Cast-in-place pile construction system and method in soft foundation area

Abstract

The invention provides a cast-in-place pile construction system and method in a soft foundation area. The system comprises a drilling system, a grouting system, a monitoring system and a control system, wherein the drilling system is used for drilling and monitoring and optimizing the drilling condition; the grouting system is used for grouting into the drill hole and optimizing grouting parameters; the monitoring system is used for monitoring conditions in the drill hole and slurry parameters of grouting; the control system is electrically connected with the drilling system, the grouting system and the monitoring system and used for controlling the drilling system to drill holes and the grouting system to grout and adjusting construction parameters of the drilling system and the grouting system according to information monitored by the monitoring system. According to the invention, the drilling system and the grouting system can perform monitoring and optimization, and meanwhile, the monitoring system performs real-time monitoring, so that the control device can conveniently adjust the drilling system and the grouting system, the construction quality of the cast-in-place pile is improved, the construction efficiency can be improved, and even if a problem encounters in the construction process, the problem can be timely monitored and optimized.

Description

Technical Field

[0001] The present invention relates to the technical field of foundation treatment, and in particular, to a cast-in-place pile construction system and method in soft soil areas. Background Art

[0002] Soft soil foundations are characterized by high water content, strong compressibility, low shear strength, etc. During the construction of cast-in-place piles, problems such as easy collapse and necking of soft soil layers, easy blockage of drill bits, and difficult installation of steel reinforcement cages will be encountered. This requires monitoring the construction process and timely adjusting construction parameters. However, the existing cast-in-place pile construction cannot be monitored and adjusted in real time during the construction process, resulting in poor construction quality and low efficiency of cast-in-place piles. Summary of the Invention

[0003] In view of this, the present invention proposes a cast-in-place pile construction system in soft soil areas, aiming to solve the problem that the existing cast-in-place pile construction cannot be monitored and adjusted in real time. The present invention also proposes a cast-in-place pile construction method in soft soil areas.

[0004] On the one hand, the present invention proposes a cast-in-place pile construction system in soft soil areas, which includes: a drilling system, a grouting system, a monitoring system, and a control system; wherein, the drilling system is used for drilling and monitoring and optimizing the drilling situation; the grouting system is used for grouting into the drilled hole and optimizing grouting parameters; the monitoring system is used for monitoring the situation in the drilled hole and the mud parameters of grouting; the control system is electrically connected to the drilling system, the grouting system, and the monitoring system, and is used for controlling the drilling of the drilling system and the grouting of the grouting system, and adjusting the construction parameters of the drilling system and the grouting system according to the information monitored by the monitoring system.

[0005] Further, in the above cast-in-place pile construction system in soft soil areas, the drilling system includes: a drill bit structure, a drilling data monitoring mechanism, and a drilling control device; wherein, the drill bit structure is used for drilling; the drilling data monitoring mechanism is arranged on the drill bit structure and is used for monitoring the construction data of drilling; the drilling control device is electrically connected to both the drilling data monitoring mechanism and the drill bit structure, and is used for controlling the drill bit structure to drill according to the construction data and optimizing the drilling parameters of the drill bit structure.

[0006] Further, in the above cast-in-place pile construction system in soft soil areas, the drill bit structure includes: a driving mechanism, a main drill pipe, a drill bit rod, a drill bit, an angle adjusting device, a spiral guide plate, and a vibration device; wherein, the driving end of the driving mechanism is connected to the drill bit rod through the main drill pipe, and the drill bit rod is connected to the drill bit; the angle adjusting device is arranged on the drill bit rod; the spiral guide plate is arranged on the drill bit rod and is connected to the angle adjusting device, the angle adjusting device is connected to the drilling control device, and the angle adjusting device is used for adjusting the angle of the spiral guide plate under the control of the drilling control device; the vibration device is arranged on the drill bit rod.

[0007] Furthermore, in the above cast-in-place pile construction system in soft soil areas, the drilling data monitoring mechanism includes: a status sensor, a pressure sensor, an acoustic wave sensor, a parameter detection device, and a drilling detection device; among them, the status sensor is set on the drill bit to detect the soft soil flow state; the pressure sensor is set on the drill bit to detect the pressure change during drilling; the acoustic wave sensor is set on the drill bit to detect the change in soil layer hardness during drilling; the parameter detection device is set on the drill bit to detect the parameters of the drill bit; the drilling detection device is set on the drill bit to detect the drilling parameters.

[0008] Furthermore, in the above cast-in-place pile construction system in soft soil areas, the drilling control device is electrically connected to the status sensor, the pressure sensor, the acoustic wave sensor, the parameter detection device, and the drilling detection device, and is used to control the angle adjustment device to adjust the angle of the spiral deflector according to the soft soil flow state, and adjust the drilling condition of the drill bit according to the pressure change during drilling, and adjust the extension length of the cutting edge of the drill bit according to the change in soil layer hardness during drilling; the drilling control device is provided with a predictive maintenance module to analyze the wear condition of the drill bit according to the parameters of the drill bit, and then predict the remaining service life of the drill bit; the drilling control device is also provided with a 5G edge computing module to perform real-time regulation on the drilling parameters; the drilling control device is also provided with a digital twin module to simulate the construction situation and optimize the drilling parameters according to the simulation results; the drilling control device is also provided with a geological anomaly database to automatically identify complex strata and generate drilling solutions.

[0009] Furthermore, in the above cast-in-place pile construction system in soft soil areas, the grouting system includes: a grouting data monitoring mechanism, a grouting control device, and a grouting device; among them, the grouting data monitoring mechanism is used to detect the grouting data during the grouting process; the grouting control device is electrically connected to the grouting data monitoring mechanism and the grouting device, and the grouting control device is provided with a four-dimensional grout vein simulation module to optimize the grouting parameters according to the grouting data and control the grouting device to grout; the grouting control device is also provided with a blockchain technology module to record and store the grouting data.

[0010] Furthermore, in the above cast-in-place pile construction system in soft soil areas, the monitoring system includes: a mud interface meter, a concentration meter, a shaft wall thickness meter, a groundwater level meter, and a distributed optical fiber sensor; among them, the mud interface meter is set in the drill hole to detect the mud parameters; the concentration meter is set in the drill hole to detect the mud concentration; the shaft wall thickness meter is set in the drill hole to detect the shaft wall thickness; the groundwater level meter is set in the drill hole to detect the groundwater level; the distributed optical fiber sensor is set in the drill hole to detect the strain and temperature changes of the borehole wall.

[0011] Furthermore, in the cast-in-place pile construction system in the soft foundation area described above, the monitoring system further includes: a ground penetrating radar scanning device for monitoring geological data; the control system is electrically connected to the mud interface meter, the concentration meter, the retaining wall thickness meter, the groundwater level meter, the distributed optical fiber sensor, and the ground penetrating radar scanning device. The control system is provided with a multi-source data fusion platform to combine mud parameters, mud concentration, retaining wall thickness, groundwater level, strain and temperature changes of the borehole wall, and geological data with the BIM model to generate a three-dimensional thermal map of the borehole wall stability; the control system is also provided with a quantum encryption technology module to encrypt the detected data transmission; the control system is also provided with a comprehensive evaluation module for borehole wall stability to generate a borehole wall safety index and adjust the drilling system and the grouting system when the borehole wall safety index is lower than the preset threshold.

[0012] In the present invention, the drilling system not only drills holes but also monitors and optimizes the drilling situation. The grouting system grouts into the holes and optimizes the grouting parameters. The monitoring system monitors the situation inside the holes and the mud parameters of the grouting. The control system adjusts the construction parameters of the drilling system and the grouting system according to the monitored situation inside the holes and the mud parameters, enabling the drilling and grouting to proceed smoothly and ensuring the construction quality. The drilling system and the grouting system can monitor and optimize themselves. At the same time, the monitoring system monitors in real time, facilitating the control device to adjust the drilling system and the grouting system, improving the construction quality of the cast-in-place pile and enhancing the construction efficiency, solving the problem in the prior art that the cast-in-place pile construction cannot be monitored and adjusted in real time. Even if problems occur during the construction process, they can be detected in time and optimized.

[0013] On the other hand, the present invention also proposes a construction method using any one of the above cast-in-place pile construction systems in the soft foundation area. The method includes the following steps: leveling the site and replacing the soft layer, conducting a trial hole formation, and optimizing the drilling data; the drilling system drills holes and uses a composite mud for circulating retaining wall protection; after drilling to the design depth, pseudo-paste slurry is injected, and sectional squeezing and grouting are carried out from bottom to top to form a continuous pile body and uniformly distributed slurry veins; a steel reinforcement cage is installed in the hole, and underwater concrete pouring is carried out.

[0014] Furthermore, in the above construction method, in the composite mud, highly plastic clay and sodium-based bentonite are mixed in a preset ratio, and nano-silica and a bio-enzyme coagulant are added; a microcapsule sustained release agent is added to the pseudo-paste slurry.

[0015] In the present invention, first, a trial hole is drilled. The drilling parameters are optimized according to the trial hole data. The drilling system drills holes based on the optimized drilling data and uses a composite mud for circulating wall protection. After drilling to the designed depth, sectional squeezing and grouting are carried out from bottom to top. Then, a steel reinforcement cage is installed in the hole and underwater concrete is poured. This method is simple to operate and can use the cast-in-place pile construction system in soft foundation areas for real-time monitoring, facilitating the adjustment of drilling and grouting parameters, reducing the risk of hole collapse, improving the construction quality of cast-in-place piles, and enhancing the construction efficiency. BRIEF DESCRIPTION OF THE DRAWINGS

[0016] By reading the following detailed description of the preferred embodiments, various other advantages and benefits will become clear to those of ordinary skill in the art. The drawings are only for the purpose of showing the preferred embodiments and are not considered as limiting the present invention. Moreover, throughout the drawings, the same reference numerals are used to represent the same components. In the drawings:

[0017] Figure 1 is the structural block diagram of the cast-in-place pile construction system in soft foundation areas provided by the embodiment of the present invention;

[0018] Figure 2 is the structural block diagram of the drilling system in the cast-in-place pile construction system in soft foundation areas provided by the embodiment of the present invention;

[0019] Figure 3 is the structural block diagram of the drilling data monitoring mechanism in the cast-in-place pile construction system in soft foundation areas provided by the embodiment of the present invention;

[0020] Figure 4 is the structural block diagram of the grouting system in the cast-in-place pile construction system in soft foundation areas provided by the embodiment of the present invention;

[0021] Figure 5 is the structural block diagram of the monitoring system in the cast-in-place pile construction system in soft foundation areas provided by the embodiment of the present invention;

[0022] Figure 6 is the flow chart of the cast-in-place pile construction method in soft foundation areas provided by the embodiment of the present invention. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0023] The exemplary embodiments of the present disclosure will be described in more detail below with reference to the drawings. Although the exemplary embodiments of the present disclosure are shown in the drawings, it should be understood that the present disclosure can be implemented in various forms and should not be limited by the embodiments set forth herein. On the contrary, these embodiments are provided so that the present disclosure can be more thoroughly understood and the scope of the present disclosure can be completely conveyed to those skilled in the art. It should be noted that, without conflict, the embodiments in the present invention and the features in the embodiments can be combined with each other. The present invention will be described in detail below with reference to the drawings and in combination with the embodiments.

[0024] System embodiment:

[0025] Refer to Figure 1 , Figure 1 , which is the structural block diagram of the cast-in-place pile construction system provided by the embodiment of the present invention in soft soil areas. As shown in the figure, the cast-in-place pile construction system in soft soil areas includes: a drilling system 100, a grouting system 200, a monitoring system 300, and a control system 400. Among them, the drilling system 100 is used for drilling, and the drilling system 100 monitors the drilling situation and optimizes the drilling situation according to the monitored situation.

[0026] The grouting system 200 is used for grouting into the drilled hole and optimizing the grouting parameters.

[0027] The monitoring system 300 is used for monitoring the situation inside the drilled hole and the mud parameters of grouting.

[0028] The control system 400 is electrically connected to the drilling system 100, the grouting system 200, and the monitoring system 300. The control system 400 is used for controlling the drilling of the drilling system 100, controlling the grouting of the grouting system 200, and adjusting the construction parameters of the drilling system 100 and the grouting system 200 according to the information monitored by the monitoring system 300.

[0029] It can be seen that in this embodiment, the drilling system 100 not only drills but also monitors and optimizes the drilling situation. The grouting system 200 grouts into the drilled hole and optimizes the grouting parameters. The monitoring system 300 monitors the situation inside the drilled hole and the mud parameters of grouting. The control system 400 adjusts the construction parameters of the drilling system 100 and the grouting system 200 according to the monitored situation inside the drilled hole and the mud parameters, enabling the drilling and grouting to proceed smoothly and ensuring the construction quality. The drilling system 100 and the grouting system 200 can monitor and optimize themselves. At the same time, the monitoring system 300 monitors in real time, facilitating the control device to adjust the drilling system 100 and the grouting system 200, improving the construction quality of the cast-in-place pile and the construction efficiency, solving the problem that the cast-in-place pile construction in the prior art cannot be monitored and adjusted in real time. Even if problems occur during the construction process, they can be detected and optimized in time.

[0030] Refer to Figure 2 , in the above embodiment, the drilling system 100 includes: a drill bit structure 110, a drilling data monitoring mechanism 120, and a drilling control device 130. Among them, the drill bit structure 110 is used for drilling.

[0031] The drilling data monitoring mechanism 120 is arranged on the drill bit structure 110, and the drilling data monitoring mechanism 120 is used for monitoring the construction data of drilling.

[0032] The drilling control device 130 is electrically connected to both the drilling data monitoring mechanism 120 and the drill bit structure 110. The drilling control device 130 is configured to receive the construction data of the drilled hole monitored by the drilling data monitoring mechanism 120, control the drill bit structure 110 to drill according to the construction data, and optimize the drilling parameters of the drill bit structure 110.

[0033] The drill bit structure 110 includes: a drive mechanism, a main drill pipe, a drill bit rod, a drill bit, an angle adjustment device, a spiral deflector, and a vibration device. Among them, the drive end of the drive mechanism is connected to the drill bit rod through the main drill pipe, and the drill bit rod is connected to the drill bit. Specifically, the main drill pipe and the drill bit rod are detachably connected through a sealing connection ring. The drill bit rod is made of carbon fiber composite material, which not only reduces the overall weight but also improves the corrosion resistance.

[0034] The angle adjustment device is arranged on the drill bit rod, and the spiral deflector is also arranged on the drill bit rod. Moreover, the spiral deflector is connected to the angle adjustment device, and the angle adjustment device is connected to the drilling control device 130. The angle adjustment device is used to adjust the angle of the spiral deflector under the control of the drilling control device 130. Specifically, the angle adjustment range of the spiral deflector is 20° to 35°.

[0035] The vibration device is arranged on the drill bit rod. The vibration device reduces the adhesion of soft soil to the drill bit through high-frequency micro-amplitude vibration.

[0036] See Figure 3 , the drilling data monitoring mechanism 120 includes: a state sensor 121, a pressure sensor 122, an acoustic wave sensor 123, a parameter detection device 124, and a drilling detection device 125. Among them, the state sensor 121 is arranged on the drill bit and is used to detect the flow state of soft soil.

[0037] The pressure sensor 122 is arranged on the drill bit and is used to detect the pressure change during drilling.

[0038] The acoustic wave sensor 123 is arranged on the drill bit and is used to detect the change in soil layer hardness during drilling. Specifically, the acoustic wave sensor 123 accurately analyzes the change in soil layer hardness by transmitting and receiving acoustic wave reflection signals.

[0039] The parameter detection device 124 is arranged on the drill bit and is used to detect the parameters of the drill bit. The parameters of the drill bit can include: the torque of the drill bit, the vibration frequency, etc.

[0040] The drilling detection device 125 is arranged on the drill bit and is used to detect the drilling parameters. The drilling parameters can include: the drilling speed, the pressure, the rotation speed, etc.

[0041] The drilling control device 130 is electrically connected to the state sensor 121, the pressure sensor 122, the acoustic wave sensor 123, the parameter detection device 124, and the drilling detection device 125. The drilling control device 130 is used to control the angle adjustment device to adjust the angle of the spiral deflector according to the soft soil flow state, adjust the drilling condition of the drill bit according to the pressure change during drilling, and adjust the extension length of the cutting edge of the drill bit according to the change of soil layer hardness during drilling.

[0042] Specifically, the drilling control device 130 dynamically controls the angle adjustment device to adjust the angle of the spiral deflector according to the soft soil flow state detected by the state sensor 121 according to a preset algorithm to achieve the optimal diversion effect and reduce the adhesion and accumulation of soft soil.

[0043] The drilling control device 130 precisely controls the extension length of the retractable cutting edge of the drill bit according to the change of soil layer hardness during drilling to adapt to soil layers of different hardnesses. During specific implementation, the stroke of the retractable cutting edge is 0 - 15 cm.

[0044] The drilling control device 130 is provided with a predictive maintenance module to analyze the wear condition of the drill bit according to the parameters of the drill bit, and then predict the remaining service life of the drill bit. Specifically, the predictive maintenance module analyzes the wear condition of the drill bit in real time according to the parameters of the drill bit and predicts the remaining service life of the drill bit. The drilling system 100 may further include: a prompting device; wherein, the prompting device is electrically connected to the drilling control device 130. When the service life of the drill bit approaches the critical value, the drilling control device 130 sends a replacement prompt signal to the prompting device, and the prompting device issues a prompt alarm according to the replacement prompt signal to avoid affecting the construction quality and efficiency due to excessive wear of the drill bit. The prompting device may be an alarm lamp, an indicator light, an alarm, etc., and this embodiment does not make any limitation thereto.

[0045] The drilling control device 130 is further provided with a 5G edge computing module to perform real-time regulation on the drilling parameters.

[0046] The drilling control device 130 is further provided with a digital twin module to simulate the construction situation in a virtual environment and optimize the drilling parameters according to the simulation results.

[0047] The drilling control device 130 is further provided with a geological anomaly database to automatically identify complex strata, such as hard interlayers, boulders, etc., and generate drilling solutions to ensure the smooth progress of the drilling process.

[0048] During specific implementation, after drilling, a steel casing with a wall thickness ≥ 6 mm and a composite mud wall protection are used to enhance the stability of the hole wall.

[0049] The drilling implementation process is as follows: First, use a quick-release connecting ring to complete the sealed docking of the main drill pipe and the drill bit rod, ensuring that the torque transmission efficiency is ≥95%. Then install the spiral deflector and the angle adjustment device, and calibrate the drilling data monitoring mechanism 120. The drilling control device 130 deploys an AI predictive maintenance model and inputs the drill bit material parameters and historical wear data. Establish a 5G edge computing node and set the threshold for regulating drilling parameters. Load the geological anomaly database and the three-dimensional digital twin model, and initialize the drilling path planning. During drilling, the first section of the casing is sunk by the static pressure method, and the verticality deviation is controlled ≤0.5%. Start the grouting system 200 to establish a casing protection system. The drilling data monitoring mechanism 120 monitors various data, and the drilling control device 130 adjusts the drilling parameters according to the monitored data.

[0050] When encountering a boulder, when the amplitude mutation of the acoustic wave reflection wave >30% triggers an early warning, the drilling control device 130 controls the drill bit structure 110 to start the high-frequency vibration crushing mode (amplitude 100 - 150μm), adjusts the drilling parameters, and uses the double spiral deflector to cooperate in slag discharge (the angle difference is controlled at 15°).

[0051] During wear monitoring, when the torque deviation >15%, start the diagnostic program of the AI predictive maintenance module, and perform FFT analysis on the vibration signal (the main frequency deviation >5% triggers an early warning). When the remaining life of the drill bit <10%, automatically stop the machine and send a replacement prompt, and use modular replacement technology.

[0052] See Figure 4 , in the above embodiments, the grouting system 200 includes: a grouting data monitoring mechanism 210, a grouting control device 220, and a grouting device 230. Among them, the grouting data monitoring mechanism 210 is used to detect the grouting data during the grouting process, and the grouting data includes: pressure, time, grouting volume, etc.

[0053] The grouting control device 220 is electrically connected to both the grouting data monitoring mechanism 210 and the grouting device 230. The grouting control device 220 is provided with a four-dimensional grout vein simulation module. The grouting control device 220 is used to optimize the grouting parameters according to the grouting data and control the grouting device 230 to grout. Specifically, the grouting control device 220 dynamically optimizes the grouting pulse frequency and pressure according to the real-time grouting data during the grouting process, ensures that the grout vein network is evenly distributed in the three-dimensional space, and improves the bearing capacity of the composite foundation.

[0054] The grouting control device 220 is also provided with a blockchain technology module to record and store the grouting data, realize the full-process traceability of the construction quality, and facilitate the supervision and management of the construction process.

[0055] When the grouting system 200 performs cyclic shaft protection, a composite mud is used. In this composite mud, highly plastic clay and sodium-based bentonite are mixed in a preset ratio, and nano-silica and a bio-enzyme coagulant are added. Specifically, the highly plastic clay and sodium-based bentonite are mixed in a ratio of 6:4, and at the same time, 0.05% - 0.1% of nano-silica is added to enhance the cementing performance of the mud, increasing the density of the formed mud cake by 20%. A bio-enzyme coagulant (such as a cellulose enzyme complex) is added to reduce the impact of pH value fluctuations on the environment and ensure the coagulation effect of the mud. The specific gravity of the composite mud is controlled at 1.2 - 1.3, the viscosity is 20 - 28 s, and the pH value is 7 - 8, forming a uniform mud cake and effectively reducing the risk of hole collapse.

[0056] A microcapsule sustained-release agent is added to the pseudo-paste slurry during the grouting of the grouting system 200. By controlling the release rate of the microcapsule sustained-release agent, a continuous pile body and uniformly distributed slurry veins are formed, enhancing the integrity of the foundation.

[0057] See Figure 5 , in the above embodiments, the monitoring system 300 includes: a mud interface meter 310, a concentration meter 320, a shaft protection thickness meter 330, a groundwater level meter 340, and a distributed optical fiber sensor 350. Among them, the mud interface meter 310 is arranged in the borehole for detecting mud parameters.

[0058] The concentration meter 320 is arranged in the borehole for detecting the mud concentration.

[0059] The shaft protection thickness meter 330 is arranged in the borehole for detecting the shaft protection thickness.

[0060] The groundwater level meter 340 is arranged in the borehole for detecting the groundwater level.

[0061] The distributed optical fiber sensor 350 is arranged in the borehole for real-time detection of the strain and temperature changes of the borehole wall. The accuracy of the distributed optical fiber sensor 350 can reach 0.01 mm, effectively detecting the minute deformation of the borehole wall.

[0062] Preferably, the monitoring system 300 further includes: a ground penetrating radar scanning device 360. Among them, the ground penetrating radar scanning device 360 is used for monitoring geological data.

[0063] The control system 400 is electrically connected to the mud interface meter 310, the concentration meter 320, the retaining wall thickness meter 330, the groundwater level meter 340, the distributed optical fiber sensor 350, and the ground penetrating radar scanning device 360. The control system 400 is provided with a multi-source data fusion platform to combine mud parameters, mud concentration, retaining wall thickness, groundwater level, strain and temperature changes of the hole wall, and geological data with the BIM model to generate a three-dimensional hole wall stability thermal map, intuitively showing the stability of different positions of the hole wall. Specifically, BIM model integration: Import geological exploration data and integrate three-dimensional hole wall scanning data. Stability thermal map generation: Based on finite element analysis (ANSYS modeling), calculate the safety factor K; use the gradient mapping algorithm to achieve the drawing of a thermal map with an accuracy of 0.1 m.

[0064] The control system 400 is also provided with a quantum encryption technology module to encrypt the detected data transmission, ensure the security of data transmission, and prevent construction data from being tampered with. Specifically, the quantum encryption technology module deploys quantum key distribution equipment (QKD), the key update period ≤ 10 minutes, and data encryption uses the AES-256 algorithm, with an encryption delay < 5 ms.

[0065] The control system 400 is also provided with a comprehensive evaluation module for hole wall stability, which is used to generate a hole wall safety index and regulate the drilling system 100 and the grouting system 200 when the hole wall safety index is lower than the preset threshold. Specifically, when the hole wall safety index is lower than the preset threshold, emergency measures are automatically triggered, such as suspending drilling and replenishing slurry, to ensure construction safety.

[0066] During specific implementation, each data is transmitted to the control system 400 through the MCU acquisition box to achieve multi-parameter real-time monitoring. The protection level of the MCU acquisition box is IP67, equipped with a 16-channel analog-to-digital converter (24-bit precision), and the MCU acquisition box is connected to the control system 400 using industrial Ethernet.

[0067] The control system 400 dynamically adjusts construction parameters according to the real-time monitoring data to achieve intelligent control of the entire construction process.

[0068] During specific implementation, the distributed optical fiber sensor 350 is arranged in an S shape on the outside of the hole wall steel cage and encapsulated with epoxy resin. A temperature compensation point is set every 10 m, the mud interface meter 310 is installed 20 cm above the top of the casing, and the concentration meter 320 is inserted 3 m deep into the hole; the retaining wall thickness meter 330 is arranged at intervals of 5 m.

[0069] During specific monitoring, data acquisition period: optical fiber sensor: 1 Hz; mud parameters: 5 Hz; groundwater level: once every 10 minutes. Data verification: Perform sensor zero calibration every hour (drift amount ≤ 0.5% FS); use triple redundant verification (CRC16 + parity check).

[0070] Adjustment rules: When the retaining wall thickness is less than 10% of the design value, increase the mud density to 1.3g / cm³; when the strain rate is greater than 0.1% / h, suspend drilling and perform grouting reinforcement. Drilling parameter linkage: Based on the BP neural network prediction model, adjust the rotation speed (R ≥ 0.92); use a fuzzy PID control algorithm to adjust the drilling pressure (overshoot ≤ 5%).

[0071] When a borehole wall deformation warning is encountered, the fiber optic monitoring thresholds are: absolute strain value > 1500με; temperature gradient > 2°C / m. Action: Activate the in-hole support device and inject nano-SiO2 reinforcement (penetration depth ≥ 30cm).

[0072] When encountering data abnormality processing, the quantum key in the quantum encryption technology module is interrupted: it automatically switches to the pre-shared key (PSK) mode; and starts the quantum channel recovery program.

[0073] When a sensor failure occurs, the hot standby channel is triggered to automatically switch and execute the self-diagnosis program.

[0074] In summary, in this embodiment, the drilling system 100 and the grouting system 200 can monitor and optimize themselves. At the same time, the monitoring system 300 performs real-time monitoring, which facilitates the control device to adjust the drilling system 100 and the grouting system 200, thereby improving the quality of cast-in-place pile construction and improving construction efficiency. Even if problems are encountered during the construction process, they can be monitored and optimized in a timely manner. In this system, the spiral guide plate can reduce the accumulation of soft soil and improve drilling efficiency. In addition, the system can monitor and dynamically optimize the mud ratio and drilling parameters in real time, reduce the risk of hole collapse, and improve the hole qualification rate. Through hole expansion grouting and composite foundation technology, the bearing capacity is improved, or the pile length is shortened under the same bearing capacity, thereby reducing costs. The composite mud in this system can reduce pollution, reduce manual dependence, and shorten the construction period.

[0075] Method Example:

[0076] This embodiment also proposes a construction method using any of the above-mentioned cast-in-place pile construction systems in soft foundation areas. Figure 6 The construction method of cast-in-place piles in soft foundation areas is as follows:

[0077] Step S1: Level the site and replace the weak layer, conduct trial drilling, and optimize the drilling data.

[0078] Specifically, surface debris is removed, and the soft soil layer is replaced with backfill. Graded sand and gravel or cement-improved soil is compacted layer by layer to a compaction level of ≥95%. The backfill thickness is determined based on the geological survey report and is generally no less than 1.5m to ensure that the surface bearing capacity meets the drilling rig's operational requirements.

[0079] Use a steel casing with a wall thickness of ≥6 mm. The inner diameter of the casing is 10 - 15 cm larger than the pile diameter, and the burial depth penetrates through the soft layer to the stable soil layer (≥2 m). Use a total station or RTK positioning system to calibrate the pile position, with the center deviation of the casing ≤50 mm and the verticality error <1%. The top of the casing is 30 - 50 cm above the ground to prevent mud spillage and surface water backflow.

[0080] Use an unmanned drilling rig combined with AI geological scanning technology to conduct a trial hole formation to the designed pile bottom elevation. Automatically collect and record the drilling speed, mud properties (specific gravity, viscosity), and hole wall stability data, generate an optimal combination of drilling parameters such as speed and mud density, and dynamically adjust the drilling speed according to the geological conditions; optimize the mud density to 1.2 - 1.3 and the viscosity to 20 - 28 s to ensure the hole wall protection effect. In this way, the dependence on manual experience is reduced, and the efficiency and accuracy of the trial hole formation are improved.

[0081] Step S2: The drilling system drills the hole and uses a composite mud for circulating hole wall protection.

[0082] Specifically, the drilling system 100 drills according to the designed pile position. The drilling control device 130 adjusts the drilling parameters such as drilling pressure and rotation speed according to the optimized drilling data determined from the trial hole formation data and the real-time monitored data to ensure the high-efficiency and stable drilling process. Use a composite mud for circulating hole wall protection, and real-time monitor the hole depth, hole diameter, and verticality (deviation <1%). Automatically stop and adjust when the limit is exceeded.

[0083] In the composite mud, high-plastic clay and sodium-based bentonite are mixed in a preset ratio, and nano-silica and bio-enzyme coagulants are added. Specifically, high-plastic clay and sodium-based bentonite are mixed in a ratio of 6:4, and nano-silica (0.05% - 0.1%) and bio-enzyme coagulants are added. Control the mud properties: specific gravity 1.2 - 1.3, viscosity 20 - 28 s, and detect once every 2 hours; the mud circulation system is equipped with a vibrating screen and a hydrocyclone desander to remove drill cuttings and ensure the mud cleanliness.

[0084] During specific implementation, the steel casing and the composite mud act synergistically to reduce the risk of hole collapse. Real-time monitor the change of the underground water level, and the mud surface height is always more than 1.5 m higher than the underground water level.

[0085] Step S3: After drilling to the designed depth, inject the pseudo-paste slurry, and perform segmented squeezing and grouting from bottom to top to form a continuous pile body and uniformly distributed slurry veins.

[0086] Specifically, after drilling to the designed depth, use a variable-frequency pulse high-pressure pump (rated pressure ≥5 MPa) equipped with a telescopic grouting catheter. The grouting material is the pseudo-paste slurry, and a microcapsule sustained-release agent is added to the pseudo-paste slurry. More specifically, the pseudo-paste slurry is composed of cement slurry (water-cement ratio 0.5 - 0.6), SH plant gum, and sodium hydroxide (microcapsule sustained-release agent) mixed in a ratio of 100:2:1.

[0087] During grouting, it is carried out in sections from the bottom of the pile upwards. After each section of grouting is completed, the conduit is lifted by 1.5 - 2 m. Pressure control: the initial pressure is 1 - 2 MPa, gradually increased to ≥3 MPa, the pulse frequency is 5 - 10 Hz, and the single - section grouting volume is ≥0.8 m 3 . The squeezing - expansion effect is judged by the grouting pressure - time curve and the ground uplift amount (≤3 mm) to form a radial grout vein network.

[0088] The grout veins, the pile body and the surrounding soil act together to form a "pile - vein - soil" composite structure, and the bearing capacity is increased by 40%. After grouting, it is left standing for 24 hours to detect the integrity of the pile body and the distribution of the grout veins.

[0089] During grouting, the grouting process is controlled by a four - dimensional grout vein simulation module to form a continuous pile body and uniformly distributed grout veins, enhancing the integrity of the foundation.

[0090] Step S4, install the steel reinforcement cage in the borehole and carry out underwater concrete pouring.

[0091] Specifically, a steel - made drum casing is used to protect the orifice to avoid borehole collapse. The perpendicularity (deviation < 1°) and elevation (error ±30 mm) of the steel reinforcement cage are controlled by a worm - gear rack lifting mechanism. The numerical control positioning accuracy reaches ±5 mm, realizing the numerical control positioning of the horizontal, perpendicularity and elevation of the steel reinforcement cage and avoiding orifice collapse.

[0092] After the steel reinforcement cage is installed, the air - lift reverse - circulation method is used for secondary hole cleaning, and the sediment thickness is ≤7 cm. After hole cleaning, the sand content of the mud is ≤4%, the specific gravity is ≤1.15, and the viscosity is ≤22 s.

[0093] During underwater concrete pouring, a gravity clamping device is used to ensure the perpendicularity of the conduit. Through an intelligent sediment thickness prediction model, the sediment distribution is predicted according to the sand content and flow rate of the mud, the hole - cleaning strategy is optimized, and the sediment thickness is controlled to ≤5 cm. During the pouring process, the fluidity and filling coefficient of the concrete are monitored in real - time to ensure the pouring quality.

[0094] Specifically, during underwater concrete pouring: Conduit configuration: the inner diameter is 250 - 300 mm, and the tightness of the connection is detected (hydrostatic test ≥0.6 MPa). Pouring process: the first - pour concrete volume is ≥2 m 3 , ensuring that the conduit burial depth is ≥1 m; continuous pouring, the pipe - burial depth is 2 - 6 m, and the lifting speed matches the concrete slump (180 - 220 mm); the filling coefficient (≥1.05) is monitored in real - time, and the over - pouring height is ≥0.8 m.

[0095] Specifically, during implementation, a mud interface meter 310, a concentration meter 320, a retaining wall thickness meter 330 and a groundwater level meter 340 are installed in the borehole. The data information is transmitted to the control system 400 through the MCU acquisition box to dynamically adjust construction data such as the drilling speed, mud ratio and grouting pressure.

[0096] During acceptance, for the hole-forming quality: the aperture deviation is ±50 mm, the verticality is <1%, and the hole depth error is ±100 mm. For the pile body quality: the proportion of Class I piles detected by the low-strain method is ≥95%, and there are no broken piles or necking. For the bearing capacity verification: the bearing capacity of the static load test is ≥1.5 times the design value. The blockchain technology module is used to record the construction data, reducing the quality acceptance time by 50%.

[0097] Among them, the specific implementation process of the cast-in-place pile construction system in soft soil areas can be referred to the above description, and will not be elaborated here in this embodiment.

[0098] It can be seen that in this embodiment, first, a trial hole is formed, the drilling parameters are optimized according to the trial hole-forming data, the drilling system drills holes according to the optimized drilling data, and a composite mud is used for circulating wall protection. After drilling to the design depth, sectional extrusion grouting is carried out from bottom to top. Then, a steel reinforcement cage is installed in the hole, and underwater concrete pouring is carried out. This method is simple to operate, can use the cast-in-place pile construction system in soft soil areas for real-time monitoring, is convenient for adjusting the parameters of drilling and grouting, reduces the risk of hole collapse, improves the construction quality of cast-in-place piles, and can improve the construction efficiency.

[0099] It should be noted that the principles of the cast-in-place pile construction system and the construction method in soft soil areas in the present invention are the same, and the relevant parts can be referred to each other.

[0100] It should be noted that in the description of the present invention, the terms indicating the direction or position relationship such as "upper", "lower", "left", "right", "inner", "outer", etc. are based on the direction or position relationship shown in the drawings. This is only for the convenience of description, rather than indicating or implying that the device or component must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as a limitation to the present invention.

[0101] In addition, it should be noted that in the description of the present invention, unless otherwise clearly specified and limited, the terms "installation", "connection", and "connection" should be understood in a broad sense. For example, it can be a fixed connection, a detachable connection, or an integral connection; it can be directly connected, or indirectly connected through an intermediate medium, and can be the communication inside two components. For those skilled in the art, the specific meanings of the above terms in the present invention can be understood according to specific situations.

[0102] Obviously, those skilled in the art can make various changes and modifications to the present invention without departing from the spirit and scope of the present invention. Thus, if these modifications and variations of the present invention fall within the scope of the claims of the present invention and their equivalent technologies, the present invention also intends to include these changes and modifications.

Claims

1. A cast-in-place pile construction system in soft soil areas, characterized in that Including: A drilling system (100), a grouting system (200), a monitoring system (300) and a control system (400); wherein, The drilling system (100) is used for drilling, and monitoring and optimizing the drilling condition; The grouting system (200) is used for grouting into the drilling hole and optimizing the grouting parameters; The monitoring system (300) is used for monitoring the condition inside the drilling hole and the mud parameters of grouting; The control system (400) is electrically connected to the drilling system (100), the grouting system (200) and the monitoring system (300), and is used for controlling the drilling of the drilling system (100) and the grouting of the grouting system (200), and adjusting the construction parameters of the drilling system (100) and the grouting system (200) according to the information monitored by the monitoring system (300).

2. The cast-in-place pile construction system in soft soil area according to claim 1, wherein, The drilling system (100) includes: a drill bit structure (110), a drilling data monitoring mechanism (120) and a drilling control device (130); wherein, The drill bit structure (110) is used for drilling; The drilling data monitoring mechanism (120) is arranged on the drill bit structure (110) and is used for monitoring the construction data of drilling; The drilling control device (130) is electrically connected to the drilling data monitoring mechanism (120) and the drill bit structure (110), and is used for controlling the drill bit structure (110) to drill according to the construction data and optimizing the drilling parameters of the drill bit structure (110).

3. The cast-in-place pile construction system in soft soil area according to claim 2, wherein, The drill bit structure (110) includes: a driving mechanism, a main drill pipe, a drill bit rod, a drill bit, an angle adjusting device, a spiral deflector and a vibration device; wherein, The driving end of the driving mechanism is connected to the drill bit rod through the main drill pipe, and the drill bit rod is connected to the drill bit; The angle adjusting device is arranged on the drill bit rod; The spiral deflector is arranged on the drill bit rod and is connected to the angle adjusting device, the angle adjusting device is connected to the drilling control device (130), and the angle adjusting device is used for adjusting the angle of the spiral deflector under the control of the drilling control device (130); The vibration device is arranged on the drill bit rod.

4. The cast-in-place pile construction system in soft soil area according to claim 3, wherein, The drilling data monitoring mechanism (120) includes: a state sensor (121), a pressure sensor (122), an acoustic wave sensor (123), a parameter detection device (124) and a drilling detection device (125); wherein, The state sensor (121) is arranged on the drill bit and is used for detecting the flowing state of soft soil; The pressure sensor (122) is arranged on the drill bit and is used for detecting the pressure change during drilling; The acoustic wave sensor (123) is arranged on the drill bit and is used for detecting the change of soil layer hardness during drilling; The parameter detection device (124) is arranged on the drill bit and is used for detecting the parameters of the drill bit; The drilling detection device (125) is arranged on the drill bit and is used for detecting the drilling parameters.

5. The cast-in-place pile construction system in soft foundation area according to claim 4, wherein, The drilling control device (130) is electrically connected to the state sensor (121), the pressure sensor (122), the acoustic wave sensor (123), the parameter detection device (124), and the drilling detection device (125), and is configured to control the angle adjustment device to adjust the angle of the spiral guide plate according to the soft soil flow state, adjust the drilling condition of the drill bit according to the pressure change during the drilling process, and adjust the extension length of the cutting edge of the drill bit according to the soil layer hardness change during the drilling process; The drilling control device (130) is provided with a predictive maintenance module to analyze the wear condition of the drill bit based on the parameters of the drill bit, and further predict the remaining service life of the drill bit; The drilling control device (130) is further provided with a 5G edge computing module to perform real-time regulation on the drilling parameters; The drilling control device (130) is further provided with a digital twin module to simulate the construction condition and optimize the drilling parameters according to the simulation result; The drilling control device (130) is further provided with a geological anomaly database to automatically identify complex strata and generate a drilling solution; 6. The cast-in-place pile construction system in soft soil area according to claim 1, characterized in that, The grouting system (200) includes: a grouting data monitoring mechanism (210), a grouting control device (220), and a grouting device (230); wherein, The grouting data monitoring mechanism (210) is configured to detect the grouting data during the grouting process; The grouting control device (220) is electrically connected to both the grouting data monitoring mechanism (210) and the grouting device (230). The grouting control device (220) is provided with a four-dimensional grout vein simulation module to optimize the grouting parameters according to the grouting data and control the grouting device to perform grouting; The grouting control device (220) is further provided with a blockchain technology module to record and store the grouting data; 7. The cast-in-place pile construction system in soft soil area according to claim 1, characterized in that, The monitoring system (300) includes: a mud interface meter (310), a concentration meter (320), a retaining wall thickness meter (330), a groundwater level meter ( ​ ​ ​ ​ ​ ​ ​ The control system (400) is electrically connected to the mud interface meter (310), the concentration meter (320), the retaining wall thickness meter (330), the groundwater level meter (340), the distributed optical fiber sensor (350), and the ground penetrating radar scanning device (360). The control system (400) is provided with a multi-source data fusion platform to combine the mud parameters, mud concentration, retaining wall thickness, groundwater level, strain and temperature changes of the borehole wall, and the geological data with the BIM model to generate a three-dimensional thermal map of borehole wall stability; The control system (400) is further provided with a quantum encryption technology module to encrypt the detected data transmission; The control system (400) is further provided with a comprehensive evaluation module for borehole wall stability, which is used to generate a borehole wall safety index and control the drilling system (100) and the grouting system (200) when the borehole wall safety index is lower than a preset threshold.

9. A construction method using the cast-in-place pile construction system in soft soil areas as described in any one of claims 1 to 8, characterized in that, It includes the following steps: Level the site and replace the soft layer, conduct a trial hole formation, and optimize the drilling data; The drilling system drills a hole and uses a composite mud for circulating the retaining wall; After drilling to the designed depth, inject the pseudo paste slurry, and perform sectional squeezing and grouting from bottom to top to form a continuous pile body and uniformly distributed slurry veins; Install a steel reinforcement cage in the borehole and perform underwater concrete pouring.

10. The construction method according to claim 9, wherein In the composite mud, high-plastic clay and sodium-based bentonite are mixed in a preset ratio, and nano-silica and a bio-enzyme coagulant are added; A microcapsule sustained-release agent is added to the pseudo paste slurry.

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