Foundation pile hole construction method and system

Abstract

The invention provides a foundation pile hole construction method and system, and relates to the technical field of foundation pile hole construction. The method comprises the following steps: carrying out geological topology scanning on a foundation by adopting a three-dimensional laser scanner to obtain a pile hole positioning area; drilling equipment is used for conducting drilling control in the pile hole positioning area; in the drilling process, stress data of the side wall of the pile hole is obtained through the distributed optical fiber sensor; according to the pile hole side wall stress data, whether grouting reinforcement is triggered or not is determined; after the designed elevation is reached, a prefabricated pile body is placed in the pile hole; and a gap between the prefabricated pile body and the pile hole is filled and compacted. According to the method, the distributed optical fiber sensor can be used for monitoring the stress state of the side wall of the pile hole in real time, abnormal conditions such as stress concentration and deformation of the side wall of the pile hole can be found in time, drilling control can be conducted on drilling equipment according to the condition of the construction process, and whether grouting reinforcement is conducted or not is judged; and the safety and the construction quality of the foundation pile hole are improved.

Description

Technical Field

[0001] The present invention relates to the technical field of foundation pile hole construction, and in particular to a foundation pile hole construction method and system. Background Art

[0002] Although pile hole construction can be carried out in the current related technologies, the drilling control of the drilling equipment during the construction process and whether grouting reinforcement should be performed are not considered. That is, it is impossible to control the drilling equipment according to the construction process conditions and determine whether grouting reinforcement should be performed.

[0003] The information disclosed in the background technology section of this application is only intended to deepen the understanding of the general background technology of this application, and should not be regarded as an admission or any form of suggestion that the information constitutes the prior art already known to those skilled in the art. Summary of the Invention

[0004] The present invention provides a foundation pile hole construction method and system, which can solve the technical problem that related technologies cannot control the drilling of drilling equipment according to the construction process conditions and judge whether to perform grouting reinforcement.

[0005] According to a first aspect of the present invention, a foundation pile hole construction method is provided, comprising: performing a geological topological scan of the foundation using a three-dimensional laser scanner to obtain a pile hole positioning area; using a drilling device to perform drilling control in the pile hole positioning area; during the drilling process, obtaining pile hole side wall stress data using a distributed optical fiber sensor; determining whether to trigger grouting reinforcement based on the pile hole side wall stress data; placing a prefabricated pile body in the pile hole when the design elevation is reached; and filling and compacting the gap between the prefabricated pile body and the pile hole.

[0006] Furthermore, a three-dimensional laser scanner is used to perform geological topological scanning on the foundation to obtain the pile hole positioning area, including: identifying underground obstacles based on the geological topological scanning and determining underground obstacle identification results; and determining the pile hole positioning area based on the underground obstacle identification results.

[0007] Furthermore, based on the identification of underground obstacles by the geological topology scan, an underground obstacle identification result is determined, including: if the geological topology scan identifies an underground obstacle, the underground obstacle identification result is 1; if the geological topology scan does not identify an underground obstacle, the underground obstacle identification result is 0.

[0008] Furthermore, based on the pile hole side wall stress data, determining whether to trigger grouting reinforcement includes: when the pile hole side wall stress data is greater than or equal to the preset stress data, determining to trigger grouting reinforcement; when the pile hole side wall stress data is less than the preset stress data, determining not to trigger grouting reinforcement.

[0009] According to a second aspect of the present invention, a foundation pile hole construction system is provided, comprising: a pile hole positioning area module for performing a geological topological scan of the foundation using a three-dimensional laser scanner to obtain a pile hole positioning area; a drilling control module for performing drilling control in the pile hole positioning area using a drilling device; a pile hole side wall stress data module for obtaining pile hole side wall stress data through a distributed optical fiber sensor during the drilling process; a judgment trigger module for determining whether to trigger grouting reinforcement based on the pile hole side wall stress data; a placement module for placing a prefabricated pile body in the pile hole after reaching the design elevation; and a filling module for filling and compacting the gap between the prefabricated pile body and the pile hole.

[0010] Furthermore, a three-dimensional laser scanner is used to perform geological topological scanning on the foundation to obtain the pile hole positioning area, including: identifying underground obstacles based on the geological topological scanning and determining underground obstacle identification results; and determining the pile hole positioning area based on the underground obstacle identification results.

[0011] Furthermore, based on the identification of underground obstacles by the geological topology scan, an underground obstacle identification result is determined, including: if the geological topology scan identifies an underground obstacle, the underground obstacle identification result is 1; if the geological topology scan does not identify an underground obstacle, the underground obstacle identification result is 0.

[0012] Furthermore, based on the pile hole side wall stress data, determining whether to trigger grouting reinforcement includes: when the pile hole side wall stress data is greater than or equal to the preset stress data, determining to trigger grouting reinforcement; when the pile hole side wall stress data is less than the preset stress data, determining not to trigger grouting reinforcement.

[0013] Technical effect: According to the present invention, a three-dimensional laser scanner is used to perform geological topological scanning of the foundation, which can accurately obtain the pile hole positioning area, improve the accuracy of pile hole positioning, reduce construction errors and material waste caused by positioning deviations, and improve the efficiency of subsequent construction links. The drilling equipment performs drilling control, can accurately drill, and improves the safety of drilling and construction quality. Through distributed fiber optic sensors, real-time monitoring of the stress state of the pile hole side wall is achieved, which helps to promptly detect abnormal conditions such as stress concentration and deformation on the pile hole side wall. Grouting reinforcement can effectively enhance the bearing capacity and stability of the pile hole side wall and improve the overall quality of the pile foundation. When determining the dynamic stability index, the dynamic stability index can be used to comprehensively evaluate the three-dimensional vibration through multi-axis vibration fusion and normalization processing, more comprehensively reflect the dynamic behavior of the drill rod, and realize the quantitative and standardized evaluation of the drill rod stability. By calculating the SI value, potential faults or unstable factors can be discovered and warned in a timely manner, so that preventive measures can be taken to reduce the impact of the fault, thereby improving the safety and efficiency of the drilling project. When determining the optimized drilling speed, the effects of average soil density, average shear strength, and average drill bit torque on the drilling speed are comprehensively considered. The optimized drilling speed is then determined based on these effects and the drilling speed of the current drilling cycle. This allows the optimized drilling speed to adapt to different geological parameters, reducing drill bit damage caused by torque overload in hard rock or high-density formations, thereby improving the comprehensiveness, accuracy, and reliability of the optimized drilling speed. When determining the correction torque, the stiffness coefficient, damping coefficient, pile hole deflection angle change rate, and pile hole deflection angle are used to determine the correction torque. The stiffness coefficient responds to the current deflection angle to provide a basic corrective force, while the deflection change rate predicts future deviation and preemptively applies a restraining torque. This facilitates timely adjustment of the pile hole deflection angle, improves pile hole verticality and trajectory accuracy, and enhances drilling quality and efficiency. When determining the hydraulic compensation force of the drill rod guide mechanism, the hydraulic compensation force can be used to adjust the operating state of the hydraulic compensation device to maintain pile hole verticality and respond to changes in pile hole deflection in real time, helping to improve drilling accuracy and efficiency while reducing manual intervention.

[0014] It should be understood that the above general description and the following detailed description are only exemplary and explanatory, and not limiting of the present invention. Other features and aspects of the present invention will become more apparent from the following detailed description of exemplary embodiments with reference to the accompanying drawings. BRIEF DESCRIPTION OF THE DRAWINGS

[0015] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the following briefly introduces the drawings required for use in the embodiments or the description of the prior art. Obviously, the drawings described below are only some embodiments of the present invention. Those skilled in the art can derive other embodiments based on these drawings without inventive efforts. Figure 1A schematic diagram exemplarily illustrates a flow chart of a foundation pile hole construction method according to an embodiment of the present invention; Figure 2 A flowchart of obtaining a pile hole location area according to an embodiment of the present invention is exemplarily shown; Figure 3 A flowchart of drilling control according to an embodiment of the present invention is exemplarily shown; Figure 4 A flowchart for determining whether to trigger grouting reinforcement according to an embodiment of the present invention is exemplarily shown; Figure 5 A block diagram of a foundation pile hole construction system according to an embodiment of the present invention is exemplarily shown. DETAILED DESCRIPTION

[0016] To make the objectives, technical solutions, and advantages of the embodiments of the present invention more clear, the technical solutions in the embodiments of the present invention will be clearly and completely described below in conjunction with the accompanying drawings in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative efforts shall fall within the scope of protection of the present invention.

[0017] The following specific embodiments are used to describe the technical solution of the present invention in detail. The following specific embodiments can be combined with each other, and the same or similar concepts or processes may not be described in detail in some embodiments.

[0018] Figure 1 A flow chart of a foundation pile hole construction method according to an embodiment of the present invention is exemplarily shown, and the method comprises: step S1, performing a geological topological scan of the foundation using a three-dimensional laser scanner to obtain a pile hole positioning area; step S2, performing drilling control in the pile hole positioning area using a drilling device; step S3, obtaining pile hole side wall stress data using a distributed optical fiber sensor during the drilling process; step S4, determining whether to trigger grouting reinforcement based on the pile hole side wall stress data; step S5, placing a prefabricated pile body in the pile hole when the design elevation is reached; and step S6, filling and compacting the gap between the prefabricated pile body and the pile hole.

[0019] According to the foundation pile hole construction method of an embodiment of the present invention, a three-dimensional laser scanner is used to perform geological topological scanning of the foundation, which can accurately obtain the pile hole positioning area, improve the accuracy of pile hole positioning, reduce construction errors and material waste caused by positioning deviations, and improve the efficiency of subsequent construction links. The drilling equipment performs drilling control, can accurately drill, and improve drilling safety and construction quality. Through distributed fiber optic sensors, real-time monitoring of the stress state of the pile hole side wall is achieved, which helps to promptly detect abnormal conditions such as stress concentration and deformation on the pile hole side wall. Grouting reinforcement can effectively enhance the bearing capacity and stability of the pile hole side wall and improve the overall quality of the pile foundation.

[0020] According to one embodiment of the present invention, in step S1, for a foundation with a large area and complex geological conditions, it is necessary to select a three-dimensional laser scanner with a wide scanning range, high precision and adaptability to complex environments, wherein the foundation can be divided into multiple scanning areas, and the scanner obtains the three-dimensional coordinate information and reflection intensity information of the foundation surface by emitting laser beams and receiving reflected signals, which together constitute geological topological data, and can identify the scanning area suitable for setting pile holes, that is, the pile hole positioning area.

[0021] Figure 2 The following is an exemplary flowchart of obtaining a pile hole location area according to an embodiment of the present invention.

[0022] According to one embodiment of the present invention, step S1 includes: step S11, identifying underground obstacles according to the geological topology scan and determining underground obstacle identification results; step S12, determining the pile hole positioning area according to the underground obstacle identification results.

[0023] According to one embodiment of the present invention, in step S11, by performing geological topology scanning, the three-dimensional laser scanner converts the received reflection signal into geological topology data, and uses a specific underground obstacle recognition algorithm to analyze and process the pre-processed geological topology data, thereby identifying underground obstacles.

[0024] According to one embodiment of the present invention, step S11 includes: step S111, if the geological topology scan identifies an underground obstacle, the underground obstacle identification result is 1; step S112, if the geological topology scan does not identify an underground obstacle, the underground obstacle identification result is 0.

[0025] According to one embodiment of the present invention, in step S12, if the underground obstacle recognition result of the scanning area is 1, it indicates that the scanning area can be determined as the pile hole positioning area; if the underground obstacle recognition result of the scanning area is 0, it indicates that the scanning area cannot be determined as the pile hole positioning area.

[0026] Figure 3A flowchart of drilling control according to an embodiment of the present invention is exemplarily shown.

[0027] According to one embodiment of the present invention, in step S2, drilling control is performed in the pile hole positioning area using a drilling device, and the drilling control steps are as follows: step S21, obtaining the three-axis vibration acceleration components at multiple moments of the current drilling cycle through a three-axis acceleration sensor installed on the drill rod; step S22, obtaining the geological parameters at multiple moments of the current drilling cycle through multiple sensors carried by the drilling rig, wherein the geological parameters include soil density, shear strength and drill bit torque; step S23, determining the dynamic stability index based on the vibration acceleration components; step S24, determining the dynamic stability index based on the The dynamic stability index is used to determine whether the drilling speed needs to be adjusted in the next drilling cycle; in step S25, if the drilling speed needs to be adjusted in the next drilling cycle, the optimized drilling speed is determined according to the geological parameters; in step S26, the pile hole deflection angle at multiple moments in the current drilling cycle is obtained through the inclination sensor; in step S27, a correction torque is determined according to the pile hole deflection angle; in step S28, a hydraulic compensation force of the drill rod guide mechanism is determined according to the correction torque; in step S29, the control parameters of the next drilling cycle are adjusted according to the optimized drilling speed and the hydraulic compensation force.

[0028] According to one embodiment of the present invention, in step S21, the interval between adjacent moments can be set to 5 minutes, 10 minutes, etc., and each drilling cycle can be set to half an hour, one hour, etc., which is not limited by the present invention. The drill bit of the drilling rig rotates, while the drill pipe does not rotate. A triaxial accelerometer is installed on the drill pipe near the drill bit (e.g., 1 to 3 meters from the drill bit) or at a vibration-sensitive point in the drill pipe system (e.g., near a joint or stabilizer). The triaxial accelerometer is installed on the drill pipe and aligned axially. The Z-axis accelerometer is parallel to the central axis of the drill pipe and points in the direction of the drill pipe extension (typically the drilling direction). The X-axis accelerometer is perpendicular to the drill pipe axis and points in the radial direction of the drill pipe cross section (typically aligned with the drill pipe keyway or marking line). The Y-axis accelerometer is perpendicular to the X-axis and Z-axis, forming a right-handed coordinate system (which can be adjusted to orthogonal using a spirit level).

[0029] According to one embodiment of the present invention, in step S22, a density sensor (e.g., a gamma-ray densitometer or an ultrasonic probe) is used to measure the density of the soil surrounding the pile hole. A shear strength sensor (e.g., a penetration resistance meter or a side friction resistance meter) is used to invert the shear strength based on the interaction between the drill pipe and the soil. A torque sensor (e.g., a strain gauge or magnetoelastic torque meter) is used to directly monitor the drill bit torque.

[0030] According to one embodiment of the present invention, in step S23 , a dynamic stability index is determined according to the vibration acceleration component.

[0031] According to one embodiment of the present invention, determining the dynamic stability index according to the vibration acceleration component includes: determining the dynamic stability index according to formula (1): , (1), in, is the vibration acceleration component of the drill pipe in the X-axis direction at the kth moment in the current drilling cycle, is the vibration acceleration component of the drill pipe in the Y-axis direction at the kth moment in the current drilling cycle, is the vibration acceleration component of the drill pipe in the Z-axis direction at the kth moment of the current drilling cycle, M is the number of moments in the drilling cycle, max is the maximum value function, k≤M, and both k and M are positive integers.

[0032] According to one embodiment of the present invention, in formula (1), The synthetic acceleration value at the moment of the most intense vibration in the entire drilling cycle is taken to represent the most unstable state in the drilling cycle. The dynamic stability index is obtained through normalization processing. The closer the dynamic stability index is to 1, the smaller the vibration amplitude of the drill pipe is, and the drilling process is highly stable. For example, when drilling at a constant speed in a homogeneous formation, the closer the dynamic stability index is to 0, the more intense the drill pipe vibration is, and the drilling is extremely unstable. For example, when the drill bit encounters a sudden change in the rock formation or the drill bit gets stuck.

[0033] In this way, the dynamic stability index can be used to comprehensively evaluate three-dimensional vibration through multi-axis vibration fusion and normalization processing, which can more comprehensively reflect the dynamic behavior of the drill pipe and realize the quantitative and standardized evaluation of the drill pipe stability. By calculating the SI value, potential faults or unstable factors can be discovered and warned in time, so that preventive measures can be taken to reduce the impact of the fault and improve the safety and efficiency of the drilling project.

[0034] According to one embodiment of the present invention, in step S24, it is determined whether the drilling speed needs to be adjusted in the next drilling cycle based on the dynamic stability index.

[0035] According to one embodiment of the present invention, the dynamic stability index of the current drilling cycle is compared and analyzed with a pre-set threshold value. By comparison, the current state of drilling stability is analyzed, so as to determine whether the drilling speed needs to be adjusted in the next drilling cycle to stabilize the drilling process.

[0036] According to one embodiment of the present invention, step S24 includes: step S241, if the dynamic stability index is less than or equal to the preset dynamic stability index, determining that the drilling speed needs to be adjusted in the next drilling cycle; step S242, if the dynamic stability index is greater than the preset dynamic stability index, determining that the drilling speed does not need to be adjusted in the next drilling cycle.

[0037] According to one embodiment of the present invention, if the dynamic stability index is less than or equal to a preset dynamic stability index (e.g., 0.6), the stability of the current drilling process does not meet the expected standard, and there are problems such as excessive drill pipe vibration and unstable drilling process, which may affect drilling efficiency, drill tool life, and even drilling safety. Therefore, it is necessary to determine whether the drilling speed should be adjusted in the next drilling cycle. If the dynamic stability index is greater than the preset dynamic stability index, the stability of the current drilling process is in good condition, the drilling process is relatively smooth, the drill pipe vibration is within an acceptable range, and the drilling operation can proceed smoothly according to the current parameters. Therefore, it can be determined that there is no need to adjust the drilling speed in the next drilling cycle, and the current drilling speed will continue to be maintained to improve the continuity and stability of the drilling operation.

[0038] According to one embodiment of the present invention, in step S25, if the drilling speed needs to be adjusted in the next drilling cycle, the optimized drilling speed is determined according to the geological parameters.

[0039] According to one embodiment of the present invention, step S25 includes: step S251, obtaining the drilling speed of the current drilling cycle; step S252, averaging the geological parameters at multiple moments in the current drilling cycle to obtain the average soil layer density, average shear strength and average drill bit torque; step S253, determining the optimized drilling speed based on the drilling speed of the current drilling cycle, the average soil layer density, the average shear strength and the average drill bit torque.

[0040] According to one embodiment of the present invention, drilling speed data for the current drilling cycle is extracted through the drilling rig's control system or related monitoring equipment. For soil layer density, the average soil layer density is calculated by adding the soil layer density values ​​at all times and dividing by the number of times. Similarly, the average shear strength and average drill bit torque can be calculated. Generally, the higher the average soil layer density, the lower the drilling speed. Soil layer density reflects the compactness of particles within the soil layer. The higher the density, the tighter the bonds between particles and the harder the soil layer. The drill bit must overcome greater resistance to break the soil layer during drilling, resulting in lower drilling efficiency and a slower drilling speed. For example, when drilling into high-density rock formations such as granite, the harder the rock formation, the more energy the drill bit consumes to break the rock, resulting in a slower drilling speed. The higher the average shear strength, the slower the drilling speed. Shear strength is the soil layer's ability to resist shear failure. The higher the shear strength, the harder the drill bit is to break the soil layer. The drill bit must apply greater pressure and torque to overcome the shear strength, resulting in a lower drilling speed. For example, when drilling into soil layers containing a large amount of hard minerals such as quartz, the high shear strength of the soil layer increases drill bit wear, significantly reducing drilling speed. The greater the average drill bit torque, the greater the resistance encountered during drilling and the lower the drilling speed. Drill bit torque is the rotational torque applied to the drill bit by the drill rig to overcome soil resistance. Increased torque indicates that the drill bit must overcome greater resistance during drilling. When the drill bit torque exceeds the rated torque of the drill rig or the drill bit's tolerance, the drill rig must reduce the drilling speed or stop drilling to protect the equipment. For example, when drilling into complex formations, due to the variable properties of the soil layer, the drill bit torque may fluctuate frequently, resulting in a reduction in drilling speed. The optimized drilling speed is determined by considering the effects of soil density, shear strength, and drill bit torque on drilling speed.

[0041] According to one embodiment of the present invention, the optimized drilling speed is determined according to the drilling speed of the current drilling cycle, the average soil layer density, the average shear strength and the average drill bit torque, including: determining the optimized drilling speed according to formula (2): , (2), in, is the average soil density, is the average shear strength, is the average drill torque, To preset soil density, is the preset shear strength, To preset the drill torque, is the drilling speed of the current drilling cycle.

[0042] According to one embodiment of the present invention, in formula (2), It is the ratio of the average soil density to the preset soil density plus 1. The closer the result is to 1, the smaller the impact of soil density changes on drilling speed. The preset soil density is the density of the hardest rock in the work area (for example, 2.65g / cm³ for granite). It is the ratio of the average shear strength to the preset shear strength plus 1. The closer the result is to 1, the smaller the impact of shear strength changes on drilling speed. The preset shear strength is set according to the ultimate shear strength in the geological survey report (for example, 200 kPa). It is the ratio of the average drill bit torque to the preset drill bit torque plus 1. The closer the result is to 1, the smaller the impact of the drill bit torque change on the drilling speed. The preset drill bit torque is the rated torque of the drilling rig. = indicates that the average soil density, average shear strength, and average drill bit torque are negatively correlated with the drilling speed. For example, the greater the average soil density, the harder the soil layer, and the lower the drilling speed. The greater the average shear strength, the more difficult the soil layer is to be broken by the drill bit, and the drilling speed decreases. The greater the average drill bit torque, the greater the resistance encountered during drilling, and the lower the drilling speed. Therefore, the term related to the ventilation time is placed in the denominator, that is, 、 and The larger the value, the smaller the optimized drilling speed. The drilling speed of the current drilling cycle is weighted to obtain the optimized drilling speed.

[0043] In this way, the influence of average soil density, average shear strength and average drill bit torque on the drilling speed can be comprehensively considered, so that the optimized drilling speed can be determined based on this influence and the drilling speed of the current drilling cycle. The optimized drilling speed can adapt to different geological parameters, reduce the damage accidents of the drill bit caused by torque overload in hard rock or high-density formations, and improve the comprehensiveness, accuracy and reliability of the optimized drilling speed.

[0044] According to one embodiment of the present invention, in step S26, an inclination sensor is installed near the drill bit or at a key stress-bearing position of the drill rod, and the initial state is calibrated so that the inclination angle of the pile hole can be accurately measured.

[0045] According to one embodiment of the present invention, in step S27, a correction torque is determined according to the pile hole deflection angle.

[0046] According to one embodiment of the present invention, step S27 includes: step S271, determining, through geological survey, the formation type corresponding to the drill bit at the end of the current drilling cycle; step S272, determining the stiffness coefficient and the damping coefficient according to the formation type; step S273, performing fitting according to the pile hole deflection angle and the moment in the current drilling cycle to obtain the pile hole deflection angle function in the current drilling cycle; step S274, determining the pile hole deflection angle derivative function according to the pile hole deflection angle function; step S275, determining the pile hole deflection angle change rate at multiple moments in the current drilling cycle according to the pile hole deflection angle derivative function; step S276, determining the correction torque according to the stiffness coefficient, the damping coefficient, the pile hole deflection angle change rate and the pile hole deflection angle.

[0047] According to one embodiment of the present invention, a combination of geological survey methods, such as geophysical exploration (including seismic, electrical, and magnetic exploration), drilling sampling, and geological mapping, is used within the drilling area to acquire geological data. During the drilling process, the drill bit's depth and position are recorded in real time. At the end of the drilling cycle, the drill bit's position is compared with a stratigraphic distribution map based on the acquired geological data to accurately determine the stratigraphic type (e.g., hard rock or soft soil) associated with the drill bit. The stiffness coefficient and damping coefficient are determined according to the stratum type. The larger the stiffness coefficient, the more radical the correction for deflection. If the stiffness coefficient is too small, the correction is insufficient and the pile hole will continue to deflect slowly. The larger the damping coefficient, the stronger the suppression of dynamic changes (for example, preventing drill pipe swing). Too small a damping coefficient may cause correction lag. For example, if it is a hard rock layer, the stiffness coefficient is 40, with the unit of N·m / °, which represents the torque generated per degree of deflection. The damping coefficient is 0.1, with the unit of min, which can correct the deflection strongly and quickly. If it is a soft soil layer, the stiffness coefficient is 15 and the damping coefficient is 0.3, which can correct the pile hole gently to prevent collapse. The pile hole deflection angle is fitted to multiple moments in the drilling cycle to obtain a pile hole deflection angle function that describes how the pile hole deflection angle changes over time during the drilling cycle. The pile hole deflection angle function is then differentiated to obtain the derivative of the pile hole deflection angle. Substituting multiple moments in the drilling cycle into the derivative of the pile hole deflection angle function, the rate of change of the pile hole deflection angle at multiple moments in the drilling cycle is determined. Using the stiffness coefficient, damping coefficient, rate of change of the pile hole deflection angle, and the pile hole deflection angle as key parameters, the correction torque at multiple moments in the current drilling cycle is derived. This correction torque is used to adjust drilling parameters during the drilling process to correct the pile hole deflection.

[0048] According to one embodiment of the present invention, determining the correction moment according to the stiffness coefficient, the damping coefficient, the rate of change of the pile hole deflection angle, and the pile hole deflection angle includes: determining the correction moment H according to formula (3), (3), Where C is the stiffness coefficient, is the damping coefficient, is the pile hole deflection angle at the end of the current drilling cycle, is the rate of change of the pile hole deflection angle at the end of the current drilling cycle.

[0049] According to one embodiment of the present invention, in formula (3), The unit is degree (°), The unit is ° / min, It is the product of the stiffness coefficient and the pile hole deflection angle at the end of the current drilling cycle. It directly responds to the existing deflection angle and provides basic correction force. The larger the stiffness coefficient, the stronger the correction torque for the same pile hole deflection angle. That is, the larger the pile hole deflection angle, the greater the correction torque, which pushes the drill rod back to the center. This means that the future deviation is predicted by the deflection change rate, and the damping torque is applied in advance to avoid hysteresis control. The larger the damping coefficient, the smoother the response to the deflection change. If the drill pipe deflects rapidly (for example, encountering a sudden sideways slip in a hard rock formation), this item will apply the damping torque in advance to suppress oscillation. For example, if it is a hard rock formation, C=40, , , , then H=12.4. and By adding them together, we can get the correction torque. The larger the correction torque is, the greater the pile hole deflection angle is, and a stronger correction torque needs to be applied.

[0050] In this way, the correction torque can be determined through the stiffness coefficient, damping coefficient, pile hole deflection angle change rate and pile hole deflection angle. The stiffness coefficient can be used to respond to the existing deflection angle to provide basic corrective force. The deflection change rate can be used to predict future deviations and apply a restraining torque in advance. This helps to adjust the pile hole deflection angle in time, improve the verticality and trajectory accuracy of the pile hole, and improve the drilling quality and efficiency.

[0051] According to one embodiment of the present invention, in step S28, the hydraulic compensation force of the drill rod guide mechanism is determined according to the correction torque.

[0052] According to one embodiment of the present invention, step S28 includes: step S281, obtaining the lever arm distance from the guide mechanism to the drill bit according to the drilling rig design parameters; step S282, determining the hydraulic compensation force of the drill rod guide mechanism according to the lever arm distance and the correction torque.

[0053] According to one embodiment of the present invention, the lever arm distance is the distance from the guide mechanism (eg, the deflection correction plate) to the drill bit, and the hydraulic cylinder pushes the guide mechanism to generate a reverse force to offset the deflection torque.

[0054] According to one embodiment of the present invention, determining the hydraulic compensation force of the drill rod guide mechanism according to the arm distance and the correction torque includes: determining the hydraulic compensation force N of the drill rod guide mechanism according to formula (4), (4), Among them, H is the correction torque and L is the arm distance.

[0055] According to one embodiment of the present invention, in formula (4), It is the ratio of the correction torque to the arm distance. This ratio represents the hydraulic compensation force of the drill rod guide mechanism. The greater the hydraulic compensation force, the greater the pile hole deflection angle.

[0056] In this way, the working state of the hydraulic compensation device can be adjusted through the hydraulic compensation force, the verticality of the pile hole can be maintained, and the changes in the deflection of the pile hole can be responded to in real time, which helps to improve the accuracy and efficiency of the drilling operation and reduce manual intervention.

[0057] According to one embodiment of the present invention, in step S29, at the beginning of the next drilling cycle, the control parameters are adjusted according to the optimized drilling speed and hydraulic compensation force.

[0058] According to one embodiment of the present invention, in step S3, during the pile hole drilling construction process, the pile hole side wall stress data is collected in real time by using a distributed optical fiber sensor pre-arranged on the pile hole side wall, wherein the distributed optical fiber sensor can be fixed on the pile hole side wall by gluing, embedding or binding.

[0059] According to one embodiment of the present invention, in step S4, it is determined whether to trigger grouting reinforcement based on the pile hole side wall stress data.

[0060] Figure 4 The flowchart for determining whether to trigger grouting reinforcement according to an embodiment of the present invention is exemplarily shown.

[0061] According to one embodiment of the present invention, step S4 includes: step S41, when the pile hole side wall stress data is greater than or equal to the preset stress data, determining to trigger grouting reinforcement; step S42, when the pile hole side wall stress data is less than the preset stress data, determining not to trigger grouting reinforcement.

[0062] According to one embodiment of the present invention, when pile hole sidewall stress data is greater than or equal to a preset stress value (for example, 0.8 MPa), grouting reinforcement is triggered, indicating that the pile hole sidewall is experiencing stress exceeding its normal bearing capacity, posing safety risks such as deformation and hole collapse, and necessitating grouting reinforcement. If the pile hole sidewall stress data is less than the preset stress value, grouting reinforcement is not triggered, and drilling can continue.

[0063] According to one embodiment of the present invention, in step S5, during the pile hole drilling process, the depth of the pile hole is monitored in real time using measuring equipment such as a level and a total station. When the monitoring data indicates that the pile hole depth has reached the design elevation, the surveyor must conduct another precise verification. After confirming that the pile hole has reached the design elevation, the pile hole is cleaned using hole cleaning equipment (e.g., a mud pump, an air compressor, etc.) to remove sediment, mud, and other debris from the bottom of the hole, ensuring that the bottom of the pile hole is clean and flat. A suitable prefabricated pile body is selected based on the pile foundation design drawings and relevant specifications. The prefabricated pile body is placed in the pile hole using lifting equipment (e.g., a truck crane, a crawler crane, etc.) and auxiliary tools (e.g., wire ropes, clasps, guide frames, etc.).

[0064] According to one embodiment of the present invention, in step S6, the gap between the prefabricated pile body and the pile hole is filled and compacted with a filling material (eg, fine stone concrete).

[0065] According to an embodiment of the present invention, the foundation pile hole construction method uses a three-dimensional laser scanner to perform geological topological scanning of the foundation, accurately determining the pile hole positioning area. This improves pile hole positioning accuracy, reduces construction errors and material waste caused by positioning deviations, and improves the efficiency of subsequent construction steps. Drilling equipment controls drilling, enabling accurate drilling and improving drilling safety and construction quality. Distributed fiber optic sensors enable real-time monitoring of the stress state of the pile hole sidewalls, facilitating the timely detection of abnormalities such as stress concentration and deformation. Grouting reinforcement effectively enhances the bearing capacity and stability of the pile hole sidewalls, improving the overall quality of the pile foundation. When determining the dynamic stability index, multi-axis vibration fusion and normalization are used to comprehensively evaluate three-dimensional vibrations, more comprehensively reflecting the dynamic behavior of the drill pipe. This allows for a quantitative and standardized assessment of drill pipe stability. By calculating the SI value, potential faults or instability factors can be promptly detected and warned, allowing preventive measures to mitigate their impact, thereby improving the safety and efficiency of the drilling project. When determining the optimized drilling speed, the effects of average soil density, average shear strength, and average drill bit torque on the drilling speed are comprehensively considered. The optimized drilling speed is then determined based on these effects and the drilling speed of the current drilling cycle. This allows the optimized drilling speed to adapt to different geological parameters, reducing drill bit damage caused by torque overload in hard rock or high-density formations, thereby improving the comprehensiveness, accuracy, and reliability of the optimized drilling speed. When determining the correction torque, the stiffness coefficient, damping coefficient, pile hole deflection angle change rate, and pile hole deflection angle are used to determine the correction torque. The stiffness coefficient responds to the current deflection angle to provide a basic corrective force, while the deflection change rate predicts future deviation and preemptively applies a restraining torque. This facilitates timely adjustment of the pile hole deflection angle, improves pile hole verticality and trajectory accuracy, and enhances drilling quality and efficiency. When determining the hydraulic compensation force of the drill rod guide mechanism, the hydraulic compensation force can be used to adjust the operating state of the hydraulic compensation device to maintain pile hole verticality and respond to changes in pile hole deflection in real time, helping to improve drilling accuracy and efficiency while reducing manual intervention.

[0066] Figure 5 A block diagram of a foundation pile hole construction system according to an embodiment of the present invention is exemplarily shown, wherein the system includes: a pile hole positioning area module, which is used to perform geological topological scanning of the local foundation using a three-dimensional laser scanner to obtain a pile hole positioning area; a drilling control module, which is used to use a drilling device to perform drilling control in the pile hole positioning area; a pile hole side wall stress data module, which is used to obtain pile hole side wall stress data through a distributed optical fiber sensor during the drilling process; a judgment trigger module, which is used to determine whether to trigger grouting reinforcement based on the pile hole side wall stress data; a placement module, which is used to place a prefabricated pile body in the pile hole when the design elevation is reached; and a filling module, which is used to fill and compact the gap between the prefabricated pile body and the pile hole.

[0067] According to one embodiment of the present invention, a three-dimensional laser scanner is used to perform a geological topological scan on the foundation to obtain a pile hole positioning area, including: identifying underground obstacles based on the geological topological scan and determining an underground obstacle identification result; and determining the pile hole positioning area based on the underground obstacle identification result.

[0068] According to one embodiment of the present invention, based on the identification of underground obstacles by the geological topology scan, an underground obstacle identification result is determined, including: if the geological topology scan identifies the underground obstacle, the underground obstacle identification result is 1; if the geological topology scan does not identify the underground obstacle, the underground obstacle identification result is 0.

[0069] According to one embodiment of the present invention, determining whether to trigger grouting reinforcement based on the pile hole side wall stress data includes: determining to trigger grouting reinforcement when the pile hole side wall stress data is greater than or equal to preset stress data; and determining not to trigger grouting reinforcement when the pile hole side wall stress data is less than the preset stress data.

[0070] The present invention may be a method, an apparatus, a system and / or a computer program product. The computer program product may include a computer-readable storage medium carrying computer-readable program instructions for executing various aspects of the present invention.

[0071] Those skilled in the art will appreciate that the embodiments of the present invention described above and shown in the accompanying drawings are intended to be illustrative only and are not intended to limit the present invention. The objectives of the present invention have been fully and effectively achieved. The functional and structural principles of the present invention have been demonstrated and illustrated in the embodiments. Any variations or modifications may be made to the embodiments of the present invention without departing from the principles described.

Claims

1. A foundation pile hole construction method, characterized in that: include: Use a 3D laser scanner to perform geological topology scanning on the foundation to obtain the pile hole positioning area; Using drilling equipment to perform drilling control in the pile hole positioning area; During the drilling process, the distributed optical fiber sensor is used to obtain the pile hole side wall stress data; based on the pile hole side wall stress data, it is determined whether to trigger grouting reinforcement; When the designed elevation is reached, a prefabricated pile body is placed in the pile hole; and the gap between the prefabricated pile body and the pile hole is filled and compacted.

2. The foundation pile hole construction method according to claim 1, characterized in that: A three-dimensional laser scanner is used to perform geological topological scanning on the foundation to obtain a pile hole positioning area, including: identifying underground obstacles based on the geological topological scanning to determine an underground obstacle identification result; and determining the pile hole positioning area based on the underground obstacle identification result.

3. The foundation pile hole construction method according to claim 2, characterized in that: Determining an underground obstacle identification result based on the identification of the underground obstacle by the geological topology scan includes: if the geological topology scan identifies the underground obstacle, the underground obstacle identification result is 1; if the geological topology scan does not identify the underground obstacle, the underground obstacle identification result is 0.

4. The foundation pile hole construction method according to claim 1, characterized in that: Determining whether to trigger grouting reinforcement based on the pile hole side wall stress data includes: determining to trigger grouting reinforcement when the pile hole side wall stress data is greater than or equal to the preset stress data; and determining not to trigger grouting reinforcement when the pile hole side wall stress data is less than the preset stress data.

5. A foundation pile hole construction system for executing the method according to any one of claims 1 to 4, characterized in that: include: The pile hole positioning area module is used to perform geological topological scanning of the local foundation using a 3D laser scanner to obtain the pile hole positioning area; A drilling control module, configured to control drilling in the pile hole positioning area using a drilling device; The pile hole side wall stress data module is used to obtain pile hole side wall stress data through distributed optical fiber sensors during the drilling process; A judgment trigger module is used to determine whether to trigger grouting reinforcement based on the pile hole side wall stress data; The placing module is used to place the prefabricated pile body in the pile hole after the design elevation is reached; the filling module is used to fill and compact the gap between the prefabricated pile body and the pile hole.

6. The foundation pile hole construction system according to claim 5, characterized in that: A three-dimensional laser scanner is used to perform geological topological scanning on the foundation to obtain a pile hole positioning area, including: identifying underground obstacles based on the geological topological scanning to determine an underground obstacle identification result; and determining the pile hole positioning area based on the underground obstacle identification result.

7. The foundation pile hole construction system according to claim 6, characterized in that: Determining an underground obstacle identification result based on the identification of the underground obstacle by the geological topology scan includes: if the geological topology scan identifies the underground obstacle, the underground obstacle identification result is 1; if the geological topology scan does not identify the underground obstacle, the underground obstacle identification result is 0.

8. The foundation pile hole construction system according to claim 5, characterized in that: Determining whether to trigger grouting reinforcement based on the pile hole side wall stress data includes: determining to trigger grouting reinforcement when the pile hole side wall stress data is greater than or equal to the preset stress data; and determining not to trigger grouting reinforcement when the pile hole side wall stress data is less than the preset stress data.

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