Pile verticality adjustment method based on hierarchical correction

Abstract

A pile verticality adjustment method based on hierarchical correction, comprising: passing a to-be-constructed pile through a limiter and controlling a clamping component to clamp the to-be-constructed pile, then pressing the to-be-constructed pile into a pile hole, continuously acquiring a real-time verticality signal of the to-be-constructed pile and calculating a real-time verticality deviation value of the pile, and synchronously continuously acquiring real-time X-direction and Y-direction soft soil lateral restraint forces of the pile through a hydraulic rod, when the real-time verticality deviation value exceeds a preset threshold, performing hierarchical correction on the to-be-constructed pile: determining a deviation grade corresponding to the real-time verticality deviation value through the real-time verticality deviation value, and starting a correction mode corresponding to the deviation grade to correct the to-be-constructed pile, in the correction process, determining a correction direction and strength according to the real-time X-direction and Y-direction soft soil lateral restraint forces, and adjusting the verticality of the pile until the pile sinking is completed. Therefore, the present application can realize stable adjustment of the verticality of the pile under complex terrain conditions in soft soil areas.

Description

Technical Field

[0001] This invention relates to a method for adjusting the verticality of pile foundations, belonging to the field of power transmission engineering, and particularly to a method for adjusting the verticality of pile foundations based on graded correction. Background Technology

[0002] In complex terrain conditions in soft soil areas, the dual constraints of geology and topography pose significant challenges to the verticality control of traditional micropile construction. The low bearing capacity and high thixotropic and rheological properties of soft soil cause the borehole wall to easily shrink or collapse during drilling, directly resulting in pile deviation and amplifying the impact of unevenness in the base soil. Construction on slopes further deteriorates the stability of the borehole wall, exacerbating the difficulty of verticality control. The verticality control problem is even more pronounced in precast pile construction. Initial deviation is prone to occur during the lifting and positioning stage, and insufficient lateral restraint of soft soil during pile driving causes the pile to be squeezed and deviated. The continuous lateral pressure of the slope causes the pile to tilt towards the slope toe. These factors together make it difficult to achieve stable verticality adjustment in complex terrain conditions in soft soil areas.

[0003] Chinese patent application number 202010900325.0, filed on September 1, 2020, discloses a device and construction method for detecting and adjusting the verticality of a static pressure pile. The device includes a power supply, a pile column, and a static pressure pile driver. It also includes a fixing frame, an angle measuring unit, and a position correction unit. The fixing frame is installed on the pile hole of the static pressure pile driver and is fixedly connected to the driver. The angle measuring unit includes an arc-shaped frame, a connecting rod, and a measuring element. The arc-shaped frame is located on the outer surface of the pile column and fits against it. The connecting rod is located between the arc-shaped frame and the measuring element, which is suitable for measuring the angular deflection of the arc-shaped frame. The position correction unit includes a diagonal rod and a hydraulic circuit. The diagonal rod is hinged to the connecting rod and is suitable for supporting the position of the connecting rod. The hydraulic circuit includes a piston, which is suitable for locking at any position on the piston's stroke. The output end of the piston is connected to the diagonal rod, and the piston is suitable for driving the diagonal rod to move. Although this patent solves the problem of verticality detection, it still has the following drawbacks:

[0004] The design relies entirely on a static pressure pile driver. In soft soil slope conditions, the pile driver is prone to uneven settlement, which causes the verticality detection benchmark to become unstable. Furthermore, the indirect correction method using inclined rods cannot provide continuous and direct rigid constraints on the pile body. When faced with dynamic earth pressure in soft soil and continuous lateral pressure on the slope, the correction effect is limited, which still makes it difficult to achieve stable verticality adjustment under complex terrain conditions in soft soil areas.

[0005] The information disclosed in this background section is intended only to enhance the understanding of the overall background of this patent application and should not be construed as an admission or in any way implying that the information constitutes prior art known to those skilled in the art. Summary of the Invention

[0006] The purpose of this invention is to overcome the defects and problems of existing technologies that make it difficult to achieve stable verticality adjustment under complex terrain conditions in soft soil areas, and to provide a pile foundation verticality adjustment method based on graded correction that can achieve stable verticality adjustment under complex terrain conditions in soft soil areas.

[0007] To achieve the above objectives, the technical solution of the present invention is:

[0008] This invention provides a method for adjusting the verticality of pile foundations based on graded correction, the method comprising:

[0009] Multiple hydraulic rods are fixed around the pile hole. The top of the hydraulic rods is ball-jointed to the bottom of the limiter used to adjust the verticality of the pile. A clamping component for clamping the pile is installed inside the limiter.

[0010] The pile to be constructed is lifted above the pile hole and its posture is adjusted to align the axis of the pile to be constructed with the center line of the limiter.

[0011] The pile to be constructed is passed through the limiter and the clamping component is controlled to clamp the pile; then the pile is pressed into the pile hole, and the real-time verticality signal of the pile is continuously acquired and the real-time verticality deviation value is calculated. Simultaneously, the real-time X and Y lateral constraint forces of the soft soil in the pile are continuously acquired through the hydraulic rod; when the real-time verticality deviation value exceeds the preset threshold, the pile is corrected in stages:

[0012] First, the verticality deviation value is divided into three deviation levels using the first and second deviation thresholds, with each deviation level corresponding to a correction mode. Then, the real-time verticality deviation value is compared with the first and second deviation thresholds to determine the deviation level corresponding to the real-time verticality deviation value, and the correction mode corresponding to the deviation level is activated to correct the deviation of the pile to be constructed. During the correction process, the correction direction and intensity are determined based on the real-time X and Y lateral constraint forces of the soft soil to adjust the verticality of the pile to be constructed until the pile driving is completed.

[0013] The process involves comparing the real-time verticality deviation value with a first deviation threshold and a second deviation threshold to determine the deviation level corresponding to the real-time verticality deviation value, and initiating a correction mode corresponding to that deviation level to correct the deviation of the pile to be constructed. During the correction process, the correction direction and intensity are determined based on the real-time lateral constraint forces of the soft soil in the X and Y directions to adjust the verticality of the pile to be constructed until pile driving is completed. This includes:

[0014] When the real-time verticality deviation value is less than the first deviation threshold, it is determined to be a minor deviation and a fine-tuning mode is adopted. The side with the largest real-time X-direction and Y-direction soft soil lateral constraint force is taken as the direction of extrusion and deviation. The difference between the constraint force on the side with the largest value and the constraint force on the opposite side is used as the fine-tuning correction force. The fine-tuning correction force is applied by controlling a single hydraulic rod on the opposite side of the extrusion and deviation direction to perform unidirectional correction.

[0015] When the real-time verticality deviation value is greater than or equal to the first deviation threshold and less than the second deviation threshold, it is determined to be a strong deviation, and a strong correction mode is adopted. The side with the largest real-time soft soil lateral constraint force in the X and Y directions is the unloading side, and the opposite side is the reinforcement side. The difference between the soft soil lateral constraint forces on the unloading side and the reinforcement side is used as the strong correction force. Multi-directional coordinated correction is performed by controlling the hydraulic rod on the unloading side to reduce the strong correction force and the hydraulic rod on the reinforcement side to increase the strong correction force.

[0016] When the real-time verticality deviation value is greater than or equal to the second deviation threshold or when the real-time X-direction or Y-direction soft soil lateral constraint force changes abnormally, it is judged as a serious deviation. The safety lock mode is adopted to stop the correction, terminate the pile driving and issue an alarm.

[0017] The hydraulic rods consist of four parts, and each of the four hydraulic rods is equipped with an oil pressure sensor to obtain the axial force of the hydraulic rod.

[0018] The real-time X-axis and Y-axis lateral restraint forces of the soft soil in the pile body to be constructed are obtained by the following method:

[0019] First, the initial unloaded oil pressure is calibrated using the built-in oil pressure sensor of the hydraulic rod as a reference, and the initial axial force of each hydraulic rod is calculated according to the cross-sectional area of ​​the cylinder.

[0020] During the process of driving the pile body into the pile hole, the oil pressure data of each hydraulic rod is collected in real time, and the real-time axial force of each hydraulic rod is calculated according to the cross-sectional area of ​​the cylinder. Then, the real-time axial force of each hydraulic rod is subtracted from the corresponding initial axial force to obtain the net force of each hydraulic rod. Then, according to the force direction, net force magnitude and connection position of each hydraulic rod to the limiter, a set of force balance and moment balance equations are established, and the real-time X-direction and Y-direction soft soil lateral constraint forces on the pile body to be constructed are solved.

[0021] A dual-axis inclinometer is fixedly connected to each of the four top corners of the limiter;

[0022] The biaxial inclinometer is used to measure the inclination angle of the pile to be constructed.

[0023] The real-time verticality deviation value of the pile to be constructed is obtained by the following method:

[0024] First, four biaxial inclinometers measured the X-direction and Y-direction inclination angles of the pile to be constructed at their respective locations.

[0025] Then, the X-direction tilt angles measured by the four biaxial inclinometers are averaged to obtain the average X-direction tilt angle; at the same time, the Y-direction tilt angles measured by the four biaxial inclinometers are averaged to obtain the average Y-direction tilt angle.

[0026] Then, the real-time verticality deviation of the pile to be constructed is calculated using the following formula:

[0027] ;

[0028] In the formula, This represents the real-time verticality deviation value of the pile body to be constructed. The average tilt angle in the X direction. The average tilt angle in the Y direction.

[0029] The clamping components include a first upper pile diameter adjusting plate and a second upper pile diameter adjusting plate symmetrically arranged, a first upper driving member and a second upper driving member arranged opposite to each other, a first lower pile diameter adjusting plate and a second lower pile diameter adjusting plate symmetrically arranged, and a first lower driving member and a second lower driving member arranged opposite to each other.

[0030] The upper inner wall of the limiter is fixedly connected to one end of the first upper driving member, and the other end of the first upper driving member is fixedly connected to the side of the first upper pile diameter adjusting plate near the inner wall of the limiter; the upper inner wall of the limiter is fixedly connected to one end of the second upper driving member, and the other end of the second upper driving member is fixedly connected to the side of the second upper pile diameter adjusting plate near the inner wall of the limiter; the lower inner wall of the limiter is fixedly connected to one end of the first lower driving member, and the other end of the first lower driving member is fixedly connected to the side of the first lower pile diameter adjusting plate near the inner wall of the limiter; the lower inner wall of the limiter is fixedly connected to one end of the second lower driving member, and the other end of the second lower driving member is fixedly connected to the side of the second lower pile diameter adjusting plate near the inner wall of the limiter.

[0031] The upper part of the two inner walls opposite to the limiter is also provided with a first upper slide rail and a second upper slide rail; the two ends of the first upper pile diameter adjustment plate are slidably connected to the first upper slide rail and the second upper slide rail respectively, and the two ends of the second upper pile diameter adjustment plate are slidably connected to the first upper slide rail and the second upper slide rail respectively.

[0032] The lower part of the two inner walls opposite to the limiter is also provided with a first sliding track and a second sliding track; the two ends of the first lower pile diameter adjustment plate are slidably connected to the first sliding track and the second sliding track respectively, and the two ends of the second lower pile diameter adjustment plate are slidably connected to the first sliding track and the second sliding track respectively.

[0033] Each hydraulic rod is fixedly connected to a base plate at its bottom. Each base plate has multiple short columns fixedly connected to its bottom surface, and each short column has a cone fixedly connected to its bottom surface.

[0034] The verticality adjustment method further includes:

[0035] After the pile driving is completed, the verticality signal of the pile to be constructed and the lateral constraint force of the soft soil in the X and Y directions are acquired again. The final verticality deviation value is calculated and compared with the preset allowable deviation. If the final verticality deviation value exceeds the preset allowable deviation, the graded correction is performed again until the final verticality deviation meets the preset allowable deviation, and the verticality adjustment is completed.

[0036] Compared with the prior art, the beneficial effects of the present invention are as follows:

[0037] 1. This invention provides a method for adjusting the verticality of pile foundations based on graded correction, comprising: passing the pile to be constructed through a limiter and controlling the clamping component to clamp the pile to be constructed; then pressing the pile to be constructed into the pile hole; continuously acquiring the real-time verticality signal of the pile to be constructed and calculating the real-time verticality deviation value of the pile to be constructed; simultaneously acquiring the real-time X-direction and Y-direction soft soil lateral constraint forces of the pile to be constructed through a hydraulic rod; when the real-time verticality deviation value exceeds a preset threshold, graded correction is performed on the pile to be constructed; the real-time verticality deviation value is compared with a first deviation threshold and a second deviation threshold to determine the deviation level corresponding to the real-time verticality deviation value; and a correction mode corresponding to the deviation level is activated to correct the pile to be constructed; during the correction process, the correction direction and force are determined according to the real-time X-direction and Y-direction soft soil lateral constraint forces to adjust the verticality of the pile to be adjusted until the pile driving is completed; the advantages of this invention also include:

[0038] First, by using graded correction, the correction intensity is matched with the deviation level. Different correction levels are used for different deviation levels, avoiding repeated adjustments and trials, and improving correction efficiency. At the same time, the correction intensity corresponds to the deviation level, avoiding over-adjustment that pushes the pile to the other side, and adapting to different working conditions where the soft soil layer changes dynamically with depth.

[0039] Secondly, the real-time lateral constraint forces of soft soil in the X and Y directions are acquired simultaneously. The constraint forces are used to determine the direction and intensity of the correction. The correction action directly targets the root cause of the deviation, namely the uneven lateral constraint of soft soil and the continuous pressure of the slope. It actively counteracts the uneven lateral soil pressure and fundamentally solves the problem of pile body displacement and tilting towards the slope toe. This allows the pile body to maintain vertical stability even under insufficient lateral constraint and continuous pressure of the slope.

[0040] Therefore, this invention can not only adjust the verticality of pile foundations, but also achieve stable adjustment of verticality under complex terrain conditions in soft soil areas.

[0041] 2. This invention discloses a method for adjusting the verticality of pile foundations based on graded correction. The top of the hydraulic rod is connected to the bottom of the limiter used to adjust the verticality of the pile body via a ball joint. In application, the ball joint creates a flexible connection between the top of the hydraulic rod and the limiter, which can adaptively release additional stress during the correction process, avoiding joint cracking and stress accumulation caused by rigid connections, thus ensuring the structural lifespan. Simultaneously, it allows each hydraulic rod to extend and retract independently, ensuring smooth and accurate correction, maintaining long-term operational stability under dynamic deformation conditions in soft soil, and guaranteeing the structural integrity and service life of the device. Therefore, this invention not only achieves stable verticality adjustment under complex terrain conditions in soft soil areas but also ensures the structural integrity and service life of the device.

[0042] 3. This invention discloses a method for adjusting the verticality of pile foundations based on graded correction. The two ends of a first upper pile diameter adjustment plate are slidably connected to a first upper sliding track and a second upper sliding track, respectively. The two ends of a second upper pile diameter adjustment plate are also slidably connected to the first and second upper sliding tracks, respectively. Similarly, the two ends of a first lower pile diameter adjustment plate are slidably connected to the first and second lower sliding tracks, respectively. In application, the upper and lower sets of sliding tracks provide independent vertical support for the corresponding pile diameter adjustment plates, improving the stress pattern of the pile diameter adjustment plates and thus enhancing load-bearing stability, preventing deformation under stress, and simultaneously strengthening the connection rigidity between the pile diameter adjustment plates and the limiters. This maintains stable clamping positions under dynamic earth pressure, further strengthening the constraint effect on the pile body and ensuring the accuracy of the correction force transmission. Therefore, this invention not only ensures the structural integrity and service life of the device but also guarantees the accuracy of the correction force transmission.

[0043] 4. This invention discloses a method for adjusting the verticality of pile foundations based on graded correction. Each hydraulic rod is fixedly connected to a base plate at its bottom. Multiple short columns are fixedly connected to the bottom surface of each base plate, and a cone is fixedly connected to the bottom surface of each short column. In application, the cone significantly reduces insertion resistance, facilitating rapid and stable embedding into the soil. It also enhances the interlocking force with the soil, effectively resisting horizontal and vertical forces generated during operation, preventing displacement or tilting, and providing a solid bottom support for the entire device. This ensures stability during operation, making it particularly suitable for use in complex terrains, especially soft soil areas. Therefore, this invention not only ensures the accuracy of the correction force transmission but also provides an independent and stable load-bearing foundation. Attached Figure Description

[0044] Figure 1 This is a flowchart of the pile foundation verticality adjustment method based on graded correction proposed in this invention.

[0045] Figure 2 This is a schematic diagram of the overall structure of the pile foundation verticality adjustment device based on graded correction proposed in this invention.

[0046] Figure 3 This is a top view of the pile foundation verticality adjustment device based on graded correction proposed in this invention.

[0047] Figure 4 This is a bottom view of the pile foundation verticality adjustment device based on graded correction proposed in this invention.

[0048] Figure 5 This is a cross-sectional view of the limiter proposed in this invention.

[0049] Figure 6 This is a schematic diagram of the pile diameter adjustment plate proposed in this invention.

[0050] Figure 7 This is a schematic diagram of the internal structure of the limiter proposed in this invention at one angle.

[0051] Figure 8 This is a schematic diagram of the internal structure of the limiter proposed in this invention from another angle.

[0052] Figure 9 This is a schematic diagram of the connection between the limiter and the hydraulic rod proposed in this invention.

[0053] Figure 10 This is a schematic diagram of the hydraulic rod proposed in this invention.

[0054] Figure 11 This is a schematic diagram of the structure of the fixed base plate, short column and cone proposed in this invention.

[0055] Figure 12 This is a schematic diagram of the structure of the hydraulic rod, fixed base plate, short column, and cone proposed in this invention.

[0056] In the figure: limiter 1, dual-axis inclinometer 12, clamping component 13, first upper pile diameter adjustment plate 131, second upper pile diameter adjustment plate 132, first upper drive component 133, second upper drive component 134, first upper slide rail 135, second upper slide rail 136, first lower pile diameter adjustment plate 141, second lower pile diameter adjustment plate 142, first lower drive component 143, second lower drive component 144, first lower slide rail 145, second lower slide rail 146, hydraulic rod 2, ball hinge 22, ball seat 211, ball head pin 212, ground fixing component 3, fixing base plate 31, short column 321, cone 322. Detailed Implementation

[0057] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0058] The following is combined with Figures 1 to 12 This invention describes a method and apparatus for adjusting the verticality of pile foundations based on graded correction.

[0059] like Figure 1 As shown in the figure, this embodiment provides a method for adjusting the verticality of pile foundations based on graded correction. The verticality adjustment method includes:

[0060] Multiple hydraulic rods 2 are fixed around the pile hole. The top of the hydraulic rods 2 is ball-jointed with the bottom of the limiter 1 used to adjust the verticality of the pile body. A clamping component 13 for clamping the pile body is installed inside the limiter 1.

[0061] The pile to be constructed is lifted above the pile hole and its posture is adjusted so that the axis of the pile to be constructed is aligned with the center line of the limiter 1.

[0062] The pile to be constructed is passed through the limiter 1 and the clamping component 13 is controlled to clamp the pile to be constructed; then the pile to be constructed is pressed into the pile hole, and the real-time verticality signal of the pile to be constructed is continuously acquired and the real-time verticality deviation value of the pile to be constructed is calculated. At the same time, the real-time X-direction and Y-direction soft soil lateral constraint force of the pile to be constructed is continuously acquired through the hydraulic rod 2; when the real-time verticality deviation value exceeds the preset threshold, the pile to be constructed is corrected in stages:

[0063] First, the verticality deviation value is divided into three deviation levels using the first and second deviation thresholds, with each deviation level corresponding to a correction mode. Then, the real-time verticality deviation value is compared with the first and second deviation thresholds to determine the deviation level corresponding to the real-time verticality deviation value, and the correction mode corresponding to the deviation level is activated to correct the deviation of the pile to be constructed. During the correction process, the correction direction and intensity are determined based on the real-time X and Y lateral constraint forces of the soft soil to adjust the verticality of the pile to be constructed until the pile driving is completed.

[0064] This invention matches the correction intensity with the deviation level through graded correction, and adopts corresponding correction modes for different deviation levels, avoiding repeated trial and adjustment and improving correction efficiency. At the same time, it prevents over-adjustment from causing the pile to shift in the opposite direction, effectively adapting to the complex working conditions of the soft soil layer dynamically changing with depth. During the correction process, the real-time lateral constraint force of the soft soil in the X and Y directions is acquired simultaneously, so as to accurately locate the correction direction and intensity. The correction action directly targets the root cause of the deviation, namely the uneven lateral constraint of the soft soil and the continuous pressure of the slope, actively offsetting the uneven lateral soil pressure, fundamentally solving the problem of pile displacement due to squeezing and tilting towards the slope toe, so that the pile can still maintain vertical stability under insufficient lateral constraint and continuous slope pressure.

[0065] Further, the step of comparing the real-time verticality deviation value with the first deviation threshold and the second deviation threshold to determine the deviation level corresponding to the real-time verticality deviation value, and initiating the correction mode corresponding to the deviation level to correct the deviation of the pile to be constructed; during the correction process, the correction direction and intensity are determined based on the real-time X-axis and Y-axis soft soil lateral constraint forces to adjust the verticality of the pile to be constructed until pile driving is completed, including:

[0066] When the real-time verticality deviation value is less than the first deviation threshold, it is determined to be a minor deviation and a fine-tuning mode is adopted. The side with the largest real-time X-direction and Y-direction soft soil lateral constraint force is taken as the direction of extrusion and deviation. The difference between the constraint force on the side with the largest value and the constraint force on the opposite side is used as the fine-tuning correction force. The fine-tuning correction force is applied by controlling the single hydraulic rod 2 on the opposite side of the extrusion and deviation direction to perform unidirectional correction.

[0067] When the real-time verticality deviation value is greater than or equal to the first deviation threshold and less than the second deviation threshold, it is determined to be a strong deviation, and a strong correction mode is adopted. The side with the largest real-time soft soil lateral constraint force in the X and Y directions is the unloading side, and the opposite side is the reinforcement side. The difference between the soft soil lateral constraint forces on the unloading side and the reinforcement side is used as the strong correction force. By controlling the hydraulic rod 2 on the unloading side to reduce the strong correction force and the hydraulic rod 2 on the reinforcement side to increase the strong correction force, multi-directional coordinated correction is performed.

[0068] When the real-time verticality deviation value is greater than or equal to the second deviation threshold or when the real-time X-direction and Y-direction soft soil lateral constraint force changes abnormally, it is judged as a serious deviation, and the safety lock mode is adopted to stop the correction, terminate the pile driving and issue an alarm.

[0069] Specifically, the first deviation threshold is 0.2°, and the second deviation threshold is 0.5°.

[0070] Furthermore, there are four hydraulic rods 2, and each of the four hydraulic rods 2 is equipped with an oil pressure sensor for obtaining the axial force of the hydraulic rod 2;

[0071] The real-time X-axis and Y-axis lateral restraint forces of the soft soil in the pile body to be constructed are obtained by the following method:

[0072] First, the initial unloaded oil pressure is calibrated using the oil pressure sensor built into the hydraulic rod 2 as a reference, and the initial axial force of each hydraulic rod 2 is calculated based on the cross-sectional area of ​​the cylinder.

[0073] During the process of pressing the pile body into the pile hole, the oil pressure data of each hydraulic rod 2 is collected in real time, and the real-time axial force of each hydraulic rod 2 is calculated according to the cross-sectional area of ​​the cylinder. Then, the real-time axial force of each hydraulic rod 2 is subtracted from the corresponding initial axial force to obtain the net force of each hydraulic rod 2. Then, according to the force direction, net force magnitude and connection position of each hydraulic rod 2 and limiter 1, a set of force balance and moment balance equations are established, and the real-time X-direction and Y-direction soft soil lateral constraint forces on the pile body to be constructed are solved.

[0074] Specifically, before pile driving, the initial unloaded hydraulic pressure is calibrated as a benchmark to eliminate the influence of the device's self-weight and clamping preload on subsequent calculations. During pile driving, the hydraulic pressure data of each hydraulic rod 2 is collected in real time. Based on the cross-sectional area of ​​the cylinder, the real-time axial force of each hydraulic rod 2 is calculated. The corresponding initial axial force is subtracted from the real-time axial force to obtain the net force of each hydraulic rod 2. The net force of each hydraulic rod 2 is calculated using the following formula:

[0075] ;

[0076] in, The net force of each hydraulic rod 2, This provides real-time oil pressure data for each hydraulic rod 2. The initial unloaded oil pressure data for each hydraulic rod 2. This refers to the cross-sectional area of ​​the hydraulic cylinder.

[0077] A rectangular coordinate system is established with the center of the bottom surface of the limiter 1 as the origin O, where the X-axis and Y-axis are along the two orthogonal slides of the limiter 1, and the Z-axis is vertically downward. Based on the spatial coordinates of the ball joint point at the top and the fixed point at the bottom of the four hydraulic rods 2, the angle between the axis of the i-th hydraulic rod 2 and the Z-axis is determined. And the angle between the projection of the rod on the XY plane and the X-axis. ; The axial force of each hydraulic rod 2 Decompose along the coordinate axes:

[0078] ;

[0079] ;

[0080] ;

[0081] The pile body to be constructed is in quasi-static equilibrium during the pile driving process, and the resultant force along the X, Y, and Z directions is zero, resulting in the following set of force equilibrium equations:

[0082] ;

[0083] ;

[0084] ;

[0085] In the formula, , The lateral constraint forces of the soft soil in the X and Y directions are to be determined. The total weight of limiter 1 and clamping component 13 is pre-calibrated; Pre-calibrate to ensure the resultant force of the clamping preload; The vertical constraint force of the soft soil on the pile is used as an intermediate variable in the calculation;

[0086] With the origin O as the center of gravity, the equivalent point of application of the lateral constraint force in the soft soil is taken at the midpoint of the current depth h of the pile; based on the known coordinates of the ball joints at the top of each hydraulic rod 2 ( , (0), establish the torque balance equation:

[0087] Torque balance about the X-axis:

[0088] ;

[0089] Torque balance about the Y-axis:

[0090] ;

[0091] By combining the force balance equations with the moment balance equations, and eliminating intermediate variables, Solving for the problem yields:

[0092] ;

[0093] ;

[0094] This refers to the lateral constraint forces of the soft soil in the X and Y directions of the pile body at the current moment. The constraint force data is continuously acquired in each graded correction mode, including fine-tuning mode, strong correction mode, and safety locking mode, providing real-time mechanical basis for determining the correction direction and force.

[0095] Furthermore, a dual-axis inclinometer 12 is fixedly connected to each of the four top corners of the limiter 1;

[0096] The biaxial inclinometer 12 is used to measure the inclination angle of the pile body to be constructed;

[0097] The real-time verticality deviation value of the pile to be constructed is obtained by the following method:

[0098] First, four biaxial inclinometers 12 measured the X-direction and Y-direction inclination angles of the pile to be constructed at their respective positions.

[0099] Then, the X-direction tilt angles measured by the four biaxial inclinometers 12 are averaged to obtain the average X-direction tilt angle; at the same time, the Y-direction tilt angles measured by the four biaxial inclinometers 12 are averaged to obtain the average Y-direction tilt angle.

[0100] Then, the real-time verticality deviation of the pile to be constructed is calculated using the following formula:

[0101] ;

[0102] In the formula, This represents the real-time verticality deviation value of the pile body to be constructed. The average tilt angle in the X direction. The average tilt angle in the Y direction.

[0103] Specifically, a dual-axis inclinometer 12 is first used to detect the spatial attitude of the pile and the limiter 1. Using gravitational acceleration g as a reference, the X, Y, and Z axis gravity components are collected by the accelerometer sensor built into the dual-axis inclinometer 12 (where, The x-axis component of gravitational acceleration. The gravitational acceleration component along the Y-axis. (The Z-axis is the component of gravitational acceleration), and the X-direction tilt angle and Y-direction tilt angle of the pile at the location are calculated using the arctangent function to achieve accurate quantification of verticality deviation;

[0104] The dual-axis tilt angle is calculated using the arctangent function via the device's built-in algorithm.

[0105] ;

[0106] ;

[0107] In the formula: The left and right tilt angles (roll angles) represent the tilt angle of the pile body along the X-axis. The pitch angle (inclination angle) represents the angle of inclination of the pile along the Y-axis.

[0108] After the four biaxial inclinometers 12 calculate the X-direction and Y-direction tilt angles at their respective positions, the arithmetic mean of the four X-direction and four Y-direction tilt angles is calculated to obtain the average X-direction tilt angle. Average tilt angle in the Y direction ;

[0109] Through the above decomposition calculation, the spatial tilt state of the pile is decoupled into two independent tilt angles in two orthogonal directions, avoiding attitude coupling interference and improving the accuracy of verticality detection.

[0110] Then based on the solution obtained , Through formula Calculate the verticality deviation.

[0111] Furthermore, the verticality adjustment method further includes:

[0112] After the pile driving is completed, the verticality signal of the pile to be constructed and the lateral constraint force of the soft soil in the X and Y directions are acquired again. The final verticality deviation value is calculated and compared with the preset allowable deviation. If the final verticality deviation value exceeds the preset allowable deviation, the graded correction is performed again until the final verticality deviation meets the preset allowable deviation, and the verticality adjustment is completed.

[0113] Specifically, the preset allowable deviation is 0.2°.

[0114] like Figures 2-12 As shown, another embodiment provides a pile foundation verticality adjustment device based on graded correction, the verticality adjustment device including a limiter 1, a hydraulic rod 2 and a ground fixing component 3;

[0115] The top end of the hydraulic rod 2 is ball-jointed to the bottom of the limiter 1 used to adjust the verticality of the pile.

[0116] There are four hydraulic rods 2, and each of the four hydraulic rods 2 is equipped with an oil pressure sensor for obtaining the axial force of the hydraulic rod 2; the bottom of each hydraulic rod 2 is fixedly connected to a ground fixing component 3;

[0117] The limiter 1 is fixedly connected to four corners of its top with a dual-axis inclinometer 12; the dual-axis inclinometer 12 is used to measure the inclination angle of the pile to be constructed; a clamping component 13 for clamping the pile is installed inside the limiter 1.

[0118] The clamping component 13 includes a first upper pile diameter adjusting plate 131 and a second upper pile diameter adjusting plate 132 arranged symmetrically, a first upper driving member 133 and a second upper driving member 134 arranged oppositely, a first lower pile diameter adjusting plate 141 and a second lower pile diameter adjusting plate 142 arranged symmetrically, and a first lower driving member 143 and a second lower driving member 144 arranged oppositely.

[0119] The upper inner wall of the limiter 1 is fixedly connected to one end of the first upper driving member 133, and the other end of the first upper driving member 133 is fixedly connected to the side of the first upper pile diameter adjusting plate 131 near the inner wall of the limiter 1; the upper inner wall of the limiter 1 is fixedly connected to one end of the second upper driving member 134, and the other end of the second upper driving member 134 is fixedly connected to the side of the second upper pile diameter adjusting plate 132 near the inner wall of the limiter 1; the lower inner wall of the limiter 1 is fixedly connected to one end of the first lower driving member 143, and the other end of the first lower driving member 143 is fixedly connected to the side of the first lower pile diameter adjusting plate 141 near the inner wall of the limiter 1; the lower inner wall of the limiter 1 is fixedly connected to one end of the second lower driving member 144, and the other end of the second lower driving member 144 is fixedly connected to the side of the second lower pile diameter adjusting plate 142 near the inner wall of the limiter 1.

[0120] Specifically, before construction, the pile site is cleared, loose soil and obstacles are removed, and the installation positions of the ground fixing components 3 are marked in a rectangular pattern. Then, the ground fixing components 3 are placed at the marked points, and the ground fixing components 3 are pressed into the target site by static pressure or impact to ensure that the device does not slip or settle in soft soil and sloping conditions, forming a stable anchor foundation. Then, the bottom of the four hydraulic rods 2 is fixedly connected to the top surface of the corresponding ground fixing components 3, and the top of the four hydraulic rods 2 is ball-jointed to the bottom four corners of the limiter 1.

[0121] Next, the pile to be constructed is placed vertically at the center of the limiter 1, and its position is adjusted until it is at the center of the limiter 1. Then, the first upper drive component 133, the second upper drive component 134, the first lower drive component 143, and the second lower drive component 144 are activated. The first upper drive component 133 and the second upper drive component 134 drive the first upper pile diameter adjustment plate 131 and the second upper pile diameter adjustment plate 132 to move towards the center of the limiter 1, respectively. The first lower drive component 143 and the second lower drive component 144 drive the first lower pile diameter adjustment plate 141 and the second lower pile diameter adjustment plate 142 to move towards the center of the limiter 1, respectively, until the four pile diameter adjustment plates firmly clamp the pile to be constructed without damaging it. By controlling the stroke of each drive component, the spacing between two pile diameter adjustment plates in the same group can be flexibly adjusted, which can accurately adapt to the constraint requirements of piles with different diameters. The adjustment process is also convenient and efficient, with strong adaptability.

[0122] Next, the pile to be constructed is pressed into the pile hole. The biaxial inclinometer 12 continuously monitors the real-time verticality signal of the pile and calculates the real-time verticality deviation value of the pile to be constructed based on the real-time verticality signal. At the same time, four hydraulic rods 2 continuously monitor the real-time X-direction and Y-direction soft soil lateral constraint force of the pile to be constructed. When the real-time verticality deviation value exceeds the preset threshold, the pile to be constructed is corrected in stages (the specific process of stage correction is as described in the verticality adjustment method in an embodiment of a pile foundation verticality adjustment method based on stage correction). During the stage correction process, the hydraulic rods 2 drive the limiter 1 to adjust its posture. Since the hydraulic rods 2 and the limiter 1 are ball-jointed, the limiter 1 drives the clamped pile to generate a correction torque, thereby realizing the dynamic and real-time correction of the pile verticality.

[0123] After the pile driving is completed, the pile body is checked. If the check fails to meet the standard, the correction is repeated until the check meets the standard. If the check meets the standard, all hydraulic rods 2 are locked, and the first upper pile diameter adjustment plate 131, the second upper pile diameter adjustment plate 132, the first lower pile diameter adjustment plate 141 and the second lower pile diameter adjustment plate 142 are controlled to hold the pile body to be constructed. After confirming that the pile body to be constructed is stable, the clamping of the pile body to be constructed is released, and then the connection between the hydraulic rods 2 and the ground fixing component 3 is removed. The upper structure of the device (including the limiter 1 and the hydraulic rods 2) after removal is hoisted and moved to the next pile position, and reconnected and fixed with the ground fixing component 3 that is pre-set at the pile position. The construction steps can then be repeated to realize the rapid transfer and cyclic reuse of the device.

[0124] Furthermore, the limiter 1, the first upper pile diameter adjustment plate 131, the second upper pile diameter adjustment plate 132, the first lower pile diameter adjustment plate 141, and the second lower pile diameter adjustment plate 142 are all made of steel.

[0125] Furthermore, the first upper pile diameter adjustment plate 131, the second upper pile diameter adjustment plate 132, the first lower pile diameter adjustment plate 141, and the second lower pile diameter adjustment plate 142 are all designed with rounded rectangular cross-sections at the edges that contact the pile body, in order to increase the contact area and avoid stress concentration or scratches on the pile surface during clamping.

[0126] Furthermore, the first upper drive member 133, the second upper drive member 134, the first lower drive member 143 and the second lower drive member 144 are all small hydraulic cylinders. The cylinder body of each drive member is fixed on the inner wall of the limiter 1, and the piston rod end of each drive member is connected to the side of the corresponding pile diameter adjustment plate near the inner wall of the limiter 1.

[0127] This device is suitable for the construction of piles with a diameter of 300mm-500mm in complex terrains such as soft soil and slopes.

[0128] like Figures 7 to 8As shown, in this embodiment, the upper parts of the two inner walls opposite to each other of the limiter 1 are also provided with a first upper slide rail 135 and a second upper slide rail 136; the two ends of the first upper pile diameter adjusting plate 131 are slidably connected to the first upper slide rail 135 and the second upper slide rail 136 respectively, and the two ends of the second upper pile diameter adjusting plate 132 are slidably connected to the first upper slide rail 135 and the second upper slide rail 136 respectively.

[0129] The lower part of the two inner walls opposite to the limiter 1 is also provided with a first sliding track 145 and a second sliding track 146; the two ends of the first lower pile diameter adjustment plate 141 are slidably connected to the first sliding track 145 and the second sliding track 146 respectively, and the two ends of the second lower pile diameter adjustment plate 142 are slidably connected to the first sliding track 145 and the second sliding track 146 respectively.

[0130] Specifically, the first upper slide rail 135 and the second upper slide rail 136 are short grooves formed on two opposite inner walls of the upper half of the inside of the limiter 1; the first lower slide rail 145 and the second lower slide rail 146 are short grooves formed on two opposite inner walls of the lower half of the inside of the limiter 1; the short grooves in the upper half and the lower half are arranged in a 90-degree staggered arrangement in space.

[0131] The two ends of the first upper pile diameter adjusting plate 131 and the second upper pile diameter adjusting plate 132 are respectively embedded in the first upper sliding track 135 and the second upper sliding track 136, and can slide in the first upper sliding track 135 and the second upper sliding track 136; the two ends of the first lower pile diameter adjusting plate 141 and the second lower pile diameter adjusting plate 142 are respectively embedded in the first lower sliding track 145 and the second lower sliding track 146, and can slide in the first lower sliding track 145 and the second lower sliding track 146.

[0132] All the sliding tracks provide sliding guidance for the corresponding pile diameter adjustment plates, ensuring smooth operation of the pile diameter adjustment plates; on the other hand, they also provide vertical support for the corresponding pile diameter adjustment plates; at the same time, the planes where the first upper pile diameter adjustment plate 131 and the second upper pile diameter adjustment plate 132 are located are perpendicular to the planes where the first lower pile diameter adjustment plate 141 and the second lower pile diameter adjustment plate 142 are located, thus forming a reliable constraint on the passing pile from two orthogonal directions.

[0133] like Figures 11 to 12 As shown, the ground fixing component 3 in this embodiment includes a fixing base plate 31, short columns 321 and a cone 322. Each hydraulic rod 2 is fixedly connected to a fixing base plate 31 at its bottom. Multiple short columns 321 are fixedly connected to the bottom surface of each fixing base plate 31, and a cone 322 is fixedly connected to the bottom surface of each short column 321.

[0134] Specifically, during construction, the tip of the cone 322 and the short column 321 are pressed into the soil by pressure or impact until the fixed base plate 31 is tightly attached to the ground, so that the entire ground fixing component 3 is firmly anchored to the foundation, providing a stable reaction force foundation for the upper adjustment operation.

[0135] Furthermore, the bottom surface of the cone 322 and the bottom surface of the short column 321 are fixedly connected by welding; the diameter of the short column 321 is the same as the diameter of the bottom surface of the cone 322.

[0136] Furthermore, the fixed base plate 31, the short column 321, and the cone 322 are all made of steel.

[0137] Furthermore, there are nine short columns 321, which are distributed in a 3×3 matrix. Among the nine short columns 321, four columns in symmetrical positions (such as four corner columns) are selected, and strain gauges are attached at the connection between the short columns 321 and the fixed base plate 31 to monitor their stress state.

[0138] After the device is installed and before adjustment begins, the initial strain values ​​of the four short columns 321 with strain gauges are recorded as a benchmark. During verticality adjustment and pile driving, the strain changes of each short column 321 are monitored in real time. The stress difference of each short column 321 and the trend of the total reaction force are calculated. If a significant decrease in stress is found in a short column 321 (indicating possible loosening and pull-out), or the stress of the four short columns 321 is severely uneven (indicating overall tilting and instability of the device), or the total reaction force increases abnormally (indicating encounter with underground obstacles), an early warning of foundation stability is issued, prompting the operator to check the ground fixing device or suspend construction, rather than simply continuing to forcibly adjust. The passive ground fixing component 3 is transformed into an active safety monitoring point, realizing real-time self-diagnosis of the stability of the construction foundation, improving active safety performance, and preventing serious accidents caused by foundation failure.

[0139] like Figures 9 to 10 As shown, in this embodiment, the hydraulic rod 2 further includes a ball joint 22; the top ends of the four hydraulic rods 2 are respectively ball-jointed to the bottom four corners of the limiter 1 through the corresponding ball joint 22; the ball joint 22 includes a ball seat 211 and a ball pin 212, and the ball seat 211 and the ball pin 212 are ball-jointed; the ball seat 211 is fixedly connected to the top end of the hydraulic rod 2, and the ball pin 212 is fixedly connected to the bottom four corners of the limiter 1.

[0140] This ball joint connection allows the limiter 1 to produce a small angular deflection in all directions, effectively avoiding excessive stress at the rigid node or causing component cracking due to forced displacement of the support during the adjustment of verticality.

[0141] Furthermore, the bottom of the hydraulic rod 2 is rigidly connected to the fixed base plate 31 by welding or high-strength bolts to form a whole; specifically, the hydraulic rod 2 is a vertical hydraulic cylinder with independently controllable stroke.

[0142] Another embodiment also provides a method for using a pile foundation verticality adjustment device based on graded correction;

[0143] The method of use also includes an evaluation method and an error judgment method;

[0144] The evaluation methods include adaptability evaluation, construction performance evaluation, and reusability evaluation;

[0145] The compatibility evaluation includes:

[0146] Pile diameter adaptability: The adjustment stroke of each pile diameter adjustment plate covers a pile diameter range of 300mm-500mm. After clamping, the pile body is subjected to uniform force, without local squeezing deformation or coating damage.

[0147] Terrain adaptability: Under complex terrain conditions, the fixed base plate 31 is firmly anchored, with no horizontal displacement or vertical settlement, and the entire device remains tilted; the complex terrain conditions include soft soil and sloping land;

[0148] Structural adaptability: The ball hinge 22 provides flexible connection, the hydraulic device operates smoothly, and the steel components are free from deformation and cracking, making it suitable for various pile types such as pipe piles and square piles; the hydraulic device includes a hydraulic rod 2, a first upper drive component 133, a second upper drive component 134, a first lower drive component 143, and a second lower drive component 144.

[0149] The construction performance evaluation includes:

[0150] Correction accuracy: The final verticality deviation of the pile body is no greater than 0.2°, which meets the construction accuracy requirements of power transmission project tower pile foundation;

[0151] Operational efficiency: The entire process of installation, correction, and removal of a single pile location takes no more than 30 minutes, which is suitable for the pace of batch pile foundation construction.

[0152] Safety and stability: During the correction process, the device has no structural failure and the pile is not damaged. Under complex working conditions, there is no risk of foundation instability or structural damage during continuous operation.

[0153] The reusability evaluation includes:

[0154] The core components, such as limiter 1, pile diameter adjustment plate, and hydraulic rod 2, are free from rust, deformation, and functional attenuation after repeated use; the fixed base plate 31 is undamaged after being pulled out and can be repeatedly applied to the construction of multiple pile positions, with stable reusability.

[0155] The error judgment method includes verticality error judgment after construction is completed, foundation anchoring error judgment during construction, and device error judgment during construction.

[0156] The verticality error judgment after construction is completed includes:

[0157] Real-time tilt angle error: The tilt angle data of the X and Y axes are collected by the dual-axis tilt meter 12, and the verticality deviation of the pile is calculated. If the deviation is greater than 0.2°, it is judged as verticality exceeding the standard error, and correction needs to be initiated.

[0158] Pile segment error: Compare the pile inclination angles at the positions of the upper and lower pile diameter adjustment plates. If the difference in inclination angle between the two segments is greater than 0.1°, it is determined to be a local bending error of the pile.

[0159] Trend error: If the verticality deviation continues to increase, it is determined to be a gradual error caused by soil compression and foundation loosening, and the safety lock mode is immediately activated.

[0160] The verticality error assessment after construction enables multi-dimensional diagnosis of the verticality status of the pile (overall, local, and trend), avoids misjudgment based on a single indicator, and provides a basis for decision-making for graded correction.

[0161] The judgment of foundation anchorage error during construction includes:

[0162] Uneven stress error: The stress on the short column 321 is monitored by strain gauges. If the stress on a single short column 321 deviates from the average stress by more than 30%, it is determined to be an uneven anchoring error.

[0163] Soil penetration depth error: If the difference in soil penetration depth of the four fixed base plates 31 and the short column 321 is greater than 50mm, it is judged as an error due to uneven ground and uneven soil hardness.

[0164] Anchoring failure error: If the overall horizontal displacement of the device is greater than 10mm, it is judged as a failure of the foundation anchoring, and the fixed base plate 31 needs to be pressed in again.

[0165] The judgment of foundation anchorage error during construction ensures the foundation stability of the entire verticality adjustment device, prevents correction failure or safety accidents caused by foundation anchorage failure, and realizes real-time self-diagnosis of the device's own stability.

[0166] The determination of the device's own error during construction includes:

[0167] Hydraulic adjustment error: If the actual stroke of hydraulic rod 2 deviates from the commanded stroke by more than 5mm, it is determined to be a hydraulic system fault error, and operation should be stopped for maintenance.

[0168] Adjustment plate movement error: If the upper and lower pile diameter adjustment plates are stuck along the short groove and the two sides are not moving synchronously, it is determined to be a fault error between the pile diameter adjustment plate and the driving component. Clean and lubricate before putting it back into use.

[0169] Monitoring error: Abnormal data from dual-axis inclinometer 12 and no transmission were identified as monitoring system error. Construction was resumed after calibrating or replacing the sensor.

[0170] During construction, the device's own error judgment ensures the device's functional reliability and execution accuracy. When the device malfunctions, it stops operation in time and issues an alarm to avoid damage to the pile or construction accidents caused by equipment failure.

[0171] The above description is only a preferred embodiment of the present invention. The scope of protection of the present invention is not limited to the above embodiments. Any equivalent modifications or changes made by those skilled in the art based on the content disclosed in the present invention should be included within the scope of protection set forth in the claims.

Claims

1. A method for adjusting the verticality of pile foundations based on graded correction, characterized in that: The verticality adjustment method includes: Multiple hydraulic rods (2) are fixed around the pile hole. The top of the hydraulic rods (2) is ball-jointed with the bottom of the limiter (1) used to adjust the verticality of the pile body. A clamping component (13) for clamping the pile body is installed inside the limiter (1). The pile to be constructed is lifted above the pile hole and the pile posture is adjusted so that the axis of the pile to be constructed is aligned with the center line of the limiter (1); The pile to be constructed is passed through the limiter (1) and the clamping component (13) is controlled to clamp the pile to be constructed; then the pile to be constructed is pressed into the pile hole, the real-time verticality signal of the pile to be constructed is continuously acquired and the real-time verticality deviation value of the pile to be constructed is calculated, and the real-time X-direction and Y-direction soft soil lateral constraint force of the pile to be constructed is continuously acquired through the hydraulic rod (2); when the real-time verticality deviation value exceeds the preset threshold, the pile to be constructed is graded for correction: First, the verticality deviation value is divided into three deviation levels using the first and second deviation thresholds, with each deviation level corresponding to a correction mode. Then, the real-time verticality deviation value is compared with the first and second deviation thresholds to determine the deviation level corresponding to the real-time verticality deviation value, and the correction mode corresponding to the deviation level is activated to correct the deviation of the pile to be constructed. During the correction process, the correction direction and intensity are determined based on the real-time X and Y lateral constraint forces of the soft soil to adjust the verticality of the pile to be constructed until the pile driving is completed.

2. The method for adjusting the verticality of pile foundations based on graded correction according to claim 1, characterized in that: The process involves comparing the real-time verticality deviation value with a first deviation threshold and a second deviation threshold to determine the deviation level corresponding to the real-time verticality deviation value, and initiating a correction mode corresponding to that deviation level to correct the deviation of the pile to be constructed. During the correction process, the correction direction and intensity are determined based on the real-time lateral constraint forces of the soft soil in the X and Y directions to adjust the verticality of the pile to be constructed until pile driving is completed. This includes: When the real-time verticality deviation value is less than the first deviation threshold, it is determined to be a micro deviation and a fine-tuning mode is adopted; the side with the largest real-time X-direction and Y-direction soft soil lateral constraint force is taken as the direction of extrusion and deviation, and the difference between the constraint force on the largest side and the constraint force on the opposite side is taken as the fine-tuning correction force. The fine-tuning correction force is applied by controlling the single hydraulic rod (2) on the opposite side of the extrusion and deviation direction to perform unidirectional correction. When the real-time verticality deviation value is greater than or equal to the first deviation threshold and less than the second deviation threshold, it is determined to be a strong deviation and a strong correction mode is adopted; the side with the largest real-time X-direction and Y-direction soft soil lateral constraint force is taken as the unloading side and the opposite side is taken as the supplementary side, and the difference between the soft soil lateral constraint forces of the unloading side and the supplementary side is taken as the strong correction force; by controlling the hydraulic rod (2) on the unloading side to reduce the strong correction force and the hydraulic rod (2) on the supplementary side to increase the strong correction force, multi-directional collaborative correction is carried out; When the real-time verticality deviation value is greater than or equal to the second deviation threshold or when the real-time X-direction or Y-direction soft soil lateral constraint force changes abnormally, it is judged as a serious deviation. The safety lock mode is adopted to stop the correction, terminate the pile driving and issue an alarm.

3. The method for adjusting the verticality of pile foundations based on graded correction according to claim 1, characterized in that: The number of hydraulic rods (2) is four, and each of the four hydraulic rods (2) is equipped with an oil pressure sensor for obtaining the axial force of the hydraulic rod (2).

4. The method for adjusting the verticality of pile foundations based on graded correction according to claim 3, characterized in that: The real-time X-axis and Y-axis lateral restraint forces of the soft soil in the pile body to be constructed are obtained by the following method: First, the initial unloaded oil pressure is calibrated using the built-in oil pressure sensor of the hydraulic rod (2) as a reference, and the initial axial force of each hydraulic rod (2) is calculated according to the cross-sectional area of ​​the oil cylinder. During the process of pressing the construction pile into the pile hole, the oil pressure data of each hydraulic rod (2) is collected in real time, and the real-time axial force of each hydraulic rod (2) is calculated according to the cross-sectional area of ​​the oil cylinder; then the real-time axial force of each hydraulic rod (2) is deducted from the corresponding initial axial force to obtain the net force of each hydraulic rod (2). Then, based on the force direction, net force magnitude and connection position of each hydraulic rod (2) and limiter (1), a set of force balance and moment balance equations are established, and the real-time X-direction and Y-direction soft soil lateral constraint forces on the pile body to be constructed are obtained.

5. The method for adjusting the verticality of pile foundations based on graded correction according to claim 1, characterized in that: The limiter (1) is fixedly connected to the four top corners of the device (1) with a dual-axis inclinometer (12). The biaxial inclinometer (12) is used to measure the inclination angle of the pile to be constructed.

6. The method for adjusting the verticality of pile foundations based on graded correction according to claim 5, characterized in that: The real-time verticality deviation value of the pile to be constructed is obtained by the following method: First, four biaxial inclinometers (12) measured the X-direction inclination angle and Y-direction inclination angle of the pile body to be constructed at their respective positions; Then, the X-direction tilt angles measured by the four biaxial inclinometers (12) are averaged to obtain the average X-direction tilt angle; at the same time, the Y-direction tilt angles measured by the four biaxial inclinometers (12) are averaged to obtain the average Y-direction tilt angle. Then, the real-time verticality deviation of the pile to be constructed is calculated using the following formula: ； In the formula, This represents the real-time verticality deviation value of the pile body to be constructed. The average tilt angle in the X direction. The average tilt angle in the Y direction.

7. The method for adjusting the verticality of pile foundations based on graded correction according to claim 1, characterized in that: The clamping component (13) includes a first upper pile diameter adjusting plate (131) and a second upper pile diameter adjusting plate (132) arranged symmetrically, a first upper driving member (133) and a second upper driving member (134) arranged opposite to each other, a first lower pile diameter adjusting plate (141) and a second lower pile diameter adjusting plate (142) arranged symmetrically, and a first lower driving member (143) and a second lower driving member (144) arranged opposite to each other. The upper inner wall of the limiter (1) is fixedly connected to one end of the first upper drive member (133), and the other end of the first upper drive member (133) is fixedly connected to the side of the first upper pile diameter adjustment plate (131) near the inner wall of the limiter (1); the upper inner wall of the limiter (1) is fixedly connected to one end of the second upper drive member (134), and the other end of the second upper drive member (134) is fixedly connected to the side of the second upper pile diameter adjustment plate (132) near the inner wall of the limiter (1); The lower inner wall of the limiter (1) is fixedly connected to one end of the first lower drive member (143), and the other end of the first lower drive member (143) is fixedly connected to the side of the first lower pile diameter adjustment plate (141) near the inner wall of the limiter (1); the lower inner wall of the limiter (1) is fixedly connected to one end of the second lower drive member (144), and the other end of the second lower drive member (144) is fixedly connected to the side of the second lower pile diameter adjustment plate (142) near the inner wall of the limiter (1).

8. The method for adjusting the verticality of pile foundations based on graded correction according to claim 7, characterized in that: The upper part of the two inner walls opposite to the limiter (1) is also provided with a first upper slide rail (135) and a second upper slide rail (136); the two ends of the first upper pile diameter adjustment plate (131) are slidably connected to the first upper slide rail (135) and the second upper slide rail (136) respectively, and the two ends of the second upper pile diameter adjustment plate (132) are slidably connected to the first upper slide rail (135) and the second upper slide rail (136) respectively; The lower part of the two inner walls opposite to the limiter (1) is also provided with a first sliding track (145) and a second sliding track (146); the two ends of the first lower pile diameter adjustment plate (141) are slidably connected to the first sliding track (145) and the second sliding track (146) respectively, and the two ends of the second lower pile diameter adjustment plate (142) are slidably connected to the first sliding track (145) and the second sliding track (146) respectively.

9. The method for adjusting the verticality of pile foundations based on graded correction according to claim 1, characterized in that: Each hydraulic rod (2) has a fixed base plate (31) fixedly connected to its bottom. Each fixed base plate (31) has multiple short columns (321) fixedly connected to its bottom surface. Each short column (321) has a cone (322) fixedly connected to its bottom surface.

10. The method for adjusting the verticality of pile foundations based on graded correction according to claim 1, characterized in that: The verticality adjustment method further includes: After the pile driving is completed, the verticality signal of the pile to be constructed and the lateral constraint force of the soft soil in the X and Y directions are acquired again. The final verticality deviation value is calculated and compared with the preset allowable deviation. If the final verticality deviation value exceeds the preset allowable deviation, the graded correction is performed again until the final verticality deviation meets the preset allowable deviation, and the verticality adjustment is completed.

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