameters for the next cycle.

[0083] Step S3 is the core stage for achieving intelligent tunneling and precise control in rectangular pipe jacking construction. Essentially, it constructs a real-time control closed loop from perception to decision-making to execution to learning. This process involves synchronously collecting geological, attitude, and grouting status data from multiple sources of sensors, and integrating and interpreting them into a quantifiable three-dimensional engineering situation. Then, an AI algorithm generates a collaborative control strategy based on the design goals and real-time situation, synchronously driving the correction and grouting systems to perform dynamic adjustments. Finally, by continuously feeding back data to optimize algorithm parameters, the system acquires adaptive evolution capabilities, thereby achieving integrated intelligent construction that combines millimeter-level precise control of the tunneling axis with active suppression of ground settlement.

[0084] The construction of a three-dimensional geological model and real-time interpretation of the filling degree, distribution morphology, and formation disturbance state of annular interstitial slurry include:

[0085] Using the fiber optic readings before the start of jacking as an initial reference, the data stream is continuously monitored. When a specific combination of signals is detected, indicating a rapid increase in strain and a synchronous, regular rise in temperature, the system determines that the event is slurry contacting the sensing unit.

[0086] By tracking the propagation direction, sequence, and intensity changes of the above signals along the optical fiber network, and comparing typical signal patterns, it can be determined whether the slurry is uniformly propelled, upwardly aggregated, or flowing to one side, thereby determining its dominant spatial distribution pattern.

[0087] By combining the dynamically monitored strain values, temperature values ​​and their rate of change with the grout characteristics and gap geometry data, real-time calculations are performed to estimate the approximate thickness, density and force exerted on the surrounding soil at each location in the annular space.

[0088] The calculated thickness and force results are converted into two-dimensional and three-dimensional state distribution maps of the annular gap in real time, and the results are compared with preset standards and abnormal sections are marked.

[0089] Step S3 enables full-section, quantitative, and real-time analysis of the concealed grouting filling process, transforming the traditional experience-based blind operation into transparent construction based on data visualization. This not only provides precise input for synchronous grouting closed-loop control but also establishes a proactive risk management mechanism through automatic anomaly diagnosis, thereby significantly improving filling uniformity, stratum control accuracy, and overall project reliability.

[0090] By combining dynamically monitored strain values, temperature values, and their rates of change with grout characteristics and gap geometry data, real-time calculations are performed to estimate the approximate thickness, density, and magnitude of the force exerted on the surrounding soil at various locations within the annular space.

[0091] By applying preset physical relationship mapping rules, strain changes are converted into pressure estimates and temperature curve characteristics are converted into density ratings.

[0092] Spatial integration and volume distribution calculations are performed, and the filling thickness of each area is estimated by combining the total grouting volume with real-time grouting pump data to correct calculation deviations.

[0093] The output is a structured list of parameters indexed by tunnel mileage and circumferential location. Each record contains three-dimensional location coordinates, estimated fill thickness, compaction rating code, additional formation pressure value, and data confidence level.

[0094] The above steps transform abstract strain-temperature data into quantitative indicators of thickness, density, and force that can be directly used for decision-making. The reliability of the inversion is ensured by verifying the grouting data, and finally, a structured parameter table with confidence level is output. This provides a highly reliable data foundation for precise control of grouting and quantitative evaluation of filling quality, realizing the leap from signal to executable knowledge.

[0095] The calculated thickness and force results are converted into two-dimensional and three-dimensional state distribution maps of the annular gap in real time, and the results are compared with preset standards, with abnormal sections marked as follows:

[0096] The calculated thickness and force data are mapped to the two-dimensional unfolded coordinate system and three-dimensional mesh of the annular gap. Using the layered coloring method and voxel rendering technology, a color gradient state distribution map is dynamically generated.

[0097] The value of each grid cell is compared point by point with the preset engineering standard threshold to identify areas that do not meet the standards for strength, fullness and uniformity. Warning signs such as flashing outlines, difference spots or numerical labels are superimposed in real time on the visualization interface, and a list of coordinates and deviation reports of abnormal sections are generated simultaneously.

[0098] By transforming quantitative data into key elements for intuitive visualization and automated diagnosis, spatial mapping and dynamic rendering technologies enable the transparent display of hidden filling states, and a rule comparison engine automatically identifies abnormal areas to generate early warning information. This provides construction personnel with an intuitive monitoring interface and establishes a real-time defect capture mechanism, thereby upgrading quality control from traditional manual spot checks to intelligent diagnosis across all time periods and sections, greatly improving the speed of risk response and the level of precision in project management.

[0099] Using layered coloring and voxel rendering techniques, a dynamic color gradient state distribution map is generated, including:

[0100] A continuous color spectrum from dark green to dark red is used to represent the degree of filling fullness: dark green indicates that the filling thickness reaches or exceeds 95% of the design value, light green indicates 85% to 94%, yellow indicates 70% to 84%, orange indicates 50% to 69%, and red indicates an underfill state of less than 50%.

[0101] Formation pressure levels are represented by a continuous chromatogram from blue to purple: dark blue indicates pressure below 30% of the design allowable value, light blue indicates 30% to 60%, gray indicates 60% to 90%, pink indicates 90% to 100%, and purple indicates overpressure exceeding the allowable value.

[0102] When multiple anomalies are triggered simultaneously in a certain area, an overlay annotation mode is adopted: areas with insufficient filling are covered with a red diagonal filling pattern, areas with excessive pressure are covered with a purple grid pattern, and areas where the two overlap are displayed with a red and purple alternating warning pattern, and a yellow flashing boundary box is generated at the edge of the area.

[0103] By establishing a dual-color system and composite labeling rules, complex engineering data is encoded into an intuitive color and graphic language. Its core value lies in enabling construction personnel to instantly identify the distribution pattern and anomaly level of filling fullness and formation pressure. The multiple anomaly superposition warning mechanism further highlights the urgency of composite risk areas, thereby significantly reducing the threshold for data interpretation, improving monitoring efficiency, and providing intuitive and reliable visual decision support for quickly locating problems and formulating targeted measures.

[0104] The generated list of coordinates and deviation report for the abnormal sections includes:

[0105] Using a tunnel-independent coordinate system, three-dimensional data of the mileage, circumferential angle, and radial depth of the center point of the abnormal area are recorded. The start and end mileage and angle range of the abnormal boundary are defined, and the corresponding segment number and its local grid code are simultaneously marked.

[0106] List the measured values ​​of the test parameters and their corresponding design standard values, calculate the arithmetic difference and relative percentage between the measured values ​​and the standard values, and form a structured deviation data table;

[0107] The anomaly level is determined based on preset threshold rules, the duration from the first trigger of the anomaly to the current moment is recorded, the direction of parameter changes in the most recent period is analyzed, and the trend status is marked.

[0108] The system identifies adjacent abnormal areas by number, extracts construction data such as jacking speed and grouting pressure at the time of the abnormality, and outputs corresponding treatment measures codes based on the rule base.

[0109] By structurally recording spatial location, quantifying deviations, assessing levels, and associating construction parameters, scattered anomaly information is integrated into a complete diagnostic file with temporal, spatial, and causal dimensions. This provides engineers with a traceable, analyzable, and actionable basis for precise handling. It not only achieves closed-loop management from anomaly perception to measure recommendation, but also provides a high-quality data foundation for construction process optimization and risk prediction model training through the accumulation of associated data.

[0110] Step S4 includes:

[0111] During the jacking process, grout is continuously injected into the annular gap outside the pipe section through a pre-set grouting pipeline to maintain the foundation grouting pressure and flow rate;

[0112] By using a pre-embedded distributed optical fiber sensor network, data on the changes in strain and temperature fields caused by slurry filling in the annular gap are continuously collected.

[0113] The raw data from the sensors is transmitted to the central control system in real time and interpreted into engineering status indicators such as slurry filling degree, flow front position and formation pressure distribution.

[0114] The control system compares the current status indicators with the set target values, calculates the deviation, and adjusts the pressure, flow rate, and mixing ratio parameters of each grouting port in real time.

[0115] Step S4 transforms the traditional open-loop, experience-based grouting into a precise filling process that is dynamically optimized based on real-time monitoring data. Through immediate feedback and adjustment, it ensures that the annular gap is filled fully and evenly and actively suppresses ground disturbance, thereby effectively solving the settlement risk caused by insufficient grouting and uneven pressure, and significantly improving the safety of the construction environment and the long-term stability of the structure.

[0116] The raw sensor data is transmitted in real time to the central control system, where it is interpreted into engineering status indicators such as slurry filling degree, flow front location, and formation pressure distribution.

[0117] The system invokes the built-in signal feature library and physical relationship conversion rules to perform real-time interpretation calculations.

[0118] The strain time series data of the distributed optical fiber is converted into radial pressure distribution data of the annular gap through the strain-pressure constitutive relationship;

[0119] By using temperature time data, and based on the temperature-slurry fluidity correspondence rule and heat conduction equation, the position of the slurry front and the solidification process can be deduced;

[0120] The fusion calculation generates three core state indicators indexed by spatial coordinates: slurry filling percentage, flow front mileage, and formation additional pressure field.

[0121] By calling a pre-set physical rule base to perform real-time signal conversion and spatial inversion on the original sensor data, the abstract strain-temperature waveform is transformed into three quantitative indicators—fullness, front position, and pressure field—that can be directly used for decision-making. This breaks down the cognitive barrier between physical signals and engineering semantics, providing highly timely and quantifiable input conditions for the closed-loop control system, and realizing precise digital description and operable control of the concealed grouting process.

[0122] Real-time adjustment of pressure, flow rate, and mix ratio parameters at each grouting port includes:

[0123] Based on the calculated difference data, the pressure valve opening, pumping rate, and grout mixing ratio of each grouting port are dynamically corrected within milliseconds to seconds. The grouting execution unit is dynamically corrected at the millisecond level based on real-time deviation data. Through rapid coordinated adjustment of pressure valves, delivery pumps, and proportioning devices, the grout filling state is always converged towards the target value. This upgrades the lagging manual intervention to an adaptive instantaneous response, thereby significantly improving filling uniformity and material utilization efficiency, and effectively suppressing the risk of local stratum disturbance and structural stress imbalance caused by uneven grouting.

[0124] Step S5 includes:

[0125] Precise re-measurement before breakthrough: When the cut of the pipe jacking machine is about 10-20 meters away from the retaining structure of the receiving well, the breakthrough measurement and verification are carried out by traverse surveying and gyro orientation to accurately locate the actual attitude of the machine head and the deviation of the center of the receiving tunnel entrance.

[0126] Pre-treatment of the receiving tunnel portal: Install a portal sealing device inside the receiving shaft, and remove the retaining structure concrete at the receiving shaft portal in sections and layers, leaving the last layer of steel reinforcement protective layer;

[0127] Pipe jacking machine penetration and reception: Slowly advance the pipe jacking machine so that the cutting ring of the machine head smoothly cuts into the sealing device of the receiving well door until the machine head is completely inserted into the pre-set receiving base of the receiving well;

[0128] Tunnel entrance sealing and waterproofing: Immediately seal the gap between the pipe jacking machine shell and the tunnel entrance with quick-setting material, and activate the annular sealing device to prevent water and soil from entering;

[0129] Equipment dismantling and hoisting: Disconnect the pipe jacking machine from the subsequent pipe sections, dismantle the cutterhead, drive, hydraulic and other components in modules, and hoist them out one by one using the wellhead hoisting system.

[0130] Step S5, the pipe jacking machine receiving and jacking completion, achieves zero-deviation and smooth entry into the receiving well through precise re-measurement before breakthrough and controllable tunnel portal breaking. In addition, the risk of water and soil inrush is eliminated by timely sealing and orderly hoisting, and the safe recovery of large equipment is guaranteed. This fundamentally solves the problems of impact accidents, water and sand inrush and equipment jamming that are prone to occur in the traditional receiving process.

[0131] Step S6 includes:

[0132] Pipe joint sealing inspection and treatment: Conduct leakage inspection on all pipe joints, use polyurethane or epoxy resin injection to seal the leakage points, and apply additional waterproof coating to the outside of key joints.

[0133] Secondary supplementary grouting: Through the grouting holes reserved in the pipe section, secondary pressure grouting is performed on the annular gap to fill the voids formed by grout shrinkage or uneven initial grouting. The grouting pressure and grouting volume are dynamically controlled according to monitoring data.

[0134] Preparation for the construction of the inner lining structure: Erect a formwork support system inside the rectangular tube curtain, install a steel bar binding and positioning frame, and lay the steel mesh for the inner lining wall and top and bottom slabs;

[0135] Cast-in-place reinforced concrete lining: The concrete is poured in sections to form a closed rectangular box culvert structure. Low-shrinkage concrete is used and the interval between layered pouring is controlled to ensure a tight bond with the pipe sections.

[0136] Lining maintenance and functional improvement: Moisturize and maintain the lining. After the strength reaches the standard, remove the formwork and construct the internal drainage ditch, cable trough and other auxiliary structures to complete the final usable section.

[0137] The subsequent structural treatment in step S6 involves strengthening the joint waterproofing, secondary grouting and filling, and pouring an integral reinforced concrete lining to connect the pipe sections into a permanent box culvert with long-term waterproofing, high load-bearing capacity and standardized usable space. This completely eliminates the risk of joint leakage, significantly improves the overall rigidity and durability of the structure, and realizes the reliable transformation of the construction access into the final usable structure.

[0138] Although embodiments of the invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the invention, the scope of which is defined by the appended claims and their equivalents.

Claims

1. A method for jacking a rectangular corrugated steel cylinder concrete jacking pipe, characterized in that, Includes the following steps: S1: Construction and equipment installation of working shafts: construct working shafts at the starting and receiving ends, install jacking equipment in the starting shaft, and position the rectangular pipe jacking machine. S2: The pipe jacking machine starts, the starting shaft door is broken, the pipe jacking machine is pushed into the soil layer, and the first rectangular corrugated steel cylinder concrete pipe section is installed behind the pipe jacking machine to start continuous jacking; S3: Pipe section cyclic jacking. The pipe jacking machine performs deviation correction tunneling based on real-time three-dimensional perception and AI algorithm, and dynamically controls synchronous grouting according to the annular gap filling data fed back by distributed optical fiber. S4: Synchronous grouting and formation response closed-loop control. Grout is injected simultaneously with jacking. The grouting effect is monitored in real time by distributed optical fiber sensors embedded in the pipe section. The data is fed back to the control system to dynamically adjust the grouting parameters. S5: When the pipe jacking machine is receiving and jacking is completed, and the pipe jacking machine approaches the receiving well, a breakthrough measurement is performed and the position of the receiving tunnel entrance is checked. The receiving well entrance is broken, the pipe jacking machine is pushed into the receiving well base, and the equipment is disassembled and lifted out. S6: Subsequent structural treatment, including waterproofing inspection and necessary treatment of the pipe joints, secondary grouting, and cast-in-place reinforced concrete lining inside the rectangular pipe curtain to form the final structure.

2. The jacking construction method for a rectangular corrugated steel cylinder concrete jacking pipe according to claim 1, characterized in that, Step S3 includes: The system utilizes lidar and inertial measurement units to acquire geological and fuselage attitude information in front of the aircraft, while simultaneously monitoring strain and temperature field data of the annular gap outside the tube through a pre-embedded fiber optic sensor network. Process and fuse multidimensional data to construct a three-dimensional geological model and interpret in real time the filling degree, distribution pattern and formation disturbance state of annular interstitial slurry; Based on AI algorithms, the geological model is compared with the design axis, and combined with the grout filling state, a collaborative control command containing correction amount and grouting parameters is calculated and generated. Simultaneously, instructions are sent to the pipe jacking machine's hydraulic correction system and zoned grouting control system to adjust the tunneling direction and the pressure and flow rate of each grouting hole, respectively. The geological and structural response data after the command is executed are fed back to the AI ​​model to verify the control effect and dynamically optimize the decision parameters for the next cycle.

3. The jacking construction method for a rectangular corrugated steel cylinder concrete jacking pipe according to claim 2, characterized in that, The construction of a three-dimensional geological model and real-time interpretation of the filling degree, distribution morphology, and formation disturbance state of the annular interstitial slurry include: Using the fiber optic readings before the start of jacking as an initial reference, the data stream is continuously monitored. When a specific combination of signals is detected, indicating a rapid increase in strain and a synchronous, regular rise in temperature, the system determines that the event is slurry contacting the sensing unit. By tracking the propagation direction, sequence, and intensity changes of the above signals along the optical fiber network, and comparing typical signal patterns, it can be determined whether the slurry is uniformly propelled, upwardly aggregated, or flowing to one side, thereby determining its dominant spatial distribution pattern. By combining the dynamically monitored strain values, temperature values ​​and their rate of change with the grout characteristics and gap geometry data, real-time calculations are performed to estimate the approximate thickness, density and force exerted on the surrounding soil at each location in the annular space. The calculated thickness and force results are converted into two-dimensional and three-dimensional state distribution maps of the annular gap in real time, and the results are compared with preset standards and abnormal sections are marked.

4. The jacking construction method for a rectangular corrugated steel cylinder concrete jacking pipe according to claim 3, characterized in that, The process involves dynamically monitoring strain values, temperature values, and their rates of change, combining these with grout characteristics and gap geometry data to perform real-time calculations, thereby estimating the approximate thickness and density of the grout at various locations within the annular space, as well as the magnitude of the force exerted on the surrounding soil. By applying preset physical relationship mapping rules, strain changes are converted into pressure estimates and temperature curve characteristics are converted into density ratings. Spatial integration and volume distribution calculations are performed, and the filling thickness of each area is estimated by combining the total grouting volume with real-time grouting pump data to correct calculation deviations. The output is a structured list of parameters indexed by tunnel mileage and circumferential location. Each record contains three-dimensional location coordinates, estimated fill thickness, compaction rating code, additional formation pressure value, and data confidence level.

5. The jacking construction method for a rectangular corrugated steel cylinder concrete jacking pipe according to claim 3, characterized in that, The calculated thickness and force results are converted into two-dimensional and three-dimensional state distribution maps of the annular gap in real time, and the results are compared with preset standards and abnormal sections are marked, including: The calculated thickness and force data are mapped to the two-dimensional unfolded coordinate system and three-dimensional mesh of the annular gap. Using the layered coloring method and voxel rendering technology, a color gradient state distribution map is dynamically generated. The value of each grid cell is compared point by point with the preset engineering standard threshold to identify areas that do not meet the standards for strength, fullness and uniformity. Warning signs such as flashing outlines, difference spots or numerical labels are superimposed in real time on the visualization interface, and a list of coordinates and deviation reports of abnormal sections are generated simultaneously.

6. The jacking construction method for a rectangular corrugated steel cylinder concrete jacking pipe according to claim 5, characterized in that, The method of dynamically generating a color gradient state distribution map using layered coloring and voxel rendering technology includes: A continuous color spectrum from dark green to dark red is used to represent the degree of filling fullness: dark green indicates that the filling thickness reaches or exceeds 95% of the design value, light green indicates 85% to 94%, yellow indicates 70% to 84%, orange indicates 50% to 69%, and red indicates an underfill state of less than 50%. Formation pressure levels are represented by a continuous chromatogram from blue to purple: dark blue indicates pressure below 30% of the design allowable value, light blue indicates 30% to 60%, gray indicates 60% to 90%, pink indicates 90% to 100%, and purple indicates overpressure exceeding the allowable value. When multiple anomalies are triggered simultaneously in a certain area, an overlay annotation mode is adopted: areas with insufficient filling are covered with a red diagonal filling pattern, areas with excessive pressure are covered with a purple grid pattern, and areas where the two overlap are displayed with a red and purple alternating warning pattern, and a yellow flashing boundary box is generated at the edge of the area.

7. The jacking construction method for a rectangular corrugated steel cylinder concrete jacking pipe according to claim 5, characterized in that, The generated list of coordinates and deviation report for the abnormal sections includes: Using a tunnel-independent coordinate system, three-dimensional data of the mileage, circumferential angle, and radial depth of the center point of the abnormal area are recorded. The start and end mileage and angle range of the abnormal boundary are defined, and the corresponding segment number and its local grid code are simultaneously marked. List the measured values ​​of the test parameters and their corresponding design standard values, calculate the arithmetic difference and relative percentage between the measured values ​​and the standard values, and form a structured deviation data table; The anomaly level is determined based on preset threshold rules, the duration from the first trigger of the anomaly to the current moment is recorded, the direction of parameter changes in the most recent period is analyzed, and the trend status is marked. The system identifies adjacent abnormal areas by number, extracts construction data such as jacking speed and grouting pressure at the time of the abnormality, and outputs corresponding treatment measures codes based on the rule base.

8. The jacking construction method for a rectangular corrugated steel cylinder concrete jacking pipe according to claim 1, characterized in that, Step S4 includes: During the jacking process, grout is continuously injected into the annular gap outside the pipe section through a pre-set grouting pipeline to maintain the foundation grouting pressure and flow rate; By using a pre-embedded distributed optical fiber sensor network, data on the changes in strain and temperature fields caused by slurry filling in the annular gap are continuously collected. The raw data from the sensors is transmitted to the central control system in real time and interpreted into engineering status indicators such as slurry filling degree, flow front position and formation pressure distribution. The control system compares the current status indicators with the set target values, calculates the deviation, and adjusts the pressure, flow rate, and mixing ratio parameters of each grouting port in real time.

9. The jacking construction method for a rectangular corrugated steel cylinder concrete jacking pipe according to claim 8, characterized in that, The process of transmitting raw sensor data to the central control system in real time and interpreting it into engineering status indicators such as slurry filling degree, flow front location, and formation pressure distribution includes: The system invokes the built-in signal feature library and physical relationship conversion rules to perform real-time interpretation calculations. The strain time series data of the distributed optical fiber is converted into radial pressure distribution data of the annular gap through the strain-pressure constitutive relationship; By using temperature time data, and based on the temperature-slurry fluidity correspondence rule and heat conduction equation, the position of the slurry front and the solidification process can be deduced; The fusion calculation generates three core state indicators indexed by spatial coordinates: slurry filling percentage, flow front mileage, and formation additional pressure field.

10. The jacking construction method for a rectangular corrugated steel cylinder concrete jacking pipe according to claim 8, characterized in that, The real-time adjustment of pressure, flow rate, and mixing ratio parameters at each grouting port specifically includes: Based on the calculated difference data, the pressure valve opening, pumping rate, and slurry mixing ratio of each grouting port are dynamically adjusted within milliseconds to seconds.

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