A method and system for constructing foundation pile holes

Abstract

This invention provides a method and system for constructing foundation pile holes, relating to the field of foundation pile hole construction technology. The method includes: performing a geological topological scan of the foundation using a three-dimensional laser scanner to obtain the pile hole positioning area; controlling drilling within the positioning area using drilling equipment; acquiring pile hole sidewall stress data via distributed fiber optic sensors during drilling; determining whether to trigger grouting reinforcement based on the pile hole sidewall stress data; placing a precast pile in the pile hole after reaching the design elevation; and filling and compacting the gap between the precast pile and the pile hole. According to this invention, distributed fiber optic sensors can be used to achieve real-time monitoring of the pile hole sidewall stress state, helping to promptly detect abnormalities such as stress concentration and deformation on the pile hole sidewall. Drilling equipment can be controlled based on the construction process, and the need for grouting reinforcement can be determined, improving the safety and construction quality of foundation pile holes.

Description

Technical Field

[0001] This invention relates to the field of foundation pile hole construction technology, and in particular to a foundation pile hole construction method and system. Background Technology

[0002] Current technologies, while capable of pile hole construction, do not consider drilling control of drilling equipment during construction or whether grouting reinforcement is required. In other words, they cannot control drilling equipment based on the construction process or determine whether grouting reinforcement is necessary.

[0003] The information disclosed in the background section of this application is intended only to enhance the understanding of the general background of this 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

[0004] This invention provides a method and system for constructing foundation pile holes, which can solve the technical problems of related technologies being unable to control the drilling equipment based on the construction process and determine whether grouting reinforcement is required.

[0005] According to a first aspect of the present invention, a method for constructing foundation pile holes is provided, comprising: performing a geological topological scan of the foundation using a three-dimensional laser scanner to obtain a pile hole positioning area; and using a drilling rig to perform drilling control in the pile hole positioning area, wherein the drilling control steps are as follows: acquiring vibration acceleration components in three axes at multiple moments during the current drilling cycle using a triaxial accelerometer mounted on the drill rod; acquiring geological parameters at multiple moments during the current drilling cycle using multiple sensors mounted on the drilling rig, wherein the geological parameters include soil density, shear strength, and drill bit torque; determining a dynamic stability index based on the vibration acceleration components; and determining whether adjustment is needed for the next drilling cycle based on the dynamic stability index. The drilling speed is adjusted as follows: if the drilling speed needs to be adjusted in the next drilling cycle, an optimized drilling speed is determined based on the geological parameters. The pile hole deviation angle is acquired at multiple moments during the current drilling cycle using an inclination sensor. A correction torque is determined based on the pile hole deviation angle. The hydraulic compensation force of the drill rod guide mechanism is determined based on the correction torque. The control parameters for the next drilling cycle are adjusted based on the optimized drilling speed and the hydraulic compensation force. During drilling, pile hole sidewall stress data is acquired using distributed fiber optic sensors. The determination of whether to trigger grouting reinforcement is based on the pile hole sidewall stress data. Once the design elevation is reached, a precast pile is placed in the pile hole. The gap between the precast pile and the pile hole is filled and compacted.

[0006] Furthermore, a three-dimensional laser scanner is used to perform a geological topological scan of the foundation to obtain the pile hole positioning area, including: identifying underground obstacles based on the geological topological scan and determining the 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, the 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 stress data of the pile hole sidewall, it is determined whether to trigger grouting reinforcement, including: when there is pile hole sidewall stress data greater than or equal to preset stress data, it is determined to trigger grouting reinforcement; when there is pile hole sidewall stress data less than preset stress data, it is determined 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 geological topological scanning of the foundation using a three-dimensional laser scanner to obtain the pile hole positioning area; and a drilling control module for performing drilling control in the pile hole positioning area using drilling equipment, wherein the drilling control steps are as follows: acquiring vibration acceleration components of three axes at multiple moments in the current drilling cycle using a triaxial accelerometer mounted on the drill rod; acquiring geological parameters at multiple moments in the current drilling cycle using multiple sensors mounted on the drilling rig, wherein the geological parameters include soil density, shear strength, and drill bit torque; determining a dynamic stability index based on the vibration acceleration components; and determining whether the drilling speed needs to be adjusted in the next drilling cycle based on the dynamic stability index. If the drilling speed needs to be adjusted during a drilling cycle, an optimized drilling speed is determined based on the geological parameters. The pile hole deviation angle is acquired at multiple moments during the current drilling cycle using an inclination sensor. A correction torque is determined based on the pile hole deviation angle. The hydraulic compensation force of the drill rod guide mechanism is determined based on the correction torque. The control parameters for the next drilling cycle are adjusted based on the optimized drilling speed and the hydraulic compensation force. A pile hole sidewall stress data module is used to acquire pile hole sidewall stress data during drilling using distributed fiber optic sensors. A triggering module is used to determine whether to trigger grouting reinforcement based on the pile hole sidewall stress data. A placement module is used to place precast piles in the pile hole after reaching the design elevation. A filling module is used to fill and compact the gap between the precast pile and the pile hole.

[0010] Furthermore, a three-dimensional laser scanner is used to perform a geological topological scan of the foundation to obtain the pile hole positioning area, including: identifying underground obstacles based on the geological topological scan and determining the 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, the 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 stress data of the pile hole sidewall, it is determined whether to trigger grouting reinforcement, including: when there is pile hole sidewall stress data greater than or equal to preset stress data, it is determined to trigger grouting reinforcement; when there is pile hole sidewall stress data less than preset stress data, it is determined not to trigger grouting reinforcement.

[0013] Technical Effects: According to this invention, the use of a 3D laser scanner for geological topological scanning of the foundation enables precise acquisition of the pile hole positioning area, improving the accuracy of pile hole positioning, reducing construction errors and material waste caused by positioning deviations, and simultaneously improving the efficiency of subsequent construction stages. Drilling equipment provides drilling control, ensuring 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, helping to promptly detect anomalies 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 processing are used to comprehensively evaluate three-dimensional vibration, more fully reflecting the dynamic behavior of the drill rod. This achieves a quantitative and standardized assessment of drill rod stability. By calculating the SI value, potential faults or unstable factors can be detected and warned in a timely manner, allowing for preventative measures to mitigate the impact of faults and improving the safety and efficiency of the drilling project. When determining the optimal drilling speed, the influence of average soil density, average shear strength, and average drill bit torque on the drilling speed can be comprehensively considered. Based on this influence and the drilling speed of the current drilling cycle, the optimal drilling speed can be determined, allowing it to adapt to different geological parameters and reducing drill bit damage caused by torque overload in hard rock or high-density strata. This improves the comprehensiveness, accuracy, and reliability of the optimized drilling speed. When determining the correction torque, the stiffness coefficient, damping coefficient, pile hole deviation angle change rate, and pile hole deviation angle can be used to determine the correction torque. The stiffness coefficient responds to the existing deviation angle, providing basic correction force, and the deviation change rate predicts future deviations, allowing for the application of suppressing torque in advance. This helps to adjust the pile hole deviation angle in a timely manner, improving the verticality and trajectory accuracy of the pile hole, and enhancing drilling quality and efficiency. When determining the hydraulic compensation force of the drill rod guiding mechanism, the working state of the hydraulic compensation device can be adjusted through the hydraulic compensation force to maintain the verticality of the pile hole and respond to changes in pile hole deviation in real time. This helps to improve the accuracy and efficiency of drilling operations and reduce manual intervention.

[0014] It should be understood that the foregoing general description and the following detailed description are exemplary and explanatory only, and are not intended to limit the invention. Other features and aspects of the invention will become clearer from the following detailed description of exemplary embodiments with reference to the accompanying drawings. Attached Figure Description

[0015] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other embodiments can be obtained based on these drawings without creative effort.

[0016] Figure 1 A schematic flowchart of a foundation pile hole construction method according to an embodiment of the present invention is shown as an example;

[0017] Figure 2 An exemplary flowchart for obtaining the pile hole positioning area according to an embodiment of the present invention is shown;

[0018] Figure 3 A flowchart of drilling control according to an embodiment of the present invention is shown as an example;

[0019] Figure 4 An exemplary flowchart illustrating the determination of whether grouting reinforcement is triggered according to an embodiment of the present invention is shown;

[0020] Figure 5 A block diagram of a foundation pile hole construction system according to an embodiment of the present invention is shown as an example. Detailed Implementation

[0021] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, 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.

[0022] The technical solution of the present invention will be described in detail below with reference to specific embodiments. These specific embodiments can be combined with each other, and the same or similar concepts or processes may not be described again in some embodiments.

[0023] Figure 1An exemplary flowchart of a foundation pile hole construction method according to an embodiment of the present invention is shown. The method includes: step S1, performing a geological topological scan of the foundation using a three-dimensional laser scanner to obtain the pile hole positioning area; step S2, using a drilling device to perform drilling control in the pile hole positioning area, wherein the drilling control steps are as follows: acquiring the vibration acceleration components of three axes at multiple moments in the current drilling cycle using a triaxial accelerometer mounted on the drill rod; acquiring geological parameters at multiple moments in the current drilling cycle using multiple sensors mounted on the drilling rig, wherein the geological parameters include soil density, shear strength, and drill bit torque; determining a dynamic stability index based on the vibration acceleration components; and determining whether adjustment is needed for the next drilling cycle based on the dynamic stability index. Drilling speed: If the drilling speed needs to be adjusted in the next drilling cycle, an optimized drilling speed is determined based on the geological parameters. The pile hole deviation angle is obtained at multiple moments in the current drilling cycle using an inclination sensor. A correction torque is determined based on the pile hole deviation angle. The hydraulic compensation force of the drill rod guide mechanism is determined based on the correction torque. The control parameters for the next drilling cycle are adjusted based on the optimized drilling speed and the hydraulic compensation force. Step S3: During drilling, pile hole sidewall stress data is obtained using distributed fiber optic sensors. Step S4: Based on the pile hole sidewall stress data, it is determined whether grouting reinforcement should be triggered. Step S5: After reaching the design elevation, a precast pile is placed in the pile hole. Step S6: The gap between the precast pile and the pile hole is filled and compacted.

[0024] The foundation pile hole construction method according to an embodiment of the present invention employs a three-dimensional laser scanner 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 stages. Drilling equipment provides drilling control, 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, helping to promptly detect abnormalities such as stress concentration and deformation on the pile hole sidewalls. Grouting reinforcement effectively enhances the bearing capacity and stability of the pile hole sidewalls, improving the overall quality of the pile foundation.

[0025] According to an embodiment of the present invention, in step S1, for foundations with large areas and complex geological conditions, a three-dimensional laser scanner with a wide scanning range, high precision, and adaptability to complex environments should be selected. The foundation can be divided into multiple scanning areas. The scanner obtains the three-dimensional coordinate information and reflection intensity information of the foundation surface by emitting laser beams and receiving reflected signals. Together, they constitute geological topological data, which can identify the scanning area suitable for setting pile holes, i.e., the pile hole positioning area.

[0026] Figure 2A flowchart for obtaining the pile hole positioning area is shown as an example according to an embodiment of the present invention.

[0027] According to an embodiment of the present invention, step S1 includes: step S11, identifying underground obstacles based on the geological topology scan and determining the underground obstacle identification result; step S12, determining the pile hole positioning area based on the underground obstacle identification result.

[0028] According to an embodiment of the present invention, in step S11, by performing geological topological scanning, the three-dimensional laser scanner converts the received reflected signals into geological topological data, and uses a specific underground obstacle recognition algorithm to analyze and process the preprocessed geological topological data, thereby identifying underground obstacles.

[0029] According to an 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.

[0030] According to an embodiment of the present invention, in step S12, if the underground obstacle identification result of the scanned area is 1, it means that the scanned area can be determined as the pile hole positioning area; if the underground obstacle identification result of the scanned area is 0, it means that the scanned area cannot be determined as the pile hole positioning area.

[0031] Figure 3 A flowchart of drilling control according to an embodiment of the present invention is shown as an example.

[0032] According to an embodiment of the present invention, in step S2, drilling equipment is used to perform drilling control in the pile hole positioning area. The drilling control steps are as follows: Step S21, using a triaxial accelerometer mounted on the drill rod, the vibration acceleration components of the three axes at multiple moments in the current drilling cycle are obtained; Step S22, using multiple sensors mounted on the drilling rig, the geological parameters at multiple moments in the current drilling cycle are obtained, wherein the geological parameters include soil density, shear strength, and drill bit torque; Step S23, based on the vibration acceleration components, the dynamic stability index is determined; Step S24, based on the... The dynamic stability index is described to determine whether the drilling speed needs to be adjusted in the next drilling cycle; step S25, if the drilling speed needs to be adjusted in the next drilling cycle, the optimized drilling speed is determined based on the geological parameters; step S26, the pile hole deviation angle is obtained at multiple moments in the current drilling cycle using an inclination sensor; step S27, the correction torque is determined based on the pile hole deviation angle; step S28, the hydraulic compensation force of the drill rod guide mechanism is determined based on the correction torque; step S29, the control parameters for the next drilling cycle are adjusted based on the optimized drilling speed and the hydraulic compensation force.

[0033] 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, 1 hour, etc., and the present invention does not limit this. The drill bit of the drilling rig rotates, while the drill rod does not rotate. The triaxial accelerometer is installed on the drill rod near the drill bit (e.g., 1 to 3 meters away from the drill bit), or at a vibration-sensitive point of the drill rod system (e.g., near the joint or stabilizer). The triaxial accelerometer is installed on the drill rod and its axis is aligned. The Z-axis accelerometer is parallel to the central axis of the drill rod and points in the direction of drill rod extension (usually the drilling direction). The X-axis accelerometer is perpendicular to the axis of the drill rod and points in the direction of the drill rod cross-section radius (usually aligned with the drill rod 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 be orthogonal using a level).

[0034] According to one embodiment of the present invention, in step S22, the density of the soil surrounding the pile hole is measured using a density sensor (e.g., a gamma ray densitometer or an ultrasonic probe), and the shear strength is inverted through the interaction between the drill rod and the soil using a shear strength sensor (e.g., a penetration resistance meter or a side friction meter). The drill bit torque is directly monitored using a torque sensor (e.g., a strain gauge or a magnetoelastic torque meter).

[0035] According to one embodiment of the present invention, in step S23, the dynamic stability index is determined based on the vibration acceleration components.

[0036] According to one embodiment of the present invention, determining the dynamic stability index based on the vibration acceleration components includes: determining the dynamic stability index according to formula (1). ,

[0037] (1),

[0038] in, This represents the vibration acceleration component of the drill pipe along the X-axis at the k-th moment of the current drilling cycle. This represents the vibration acceleration component of the drill pipe along the Y-axis at the k-th moment of the current drilling cycle. Let represent the vibration acceleration component of the drill pipe along the Z-axis at the k-th moment of the current drilling cycle, M be the number of moments in the drilling cycle, max be the maximum value function, k ≤ M, and both k and M are positive integers.

[0039] According to an embodiment of the present invention, in formula (1), To obtain the composite acceleration value at the moment of most intense vibration during the entire drilling cycle, representing the most unstable state during that drilling cycle, a dynamic stability index is obtained through normalization. The closer the dynamic stability index is to 1, the smaller the drill pipe vibration amplitude and the more stable the drilling process, for example, when drilling at a constant speed into a homogeneous stratum. The closer the dynamic stability index is to 0, the more intense the drill pipe vibration and the more unstable the drilling, for example, when the drill bit encounters a sudden change in rock formation or gets stuck.

[0040] In this way, the dynamic stability index can be comprehensively evaluated for three-dimensional vibration through multi-axis vibration fusion and normalization, which more comprehensively reflects the dynamic behavior of the drill pipe and realizes the quantitative and standardized evaluation of drill pipe stability. By calculating the SI value, potential faults or unstable factors can be detected and warned in time, so as to take preventive measures to mitigate the impact of faults and improve the safety and efficiency of drilling projects.

[0041] 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.

[0042] According to one embodiment of the present invention, the dynamic stability index of the current drilling cycle is compared and analyzed with a preset threshold. By comparison, the current drilling stability is analyzed to determine whether the drilling speed needs to be adjusted in the next drilling cycle so that the drilling process tends to be stable.

[0043] According to an embodiment of the present invention, step S24 includes: step S241, if the dynamic stability index is less than or equal to a preset dynamic stability index, then it is determined 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, then it is determined that the drilling speed does not need to be adjusted in the next drilling cycle.

[0044] 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 has not met the expected standard, and there are problems such as excessive drill pipe vibration and unstable drilling process, which will affect drilling efficiency, drill bit life, and even drilling safety. Therefore, it is necessary to determine whether to adjust the drilling speed 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 a good state, the drilling process is relatively smooth, the drill pipe vibration is within an acceptable range, and the drilling operation can be carried out 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 can be maintained to improve the continuity and stability of the drilling operation.

[0045] According to one embodiment of the present invention, in step S25, if the drilling speed needs to be adjusted in the next drilling cycle, an optimized drilling speed is determined based on the geological parameters.

[0046] According to an 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 of the current drilling cycle to obtain the average soil 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 density, the average shear strength and the average drill bit torque.

[0047] According to one embodiment of the present invention, drilling speed data within the current drilling cycle is extracted through the drilling rig's control system or related monitoring equipment. For soil density, the soil density values ​​at all times are summed and divided by the number of times to obtain the average soil density. Similarly, the average shear strength and average drill bit torque can be derived. Generally, the higher the average soil density, the lower the drilling speed. Soil density reflects the compactness of particles in the soil layer; the higher the density, the tighter the bond between particles, and the harder the soil layer. The drill bit needs to overcome greater resistance to break the soil layer during drilling, leading to reduced drilling efficiency and a slower drilling speed. For example, when drilling high-density rock layers such as granite, the drill bit needs to consume more energy to break the rock due to its hardness, resulting in a slower drilling speed. Similarly, the higher the average shear strength, the lower the drilling speed. Shear strength represents the soil layer's ability to resist shear failure. The higher the shear strength, the more difficult the soil layer is to be broken by the drill bit. The drill bit needs to apply greater pressure and torque during drilling to overcome the soil layer's shear strength, leading to a decrease in 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 leads to increased drill bit wear and a significant decrease in drilling speed. A higher average drill bit torque results in greater resistance during drilling and a lower drilling speed. Drill bit torque is the rotational torque applied to the drill bit by the drilling rig to overcome soil resistance. Increased torque indicates that the drill bit needs to overcome greater resistance during drilling. When the drill bit torque exceeds the rated torque of the drilling rig or the drill bit's bearing capacity, the drilling rig must reduce its drilling speed or stop drilling to protect the equipment. For example, when drilling into complex formations, the variable soil properties can cause frequent fluctuations in drill bit torque, leading to a decrease in drilling speed. By analyzing the effects of soil density, shear strength, and drill bit torque on drilling speed, the optimal drilling speed can be determined.

[0048] According to one embodiment of the present invention, determining an optimal drilling speed based on the drilling speed of the current drilling cycle, the average soil density, the average shear strength, and the average drill bit torque includes: determining the optimal drilling speed according to formula (2). ,

[0049] (2),

[0050] in, The average soil density, The average shear strength, The average drill bit torque, To preset soil density, To preset shear strength, To preset the drill bit torque, This represents the drilling speed during the current drilling cycle.

[0051] According to an embodiment of the present invention, in formula (2), The result is the ratio between the average soil density and the preset soil density, plus 1. The closer the result is to 1, the smaller the impact of soil density variation on drilling speed. The preset soil density is the density of the hardest rock layer in the work area (e.g., granite 2.65 g / cm³). The result is the ratio between the average shear strength and the preset shear strength, plus 1. The closer the result is to 1, the smaller the impact of the change in shear strength on the drilling speed. The preset shear strength is set according to the ultimate shear strength in the geological survey report (e.g., 200 kPa). The result is the ratio between the average drill bit torque and the preset drill bit torque, plus 1. The closer this result is to 1, the smaller the impact of the drill bit torque variation on the drilling speed. The preset drill bit torque is the rated torque of the drilling rig. This indicates a negative correlation between average soil density, average shear strength, average drill bit torque, and drilling speed. For example, a higher average soil density means a harder soil layer, resulting in a lower drilling speed; a higher average shear strength means the soil layer is more difficult to break up by the drill bit, leading to a decrease in drilling speed; and a higher average drill bit torque means greater resistance encountered during drilling, resulting in a lower drilling speed. Therefore, terms related to ventilation time are placed in the denominator, i.e. , and The larger the value, the lower the optimal drilling speed. (Utilizing...) The drilling speed of the current drilling cycle is weighted to obtain the optimized drilling speed.

[0052] In this way, the effects of average soil density, average shear strength, and average drill bit torque on drilling speed can be comprehensively considered. Based on these effects and the drilling speed of the current drilling cycle, the optimal drilling speed can be determined, enabling the optimized drilling speed to adapt to different geological parameters. This reduces drill bit damage caused by torque overload in hard rock or high-density formations, and improves the comprehensiveness, accuracy, and reliability of the optimized drilling speed.

[0053] According to one embodiment of the present invention, in step S26, an inclination sensor is installed near the drill bit or at a critical stress point of the drill rod to calibrate the initial state so that it can accurately measure the pile hole deviation angle.

[0054] According to one embodiment of the present invention, in step S27, a correction torque is determined based on the pile hole deflection angle.

[0055] According to an embodiment of the present invention, step S27 includes: step S271, determining the formation type corresponding to the drill bit at the end of the current drilling cycle through geological exploration; step S272, determining the stiffness coefficient and damping coefficient according to the formation type; step S273, obtaining the pile hole deflection angle function in the current drilling cycle by fitting the pile hole deflection angle and the time 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 times in the current drilling cycle according to the pile hole deflection angle derivative function; and 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.

[0056] According to one embodiment of the present invention, in the drilling operation area, multiple geological exploration methods are comprehensively used, such as geophysical exploration (including seismic exploration, electrical exploration, magnetic exploration, etc.), drilling sampling, geological mapping, etc., to obtain geological data of the area. During the drilling process, the drilling depth and position information of the drill bit are recorded in real time. When the current drilling cycle ends, based on the acquired geological data, the location of the drill bit is compared with the stratigraphic distribution map to accurately determine the stratigraphic type corresponding to the drill bit at this time, such as hard rock layer, soft soil layer, etc. Based on the geological formation type, determine the stiffness coefficient and damping coefficient. The larger the stiffness coefficient, the more aggressive the correction of deviation. If the stiffness coefficient is too small, the correction will be insufficient, and the pile hole will still deviate slowly. The larger the damping coefficient, the stronger the suppression of dynamic changes (e.g., preventing drill rod sway). If the damping coefficient is too small, the correction may be delayed. For example, in hard rock formations, the stiffness coefficient is 40 (N·m / °), which represents the torque generated per degree of deviation, and the damping coefficient is 0.1 (min), which can strongly and quickly correct deviation. In soft soil formations, the stiffness coefficient is 15 and the damping coefficient is 0.3, which can gently correct the collapse of the hole. By fitting the pile hole deflection angle and multiple moments in the drilling cycle, a pile hole deflection angle function is obtained to describe the change of the pile hole deflection angle over time during the drilling cycle. The derivative of the pile hole deflection angle function is obtained by differentiating the pile hole deflection angle function. Substituting the multiple moments in the drilling cycle into the derivative 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 pile hole deflection angle as key parameters, the correction torque at multiple moments in the current drilling cycle can be obtained. The correction torque is used to adjust the drilling parameters during the drilling process to correct the pile hole deflection.

[0057] According to one embodiment of the present invention, determining the correction moment based on 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).

[0058] (3),

[0059] Where C is the stiffness coefficient. The damping coefficient is... This represents the pile hole deviation angle at the end of the current drilling cycle. This represents the rate of change of the pile hole deviation angle at the end of the current drilling cycle.

[0060] According to one embodiment of the present invention, in formula (3), The unit is degrees (°). The unit is ° / min. The stiffness coefficient is the product of the pile hole deviation angle at the end of the current drilling cycle. It directly responds to the existing deviation angle and provides a basic correction force. The larger the stiffness coefficient, the stronger the correction torque for the same pile hole deviation angle. That is, the larger the pile hole deviation angle, the larger the correction torque, which pushes the drill rod back to the correct position. This indicates that future deviations are predicted based on the rate of change of skew, and a damping torque is applied in advance to avoid hysteresis control. A larger damping coefficient results in a smoother response to changes in skew. If the drill pipe deviates rapidly (e.g., suddenly sideslipping when encountering hard rock), this term will apply a damping torque in advance to suppress oscillations. For example, in hard rock, C=40. , , Therefore, H = 12.4. and The sum of these values ​​yields the corrective torque. The larger the corrective torque, the greater the deviation angle of the pile hole, requiring a stronger corrective torque to be applied.

[0061] In this way, the correction torque can be determined by the stiffness coefficient, damping coefficient, rate of change of pile hole deviation angle, and pile hole deviation angle. The stiffness coefficient responds to the existing deviation angle and provides the foundation correction force. Furthermore, the rate of change of deviation can predict future deviations and apply the suppressing torque in advance. This helps to adjust the pile hole deviation angle in a timely manner, improve the verticality and trajectory accuracy of the pile hole, and enhance drilling quality and efficiency.

[0062] According to one embodiment of the present invention, in step S28, the hydraulic compensation force of the drill pipe guiding mechanism is determined based on the corrected torque.

[0063] According to an 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.

[0064] According to one embodiment of the present invention, the lever arm distance is the distance from the guide mechanism (e.g., the correction plate) to the drill bit. The hydraulic cylinder pushes the guide mechanism to generate a counterforce to counteract the skew torque.

[0065] According to one embodiment of the present invention, determining the hydraulic compensation force of the drill pipe guiding mechanism based on the lever arm distance and the corrected torque includes: determining the hydraulic compensation force N of the drill pipe guiding mechanism according to formula (4).

[0066] (4),

[0067] Where H is the corrected torque and L is the lever arm distance.

[0068] According to one embodiment of the present invention, in formula (4), The ratio of the corrected torque to the lever arm distance is used to represent the hydraulic compensation force of the drill pipe guiding mechanism. The greater the hydraulic compensation force, the greater the deviation angle of the pile hole.

[0069] In this way, the working state of the hydraulic compensation device can be adjusted by hydraulic compensation force to maintain the verticality of the pile hole and respond to changes in pile hole deviation in real time, which helps to improve the accuracy and efficiency of drilling operations and reduce manual intervention.

[0070] According to one embodiment of the present invention, in step S29, at the start of the next drilling cycle, the control parameters are adjusted according to the optimized drilling speed and hydraulic compensation force.

[0071] According to an embodiment of the present invention, in step S3, during the pile hole drilling process, stress data of the pile hole sidewall is collected in real time by a distributed optical fiber sensor pre-arranged on the pile hole sidewall. The distributed optical fiber sensor can be fixed on the pile hole sidewall by means of pasting, embedding or binding.

[0072] According to one embodiment of the present invention, in step S4, it is determined whether to trigger grouting reinforcement based on the stress data of the pile hole sidewall.

[0073] Figure 4 An exemplary flowchart illustrating the determination of whether grouting reinforcement is triggered according to an embodiment of the present invention is shown.

[0074] According to an embodiment of the present invention, step S4 includes: step S41, when there is a stress data of the pile hole sidewall greater than or equal to a preset stress data, determining to trigger grouting reinforcement; step S42, when there is a stress data of the pile hole sidewall less than the preset stress data, determining not to trigger grouting reinforcement.

[0075] According to one embodiment of the present invention, when the stress data of the pile hole sidewall is greater than or equal to a preset stress data (e.g., 0.8 MPa), grouting reinforcement is triggered, indicating that the pile hole sidewall is subjected to stress exceeding its normal bearing capacity, posing a safety risk such as deformation or hole collapse, and thus requiring grouting reinforcement. When the stress data of the pile hole sidewall is less than the preset stress data, grouting reinforcement is not triggered, and drilling can continue.

[0076] According to one embodiment of the present invention, in step S5, during the pile hole drilling process, measuring equipment such as a level and total station are used to monitor the depth of the pile hole in real time. When the monitoring data shows that the pile hole depth has reached the design elevation, the surveyors need to perform a precise verification again. After confirming that the pile hole has reached the design elevation, the pile hole is cleaned using hole cleaning equipment (e.g., mud pump, 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 precast pile body is selected according to the pile foundation design drawings and relevant specifications. The precast pile body is placed in the pile hole using hoisting equipment (e.g., truck crane, crawler crane, etc.) and auxiliary tools (e.g., wire rope, shackles, guide frames, etc.).

[0077] According to one embodiment of the present invention, in step S6, the gap between the precast pile body and the pile hole is filled and compacted using a filling material (e.g., fine stone concrete).

[0078] According to an embodiment of the present invention, the foundation pile hole construction method employs a three-dimensional laser scanner 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 stages. Drilling equipment provides drilling control, 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, helping to promptly detect anomalies such as stress concentration and deformation on the pile hole sidewalls. 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 processing are used to comprehensively evaluate three-dimensional vibration, more fully reflecting the dynamic behavior of the drill rod, achieving a quantitative and standardized assessment of drill rod stability. By calculating the SI value, potential faults or unstable factors can be detected and warned in a timely manner, thereby taking preventive measures to mitigate the impact of faults and improving the safety and efficiency of the drilling project. When determining the optimal drilling speed, the influence of average soil density, average shear strength, and average drill bit torque on the drilling speed can be comprehensively considered. Based on this influence and the drilling speed of the current drilling cycle, the optimal drilling speed can be determined, allowing it to adapt to different geological parameters and reducing drill bit damage caused by torque overload in hard rock or high-density strata. This improves the comprehensiveness, accuracy, and reliability of the optimized drilling speed. When determining the correction torque, the stiffness coefficient, damping coefficient, pile hole deviation angle change rate, and pile hole deviation angle can be used to determine the correction torque. The stiffness coefficient responds to the existing deviation angle, providing basic correction force, and the deviation change rate predicts future deviations, allowing for the application of suppressing torque in advance. This helps to adjust the pile hole deviation angle in a timely manner, improving the verticality and trajectory accuracy of the pile hole, and enhancing drilling quality and efficiency. When determining the hydraulic compensation force of the drill rod guiding mechanism, the working state of the hydraulic compensation device can be adjusted through the hydraulic compensation force to maintain the verticality of the pile hole and respond to changes in pile hole deviation in real time. This helps to improve the accuracy and efficiency of drilling operations and reduce manual intervention.

[0079] Figure 5An exemplary block diagram of a foundation pile hole construction system according to an embodiment of the present invention is shown. The system includes: a pile hole positioning area module, used to perform geological topological scanning of the foundation using a three-dimensional laser scanner to obtain the pile hole positioning area; and a drilling control module, used to perform drilling control in the pile hole positioning area using drilling equipment. The drilling control steps are as follows: acquiring vibration acceleration components in three axes at multiple moments during the current drilling cycle using a triaxial accelerometer mounted on the drill rod; acquiring geological parameters at multiple moments during the current drilling cycle using multiple sensors mounted on the drilling rig, wherein the geological parameters include soil density, shear strength, and drill bit torque; determining a dynamic stability index based on the vibration acceleration components; and determining whether the drilling speed needs to be adjusted in the next drilling cycle based on the dynamic stability index. If the drilling speed needs to be adjusted in the next drilling cycle, an optimized drilling speed is determined based on the geological parameters. The pile hole deviation angle is acquired at multiple moments in the current drilling cycle using an inclination sensor. A correction torque is determined based on the pile hole deviation angle. The hydraulic compensation force of the drill rod guide mechanism is determined based on the correction torque. The control parameters for the next drilling cycle are adjusted based on the optimized drilling speed and the hydraulic compensation force. A pile hole sidewall stress data module is used to acquire pile hole sidewall stress data during drilling using distributed fiber optic sensors. A triggering module is used to determine whether to trigger grouting reinforcement based on the pile hole sidewall stress data. A placement module is used to place the precast pile in the pile hole after reaching the design elevation. A filling module is used to fill and compact the gap between the precast pile and the pile hole.

[0080] According to one embodiment of the present invention, a geological topological scan of the foundation is performed using a three-dimensional laser scanner to obtain the pile hole positioning area, including: identifying underground obstacles based on the geological topological scan and determining the underground obstacle identification result; and determining the pile hole positioning area based on the underground obstacle identification result.

[0081] According to one embodiment of the present invention, determining the underground obstacle identification result based on the identification of underground obstacles by the geological topology scan includes: 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.

[0082] According to one embodiment of the present invention, determining whether to trigger grouting reinforcement based on the stress data of the pile hole sidewall includes: determining to trigger grouting reinforcement when there is pile hole sidewall stress data greater than or equal to preset stress data; and determining not to trigger grouting reinforcement when there is pile hole sidewall stress data less than preset stress data.

[0083] This invention can be a method, apparatus, system, and / or computer program product. The computer program product may include a computer-readable storage medium having computer-readable program instructions loaded thereon for performing various aspects of the invention.

[0084] Those skilled in the art should understand that the embodiments of the present invention described above and shown in the accompanying drawings are merely examples and do not limit the present invention. The objectives of the present invention have been fully and effectively achieved. The functions and structural principles of the present invention have been shown and explained in the embodiments, and any modifications or variations of the embodiments of the present invention may be made without departing from the stated principles.

Claims

1. A method for constructing foundation pile holes, characterized in that, include: A 3D laser scanner is used to perform geological topological scanning of the foundation to obtain the pile hole positioning area. Drilling equipment is then used to control drilling within this area. The drilling control steps are as follows: A triaxial accelerometer mounted on the drill rod acquires the vibration acceleration components along three axes at multiple moments during the current drilling cycle. Multiple sensors on the drilling rig acquire geological parameters at multiple moments during the current drilling cycle, including soil density, shear strength, and drill bit torque. Based on the vibration acceleration components, a dynamic stability index is determined. Based on the dynamic stability index, it is determined whether the drilling speed needs to be adjusted for the next drilling cycle. If the next drilling cycle... If the drilling speed needs to be adjusted, an optimized drilling speed is determined based on the geological parameters. The pile hole deviation angle is acquired at multiple moments during the current drilling cycle using an inclination sensor. A correction torque is determined based on the pile hole deviation angle. The hydraulic compensation force of the drill rod guide mechanism is determined based on the correction torque. The control parameters for the next drilling cycle are adjusted based on the optimized drilling speed and the hydraulic compensation force. During drilling, pile hole sidewall stress data is acquired using distributed fiber optic sensors. Based on the pile hole sidewall stress data, it is determined whether grouting reinforcement should be triggered. Once the design elevation is reached, a precast pile is placed in the pile hole. The gap between the precast pile and the pile hole is filled and compacted.

2. The method for constructing foundation pile holes according to claim 1, characterized in that, A three-dimensional laser scanner is used to perform a geological topological scan of the foundation to obtain the pile hole positioning area, including: identifying underground obstacles based on the geological topological scan and determining the underground obstacle identification results; and determining the pile hole positioning area based on the underground obstacle identification results.

3. The method for constructing foundation pile holes according to claim 2, characterized in that, Based on the identification of underground obstacles by the geological topology scan, the 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.

4. The method for constructing foundation pile holes according to claim 1, characterized in that, Based on the stress data of the pile hole sidewall, determine whether to trigger grouting reinforcement, including: when the stress data of the pile hole sidewall is greater than or equal to the preset stress data, determine to trigger grouting reinforcement; when the stress data of the pile hole sidewall is less than the preset stress data, determine not to trigger grouting reinforcement.

5. A foundation pile hole construction system for performing the method as described in any one of claims 1-4, characterized in that, include: The pile hole positioning area module is used to perform geological topological scanning of the foundation using a 3D laser scanner to obtain the pile hole positioning area. The drilling control module is used to control the drilling of the pile hole within the positioning area using drilling equipment. The drilling control steps are as follows: A triaxial accelerometer mounted on the drill rod acquires the vibration acceleration components of the three axes at multiple moments during the current drilling cycle; multiple sensors mounted on the drilling rig acquire geological parameters at multiple moments during the current drilling cycle, including soil density, shear strength, and drill bit torque; a dynamic stability index is determined based on the vibration acceleration components; and based on the dynamic stability index, it is determined whether the drilling speed needs to be adjusted in the next drilling cycle. If the drilling speed needs to be adjusted in the next drilling cycle... Based on the geological parameters, an optimized drilling speed is determined. The pile hole deviation angle at multiple moments in the current drilling cycle is obtained using an inclination sensor. A correction torque is determined based on the pile hole deviation angle. The hydraulic compensation force of the drill rod guide mechanism is determined based on the correction torque. The control parameters for the next drilling cycle are adjusted based on the optimized drilling speed and the hydraulic compensation force. A pile hole sidewall stress data module is used to acquire pile hole sidewall stress data during drilling using distributed fiber optic sensors. A triggering module is used to determine whether to trigger grouting reinforcement based on the pile hole sidewall stress data. A placement module is used to place the precast pile in the pile hole after reaching the design elevation. A filling module is used to fill and compact the gap between the precast pile 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 a geological topological scan of the foundation to obtain the pile hole positioning area, including: identifying underground obstacles based on the geological topological scan and determining the underground obstacle identification results; and determining the pile hole positioning area based on the underground obstacle identification results.

7. The foundation pile hole construction system according to claim 6, characterized in that, Based on the identification of underground obstacles by the geological topology scan, the 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.

8. The foundation pile hole construction system according to claim 5, characterized in that, Based on the stress data of the pile hole sidewall, determine whether to trigger grouting reinforcement, including: when the stress data of the pile hole sidewall is greater than or equal to the preset stress data, determine to trigger grouting reinforcement; when the stress data of the pile hole sidewall is less than the preset stress data, determine not to trigger grouting reinforcement.

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