Intelligent pre-stirring pile planting ecological sheet pile construction method

Abstract

The invention discloses an intelligent pre-stirring pile planting ecological sheet pile construction method, and belongs to the technical field of geotechnical engineering support construction. According to the method, aiming at the technical defects of fixed stirring parameters, non-uniform soil body softening effect, unstable mud tank forming quality, limited construction efficiency and the like in a traditional pre-stirring pile planting process, multiple types of soil body parameter sensors, an intelligent central control system and a dynamic slurry mixing device are integrated on stirring equipment; and an integrated intelligent operation mode of real-time monitoring of soil parameters, dynamic adjustment of stirring parameters, accurate proportioning of slurry and closed-loop control of the quality of the mud tank is constructed. According to the method, precise and intelligent construction under different stratum conditions is achieved, the efficiency and quality of ecological sheet pile implantation in the hard stratum are greatly improved, and disturbance of construction to the surrounding environment is reduced.

Description

Technical Field

[0001] This invention relates to the field of geotechnical engineering support construction technology, specifically to an intelligent pre-mixed pile planting ecological sheet pile construction method. Background Technology

[0002] In the field of slope protection for water conservancy and municipal engineering projects, the challenge of supporting sheet piles in dense sand layers, hard plastic clay layers, and other difficult-to-pile strata is frequently encountered. Traditional static pressure pile driving techniques are prone to problems such as sheet pile deformation and pile position displacement due to excessive soil resistance, and may even fail to drive the sheet piles to the design elevation, resulting in insufficient stability of the support structure.

[0003] To address this issue, the industry has gradually adopted pre-mixed pile planting technology, which involves first softening the soil around the pile using mixing equipment before static pressure pile installation. However, the traditional pre-mixed pile planting technology has significant drawbacks:

[0004] 1) Fixed mixing parameters. Traditional processes use uniform mixing speed, grout injection volume, and other parameters, which cannot be dynamically adjusted according to the real-time state of the soil. For different strata, this can easily lead to problems such as grout waste, insufficient soil softening, or excessive soil disturbance, resulting in unstable mud trench forming quality. For example, in dense sandy soil layers, a fixed low-concentration grout cannot effectively soften the soil, increasing the resistance of subsequent pile driving; while in silty soil layers, excessive mixing can cause soil liquefaction, leading to mud trench collapse.

[0005] 2) Lack of real-time monitoring methods. Relying on manual experience to judge soil softening during construction makes it impossible to obtain key parameters such as soil density and moisture content in real time. This leads to lagging quality control and can easily cause problems such as excessive deviations in subsequent sheet pile implantation and substandard water-stopping performance of the support structure. Furthermore, manual judgment is highly subjective, and differences in experience among different operators can result in inconsistent construction quality.

[0006] 3) Poor equipment coordination. The mixing equipment and the pile driving equipment operate independently. After mixing and forming the trench, the mixing equipment must be removed before the sheet piles can be hoisted into place. This long interval between processes makes the trench prone to collapse or backfilling, affecting the efficiency and quality of sheet pile installation. Especially in areas with high groundwater levels, significant backfilling may occur if the trench is exposed for more than one hour, preventing the sheet piles from being driven in smoothly.

[0007] 4) Limited water-stopping effect of interlocking mechanisms. Traditional sheet pile interlocking mechanisms mostly use a single mortise and tenon structure, requiring manual application of sealant. The sealing effect is greatly affected by manual operation, and leakage problems are prone to occur with long-term use. When applying sealant manually, it is difficult to ensure uniform application, and omissions are likely to occur in the gaps of the interlocking mechanism, thereby reducing the water-stopping performance of the retaining wall.

[0008] Meanwhile, as engineering construction demands increasingly more for green and precise construction, the problems of high disturbance, low efficiency, and unstable quality of traditional processes are becoming more and more prominent. Summary of the Invention

[0009] To address the shortcomings of existing technologies, this invention provides an intelligent pre-mixed sheet pile construction method. By integrating sensor monitoring, intelligent control, and dynamic slurry adjustment technologies, it achieves precise and intelligent control of the mixing process, improves the quality of mud trough forming and sheet pile implantation efficiency, reduces the disturbance to the surrounding environment during construction, and solves the technical shortcomings of traditional processes.

[0010] This invention provides an intelligent pre-mixed sheet pile construction method, which specifically includes the following steps:

[0011] S1. Construction preparation stage.

[0012] S1.1 Geological parameter collection and analysis.

[0013] Detailed geological survey reports of the construction area were collected to clarify basic physical and mechanical parameters such as stratum distribution, soil density, moisture content, and particle size distribution. For different stratum types, such as dense sand, silt, and stiff plastic clay, the optimal parameter range for soil softening was determined through laboratory tests, including slurry concentration, stirring speed, and lifting speed, providing a scientific basis for preset parameter thresholds in the intelligent central control system.

[0014] At the same time, we investigated the distribution of buildings and underground pipelines around the construction area, clarified the foundation type of buildings, pipeline materials and burial depth, and determined the construction disturbance control standards in conjunction with relevant specifications, such as ground settlement ≤5mm and building tilt ≤0.1%, to avoid the impact of construction on the surrounding environment.

[0015] S1.2 Equipment debugging and calibration.

[0016] A comprehensive inspection and debugging of key equipment such as intelligent mixing equipment and static pile drivers was conducted, with a focus on verifying the accuracy of sensor components. The gamma-ray density sensor was calibrated using standard density blocks to ensure a measurement error ≤ ±0.05 g / cm³; the FDR moisture content sensor was calibrated using standard soil samples to ensure a measurement error ≤ ±1%; and the ultrasonic particle size sensor was calibrated using standard particle samples to ensure accurate differentiation between the proportions of sand and clay particles.

[0017] The metering pump of the dynamic slurry adjustment device was calibrated. Through multiple simulated injection tests, the slurry injection volume under different commands was recorded, and the metering pump parameters were adjusted to ensure that the slurry injection error was ≤2%. The cable connections were checked for firmness, and the waterproof aviation plug protection level was checked to ensure it reached IP68. Aged and damaged cables were replaced in a timely manner to ensure stable operation of the equipment in the mud environment.

[0018] In addition, the wear condition of the mixing head of the mixing equipment should be checked. If the wear exceeds 5mm, it should be replaced in time to ensure the mixing effect.

[0019] S1.3, Sheet pile quality acceptance.

[0020] The acceptance inspection of precast reinforced concrete ecological sheet piles with interlocking mechanisms includes the following items: whether the strength grade of the sheet piles meets the design requirements, requiring a concrete compressive strength test report issued by a third-party testing agency, and the strength grade must not be lower than the design value; whether the specifications and length deviations of the sheet piles are within the allowable range, with a width deviation ≤ ±5mm and a length deviation ≤ ±10mm, measured one by one using a steel ruler; the integrity and precision of the interlocking mechanism, ensuring that the tenon and mortise dimensions match, without deformation or damage, and that the water-swellable rubber strip is firmly installed, with a feeler gauge used to check the interlocking gaps to ensure that the gap width is ≤ 0.5mm.

[0021] Substandard sheet piles are strictly prohibited from entering the site. Substandard sheet piles that have already entered the site must be removed from the site in a timely manner, and records must be kept to trace the responsibility of the manufacturer.

[0022] S2. Surveying and setting out, and pile location.

[0023] S2.1 Measurement and layout operation.

[0024] Before measurement, the total station must be calibrated to ensure that the measurement accuracy meets the requirements of the engineering surveying specifications. Accurate measurement is performed using the total station. According to the sheet pile axis positions on the design drawings, a measurement control point is set every 5 meters. Control points must be located in locations that are not easily disturbed, such as the corners of surrounding fixed buildings or specially set measurement piers. Then, based on the control points, the center position of each sheet pile is marked on the ground with wooden stakes or steel nails. The deviation of the pile position layout must be strictly controlled within ±10mm.

[0025] During the measurement process, it is necessary to keep accurate measurement records, including control point coordinates, pile number, pile deviation, and other data, to facilitate subsequent verification.

[0026] S2.2 Pile location verification.

[0027] After the measurement is completed, the technical supervisor organizes a review, using a level to check whether the pile elevation meets the design requirements, with an elevation deviation ≤ ±5mm; and using a total station to check the pile axis deviation, with a review rate of 100%. If any deviation exceeds the standard, the pile position markings are adjusted in time, and the measurement is repeated to ensure that all pile positions are accurate.

[0028] After the verification is completed, a measurement verification record signing procedure must be completed, which must be jointly signed and confirmed by the surveyor, the technical supervisor, and the supervising engineer.

[0029] S3. Intelligent pre-mixed tank forming

[0030] S3.1 Equipment positioning and leveling

[0031] Move the mixing equipment with integrated sensor components to the marked pile location, taking care to avoid running over the pile markers during the move. Adjust the levelness of the equipment base using a level to ensure the horizontal deviation is ≤ ±0.5mm / m. Leveling can be achieved by adjusting the height of the support legs of the equipment base. Simultaneously, adjust the verticality of the mixing drill rod using a theodolite in two orthogonal directions to ensure the verticality deviation is <0.1%, preventing excessive deviations in the mud trough formation due to drill rod tilting.

[0032] After the equipment is in place, it is necessary to check the alignment of the mixing head with the center of the pile position. The alignment deviation should be ≤ ±5mm to ensure accurate mixing position.

[0033] S3.2 Sensor startup and data acquisition.

[0034] Start the sensor assembly and preheat for 10-15 minutes until the baseline stabilizes. During the sinking of the stirring head, the gamma-ray density, FDR moisture content, and ultrasonic particle size sensors acquire raw signals in real time using high-frequency sampling mode (≥10Hz).

[0035] After the data is transmitted to the intelligent central control system, the multi-source data fusion preprocessing program is executed first:

[0036] Time synchronization and alignment: High-precision clock source is used to align the data from the three sensors at the microsecond level, eliminating data misalignment caused by transmission delay;

[0037] Noise filtering and anomaly removal: The Kalman filter algorithm is used to remove high-frequency noise caused by stirring vibration, and the sliding window statistical method is used to automatically identify and remove abnormal jump points that exceed physical limits.

[0038] Feature-level fusion: The density, moisture content and particle size distribution data after cleaning are weighted and fused to construct a "three-dimensional feature vector" that reflects the real-time state of the soil.

[0039] The fused feature vector serves as the core input, driving the formation identification model and parameter optimization logic in real time to ensure the accuracy and minimize the lag of control commands.

[0040] S3.3 Intelligent parameter adjustment.

[0041] Method 1: The intelligent central control system incorporates a database of construction parameters for typical geological formations. This database is built upon extensive indoor testing and field construction data. The system dynamically adjusts construction parameters by comparing real-time collected data with preset thresholds.

[0042] Dense sand layer: When the soil density is detected to be >1.8g / cm³, the automatic instruction dynamic slurry adjustment device will increase the bentonite slurry concentration to 8%~10%, adjust the stirring speed to 30~40r / min, control the descent speed of the stirring head to 0.3~0.5m / min, and increase the stirring frequency, that is, repeatedly stir 2~3 times at the design depth to ensure that the soil is fully broken and softened.

[0043] Hard plastic clay layer: When the soil moisture content is detected to be <15%, increase the water injection volume, adjust the water-cement ratio to 1:1.2, reduce the stirring speed to 20~30 r / min, slow down the descent speed of the stirring head to avoid the stirring head being covered by clay, and extend the stirring time to ensure that the soil softens evenly.

[0044] Silt layer: When the proportion of silt particles is detected to be >70%, the slurry concentration should be appropriately reduced to 3%~5%, the stirring speed should be adjusted to 35~45 r / min, and the lifting speed should be controlled at 0.8~1.0 m / min to avoid excessive stirring that could lead to soil liquefaction and cause the mud pit to collapse.

[0045] In addition, the central control system can adjust the mixing parameters according to the soil temperature. In low-temperature environments, it can appropriately increase the slurry concentration to prevent the soil from freezing and affecting the mixing effect.

[0046] Method Two: The intelligent central control system dynamically adjusts parameters using an adaptive control algorithm based on multi-parameter fuzzy inference, rather than simple threshold matching. Specifically, this includes:

[0047] (1) Parameter normalization and weight allocation: The system will normalize the density data collected in real time ( ), moisture content ( ), particle size distribution ( Normalization is performed, and different weights are assigned based on the current drilling depth (e.g., in sand-dominated areas). The weight is 0.6. The weight is 0.3. (Weight is 0.1).

[0048] (2) Dynamic interpolation calculation: When the monitoring data is in the transition range between two typical strata (such as dense sand and silt), the system does not directly switch to a fixed setting, but uses linear interpolation or fuzzy membership function to calculate the slurry concentration in real time. The optimal solutions for stirring speed (N) and lifting speed (V).

[0049] Example of calculation formula: ,in This is the membership coefficient of the current soil characteristics to the target stratum type (which varies continuously between 0 and 1).

[0050] (3) Typical working condition reference library: SA1 (dense sand: concentration 8%~10%...), SA2 (hard plastic clay...), SA3 (silt...) are used as reference anchor points for fuzzy control. The system dynamically and smoothly adjusts the execution parameters based on the distance between the real-time data and the anchor points to ensure the continuity of slurry ratio and mechanical action at the geological change interface and avoid the disturbance of the tank wall caused by parameter jump.

[0051] Examples of variables and units involved in the above content are shown in the table below:

[0052] Parameter symbol Parameter name unit Example numerical range Soil density / compactness Moisture content Particle size ratio slurry concentration Stirring speed Climbing speed

[0053] S3.4, Mud Tank Forming Control.

[0054] After the mixing head sinks to the designed depth, it remains at the bottom for 30-60 seconds to thoroughly mix the soil, ensuring there is no unmixed hard core in the soil at the pile bottom. During the lifting process of the mixing head, maintain a uniform speed to avoid excessive speed that could cause the mud trough walls to collapse. After lifting is complete, use a steel ruler to check the diameter and depth of the mud trough, ensuring that the diameter of the mud trough is slightly larger than the diameter of the sheet pile by 50-100mm, and the depth is consistent with the designed pile length, with a deviation ≤ ±100mm.

[0055] If the diameter or depth of the mud tank is found to be substandard during the testing process, it must be stirred again until it meets the requirements.

[0056] S3.5, Process connection control.

[0057] Immediately after trenching, notify the pile driving team to begin construction. The interval between work processes should be controlled within 30 minutes to prevent the trench from being exposed to air for extended periods, which could lead to moisture evaporation, soil backfilling, or trench wall collapse. If pile driving cannot be completed in a timely manner due to special circumstances, such as equipment failure or sudden weather changes, an appropriate amount of wall-protecting grout should be injected into the trench. The wall-protecting grout should be bentonite grout with a concentration of 10% to 15%, injected enough to fill the trench and maintain trench wall stability.

[0058] At the same time, it is necessary to keep good records of the process connection, including data such as trenching time, planned pile planting time, and actual pile planting time, so as to facilitate the analysis of the impact of process intervals on construction quality.

[0059] S4. Sheet pile static pressure implantation.

[0060] S4.1 Sheet pile hoisting and positioning.

[0061] The precast ecological sheet piles are lifted to the top of the mud pit using a crane. The crane tonnage is selected based on the weight of the sheet piles to ensure a safety factor of ≥1.5. During the lifting process, a two-point lifting method is used, with the lifting point 0.2L (L being the length of the sheet pile) from the end of the sheet pile to prevent bending and deformation. The operation is directed by a designated person holding a crane operation command certificate, strictly adhering to the "Ten No-Lifting" principles, and the sheet piles are lowered slowly to avoid collision with the mud pit walls.

[0062] After the sheet piles are lowered above the mud trough, adjust their position so that the center of the sheet pile is aligned with the center of the mud trough, with a centering deviation of ≤±10mm.

[0063] S4.2 Verticality correction.

[0064] The verticality of the sheet piles is corrected using a theodolite or the bidirectional plumb bob attached to the pile driver. Monitoring points are set in two orthogonal directions of the sheet piles to monitor the verticality deviation in real time. The verticality deviation should be less than 0.3%. If the deviation exceeds the standard, it is corrected by adjusting the position of the pile driver's clamp. The adjustment should be made slowly during the correction process to avoid over-adjustment that could damage the sheet piles.

[0065] After the correction is completed, the pile clamps need to be locked to prevent the sheet piles from shifting during the pile driving process.

[0066] S4.3 Static pressure pile planting operation.

[0067] Start the static pile driver and drive the sheet piles into the mud trench at a uniform and continuous speed of 0.5~1.0 m / min. During the driving process, maintain a stable driving force to avoid sudden increases in driving force that could cause deformation or breakage of the sheet piles. The intelligent central control system receives data from the laser rangefinder in real time to monitor the pile top elevation and ensure that the final elevation error is within ±50mm.

[0068] During the pile driving process, technicians must be present throughout to observe the settlement of the sheet piles, record the driving force, driving speed, elevation data, etc., and stop the machine in time if any abnormality occurs.

[0069] S4.4, Handling Abnormal Situations.

[0070] During pile driving, if a sudden change in resistance occurs, such as a sudden increase in driving force exceeding 15% of the design value, the intelligent central control system will automatically alarm and shut down. Technicians must promptly analyze the cause, which may include the presence of unmixed hard core in the mud tank, poor engagement of the sheet pile interlocking mechanism, or defects in the sheet pile itself. For unmixed hard core, the mixing equipment must be restarted to remix the area, with the remixing depth exceeding the hard core location by 0.5m. For poor interlocking, the sheet pile position must be adjusted, and the verticality recalibrated. For defects in the sheet pile itself, the sheet pile must be replaced and re-driven.

[0071] After handling an abnormal situation, it is necessary to keep a record of the handling, including data such as the abnormal phenomenon, cause analysis, handling measures, and handling results, so as to facilitate subsequent traceability.

[0072] S5. Sheet pile locking connection and sealing.

[0073] S5.1 Locking engagement control.

[0074] When driving in subsequent sheet piles, align the interlocking jaws of the sheet piles with the interlocking jaws of the previous sheet pile, and slowly lower them, ensuring that the tenon is fully embedded in the mortise. During the engagement process, gently tap the side of the sheet pile with a wooden mallet to promote a tight interlock and prevent disengagement or misalignment. After every three sheet piles are driven in, check the quality of the interlocking by using a feeler gauge to check the gaps, ensuring that the gap width is ≤0.5mm.

[0075] If the locking mechanism is found to be poorly engaged, the sheet pile must be pulled out and re-pressed in. It is strictly forbidden to force it in, which may damage the locking mechanism.

[0076] S5.2 Locking and sealing treatment.

[0077] Embed a water-swellable rubber strip or apply sealing grease to the lock joint. The expansion ratio of the water-swellable rubber strip must be ≥300%, and the sealing grease must be water-resistant and corrosion-resistant. After sealing, use a high-pressure water gun to rinse the mud off the surface of the lock joint to ensure that the sealing material adheres tightly to the lock joint and enhance the water-stopping performance of the support wall.

[0078] For areas with high groundwater levels, waterproof membrane can be installed on the outside of the locking mechanism to further enhance the water-stopping effect.

[0079] S6. Pile top treatment and capping beam construction.

[0080] S6.1 Leveling the top of the pile.

[0081] After all sheet piles are installed, the top of the piles is leveled using a cutting machine. The cutting height is determined according to the design elevation of the capping beam to ensure consistent pile top elevations. After leveling, the surface of the pile top is roughened to a depth of ≥5mm to remove loose slag and debris, exposing fresh concrete and enhancing the bond between the pile top and the capping beam.

[0082] During the roughening process, care must be taken to avoid damaging the sheet pile interlocking clips. If the clips are damaged, they must be repaired promptly.

[0083] S6.2, Binding of cap beam reinforcement and installation of formwork.

[0084] The reinforcing bars for the capping beam must be tied according to the design requirements, and the specifications, spacing, and protective layer thickness of the reinforcing bars must meet the design requirements. Reinforcing bar connections can be made by welding or mechanical connection. Welded joints must undergo tensile strength testing, and mechanical connection joints must meet the requirements of relevant regulations. During the tying process, it is necessary to ensure the accurate positioning of the reinforcing bars. Concrete spacers should be used for the protective layer, with a spacing ≤1m, to avoid exposing the reinforcing bars.

[0085] Steel formwork is used and is securely installed. Sealing strips are used to seal the joints of the formwork to prevent grout leakage during concrete pouring. After installation, the verticality and flatness of the formwork must be checked. Verticality deviation ≤ ±5mm, flatness deviation ≤ ±3mm.

[0086] S6.3 Concrete pouring and curing.

[0087] When pouring the cap beam concrete, the concrete strength grade must meet the design requirements. Before pouring, debris inside the formwork must be cleaned and the formwork moistened with water. During the concrete pouring process, a vibrator should be used to compact the concrete in layers, with each layer ≤300mm thick, to avoid defects such as honeycomb, pitting, and voids. During vibration, the vibrator should be inserted quickly and withdrawn slowly, with the vibration time controlled at 20-30 seconds, until the concrete surface shows a layer of slurry and no more air bubbles emerge.

[0088] After the concrete is poured, it should be promptly moisturized and kept warm for at least 7 days. During the curing period, the concrete surface should be covered with geotextile and regularly sprayed with water to keep it moist, avoiding direct sunlight and rain. In low-temperature environments, insulation measures should be taken, such as covering with insulating cotton, to prevent the concrete from freezing.

[0089] S7. Acceptance.

[0090] S7.1 Appearance inspection.

[0091] The technical personnel of the supervision unit and the construction unit shall jointly conduct an appearance inspection. The inspection contents include: whether there are defects such as cracks, damage, and exposed reinforcement on the surface of the sheet pile; minor cracks with a width ≤0.2mm and a length less than 1 / 10 of the sheet pile length; whether the interlocking connection is tight and there is no separation or misalignment; whether the concrete surface of the cap beam is flat and free from defects such as honeycomb, pitting, and exposed reinforcement, and whether the inside and outside corners are straight.

[0092] Any parts that fail the appearance inspection must be repaired promptly. For example, cracks should be repaired with epoxy resin grout, and honeycomb pits should be repaired with cement mortar. After repair, the area should be re-inspected.

[0093] S7.2, Actual test results.

[0094] Pile position deviation detection: The pile position deviation of each sheet pile is detected using a total station. The axis deviation is required to be ≤±20mm and the pile center deviation is required to be ≤±30mm.

[0095] Verticality testing: The verticality of the sheet piles is tested using a theodolite, and the deviation is required to be <0.3%;

[0096] Water-stopping performance test: The water-stopping performance of the retaining wall is tested by water injection test. Water injection holes are set on the outside of the retaining wall, and the depth of the water injection holes is 1 / 2 of the support depth. After the water injection height reaches the design water level, it is observed for 24 hours. The leakage must meet the design requirements and there should be no obvious leakage.

[0097] During the actual testing and acceptance process, test records must be kept, test data must be true and accurate, and test personnel must sign to confirm them.

[0098] S7.3, Document Acceptance.

[0099] Organize construction records, sensor monitoring data, material inspection reports, equipment commissioning records, concrete compressive strength test reports, and other relevant documents to form a complete acceptance file. All documents must be authentic, accurate, complete, and bear all required signatures and seals, meeting the requirements for engineering file management.

[0100] Only after the documents have passed inspection can the final acceptance procedures be completed.

[0101] The main hardware equipment involved in the intelligent pre-mixed pile planting ecological sheet pile construction method of the present invention is as follows.

[0102] A1. Intelligent mixing equipment.

[0103] A1.1 Mixing host.

[0104] Choose a long spiral drilling rig or a twin-axis / triple-axis mixing pile machine with stepless speed regulation to meet the mixing needs of different strata. The main unit power must ensure normal operation of the mixing head in hard strata. The mixing main unit must be equipped with an overload protection device that automatically shuts down when the mixing resistance exceeds the set value to prevent equipment damage.

[0105] A1.2 Stirring head.

[0106] Made of wear-resistant alloy, the device features pre-drilled mounting grooves on the sides or ends to match the sensor dimensions. After embedding, the sensor's detection surface is flush with the outer wall of the mixing head, preventing damage from soil impact during mixing. The mixing head blades employ a spiral design for high mixing efficiency, ensuring thorough mixing of the soil and slurry. The blade surface is treated with tungsten carbide spraying to enhance wear resistance.

[0107] A1.3 Sensor assembly.

[0108] Gamma-ray density sensor: used for real-time detection of soil density, non-contact measurement, unaffected by soil moisture content, and high measurement accuracy.

[0109] FDR moisture content sensor: Based on the principle of frequency domain reflection, it can work stably in mud environment and has a fast response speed.

[0110] Ultrasonic particle size sensor: It determines the particle size distribution by emitting ultrasonic signals and analyzing the signal characteristics reflected by soil particles.

[0111] Inclination sensor: Installed in the sealed waterproof cavity at the top of the mixing drill rod, it monitors the tilt angle of the drill rod to ensure the verticality of the mixing.

[0112] Laser rangefinder sensor: mounted on the protective bracket on the equipment base, it measures the depth of the mixing head and the elevation of the sheet pile in a non-contact manner.

[0113] A1.4 Intelligent Central Control System.

[0114] Employing an industrial-grade PLC controller with a built-in database of typical geological formation construction parameters, the system features data acquisition, analysis, parameter adjustment, and fault warning functions. Equipped with a touchscreen, it supports manual operation and can display real-time sensor data, mixing parameters, pile driving progress, and other information. The central control system can also connect to a remote monitoring platform for remote data transmission and monitoring.

[0115] A1.5 Dynamic Slurry Adjustment Device.

[0116] The system includes a slurry storage tank, a high-precision metering pump, delivery pipelines, and valves. It is equipped with a stirring device to prevent slurry sedimentation. The metering pump is a plunger-type pump, offering high accuracy and precisely controlling the slurry injection volume according to instructions from the central control system. The delivery pipeline uses wear-resistant steel pipes, with the pipe diameter selected based on the slurry flow rate, and features anti-clogging functionality. Pressure sensors are installed on the pipelines to monitor the pressure in real time; when the pressure exceeds the set value, the pressure relief valve automatically opens to prevent pipeline rupture.

[0117] A2. Sensor protection and cable routing.

[0118] A2.1 Sensor protection.

[0119] The gamma-ray density sensor, FDR moisture content sensor, and ultrasonic particle size sensor are all encapsulated in a hard alloy wear-resistant sleeve. The sleeve surface is treated with tungsten carbide spraying, achieving a hardness of HRC60 or higher, which can withstand the impact and friction of soil particles. The tilt sensor is installed in a sealed waterproof cavity at the top of the drill pipe to prevent mud from seeping in and damaging the sensor. The sensor connection cables are shielded to reduce electromagnetic interference.

[0120] A2.2 Cable routing.

[0121] The sensor cable is laid along the pre-drilled central through-hole on the mixing drill rod to avoid being exposed and scratched by the mixing blades. The connection between the cable and the sensor uses a waterproof aviation plug with an IP68 protection rating to ensure that mud cannot seep in and cause a short circuit. The cable connecting the drill rod and the main unit is wrapped with a spring-loaded telescopic sheath. The sheath is wear-resistant and tensile-resistant, and can extend and retract synchronously with the drill rod's movement to prevent the cable from being pulled or twisted. The cable from the main unit to the upper part of the drill rod is placed inside a steel wear-resistant cable chain. The cable chain moves along the drill rod's trajectory, protecting the cable from external damage throughout the process. The cable chain must be dustproof and waterproof, with an IP65 protection rating.

[0122] A3 auxiliary equipment.

[0123] A3.1 Static pile driver.

[0124] Equipped with a dedicated pile clamp, it enables stable clamping and driving of sheet piles. It features a built-in bidirectional plumb bob for correcting the verticality of the sheet piles, ensuring driving accuracy. The pile driver must be equipped with a displacement sensor to monitor the driving depth of the sheet piles in real time.

[0125] A3.2 Crane.

[0126] Select a crane with an appropriate tonnage based on the weight of the sheet piles, ensuring stable lifting and flexible movement. The crane must be equipped with safety devices such as torque limiters and weight limiters to ensure lifting safety.

[0127] A3.3 Total station and theodolite.

[0128] Used for surveying and setting out, pile location verification, and verticality testing; the measurement accuracy must meet the requirements of engineering surveying specifications.

[0129] Compared with traditional pre-mixed pile construction methods, this invention has the following significant advantages:

[0130] 1) Intelligent and precise control enhances construction quality. By integrating multiple types of sensors, real-time monitoring of soil parameters is achieved. The intelligent central control system can dynamically adjust construction parameters according to different geological strata, avoiding the drawbacks of traditional "one-size-fits-all" methods. The quality of the mud trench forming is stable, the verticality deviation of the sheet pile implantation is controllable, the pile top elevation error is small, and the water-stopping performance and overall rigidity of the support structure are significantly improved. Simultaneously, construction data can be recorded and archived throughout the entire process, enabling traceability and facilitating quality control and subsequent analysis.

[0131] 2) Improved construction efficiency and shortened construction period. Precise parameter adjustments reduce grout waste and rework, and uniform soil softening lowers pile driving resistance, thus improving pile driving efficiency. Controllable connection time between mixing and pile driving equipment avoids delays caused by mud pit collapse or backfilling. This method is suitable for water conservancy projects with tight schedules, ensuring the completion of support structure construction before the flood season and reducing flood control pressure.

[0132] 3) Reduce environmental disturbance and achieve green construction. The pre-mixing process significantly reduces pile driving vibration, minimizing the impact on surrounding buildings and underground pipelines, making it suitable for construction areas with vibration-sensitive facilities nearby. Dynamic grouting technology avoids soil structure damage caused by over-mixing, and ecological sheet piles combine support and landscaping effects, allowing for the planting of aquatic plants on the outside of the sheet piles to enhance the ecological landscape. Simultaneously, it reduces the large-area excavation required by traditional support methods, minimizing the environmental damage caused by earthwork operations and meeting green construction requirements.

[0133] 4) Reduced overall costs and improved economic efficiency. Precise grout mixing reduces material costs, and efficient construction shortens the construction period, lowering equipment rental and labor costs. The support structure provides excellent water-stopping effect, reducing subsequent drainage costs, resulting in lower overall costs compared to traditional methods. Although it increases investment in sensors and intelligent central control systems, the savings in construction time and material costs allow for a short-term return on investment, demonstrating significant economic viability.

[0134] 5) Wide applicability and strong adaptability. This method is applicable to various difficult-to-pile strata such as dense sand, silt, and stiff plastic clay. By adjusting the sensor parameter thresholds, it can meet the design requirements of different projects. The sheet pile interlocking adopts a composite structure of tenon and mortise joints and water-swellable rubber strips, which has a good water-stopping effect and is suitable for construction areas with high groundwater levels.

[0135] To better understand and implement this application, the following detailed description is provided in conjunction with the accompanying drawings. Attached Figure Description

[0136] Figure 1 A flowchart illustrating an example of an intelligent premixed sheet pile construction method exemplified in this application;

[0137] Figure 2 A flowchart illustrating another example of the intelligent premixed pile planting ecological sheet pile construction method exemplified in this application;

[0138] Figure 3 The flowchart of the intelligent pre-mixing tank forming process of S3 is an example of this application. Detailed Implementation

[0139] In the description of this application, it should be understood that the terms "center," "longitudinal," "lateral," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," and "outer," etc., indicating orientation or positional relationships based on the orientation or positional relationships shown in the accompanying drawings, are used only for the convenience of describing this application and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation on this application. In the description of this application, unless otherwise stated, "a plurality of" means two or more.

[0140] Please see Figures 1-3 The intelligent pre-mixed pile planting ecological sheet pile construction method of the present invention includes the following steps:

[0141] S2. Surveying and setting out, and pile location;

[0142] S3, Intelligent pre-mixed tank forming;

[0143] S4. Sheet pile static pressure implantation;

[0144] S5. Sheet pile locking connection and sealing.

[0145] In some preferred embodiments, before step S2, the following step is also included:

[0146] S1. Construction preparation;

[0147] Following step S5, the following steps are also included:

[0148] S6. Pile top treatment and capping beam construction;

[0149] S7. Acceptance.

[0150] In some preferred embodiments, the construction preparation in step S1 includes:

[0151] S1.1 Geological parameter collection and analysis; collect data on stratigraphic distribution, density, water content and particle size distribution; preset slurry concentration, rotation speed and lifting speed thresholds for dense sand, silt and hard plastic clay; investigate the surrounding environment and determine the disturbance control standard for settlement less than 5 mm.

[0152] S1.2 Equipment debugging and calibration; verify sensor accuracy to ensure density error is less than ±0.05 g / cm³, moisture content error is less than ±1%, calibrate metering pump injection error to be less than 2%, check cable connection and IP68 waterproof rating, and check agitator wear to be less than 5 mm;

[0153] S1.3 Sheet pile quality acceptance: Check the strength grade and verify the test report, measure the dimensional deviation, control the width within ±5 mm and the length within ±10 mm, and check the integrity of the interlocking and the gaps within 0.5 mm.

[0154] In some preferred embodiments, the measurement and layout and pile location of S2 include:

[0155] S2.1 Surveying and setting out operations; calibrate the total station, set control points every 5 meters, mark the center of the pile position, and control the setting out deviation to be within ±10 mm;

[0156] S2.2 Pile location verification: Use a level to check the elevation, and control the deviation within ±5 mm. Use a total station to check the axis deviation, and implement a 100% verification ratio.

[0157] In some preferred embodiments, the intelligent pre-mixing tank forming in step S3 includes:

[0158] S3.1 Equipment positioning and leveling; move the equipment to the pile position, adjust the horizontal deviation to ≤±0.5mm / m, correct the verticality of the drill rod to <0.1%, and control the centering deviation to ≤±5mm;

[0159] S3.2 Sensor startup and data acquisition;

[0160] The sensor preheats for 10-15 minutes; during the sinking process, density, moisture content, and particle size data are collected in real time and transmitted to the central control system.

[0161] S3.3 Intelligent parameter adjustment;

[0162] For dense sand: slurry concentration 8%~10%, rotation speed 30~40 r / min, descent 0.3~0.5 m / min;

[0163] For stiff plastic clay: water-cement ratio 1:1.2, rotation speed 20~30 r / min, descent 0.2~0.5 m / min;

[0164] For silty soil: slurry concentration 3%~5%, rotation speed 35~45 r / min, lifting speed 0.8~1.0 m / min;

[0165] S3.4 Mud trough forming control: The bottom should be left to stand for 30~60 seconds for thorough mixing. The diameter of the mud trough should be 50~100mm larger than that of the sheet pile, and the depth deviation should be ≤±100mm.

[0166] S3.5, Process connection control: Piles should be planted within 30 minutes after trenching; if the time limit is exceeded, wall protection grout should be injected to maintain the stability of the trench wall.

[0167] In some preferred embodiments, the static pressure implantation of the sheet pile in step S4 includes:

[0168] S4.1 Sheet pile hoisting and positioning: A two-point hoisting method is adopted, with the distance between the hoisting point and the end being 0.2 times the pile length. The pile is lowered slowly under command, and the centering deviation is controlled to be less than ±10 mm to avoid collision with the trench wall.

[0169] S4.2 Verticality correction; use a theodolite or plumb bob for bidirectional monitoring, control the verticality deviation to be less than 0.3%, and lock the pile clamp after correction;

[0170] S4.3 Static pressure pile driving operation; drive the pile at a constant speed of 0.5 to 1.0 meters per minute, use laser ranging to monitor the elevation, control the error within ±50 mm, and record the data throughout the process;

[0171] S4.4 Abnormal situation handling: When the pile driving force suddenly exceeds the design value by 15%, the machine will automatically alarm and stop. The cause of hard core or poor engagement will be analyzed, and measures such as re-stirring, recalibration or pile replacement will be taken.

[0172] In some preferred embodiments, the sheet pile locking connection and sealing in step S5 includes:

[0173] S5.1 Lock engagement control: Align with the lock opening and slowly lower the lock to ensure the tenon is fully inserted. Check the engagement quality every 3 pieces to ensure the gap is less than 0.5 mm.

[0174] S5.2 Locking and sealing treatment: embed a water-swellable rubber strip with an expansion ratio of more than 300%, or apply special sealing grease, and use a high-pressure water gun to wash away the mud on the surface to ensure a tight fit.

[0175] In some preferred embodiments, the pile top treatment and capping beam construction in step S6 include:

[0176] S6.1 Leveling the top of the pile; use a cutting machine to level, roughen the surface to a depth of more than 5 mm, remove the slag and expose the fresh concrete surface;

[0177] S6.2 Reinforcement binding and formwork installation for capping beams; Reinforcement binding shall be standardized, using welding or mechanical connections; steel formwork shall be installed and joints sealed; the verticality of the formwork shall be less than ±5 mm and the flatness less than ±3 mm.

[0178] S6.3 Concrete pouring and curing: Pour in layers, each layer less than 300 mm thick, vibrate to compact, and perform moisture retention and heat preservation curing for more than 7 days.

[0179] In some preferred embodiments, the acceptance step S7 includes:

[0180] S7.1 Visual inspection; check whether the crack width exceeds 0.2 mm, the misalignment of the locking buckle, and the appearance defects of the crown beam. Repair any unqualified parts and re-inspect.

[0181] S7.2 Actual test and acceptance; check the pile position deviation, the axis deviation is less than ±20 mm, the center deviation is less than ±30 mm, and the verticality is less than 0.3%; conduct a 24-hour water injection test to ensure no leakage;

[0182] S7.3 Documentation acceptance; archiving of construction records, sensor data, and material reports.

[0183] In some preferred embodiments, step S3 is performed using an intelligent mixing device, which includes a mixing host, a mixing head, a sensor assembly, an intelligent central control system, and a dynamic slurry adjustment device.

[0184] The sensor assembly includes a gamma-ray density sensor, an FDR moisture content sensor, an ultrasonic particle size sensor, an inclination sensor, and a laser rangefinder. The gamma-ray density sensor, FDR moisture content sensor, and ultrasonic particle size sensor are embedded in the side or end of the stirring head, the inclination sensor is installed in the IP68-rated sealed waterproof cavity on the upper part of the drill rod, and the laser rangefinder is installed on the protective bracket of the equipment base.

[0185] To further illustrate the technical solution of the present invention, a detailed description is now provided in conjunction with a specific embodiment of a water conservancy river regulation project.

[0186] (I) Project Overview.

[0187] A river improvement project is located in a southern city and requires slope protection along the riverbank. The soil in the construction area is mainly dense sand, making traditional static pressure pile driving difficult. Residential buildings are located nearby, with the closest point only tens of meters from the construction area. These buildings are brick-concrete structures with strip foundations, making them sensitive to construction vibrations and requiring strict control of disturbance. The project demands completion of the support structure within a short timeframe to ensure it is operational before the flood season, resulting in a tight schedule.

[0188] (II) Construction preparation.

[0189] Geological parameter collection and analysis: Geological survey reports of the construction area were collected, clarifying that the thickness of the dense sand layer was 10-12m, the soil density was 1.8-2.0 g / cm³, the moisture content was 15%-20%, and the sand content was >80%. Optimal parameters for soil softening were determined through indoor tests: bentonite slurry concentration 8%-10%, stirring speed 30-40 r / min, and stirring head descent speed 0.3-0.5 m / min, providing a basis for preset parameter thresholds in the intelligent central control system. Simultaneously, the foundation types and underground pipeline distribution of surrounding residential buildings were investigated. The underground pipelines were mainly water supply and drainage pipes, and construction disturbance control standards were determined: ground settlement ≤5mm, building tilt ≤0.1%.

[0190] Equipment debugging and calibration: The intelligent mixing equipment was debugged and the sensor components were calibrated: the measurement error of the gamma-ray density sensor, the measurement error of the FDR moisture content sensor, and the ultrasonic particle size sensor can accurately distinguish between sand and clay particles, all of which meet the requirements.

[0191] The metering pump of the dynamic slurry conditioning device was calibrated, and the slurry injection error was 1.5%, meeting the accuracy requirements. Cable connections and waterproof aviation connectors were inspected; the protection level reached IP68, ensuring stable operation of the equipment in mud environments. The wear condition of the mixing head was checked.

[0192] The sheet piles were inspected for quality. The precast reinforced concrete ecological sheet piles met the required specifications and strength grades. The locking mechanism consisted of a mortise and tenon joint combined with a water-swellable rubber strip. Width, length, and thickness deviations were all within acceptable limits. The locking mechanism was intact, the water-swellable rubber strip was securely installed, and the gap width between the locking points was within acceptable limits.

[0193] (III) Surveying and setting out and pile location.

[0194] The sheet pile axis positions were laid out using a total station, with a measurement control point set every 5m and a pile spacing of 1m. The center of each pile position was marked with a wooden stake. After the measurement was completed, a 100% verification was performed. The pile position layout deviation was ±8mm, and the elevation deviation was ±5mm, both of which met the design requirements.

[0195] (iv) Intelligent pre-mixing tank forming.

[0196] The intelligent mixing equipment was moved to the pile location, and the equipment's levelness and the drill rod's verticality were adjusted. The verticality deviation was 0.08%, which meets the requirements. The alignment of the mixing head with the center of the pile location was checked, and the alignment deviation was 3mm, which meets the requirements.

[0197] After the sensor assembly is preheated, mixing begins. During the descent of the mixing head, the sensor detects that the soil density is 1.9 g / cm³, which is higher than the preset threshold of 1.7 g / cm³. The intelligent central control system automatically instructs the dynamic slurry adjustment device to increase the bentonite slurry concentration to 10%, adjusts the mixing speed, and controls the descent speed of the mixing head at 0.4 m / min.

[0198] After the mixing head is lowered to the designed depth of 12m, it remains at the bottom for thorough mixing. After raising the mixing head, the diameter, depth, diameter deviation, and depth deviation of the mud trough are checked.

[0199] (v) Static pressure implantation of sheet piles.

[0200] The ecological sheet piles are lifted to the top of the mud trough using a truck crane. The two-point lifting method is used according to the length of the sheet piles. The lifting point is located at a distance from the end of the sheet pile. The sheet piles are slowly lowered to avoid collision with the mud trough wall.

[0201] A theodolite is used to set monitoring points in two orthogonal directions of the sheet pile to correct the verticality of the sheet pile and lock the pile clamp to prevent displacement.

[0202] The static pile driver is started to drive the sheet piles into the mud pit, with the driving force stabilizing at around 350t. During the pile driving process, a laser rangefinder sensor monitors the pile top elevation in real time.

[0203] (vi) Locking connection and sealing.

[0204] During subsequent sheet pile driving, the interlocking joints of the sheet piles are precisely aligned with those of the previous sheet pile, ensuring the tenons are fully embedded in the mortises. A wooden hammer is used to gently tap the side of the sheet pile to promote a tight fit, preventing any separation or misalignment. Every three sheet piles driven, the interlocking quality is checked, using a feeler gauge to measure the gaps; the width must meet requirements. A water-swellable rubber strip is embedded at the interlocking joint, ensuring the expansion ratio meets requirements. After sealing, a high-pressure water gun is used to rinse away any mud on the interlocking surface, ensuring a tight seal between the sealing material and the interlocking joint, enhancing water-stopping performance.

[0205] (vii) Pile top treatment and cap beam construction.

[0206] After all sheet piles were installed, the tops of the piles were leveled using a cutting machine to ensure a consistent elevation. Following leveling, the surface of the pile tops was roughened to remove loose material and debris, exposing fresh concrete and enhancing the bond between the pile tops and the capping beam. The sheet pile interlocking was not damaged during the roughening process.

[0207] Tie the reinforcing bars of the cap beam, using mechanical connections. Install the steel formwork, sealing the joints with sealing strips, and check the verticality and flatness deviations of the formwork.

[0208] Before pouring the cap beam concrete, clean the formwork of debris and moisten it with water. Use a vibrator to compact it in layers to ensure it is dense and free of defects such as honeycomb, pitting, and voids. After the concrete is poured, cover it with geotextile for moisture retention and curing.

[0209] (viii) Acceptance.

[0210] Visual inspection: The sheet pile surface is free of defects such as cracks, damage, and exposed reinforcement; the interlocking connections are tight, without detachment or misalignment; the cap beam concrete surface is flat, the inside and outside corners are straight, and there are no problems such as honeycomb, pitting, or exposed reinforcement. The visual inspection is qualified.

[0211] Actual acceptance test: The deviation of the sheet pile position, axis deviation and center deviation were detected by total station and all met the requirements; the verticality of the sheet pile was detected by theodolite; water injection holes were set on the outside of the support wall and the water was injected to the design water level. No leakage was observed and the actual acceptance test was qualified.

[0212] Document Acceptance: Organize construction records, sensor monitoring data, material inspection reports, equipment debugging records, concrete compressive strength test reports, and other documents to form a complete acceptance file. The documents are authentic, accurate, and complete, and the documents pass the acceptance.

[0213] (ix) Effects.

[0214] The construction method of this invention can be completed ahead of schedule, with minimal disturbance to the surrounding environment during construction, and lower overall costs compared to traditional methods. It achieves efficient and precise construction while ensuring the stability and water-stopping performance of the support structure, thus achieving the expected engineering results.

[0215] The embodiments described above are merely examples of several implementation methods of this application, and while the descriptions are relatively specific and detailed, they should not be construed as limiting the scope of the patent application. It should be noted that those skilled in the art can make various modifications and improvements without departing from the concept of this application, and these modifications and improvements all fall within the protection scope of this application.

Claims

1. A method for constructing intelligent pre-mixed ecological sheet piles, characterized in that, Including the following steps: S2. Surveying and setting out, and pile location; S3, Intelligent pre-mixed tank forming; S4. Sheet pile static pressure implantation; S5. Sheet pile locking connection and sealing; The intelligent pre-mixing tank forming in step S3 includes: S3.1 Equipment positioning and leveling; move the equipment to the pile position, adjust the horizontal deviation to ≤±0.5mm / m, correct the verticality of the drill rod to <0.1%, and control the centering deviation to ≤±5mm; S3.2 Sensor startup and data acquisition; The sensor preheats for 10-15 minutes; during the sinking process, density, moisture content, and particle size data are collected in real time and transmitted to the central control system. S3.3 Intelligent parameter adjustment; For dense sand: slurry concentration 8%~10%, rotation speed 30~40 r / min, descent 0.3~0.5 m / min; For stiff plastic clay: water-cement ratio 1:1.2, rotation speed 20~30 r / min, descent 0.2~0.5 m / min; For silty soil: slurry concentration 3%~5%, rotation speed 35~45 r / min, lifting speed 0.8~1.0 m / min; S3.4 Mud trough forming control: The bottom should be left to stand for 30~60 seconds for thorough mixing. The diameter of the mud trough should be 50~100mm larger than that of the sheet pile, and the depth deviation should be ≤±100mm. S3.5, Process connection control: Piles should be planted within 30 minutes after trenching; if the time limit is exceeded, wall protection grout should be injected to maintain the stability of the trench wall.

2. The intelligent pre-mixed pile planting ecological sheet pile construction method according to claim 1, characterized in that, The static pressure implantation of the sheet piles in step S4 includes: S4.1 Sheet pile hoisting and positioning: A two-point hoisting method is adopted, with the distance between the hoisting point and the end being 0.2 times the pile length. The pile is lowered slowly under command, and the centering deviation is controlled to be less than ±10 mm to avoid collision with the trench wall. S4.2 Verticality correction; use a theodolite or plumb bob for bidirectional monitoring, control the verticality deviation to be less than 0.3%, and lock the pile clamp after correction; S4.3 Static pressure pile driving operation; drive the pile at a constant speed of 0.5 to 1.0 meters per minute, use laser ranging to monitor the elevation, control the error within ±50 mm, and record the data throughout the process; S4.4 Abnormal situation handling: When the pile driving force suddenly exceeds the design value by 15%, the machine will automatically alarm and stop. The cause of hard core or poor engagement will be analyzed, and measures such as re-stirring, recalibration or pile replacement will be taken.

3. The intelligent pre-mixed pile planting ecological sheet pile construction method according to claim 2, characterized in that, The sheet pile locking connection and sealing in step S5 includes: S5.1 Lock engagement control: Align with the lock opening and slowly lower the lock to ensure the tenon is fully inserted. Check the engagement quality every 3 pieces to ensure the gap is less than 0.5 mm. S5.2 Locking and sealing treatment: embed a water-swellable rubber strip with an expansion ratio of more than 300%, or apply special sealing grease, and use a high-pressure water gun to wash away the mud on the surface to ensure a tight fit.

4. The intelligent pre-mixed pile planting ecological sheet pile construction method according to claim 3, characterized in that, Before step S2, the following steps are also included: S1. Construction preparation; Following step S5, the following steps are also included: S6. Pile top treatment and capping beam construction; S7. Acceptance.

5. The intelligent pre-mixed pile planting ecological sheet pile construction method according to claim 4, characterized in that, The construction preparation in step S1 includes: S1.1 Geological parameter collection and analysis; collect data on stratigraphic distribution, density, water content and particle size distribution; preset slurry concentration, rotation speed and lifting speed thresholds for dense sand, silt and hard plastic clay; investigate the surrounding environment and determine the disturbance control standard for settlement less than 5 mm. S1.2 Equipment debugging and calibration; verify sensor accuracy to ensure density error is less than ±0.05 g / cm³, moisture content error is less than ±1%, calibrate metering pump injection error to be less than 2%, check cable connection and IP68 waterproof rating, and check agitator wear to be less than 5 mm; S1.3 Sheet pile quality acceptance: Check the strength grade and verify the test report, measure the dimensional deviation, control the width within ±5 mm and the length within ±10 mm, and check the integrity of the interlocking and the gaps within 0.5 mm.

6. The intelligent pre-mixed pile planting ecological sheet pile construction method according to claim 4, characterized in that, The measurement and layout and pile location of S2 include: S2.1 Surveying and setting out operations; calibrate the total station, set control points every 5 meters, mark the center of the pile position, and control the setting out deviation to be within ±10 mm; S2.2 Pile location verification: Use a level to check the elevation, and control the deviation within ±5 mm. Use a total station to check the axis deviation, and implement a 100% verification ratio.

7. The intelligent pre-mixed pile planting ecological sheet pile construction method according to claim 4, characterized in that, The pile top treatment and capping beam construction in step S6 include: S6.1 Leveling the top of the pile; use a cutting machine to level, roughen the surface to a depth of more than 5 mm, remove the slag and expose the fresh concrete surface; S6.2 Reinforcement binding and formwork installation for capping beams; Reinforcement binding shall be standardized, using welding or mechanical connections; steel formwork shall be installed and joints sealed; the verticality of the formwork shall be less than ±5 mm and the flatness less than ±3 mm. S6.3 Concrete pouring and curing: Pour in layers, each layer less than 300 mm thick, vibrate to compact, and perform moisture retention and heat preservation curing for more than 7 days.

8. The intelligent pre-mixed pile planting ecological sheet pile construction method according to claim 4, characterized in that, The acceptance process in step S7 includes: S7.1 Visual inspection; check whether the crack width exceeds 0.2 mm, the misalignment of the locking buckle, and the appearance defects of the crown beam. Repair any unqualified parts and re-inspect. S7.2 Actual test and acceptance; check the pile position deviation, the axis deviation is less than ±20 mm, the center deviation is less than ±30 mm, and the verticality is less than 0.3%; conduct a 24-hour water injection test to ensure no leakage; S7.3 Documentation acceptance; archiving of construction records, sensor data, and material reports.

9. The intelligent pre-mixed pile planting ecological sheet pile construction method according to any one of claims 4-8, characterized in that, Step S3 is carried out using intelligent mixing equipment, which includes a mixing host, a mixing head, a sensor assembly, an intelligent central control system, and a dynamic slurry adjustment device. The sensor assembly includes a gamma-ray density sensor, an FDR moisture content sensor, an ultrasonic particle size sensor, an inclination sensor, and a laser rangefinder. The gamma-ray density sensor, FDR moisture content sensor, and ultrasonic particle size sensor are embedded in the side or end of the stirring head, the inclination sensor is installed in the IP68-rated sealed waterproof cavity on the upper part of the drill rod, and the laser rangefinder is installed on the protective bracket of the equipment base.

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