Bolt joint space steel grid wind power tower construction method and wind power tower

Abstract

The embodiment of the invention provides a bolt joint space steel grid wind power tower construction method and a wind power tower. The method is applied to the technical field of wind power generation and comprises the steps that a rod piece stress grading system is built through a parameterized BIM model, and a grouting target point list is generated; the surface of the tower is subjected to three-dimensional scanning, the grouting position is determined, drilling is conducted, and a drilling steel pipe is formed; constructing a lifting mechanical model, calculating an optimal lifting position, and carrying out lifting installation; the water adding amount is dynamically adjusted, a control model is established, and the grouting material with the precise proportion is obtained; grouting control is conducted, the grouting end point is judged through double indexes of the pressure intensity integral model and the time change rate, and precise grouting is conducted on the steel pipe; and after grouting is completed, the wave velocity change is monitored in real time by adopting an ultrasonic penetration method. In this way, the node connection mode of the space steel grid wind power tower is optimally designed, so that rapid assembly of node connection and improvement of the overall performance of the structure are achieved.

Description

Technical Field

[0001] This disclosure relates to the field of wind power generation technology, and in particular to a construction method for a bolted joint spatial steel grid wind turbine tower and a wind turbine tower. Background Technology

[0002] Towers such as communication towers, water towers, and power transmission towers bear loads and effects with spatial characteristics. Spatial steel grid structures are lightweight and have high rigidity, making them suitable for use as towers.

[0003] The main structural members of spatial steel grid towers are angle steel and steel pipes. Severe freezing conditions have caused some towers using angle steel to collapse. Compared with angle steel, steel pipes have isotropic cross-sections, smooth surfaces, low wind resistance, short water retention time, and strong corrosion resistance, making them particularly suitable for use as towers in mountainous areas. In the design and fabrication of spatial steel grid towers, an increasing number of technicians are choosing steel pipes as the structural members.

[0004] Due to the large number of members intersecting with the spatial steel grid tower nodes, flange connections are typically used for the upper and lower steel pipe tower columns to facilitate connections. A short diagonal brace or steel plate is welded to the steel pipe tower column near the flange, and this short diagonal brace or steel plate is then bolted to the diagonal brace. The design, fabrication, and installation of this existing method are extremely cumbersome. For the sake of simplicity, some spatial steel grid towers even still use angle steel for the diagonal braces, deviating from the original intention of selecting steel pipes for the members.

[0005] Therefore, there is an urgent need for a space steel grid wind turbine tower and its construction method that can effectively simplify the connection structure and improve the overall performance. Summary of the Invention

[0006] This disclosure provides a construction method for a bolted joint spatial steel mesh wind turbine tower and a wind turbine tower. By optimizing the design of the joint connection method of the spatial steel mesh wind turbine tower, the method achieves rapid assembly of joint connections and improves the overall structural performance, thus solving the problems of complex joint connections and difficult processing in existing technical solutions.

[0007] According to a first aspect of this disclosure, a method for constructing a bolt-joint spatial steel mesh wind turbine tower is provided, comprising the following steps: By integrating wind load, seismic and structural response analysis through parametric BIM model, a member stress grading system is constructed to dynamically generate a list of grouting target points; Based on the grouting target list, the tower surface is scanned in three dimensions using a high-precision laser positioning device to determine the grouting location and drill holes to form a high-precision drilled steel pipe. A lifting mechanics model was constructed to calculate the optimal lifting position of the steel pipe member. Based on the force analysis of the member and the construction load distribution, the force distribution ratio of each support point was determined when lifting at multiple points, and the steel pipe member was lifted and installed. By combining environmental humidity parameters, a flow rate feedback mechanism is used to dynamically adjust the amount of water added, and a real-time monitoring and feedback control model for the rheological properties of grouting material is established to dynamically adjust the water-cement ratio and obtain a precisely proportioned grouting material. Grouting control is achieved by using a constant pressure pumping method combined with real-time pressure monitoring. The grouting endpoint is determined by two indicators: pressure integral model and time change rate, enabling precise grouting of the steel pipe. After grouting is completed, the ultrasonic penetration method is used to monitor the wave velocity change in real time, and the strength development of the grout body is predicted by the inversion model to monitor the solidification process of the grout body in real time.

[0008] In addition to the aspects and any possible implementations described above, a further implementation is provided, wherein the process of integrating wind load, seismic and structural response analysis through a parametric BIM model to construct a member stress grading system and dynamically generate a list of grouting target points is as follows: Wind field data is loaded from the BIM model, and seismic parameters are obtained. Finite element analysis was performed based on the wind field data and seismic parameters to obtain the design pressure value, maximum bending moment and change in length of each member; Based on the aforementioned pressure design value, maximum bending moment, and change in member length, a mechanical model analysis formula is constructed, mechanical indices are classified, and the comprehensive stress index of the member is calculated. Based on the comprehensive stress index of the members, a list of grouting targets is obtained through a grouting decision function and prioritized. The list of grouting targets includes the target location, member number, stress level, and reinforcement recommendations.

[0009] In addition to the aspects and any possible implementations described above, a further implementation is provided, wherein the mechanical model analysis formula is specifically as follows: in, The comprehensive stress index of member i, The design value of the pressure for member i. A is the stability coefficient. i The cross-sectional area of ​​the steel pipe is: A i =π(D×dd 2 (), where D is the outer diameter and d is the wall thickness. For the yield strength of steel, For the maximum bending moment, For section modulus, For strain ratio, , , These are the weighting coefficients.

[0010] In addition to the aspects and any possible implementations described above, a further implementation is provided, wherein the process of determining the grouting location and drilling holes to form a high-precision drilled steel pipe by performing a three-dimensional scan of the tower surface using a high-precision laser positioning device based on a grouting target point list is as follows: Based on the coordinate data in the grouting target list, a high-precision laser positioning device is used to perform a three-dimensional scan of the tower surface to locate the steel pipe holes and obtain the drilling positions. Based on the thermal expansion coefficient of the steel pipe material and the change in ambient temperature, the corresponding temperature compensation value is calculated, and the drilling depth is corrected in real time to obtain the corrected drilling position. Based on the aforementioned corrected drilling position control, a high-precision drilling equipment is used for drilling operations. An orthogonal control method is employed to construct a drilling orthogonality control formula to obtain the maximum allowable angle deviation. The attitude of the drill bit is then adjusted in real time to obtain a high-precision drilled steel pipe.

[0011] In addition to the aspects and any possible implementations described above, a further implementation is provided, wherein the process of constructing a lifting mechanical model, calculating the optimal lifting position of the steel pipe member, determining the force distribution ratio of each support point during multi-point lifting based on the member's stress analysis and construction load distribution, and lifting and installing the steel pipe member is as follows: To obtain the length of a high-precision drilled steel pipe member, considering the minor mass effect caused by drilling, the actual center of gravity position of the steel pipe member is obtained, and the distance from the center of gravity to the end of the member is obtained through the center of gravity position calculation model. Based on the distance from the center of gravity of the rod to the end, the optimal lifting point calculation model is constructed by minimizing the lifting torque, and the optimal lifting point position is obtained. Based on the principle of torque balance, the theoretical force applied by each worker is calculated by using the optimal lifting point position and end distance to complete the lifting and installation of the steel pipe member.

[0012] In addition to the aspects and any possible implementations described above, a further implementation is provided, wherein the process of dynamically adjusting the water addition amount by combining environmental humidity parameters and employing a flow velocity feedback mechanism, and establishing a real-time monitoring and feedback control model for the rheological properties of the grouting material to dynamically adjust the water-cement ratio and obtain a precisely proportioned grouting material is as follows: By employing digital models and control methods, a benchmark water-cement ratio calculation model is constructed, and the initial water-cement ratio of the grout is determined based on material properties. Considering the influence of ambient temperature on the flowability of grout, the water-cement ratio is dynamically corrected by using an environmental correction coefficient and a flow velocity correction coefficient to obtain the corrected actual water-cement ratio. The actual water consumption is calculated based on the actual water-cement ratio, resulting in a precisely proportioned grouting material.

[0013] As described above and in any possible implementation, a further implementation is provided, wherein the process of precisely grouting the steel pipe by employing a constant pressure pumping method combined with real-time pressure monitoring for grouting control, and determining the grouting endpoint through a dual index of pressure integral model and time change rate, is as follows: Real-time pressure data is collected, and a fullness evaluation model is established based on pressure integral to calculate the fullness at any time. A pressure change rate monitoring model was constructed, and the pressure change rate was calculated based on real-time pressure data. A dual-index judgment model based on pressure integral and time change rate is constructed. A fullness threshold and a pressure change rate threshold are set. When the fullness reaches the set threshold and the pressure change rate is lower than the set threshold, the grouting is judged to have reached the end point.

[0014] In addition to the aspects and any possible implementations described above, a further implementation is provided, wherein the inversion model is specifically as follows: in, Let t be the compressive strength of the grout. Let t be the ultrasonic wave velocity at time t, a be the material coefficient, b be the velocity index, c be the time coefficient, and t be time.

[0015] According to a second aspect of this disclosure, a bolted node spatial steel grid wind turbine tower is provided, comprising: a tower body, the tower body including a support, a hardened grouting composite steel pipe tower column, a bolted ball node, a steel pipe tower column, and steel pipe members; The hardened grouting composite steel pipe tower column includes steel pipes, small holes, cones, sleeves, and bolts.

[0016] In addition to the aspects and any possible implementations described above, a further implementation is provided in which the bolt ball joint includes a sphere and a bolt that mates with the sphere, the sphere is provided with a plurality of connecting holes, the connecting holes are connected to the ends of steel pipe members, and adjacent steel pipe members are connected by bolts to form a spatial grid structure; The tower body includes a foundation section, a middle section and a top section. The foundation section is fixedly connected to the wind turbine foundation, and the top section is equipped with a wind turbine installation platform.

[0017] Compared with the prior art, the present invention has the following technical effects: (1) This invention achieves a significant improvement in structural bearing capacity and stiffness through BIM-based stress grading and selective grouting technology, which comprehensively enhances the overall stability, seismic resistance and overturning resistance of the tower. The rapid installation process of bolt ball joints and the targeted grouting operation process have greatly improved construction efficiency, significantly shortened installation time and maintenance cycle, and accelerated the overall progress of the project.

[0018] (2) This invention achieves a comprehensive improvement in engineering quality through laser precision positioning, dynamic ratio control and dual-criteria fullness monitoring, ensuring that the component processing accuracy, material uniformity and grout density meet high standards. At the same time, combined with mechanical optimization lifting scheme and mechanized operation process, it achieves a fundamental improvement in working conditions, effectively reduces the labor intensity and safety risks of workers, and improves the comfort and safety of operation.

[0019] (3) This invention is simple to construct, has low technical difficulty, and high construction efficiency. The steel structure is installed by bolting; the bolt is tightened when the pin falls into the bolt slot, making installation quick. The hardened grouting body combined steel pipe tower column uses grout of the same strength grade, and the ratio between cementitious materials, admixtures and water is fixed, making it less prone to errors. The grout is pumped using small equipment, and the fullness of the grout is measured and controlled by a pressure gauge. The process is convenient to operate, and workers can easily master it after training.

[0020] (4) The construction quality of this invention is guaranteed. Steel pipes, sealing plates, cones, sleeves, bolts, bolt balls, and other parts are manufactured in the factory, and small holes are pre-drilled. The steel structure is completed using bolt tightening, resulting in high installation accuracy. The dosage of cementitious materials, admixtures, and water is determined according to the fixed proportion of the grouting material. The weight of the bagged commercial cementitious materials and admixtures is fixed. The water consumption for each bag of cementitious materials and admixtures is pre-determined through testing. Water is measured using a fixed-volume measuring tool, and the grouting material that meets the requirements is mixed in the field. The fullness of the grouting material is controlled using a pressure gauge on a small grouting machine, avoiding human error.

[0021] (5) This invention improves the load-bearing performance of the tower. After the grout has cured, the middle and lower steel pipe tower columns become hardened grout-composite steel pipe tower columns. The tensile and compressive bearing capacity and stiffness of the hardened grout-composite steel pipe tower columns are higher than those of steel pipes, with the compressive bearing capacity and stiffness being significantly improved. The middle and lower steel pipe tower columns are the main load-bearing members of the tower. Replacing the main load-bearing members with hardened grout-composite steel pipes improves the load-bearing capacity of the middle and lower steel pipe tower columns, enhances the load-bearing capacity of the tower, and reduces the deformation of the tower. In addition, the grout lowers the center of gravity of the tower, enhances the tower's anti-overturning ability, and improves the tower's seismic performance.

[0022] (6) This invention improves the corrosion resistance, durability, and fire resistance of the tower. The hardened grout has good sealing properties, sealing the gaps between the bolts and the sealing plate or cone head, preventing environmental moisture from invading the inside of the steel pipe. There is no water vapor accumulation or wet-dry cycle inside the steel pipe, avoiding corrosion of the inner wall of the steel pipe and extending the service life of the steel pipe. The hardened grout combined steel pipe tower column is a steel pipe concrete column with good fire resistance.

[0023] It should be understood that the description in the Summary of the Invention is not intended to limit the key or essential features of the embodiments of this disclosure, nor is it intended to restrict the scope of this disclosure. Other features of this disclosure will become readily apparent from the following description. Attached Figure Description

[0024] The above and other features, advantages, and aspects of the embodiments of this disclosure will become more apparent from the accompanying drawings and the following detailed description. The drawings are provided for a better understanding of the invention and are not intended to limit the scope of this disclosure. In the drawings, the same or similar reference numerals denote the same or similar elements, wherein: Figure 1 A schematic diagram of a construction method for a bolt-joint spatial steel mesh wind turbine tower according to an embodiment of the present disclosure is shown. Figure 2 A three-dimensional schematic diagram of a square planar wind turbine tower with bolted joint spatial steel mesh, according to an embodiment of the present disclosure, is shown. Figure 3 A schematic front elevation of a square planar wind turbine tower with bolted joint spatial steel mesh, according to an embodiment of the present disclosure, is shown. Figure 4 A three-dimensional schematic diagram of a bolt-node spatial steel mesh wind turbine tower with an equilateral triangular planar structure according to an embodiment of the present disclosure is shown. Figure 5 This diagram shows a front elevation of an equilateral triangular planar wind turbine tower with bolted joint spatial steel mesh, according to an embodiment of the present disclosure. Figure 6 A schematic diagram of a bolt-node spatial steel mesh wind turbine tower hardened grouting body combined steel pipe tower column assembly according to an embodiment of the present disclosure is shown; Meaning of the reference numerals in the attached diagram: 1. Support; 2. Hardened grouting composite steel pipe tower column; 21. Steel pipe; 22. Small hole; 23. Cone head; 24. Sleeve; 25. Bolt; 3. Bolt ball; 4. Steel pipe tower column; 5. Steel pipe member. Detailed Implementation

[0025] To make the objectives, technical solutions, and advantages of the embodiments of this disclosure clearer, the technical solutions of the embodiments of this disclosure will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this disclosure, and not all embodiments. Based on the embodiments of this disclosure, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this disclosure.

[0026] To make the above-mentioned objects, features and advantages of the present invention more apparent and understandable, the present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments.

[0027] In steel frame structures, the greatest challenge in installing bolted ball joint space steel mesh wind turbine towers and their construction methods lies in aerial work, as lifting and positioning the steel pipes is laborious. Reducing the weight of the steel pipes can alleviate the labor intensity of workers, which is conducive to the widespread application of bolted ball joint steel mesh towers.

[0028] When the dead load is fixed, the tower height, wind load, and seismic action have the most significant impact on the selection of steel pipe specifications for bolted ball joint steel grid towers. Taking wind load as an example, when wind blows from one side, the windward side of the tower is under tension, and the leeward side is under compression. For a tower with a square base, the steel pipe tower column located at the lateral junction is the main load-bearing member, with a large internal force. The steel pipe tower column on one side is under tension, with a tensile force N. t On the other side, the steel pipe tower column is under pressure, with a pressure N. p The internal forces in the steel pipe tower columns increase as you go down; the higher the tower, the greater the internal forces in the bottom steel pipe tower columns. Under tension, the stress σ = N. t / A; There is a stability problem under compression, with a stable stress σ=N p / ( A), where the stability coefficient ≤1.0. Wind is random, with winds coming from all directions. The same steel pipe tower column is subjected to both tension and compression, with a pressure N. p With tensile force N t They are almost equal in size. The specifications of the steel pipe tower columns are determined by the pressure N. p The specifications of the steel pipe tower columns increase as you go down the tower, and the higher the tower, the larger the specifications of the bottom steel pipe tower columns. This pattern continues under seismic loads.

[0029] This patent involves filling the steel pipe columns in the middle and lower parts of the tower with grout to form a hardened grout composite steel pipe tower column, thereby enhancing the load-bearing capacity of the steel pipe tower columns in the middle and lower parts of the tower and achieving the goal of replacing large-specification steel pipes with small-specification steel pipes, reducing the weight of steel pipes, and reducing the labor intensity of workers.

[0030] The stress characteristics of hardened grout-filled composite steel tube tower columns are similar to those of steel-concrete composite columns. The design value of the axial compressive bearing capacity Nu for steel-concrete composite columns with concrete strength grade ≤ C50 is 0.9. lAcfc(l+√θ+θ), where θ is the confinement coefficient. Due to the confinement effect, the compressive stability bearing capacity of the hardened grout composite steel pipe is significantly higher than that of the steel pipe. The design value of the axial tensile bearing capacity of the steel-concrete composite column is Nut = C1Asf, where C1 is the tensile strength enhancement coefficient of the steel pipe, taken as 1.1. The compressive bearing capacity is also higher than that of the steel pipe.

[0031] Taking a 2.5 m long Ø159 × 4.5 steel pipe made of Q345 steel and grouting material of strength grade CGM-40 as an example, the compressive stability bearing capacity of the steel pipe is 598.45 kN, and the tensile bearing capacity is 665.84 kN. The compressive stability bearing capacity of the hardened grouting composite steel pipe increases to 977.20 kN, and the tensile bearing capacity increases to 732.43 kN, representing increases of 63.29% and 10%, respectively. The compressive stability bearing capacity of the hardened grouting composite steel pipe is equivalent to that of a Ø180 × 6 steel pipe, while the weight of the steel pipe is reduced by 50.1%.

[0032] Reference Figure 1 As shown in the figure, this embodiment provides a construction method for a bolted joint spatial steel mesh wind turbine tower, including the following steps: S101. By integrating wind load, seismic and structural response analysis through parametric BIM model, a member stress grading system is constructed to dynamically generate a list of grouting target points.

[0033] In this embodiment, wind field data (e.g., 50-year return period extreme wind speed v) is loaded into the BIM model. max =42.5m / s), and obtained the earthquake parameters (fortification intensity 7 degrees, α max =0.12).

[0034] Based on wind field data and seismic parameters, finite element analysis is performed to construct a mechanical model and grading formula. Stress indices are graded, and based on the grading results, combined with structural importance coefficients and material yield strength, key stress areas are identified, generating a grouting target list. This enables precise reinforcement of structural weak points, improving the overall stability and seismic performance of the tower. Specifically, the stress grading system obtains the stress distribution of each member under extreme wind and seismic loads through finite element simulation, classifies stress values ​​into several levels, sets corresponding reinforcement strategies for different levels, and outputs the pressure design value, maximum bending moment, and member length change for each member. With the support of the stress grading system, a grouting target list is generated through a BIM model. This list includes target location, member number, stress level, and reinforcement recommendations. By combining stress level with structural importance coefficients, the system automatically filters out key nodes requiring priority treatment and determines whether a safety threshold is exceeded based on the ratio of member material yield strength to actual stress state. For members exceeding the threshold, the system generates corresponding grouting reinforcement recommendations, including grouting location, material parameters, and construction process requirements. Meanwhile, leveraging the 3D visualization capabilities of the BIM model, grouting target points are overlaid in the model using color coding, facilitating rapid identification and positioning by construction personnel. This method not only enhances the safety of the tower structure but also significantly improves construction efficiency and reinforcement accuracy.

[0035] For example, when the stress value exceeds 80% of the material's yield strength, the system automatically marks it as a high-stress area and deploys grouting reinforcement points within that area to ensure structural safety reserves. This method not only enhances the tower's load-bearing capacity under complex loads but also effectively reduces the risk of structural deformation and fatigue damage, further guaranteeing the safe operation and long-term durability of wind turbine towers.

[0036] Specifically, in this embodiment, the mechanical model and classification formulas constructed by obtaining the design pressure value, maximum bending moment, and length change of each member through finite element analysis are as follows: (1) in, The comprehensive stress index of member i, The design value of the pressure for member i. A is the stability coefficient. i The cross-sectional area of ​​the steel pipe is: A i =π(D×dd 2 (), where D is the outer diameter and d is the wall thickness. For the yield strength of steel, For the maximum bending moment, For section modulus, For strain ratio, , , These are the weighting coefficients.

[0037] This mechanical model and grading formula quantify the stress state of each member of the tower and map the assessment results to stress level classification standards, thereby achieving scientific and systematic graded management. Combined with structural importance coefficients, the system can prioritize stress areas of different levels, assisting engineers in developing reasonable reinforcement strategies. Simultaneously, the model fully considers the coupling relationship between material properties and structural response, ensuring the accuracy and practicality of the grading results. In practical implementation, the system automatically generates reinforcement suggestions based on the grading results, covering key information such as grouting location, material selection, and construction parameters, comprehensively supporting the structural optimization and safety maintenance of wind turbine towers, thus achieving accurate assessment of the stress state of tower nodes and members. Based on this, the system further optimizes construction process parameters and develops targeted grouting reinforcement schemes by combining them with the actual conditions of the construction site. For example, according to the grouting target list, the specific locations requiring grouting are determined within the middle and lower steel pipe columns of the tower, and small holes with a diameter of no more than 50mm are opened at the corresponding locations. High-flow, non-shrink grout is injected through these small holes to ensure dense filling of the structure and improve the load-bearing capacity of the nodes. After the grout is injected, it hardens to form a grout body, which, together with the steel pipe, bears the external load, thereby improving the rigidity and stability of the overall structure.

[0038] Specifically, in this embodiment, a list of grouting target points is obtained through a grouting decision function, and the grouting priority is sorted, as follows: (2) in, The threshold value is set to 0.85 in this embodiment, meaning that when... Grouting is required when the value is ≥0.85. This refers to the critical area, specifically the members located at the bottom third of the tower's height and at the intersection with the side. List of grouting target points.

[0039] Finally, the grouting priority is ranked as follows: After determining the grouting priority using the aforementioned formula, the system configures construction parameters for members meeting the grouting conditions and dynamically adjusts the grouting pressure and flow rate based on structural strain monitoring data to ensure a controllable and uniform grouting process. Simultaneously, to enhance the reinforcement effect, a segmented grouting process is adopted, proceeding layer by layer from bottom to top to avoid uneven grout distribution due to gravity. Furthermore, after grouting is completed, the system automatically activates the stress redistribution simulation module to evaluate the reinforcement effect and generate a structural performance recovery report. This forms a closed-loop management system from assessment and decision-making to construction feedback, effectively improving the structural safety and service reliability of wind turbine towers under complex wind loads.

[0040] S102. Based on the grouting target list, the tower surface is scanned in three dimensions using a high-precision laser positioning device to determine the grouting location and drill holes to form a high-precision drilled steel pipe.

[0041] In this embodiment, since the grouting target list includes multiple node locations that need grouting and the spatial distribution between the nodes is complex, a high-precision laser positioning device is used to perform a three-dimensional scan of the tower surface in order to accurately obtain the spatial coordinates and geometric features of each node.

[0042] During the drilling phase, the drilling process is completed through four steps: positioning, attitude adjustment, compensation, and drilling. First, laser scanning data is used to precisely position the drilling equipment, and the drill bit attitude is adjusted to adapt to changes in the curvature of the steel pipe surface. Then, dynamic compensation is applied to the drilling depth and angle to ensure the drilling axis is perpendicular to the steel pipe wall and penetrates the internal cavity. After drilling, high-pressure airflow is immediately used to remove metal debris from the hole, and the hole opening is temporarily sealed to prevent dust or moisture from entering and affecting the subsequent grouting quality. All drilling operations follow the principle of drilling the primary load-bearing members first, followed by the secondary load-bearing members, ensuring the continuity of the overall structural load. Furthermore, the drilling accuracy is controlled within ±0.5mm, and the hole diameter deviation does not exceed 2% of the design value. Based on the grouting target list, the steel pipe borehole locations were determined, and the specific borehole positions were obtained as follows: (3) Where, d i L is the distance from the center of the drill hole to the end of member i. i Let i be the length of the rod.

[0043] Secondly, the drill bit's posture is adjusted to adapt to the changes in the curvature of the steel pipe surface. The specific drill bit angle is as follows: (4) in, The angle between the borehole axis and the steel pipe axis is measured in real time using a laser scanner. The vector representing the direction of the steel pipe axis. The vector representing the drill bit axis direction is output by the drill rig attitude sensor. The maximum permissible angular deviation is selected as 2°.

[0044] When the measured angle deviation exceeds a set threshold, the system automatically triggers the attitude adjustment mechanism for fine-tuning to ensure the drilling quality meets design requirements. Simultaneously, during drilling, the system monitors the angle between the drill bit's axis and the steel pipe surface in real time. When the angle change exceeds a preset tolerance, the system automatically adjusts the drill's pitch and yaw angles to ensure the drilling axis remains perpendicular to the steel pipe wall. High-precision sensors monitor the angle between the drill bit's axis and the steel pipe surface in real time during drilling, feeding the collected data back to the control system. The control system dynamically analyzes and judges the data based on a preset algorithm. When the angle change exceeds the tolerance value, it automatically triggers the drill's attitude adjustment mechanism for real-time correction, ensuring the drilling axis is perpendicular to the steel pipe wall. Furthermore, to adapt to changes in the steel pipe's surface curvature, the drill is equipped with a flexible attitude adjustment mechanism. Before drilling begins, it automatically adjusts the drill bit's attitude based on laser scanning data to match the surface curvature of the drilling location. In addition, after drilling is completed, the system re-verifies the drilling position, depth, and angle using laser scanning to ensure compliance with design accuracy requirements, providing a reliable guarantee for subsequent grouting operations.

[0045] Subsequently, temperature compensation is performed. Based on the thermal expansion coefficient of the steel pipe material and changes in ambient temperature, the corresponding temperature compensation value is calculated, and the drilling depth is corrected in real time to ensure that the design requirements are met under different temperature conditions. The temperature compensation value is calculated using formula (5): (5) in, The value is the drilling position compensation amount, α is the linear expansion coefficient of the steel pipe material, and ΔT is the difference between the ambient temperature and the reference temperature, which is set to 10℃ in this embodiment.

[0046] Based on the revised drilling depth, and considering the actual wall thickness of the steel pipe and design requirements, the final drilling depth parameters are calculated and transmitted to the drilling rig control system. The control system automatically adjusts the drill rig's feed stroke to ensure precise drilling depth control. The drilling rig feed system employs a closed-loop feedback control method, using a high-precision displacement sensor to monitor the drill bit's feed rate in real time and adjusting the drill bit's direction accordingly. The angle deviation is kept ≤2° to ensure it remains within a controllable range throughout the drilling process. Simultaneously, to improve drilling efficiency and accuracy, the system incorporates an adaptive control algorithm that dynamically adjusts the feed rate and rotational speed based on changes in drill bit resistance. In this embodiment, the drilling angle is set to ≤2°. 10. The drill bit speed is set to 800 rpm, and the feed rate is set to 0.2 mm / rev to ensure a stable and efficient drilling process. Simultaneously, a water-cooling system is used to continuously cool the drill bit, preventing wear or material deformation due to high temperatures, thereby further improving drilling quality and accuracy. After drilling is completed, sealing patches are installed in the borehole to ensure that the borehole sealing performance meets design requirements.

[0047] S103. Construct a lifting mechanical model, calculate the optimal lifting position of the steel pipe member, and determine the force distribution ratio of each support point when lifting at multiple points based on the force analysis of the member and the construction load distribution. Then, lift and install the steel pipe member.

[0048] In this embodiment, a lifting mechanics model is established to calculate the optimal lifting point position of the steel pipe member, thereby minimizing the lifting torque and optimizing the allocation of manpower. Based on the geometric parameters of the member input in step S102, the optimal grip point for two-person lifting is determined using an analytical method, significantly reducing the labor intensity of workers and ensuring the safety and efficiency of the installation process.

[0049] In this embodiment, for a uniform steel pipe with a constant cross-section, the center is located at the midpoint of the member. Considering the minor mass effect caused by drilling, the lifting point is fine-tuned through model calculation to construct a center position calculation model, specifically: (6) Among them, c i L is the distance from the center of gravity of member i to its end. i For the length of the rod, The center of gravity shift caused by drilling is specifically as follows: (7) in, To improve the quality of metal removal during drilling, d i W is the distance from the drill hole location to the end. i Let g be the mass of rod i, and g be the acceleration due to gravity.

[0050] The force distribution ratio of each lifting point is obtained through the above model calculation, and the grip position during double lifting is adjusted accordingly to make the overall force more balanced.

[0051] Based on C i By minimizing the lifting torque, an optimal lifting point calculation model is constructed to obtain the optimal lifting point position, specifically: (8) in, The optimal forward lifting point position. This is the optimal position for lifting the object back.

[0052] This model can accurately calculate the positions of the front and rear lifting points during two-person lifting, ensuring uniform force distribution and stable operation, thereby improving construction efficiency and reducing labor intensity. Combining the geometric parameters of the rods and drilling information obtained in step S102, the model automatically adjusts for the impact of center of gravity shift caused by drilling, further optimizing the grip point distribution. In actual operation, workers precisely grip the weight based on the calculated lifting points, avoiding the risk of swaying or slipping due to uneven force distribution, ensuring the safety and reliability of high-altitude operations.

[0053] Specifically, based on the principle of torque balance, the theoretical force applied by each worker is calculated using the optimal lifting point position and end distance. (9) in, The theoretical force applied by the worker on the front side. The theoretical force applied by the worker on the rear side.

[0054] This calculation model can accurately allocate the force ratio of each person when lifting, ensuring a balance of force during operation, reducing the extra burden caused by uneven force, and improving work safety and operational efficiency.

[0055] Specifically, taking a steel pipe with specifications of Ø159×4.5 as an example, the pipe length is set at 2.5 m, and the total weight is 42.88 kg. According to the mechanical model calculation, the optimal lifting point is located at 1 / 4 of the distance from the center at both ends of the pipe, ensuring even force distribution and effortless operation for the two workers during lifting. The application of this model can effectively avoid installation deviations or safety accidents caused by uneven force distribution, while improving construction efficiency and achieving the goal of efficient, safe, and low-intensity installation operations. Furthermore, to verify the applicability and accuracy of the lifting model, a field simulation test was conducted. Twelve groups of steel pipes with different specifications were selected, and two operators lifted each group according to the lifting point calculated by the model. The test results showed that each group of steel pipes maintained stable balance under the set lifting point, and the operators reported even force distribution and an easy and controllable lifting process, verifying the reliability and practicality of the lifting mechanical model.

[0056] S104. Combining environmental humidity parameters, a flow rate feedback mechanism is used to dynamically adjust the amount of water added, and a real-time monitoring and feedback control model for the rheological properties of the grout is established to dynamically adjust the water-cement ratio and obtain a precisely proportioned grout.

[0057] This embodiment constructs a digital model and a control model to obtain a baseline water-cement ratio calculation model, and determines the initial water-cement ratio based on material properties: (10) in, The reference water-cement ratio is dimensionless, W0 is the reference water consumption, C is the amount of cementitious material, and S is the amount of admixture.

[0058] Subsequently, this embodiment considers the impact of ambient humidity on the flowability of the grout, introduces an environmental correction coefficient, dynamically corrects the water-cement ratio, and considers the impact of temperature and humidity on the hydration reaction, specifically: (11) in, This is the environmental correction factor. , Here, T represents the temperature influence coefficient, T0 represents the reference temperature, RH represents the ambient relative humidity, and RH0 represents the reference relative humidity.

[0059] This embodiment further introduces a humidity feedback adjustment factor to establish a dynamic water-cement ratio adjustment model, enabling real-time control of the grout's fluidity. High-precision sensors collect ambient temperature and humidity data, which, combined with a preset parameter model, are used to adjust the water-cement ratio online, ensuring the grout is always in optimal working condition.

[0060] Specifically, in this embodiment, the water-cement ratio is dynamically adjusted based on flow rate monitoring results: (12) in, This is the actual water-to-glue ratio. The flow rate correction factor is as follows: (13) in, For flow velocity sensitivity coefficient, To measure the flow rate, The target flow rate.

[0061] The above-mentioned dynamic adjustment mechanism can effectively overcome the impact of changes in environmental temperature and humidity on the performance of grouting materials, ensuring their stability and adaptability under different construction conditions.

[0062] Finally, this embodiment calculates the water consumption in real time based on the actual water-cement ratio: (14) Among them, W a The real-time water consumption is represented by C, the amount of cementitious material used, and S, the amount of admixture used.

[0063] By employing the aforementioned formulas and feedback control logic, precise control and dynamic optimization of the grout mix ratio are achieved, significantly improving construction efficiency and quality stability. During actual construction, the system automatically adjusts the water-cement ratio based on data collected by sensors, ensuring that the grout's fluidity consistently meets design requirements. Furthermore, this method takes into account changes in temperature and humidity at the construction site, further enhancing the adaptability and reliability of the grout's performance, providing strong support for high-quality construction in complex environments.

[0064] In this embodiment, C40 grouting material is used with a water-cement ratio of 0.28 and an initial flowability of 280 mm. The flowability remains above 250 mm after 30 minutes, meeting the high requirements for grouting material flowability and stability during construction. By dynamically adjusting the water addition, the grouting material maintains excellent performance under different environmental humidity conditions, thereby improving grouting quality and construction efficiency, and further ensuring the safety and durability of the engineering structure.

[0065] S105. Grouting control is achieved by using a constant pressure pumping method combined with real-time pressure monitoring. The grouting endpoint is determined by both pressure integral model and time change rate, enabling precise grouting of the steel pipe.

[0066] Specifically, the system employs constant-pressure pump control during grouting and establishes a pressure-time dual-criteria monitoring system to precisely control the fullness of grout filling within the steel pipe. During grouting, the system collects pressure data in real time and analyzes it in conjunction with the rate of change over time. Grouting is considered complete when the pressure stabilizes and the rate of change over time falls below a set threshold. This method effectively avoids errors caused by traditional experience-based judgments and significantly improves the accuracy of grout fullness control. Simultaneously, by incorporating a pressure integral model, early warnings can be issued for abnormal situations during grouting, such as pipe blockage or grout leakage, allowing for timely measures to ensure construction quality. Through this control method, the grout filling within the steel pipe is uniform and dense, significantly improving the overall strength and durability of the tower structure and ensuring long-term stable operation of the project.

[0067] Meanwhile, to save materials, this embodiment does not grout all members. Instead, it selectively grouts key load-bearing members based on the structural stress characteristics and design requirements. This effectively reduces material consumption and construction costs while ensuring the overall structural performance. Through meticulous design and strict control of the grouting locations, not only is efficient resource utilization achieved, but the scientific and economical aspects of construction are further enhanced. Specifically, the selection of key load-bearing members is based on factors including the magnitude and complexity of the stress at the nodes and environmental factors. Taking into account the structural safety reserve requirements and the importance of the force transmission path, the system determines the locations of members requiring grouting. Then, based on the fusion analysis of structural stress simulation data and actual monitoring data, the system dynamically adjusts the grouting strategy to ensure sufficient filling of key areas. Through accurate identification and data analysis of key stress points, the system can achieve adaptive control during the grouting process, further optimizing the filling effect and improving the overall stability and safety of the structure. In this embodiment, key load-bearing components such as the main chord, cross bracing, and connection nodes in the steel pipe tower structure are selected as grouting targets. These components play a crucial role in transmitting the main loads in the structural load-bearing system and have a decisive impact on the overall stability.

[0068] First, this embodiment constructs a fullness evaluation model based on pressure integral, specifically as follows: (15) in, Let τ be the saturation at time t, γ be the slurry rheological coefficient, P(τ) be the pressure at time τ, P0 be the initial pressure, and t be the pumping time.

[0069] This model allows for dynamic calculation of grout fullness at any given moment during the grouting process, providing precise control for construction. Furthermore, the time-varying rate is introduced as an auxiliary criterion, defined as the slope of pressure change, i.e., dP / dt, where dP / dt is the pressure change and Δt is the corresponding time interval. When the time-varying rate falls below a set threshold for multiple consecutive time windows, the grouting is considered to have reached fullness. Combining the pressure integral model with the time-varying rate as dual criteria not only improves the scientific rigor and accuracy of the judgment but also effectively avoids the risk of misjudgment that might arise from a single indicator. This method exhibits good adaptability in engineering practice, enabling parameter optimization and adjustment based on different construction conditions, further ensuring the consistency and reliability of grouting quality.

[0070] Specifically, this embodiment monitors the rate of pressure change in real time and constructs a pressure change rate monitoring model, as follows: (16) in, The rate of change of pressure, This represents the sampling time interval.

[0071] This model allows for dynamic assessment of the sensitivity to pressure changes during grouting, enabling timely identification and early warning of abnormal fluctuations.

[0072] Subsequently, the embodiment limits the grouting stopping process by constructing a dual-criteria stopping condition, specifically as follows: (17) When the calculated fullness reaches or exceeds a set threshold, and the pressure change rate remains below the set threshold for multiple consecutive time windows, the grouting process is deemed to have met the termination condition, and the grouting operation is stopped promptly. This dual-criteria termination effectively avoids over-grouting or under-grouting, further improving the controllability of grouting quality. Simultaneously, this method can dynamically correct model parameters based on on-site monitoring data, improving model adaptability and judgment accuracy.

[0073] In practical applications, this embodiment also introduces a data filtering algorithm to smooth the monitoring signals, eliminating the impact of noise interference on the fullness assessment model and the pressure change rate monitoring model. By setting a sliding window to perform dynamic weighted average calculation of the data, the stability and reliability of the monitoring data are effectively improved. Simultaneously, by iteratively updating the model parameters based on historical data, adaptive optimization of the model is achieved, improving the system's adaptability to complex working conditions. This method has achieved good application results in multiple engineering practices, significantly improving the intelligent control level of the grouting process. By establishing a dual-parameter feedback mechanism for fullness and pressure change rate, refined control of the grouting process is realized. During system operation, the grouting rate and pressure parameters are dynamically adjusted by comparing the set threshold with the actual monitoring data in real time, ensuring stable and reliable grouting quality. Furthermore, the combination of data filtering and iterative model parameter update significantly enhances the system's anti-interference capability and adaptability. Field applications show that this method effectively improves grouting efficiency, reduces energy consumption and material waste, and provides strong support for efficient and green construction in engineering projects.

[0074] S106. After grouting is completed, the ultrasonic penetration method is used to monitor the wave velocity change in real time, and the strength development of the grout body is predicted by the inversion model to monitor the solidification process of the grout body in real time.

[0075] In this embodiment, the ultrasonic penetration method is used to monitor the wave velocity of the grout in real time, and combined with an inversion model to predict its strength development, enabling dynamic control of the grout curing process. By measuring the propagation speed of ultrasonic waves at different time points after grouting is completed and analyzing its changing trends, the increase in internal density and strength of the grout can be inferred. This method not only improves the controllability of grouting quality but also provides a scientific basis for the arrangement of subsequent construction procedures, further enhancing construction efficiency and project quality.

[0076] In practice, ultrasonic sensors are pre-embedded in the grouting area to continuously monitor the wave velocity inside the grout body. Combined with a data acquisition system, the measured wave velocity is input into an inversion model, and the density variation trend of the grout body is calculated and analyzed to predict its strength growth.

[0077] Specifically, this embodiment establishes a sound wave velocity-intensity mapping model to determine the correlation between sound wave velocity and grout strength, as follows: (18) in, Let t be the compressive strength of the grout. Let t be the ultrasonic wave velocity, a be the material coefficient, b be the velocity index, and c be the time coefficient.

[0078] This mapping model enables quantitative prediction of grout strength, providing real-time and accurate data support for quality control during construction.

[0079] like Figures 2-6 The diagram shown is a schematic representation of the steel frame construction structure in this embodiment. Figure 2 This is a 3D view of a square planar tower. Figure 3 This is the front elevation view of a square planar tower. Figure 4 This is a three-dimensional view of an equilateral triangular planar tower. Figure 5 This is the front elevation view of an equilateral triangular planar tower. Figure 6 This is a composite steel pipe tower column assembly with hardened grout. As shown in the figure, the steel frame structure is rationally designed, with tightly arranged components, a clear stress system, and good overall stiffness. The square and equilateral triangular planar towers each have their own characteristics in terms of node connection methods, member arrangement, and load-bearing capacity, both meeting the structural stability and safety requirements under different working conditions. By optimizing the node construction and member arrangement, the overall load-bearing capacity and seismic performance of the steel frame structure are effectively improved. Furthermore, the connections between the components in the steel frame structure use high-strength bolts or welding to ensure good integrity and anti-slip performance of the nodes.

[0080] Example 1 Basic Information: The square planar tower is 20m high, with a base side length of 2m and a top side length of 1.5m. The top dead load is 40kN, and the live load is 22kN. The basic wind pressure is 0.9kN / m², and the ground roughness is B. The seismic intensity is 7 degrees, the basic design seismic acceleration is 0.10g, the site category is II, the design seismic group is I, and the site characteristic period is 0.35s. The temperature difference is ±30 degrees Celsius. The tower columns are segmented of equal length. The steel pipe is made of Q235B steel. The bolt connection calculation model adopts a semi-rigid assumption.

[0081] Bolted ball joint steel mesh scheme: 7 specifications Ø48×3.5, Ø60×3.5, Ø75.5×3.75, Ø88.5×4, Ø114×4, Ø140×4, Ø159×8, totaling 224 pieces weighing 1869kg. The same specifications of steel pipe use the same type of bolts, with 448 bolts and 448 sleeves, weighing a total of 214kg. 400 sealing plates weighing 104kg. 48 cone heads weighing 206kg. 4 specifications of bolt balls BS100, BS150, BS180, BS200, totaling 68 pieces weighing 1004kg. Total weight 3397kg. Maximum horizontal displacement 74.7mm, maximum vertical displacement 10.6mm, basic period 0.689s, overturning resistance coefficient 1.6. Maximum weight of a single steel pipe 59.0kg.

[0082] In this embodiment, the vertical rods are modified from Ø159×8 to Ø140×4, and filled with CGM-40 grout. There are 224 steel pipes, weighing 1618 kg. There are 448 bolts and sleeves, weighing 216 kg. There are 400 sealing plates, weighing 104 kg. There are 48 cone heads, weighing 142 kg. There are 68 bolt balls of four different sizes (BS100, BS150, BS180, BS200), weighing 977 kg. The total weight is 3057 kg. The maximum horizontal displacement is 74.2 mm, the maximum vertical displacement is 10.6 mm, the basic period is 0.687 s, and the overturning resistance coefficient is 1.8. The maximum weight of a single steel pipe is 27.6 kg.

[0083] The patented solution achieves a maximum vertical displacement close to the fundamental period, while reducing steel consumption by 10%, decreasing the maximum horizontal displacement by 0.7%, and increasing the overturning resistance coefficient by 12.5%. The maximum weight of a single steel pipe is reduced by 53.2%.

[0084] Example 2 Basic Information: The tower is a 20m high equilateral triangular planar structure. The base side length is 2m, and the top side length is 1.13m. The basic wind pressure is 0.5kN / m², and the ground roughness is B. The seismic intensity is 6 degrees, the basic design seismic acceleration is 0.05g, the site category is II, the design seismic group is I, and the site characteristic period is 0.35s. The temperature difference is ±30 degrees Celsius. The tower columns are segmented of equal length. The steel pipe is made of Q235B steel.

[0085] Bolted ball joint steel mesh scheme: 6 specifications: Ø48×3.5, Ø60×3.5, Ø75.5×3.75, Ø114×4, Ø140×4, Ø159×8, totaling 144 pipes weighing 1371kg. The same specifications of steel pipe use the same type of bolts, with 288 bolts and 288 sleeves, totaling 181kg. 252 sealing plates weighing 65kg. 36 cone heads weighing 212kg. 4 specifications of bolt balls: BS100, BS180, BS200, BS220, totaling 51 balls weighing 1064kg. Total weight: 2893kg. Maximum horizontal displacement: 100.8mm, maximum vertical displacement: 9.9mm, fundamental period: 0.473s, overturning coefficient: 1.6. Maximum weight of a single steel pipe: 58.7kg.

[0086] In this embodiment, the vertical rods are modified from Ø159×8 to Ø140×4, and filled with CGM-40 grout. There are 144 steel pipes, weighing 1101 kg. There are 288 bolts and sleeves, weighing a total of 119 kg. There are 252 sealing plates, weighing 65 kg. There are 36 cone heads, weighing 112 kg. There are 51 bolt balls of 5 different specifications (BS100, BS150, BS180, BS200, BS220), weighing 861 kg. The total weight is 2258 kg. The maximum horizontal displacement is 64.5 mm, the maximum vertical displacement is 9.4 mm, the basic period is 0.299 s, and the overturning resistance coefficient is 1.84. The maximum weight of a single steel pipe is 28.1 kg.

[0087] The patented solution reduces steel usage by 21.9%, maximum horizontal displacement by 36%, maximum vertical displacement by 5.1%, basic cycle by 36.8%, and overturning resistance coefficient by 15%. The maximum weight of a single steel pipe is reduced by 52.1%.

[0088] It should be noted that, for the sake of simplicity, the foregoing method embodiments are all described as a series of actions. However, those skilled in the art should understand that this disclosure is not limited to the described order of actions, because according to this disclosure, some steps can be performed in other orders or simultaneously. Furthermore, those skilled in the art should also understand that the embodiments described in the specification are all optional embodiments, and the actions and modules involved are not necessarily essential to this disclosure.

[0089] It should be understood that the various forms of processes shown above can be used to rearrange, add, or delete steps. For example, the steps described in this disclosure can be executed in parallel, sequentially, or in different orders, as long as the desired result of the technical solution disclosed in this disclosure can be achieved, and this is not limited herein.

[0090] The specific embodiments described above do not constitute a limitation on the scope of protection of this disclosure. Those skilled in the art should understand that various modifications, combinations, sub-combinations, and substitutions can be made according to design requirements and other factors. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of this disclosure should be included within the scope of protection of this disclosure.

Claims

1. A construction method for a bolt-joint spatial steel mesh wind turbine tower, characterized in that, Includes the following steps: By integrating wind load, seismic and structural response analysis through parametric BIM model, a member stress grading system is constructed to dynamically generate a list of grouting target points; Based on the grouting target list, the tower surface is scanned in three dimensions using a high-precision laser positioning device to determine the grouting location and drill holes to form a high-precision drilled steel pipe. A lifting mechanics model was constructed to calculate the optimal lifting position of the steel pipe member. Based on the force analysis of the member and the construction load distribution, the force distribution ratio of each support point was determined when lifting at multiple points, and the steel pipe member was lifted and installed. By combining environmental humidity parameters, a flow rate feedback mechanism is used to dynamically adjust the amount of water added, and a real-time monitoring and feedback control model for the rheological properties of grouting material is established to dynamically adjust the water-cement ratio and obtain a precisely proportioned grouting material. Grouting control is achieved by using a constant pressure pumping method combined with real-time pressure monitoring. The grouting endpoint is determined by two indicators: pressure integral model and time change rate, enabling precise grouting of the steel pipe. After grouting is completed, the ultrasonic penetration method is used to monitor the wave velocity change in real time, and the strength development of the grout body is predicted by the inversion model to monitor the solidification process of the grout body in real time.

2. The construction method for bolt-joint spatial steel mesh wind turbine towers according to claim 1, characterized in that, The process of integrating wind load, seismic, and structural response analyses through a parametric BIM model to construct a member stress grading system and dynamically generate a list of grouting target points is as follows: Wind field data is loaded from the BIM model, and seismic parameters are obtained. Finite element analysis was performed based on the wind field data and seismic parameters to obtain the design pressure value, maximum bending moment and change in length of each member; Based on the aforementioned pressure design value, maximum bending moment, and change in member length, a mechanical model analysis formula is constructed, mechanical indices are classified, and the comprehensive stress index of the member is calculated. Based on the comprehensive stress index of the members, a list of grouting targets is obtained through a grouting decision function and prioritized. The list of grouting targets includes the target location, member number, stress level, and reinforcement recommendations.

3. The construction method for bolt-joint spatial steel mesh wind turbine towers according to claim 2, characterized in that, The specific formula for the mechanical model analysis is as follows: in, The comprehensive stress index of member i, The design value of the pressure for member i. A is the stability coefficient. i The cross-sectional area of ​​the steel pipe is: A i =π(D×dd 2 (), where D is the outer diameter and d is the wall thickness. For the yield strength of steel, For the maximum bending moment, For section modulus, For strain ratio, , , These are the weighting coefficients.

4. The construction method for bolt-joint spatial steel mesh wind turbine towers according to claim 1, characterized in that, The process of using a high-precision laser positioning device to perform three-dimensional scanning of the tower surface based on the grouting target point list to determine the grouting location and drill holes to form a high-precision drilled steel pipe is as follows: Based on the coordinate data in the grouting target list, a high-precision laser positioning device is used to perform a three-dimensional scan of the tower surface to locate the steel pipe holes and obtain the drilling positions. Based on the thermal expansion coefficient of the steel pipe material and the change in ambient temperature, the corresponding temperature compensation value is calculated, and the drilling depth is corrected in real time to obtain the corrected drilling position. Based on the aforementioned corrected drilling position control, a high-precision drilling equipment is used for drilling operations. An orthogonal control method is employed to construct a drilling orthogonality control formula to obtain the maximum allowable angle deviation. The attitude of the drill bit is then adjusted in real time to obtain a high-precision drilled steel pipe.

5. The construction method for bolt-joint spatial steel mesh wind turbine towers according to claim 1, characterized in that, The process of constructing a lifting mechanical model, calculating the optimal lifting position of the steel pipe member, and determining the force distribution ratio of each support point during multi-point lifting based on the member's stress analysis and construction load distribution, and then lifting and installing the steel pipe member is as follows: To obtain the length of a high-precision drilled steel pipe member, considering the minor mass effect caused by drilling, the actual center of gravity position of the steel pipe member is obtained, and the distance from the center of gravity to the end of the member is obtained through the center of gravity position calculation model. Based on the distance from the center of gravity of the rod to the end, the optimal lifting point calculation model is constructed by minimizing the lifting torque, and the optimal lifting point position is obtained. Based on the principle of torque balance, the theoretical force applied by each worker is calculated by using the optimal lifting point position and end distance to complete the lifting and installation of the steel pipe member.

6. The construction method for bolt-joint spatial steel mesh wind turbine towers according to claim 1, characterized in that, The process of dynamically adjusting the water addition amount by combining environmental humidity parameters and using a flow velocity feedback mechanism, and establishing a real-time monitoring and feedback control model for the rheological properties of the grout to dynamically adjust the water-cement ratio and obtain a precisely proportioned grout is as follows: By employing digital models and control methods, a benchmark water-cement ratio calculation model is constructed, and the initial water-cement ratio of the grout is determined based on material properties. Considering the influence of ambient temperature on the flowability of grout, the water-cement ratio is dynamically corrected by using an environmental correction coefficient and a flow velocity correction coefficient to obtain the corrected actual water-cement ratio. The actual water consumption is calculated based on the actual water-cement ratio, resulting in a precisely proportioned grouting material.

7. The construction method for bolt-joint spatial steel mesh wind turbine towers according to claim 1, characterized in that, The process of precise grouting of the steel pipe using a constant pressure pumping method combined with real-time pressure monitoring for grouting control, and determining the grouting endpoint through a dual index of pressure integral model and time change rate, is as follows: Real-time pressure data is collected, and a fullness evaluation model is established based on pressure integral to calculate the fullness at any time. A pressure change rate monitoring model was constructed, and the pressure change rate was calculated based on real-time pressure data. A dual-index judgment model based on pressure integral and time change rate is constructed. A fullness threshold and a pressure change rate threshold are set. When the fullness reaches the set threshold and the pressure change rate is lower than the set threshold, the grouting is judged to have reached the end point.

8. The construction method for bolt-joint spatial steel mesh wind turbine towers according to claim 1, characterized in that, The inversion model is specifically as follows: ； in, Let t be the compressive strength of the grout. Let t be the ultrasonic wave velocity at time t, a be the material coefficient, b be the velocity index, c be the time coefficient, and t be time.

9. A bolt-joint spatial steel grid wind turbine tower, constructed using the bolt-joint spatial steel grid wind turbine tower construction method as described in claim 1, characterized in that, include: The tower body includes a support (1), a hardened grouting composite steel pipe tower column (2), a bolt ball joint (3), a steel pipe tower column (4), and steel pipe members (5). The hardened grouting composite steel pipe tower column (2) includes a steel pipe (21), a small hole (22), a cone (23), a sleeve (24), and a bolt (25).

10. The bolt-joint spatial steel grid wind turbine tower according to claim 9, characterized in that, The bolt ball node (3) includes a ball and a bolt that mates with the ball. The ball is provided with multiple connecting holes, which are connected to the ends of the steel pipe rods (5). Adjacent steel pipe rods (5) are connected by bolts (25) to form a spatial grid structure. The tower body includes a foundation section, a middle section and a top section. The foundation section is fixedly connected to the wind turbine foundation, and the top section is equipped with a wind turbine installation platform.

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