Non-equal-height supporting leg self-leveling lattice wind power tower and construction method

Abstract

The application discloses a non-equal-height supporting leg self-leveling lattice wind power tower and a construction method, and relates to the field of wind power tower mountain construction. The non-equal-height supporting leg self-leveling lattice wind power tower comprises a foundation, a tower body and a variable-elevation supporting unit. The foundation is constructed in a mountain body and is used for supporting the wind power tower. The tower body is arranged at a connecting end of the foundation and is used for supporting a wind driven generator. The variable-elevation supporting unit is arranged on an end face of the foundation and is used for adjusting the tower body. Dynamic eccentric impact coefficients are solved by integrating three types of sensing data, i.e., wind speed, cylinder oil pressure and supporting leg stress. A monitoring mode of judging a virtual leg by relying on only an oil pressure single parameter is abandoned. Not only can the severe virtual leg fault of a supporting leg completely out of space be identified, but also the local virtual leg hidden danger of long-term slow formation can be captured. In combination with a cloud cross-checking mechanism, the disease misjudgment problem caused by single oil pressure monitoring can be effectively avoided, and the identification coverage range of the supporting leg load imbalance fault is improved.

Description

Technical Field

[0001] This invention relates to the field of wind turbine tower construction technology, specifically to a non-equal elevation leg self-leveling grid-type wind turbine tower and its construction method. Background Technology

[0002] Wind turbine tower construction on mountain slopes refers to the installation of wind turbine tower foundations, outriggers, and the entire unit in undulating terrain such as mountains and hills. Unlike construction on flat ground, mountainous terrain has large elevation differences and uneven geological conditions, making it impossible to rely on a foundation platform with a uniform elevation. Therefore, a special support structure is designed to adapt to the original mountainous terrain and solve the problems of slope bearing capacity, levelness, and wind turbine stability.

[0003] Non-uniform outriggers allow for adjustment of individual outrigger height based on the actual elevation difference of the mountain slope, eliminating the need for large-scale excavation and backfilling of the mountain, significantly reducing earthwork and vegetation damage, and lowering construction costs and ecological restoration workload in mountainous areas. At the same time, the independent elevation adjustment of each outrigger can accurately correct the tower's levelness, disperse the stress deviation caused by uneven foundations in the mountain, and improve the overturning and settlement resistance of the wind turbine tower during long-term operation.

[0004] However, the following shortcomings still exist in the construction of non-equal-height support scaffolding:

[0005] 1. It is difficult to determine the true hidden danger of false legs by relying on single parameters such as hydraulic pressure and tilt angle. The existing monitoring of non-equal height outriggers often compares the hydraulic cylinder pressure values, which can only identify severe false legs that are completely detached, but cannot capture slowly forming local false legs. The monitoring of stress, wind speed and turbulence fusion calculation factors is relatively weak. Strong wind disturbances are very likely to generate false alarms, and it is difficult to distinguish between wind vibration deformation and load eccentricity.

[0006] 2. Insufficient dynamic eccentricity quantification indicators and delayed fault identification. The traditional solution lacks standardized comprehensive coefficient quantification monitoring, relies solely on single-point data exceeding the standard alarm, and cannot quantify the slow accumulation process of local load eccentricity in real time. Alarms are only triggered after the tower tilt becomes obvious, thus losing the window of opportunity for early maintenance and avoiding tower eccentricity damage.

[0007] 3. The wind disturbance data has weak anti-interference ability. Under strong winds, the existing monitoring system will frequently trigger false warnings due to the synchronous fluctuation of stress and oil pressure. It is difficult for maintenance personnel to distinguish whether the alarm is caused by airflow disturbance or outrigger structural defects, which greatly increases the workload of on-site manual verification.

[0008] To address the shortcomings of existing technologies, this invention provides a non-equal elevation leg self-leveling lattice wind turbine tower and its construction method to solve the aforementioned problems. Summary of the Invention

[0009] To address the shortcomings of existing technologies, this invention provides a non-equal elevation leg self-leveling grid-type wind turbine tower and its construction method, thus solving the aforementioned problems.

[0010] To achieve the above objectives, the present invention provides the following technical solution: a self-leveling lattice-structure wind turbine tower with non-equal elevation legs, comprising:

[0011] The foundation, constructed inside the mountain, is used to support the wind turbine towers;

[0012] The frame, located at the connection end of the foundation, is used to support the wind turbine.

[0013] A variable elevation support unit is installed on the upper surface of the foundation for adjusting the frame.

[0014] A monitoring unit is installed on the upper surface of the frame for parameter monitoring;

[0015] A data processing unit, located on the outer wall of the frame, is used to receive wind speed and oil pressure parameters and transmit them to the cloud.

[0016] The monitoring unit is used to collect environmental and structural state parameters and transmit them to the data processing unit. After analysis and verification by the data processing unit, the attitude of the variable elevation support unit under strong winds is monitored and adjusted.

[0017] Preferably, the monitoring unit includes an anemometer and a hydraulic transmitter for adjusting the attitude of the variable elevation support unit. The anemometer is installed on the upper surface of the frame, and both the anemometer and the hydraulic transmitter are connected to the data processing unit. The monitoring unit also includes a dynamic detector installed inside the frame, which is connected to the data processing unit.

[0018] The foundation includes a reinforced concrete support platform and a shallow-buried foundation constructed within the mountain, and the hydraulic transmitter is pre-embedded inside the reinforced concrete support platform and the shallow-buried foundation.

[0019] Preferably, the variable elevation support unit includes a self-locking hydraulic support installed at the connecting end of the reinforced concrete support platform. The connecting end of the self-locking hydraulic support is fixedly connected to the lower end face of the frame, and the detection end of the dynamic testing instrument abuts against the upper end face of the self-locking hydraulic support.

[0020] Preferably, the variable elevation support unit further includes a hydraulic pipe, one end of which is fixedly connected to the input end of the self-locking hydraulic support, and the other end is fixedly connected to the output end of the hydraulic transmitter. A positioner is installed on the upper surface of the hydraulic transmitter.

[0021] Preferably, the data processing unit includes an integrated processor installed on the outer wall of the frame, and the integrated processor is connected to the hydraulic transmitter, the positioner, the anemometer, and the dynamic detector respectively.

[0022] Preferably, the outer wall of the frame is equipped with a solar panel, the output end of the solar panel is fixedly connected to the power supply end of the integrated processor through an inverter, and the integrated processor is synchronously connected to the cloud database signal.

[0023] Preferably, the foundation further includes anchor cables, anti-slide piles, and a capping beam. The anchor cables and anti-slide piles are respectively constructed inside the mountain and connected to the steel-concrete support platform and the shallow buried platform by concrete pouring. The capping beam is constructed on the outer wall of the hydraulic transmitter.

[0024] This invention also discloses a self-leveling lattice-structure wind turbine tower with non-equal elevation legs and a construction method thereof, applied to the aforementioned self-leveling lattice-structure wind turbine tower with non-equal elevation legs. The method includes the following steps:

[0025] S1, mountainous differentiated foundation construction, enlarged compression piles and cast-in-place piles are constructed on the high and low slopes of the mountain, multi-section steel pipe concrete support columns are erected and shallow buried pile caps are poured, relying on differentiated pile foundations to adapt to the original elevation difference of the mountain, providing stable bottom support for wind turbine towers.

[0026] S2, Variable elevation support unit assembly, the variable elevation support unit is installed on the top of the pier, the base and frame are connected by self-locking hydraulic support, and the elevation of each leg is independently hydraulically adjusted by the oil pressure transmitter to compensate for the terrain height difference. After leveling, the mechanical lock and hydraulic lock are double locked to lock the leg size and ensure the tower is vertical.

[0027] S3, a multi-source linkage tower attitude monitoring system, integrates the monitoring unit with the variable elevation support unit to collect wind speed, support oil pressure, and outrigger stress data. The integrated processor calculates the dynamic eccentricity impact coefficient every 10 minutes. Real-time identification of tower instability risks;

[0028] S4 enables local and cloud-based collaborative data analysis and early warning. It integrates a processor to determine and monitor indicators locally in real time, and simultaneously uploads data to the cloud for review. The system sets multiple levels of security thresholds, and pushes alarms to the cloud when indicators exceed the limits. It also retains abnormal data for maintenance and repair traceability.

[0029] Preferably, the formula for calculating the dynamic eccentric impact coefficient is as follows:

[0030] The dynamic eccentric impact coefficient The calculation formula is as follows:

[0031] ,in

[0032] This is the current dynamic eccentricity impact coefficient, used to determine the outrigger status;

[0033] These are system calibration constants, fixed constants set after the initial installation, used to... The value falls within a range that facilitates early warning judgment;

[0034] The stress peak-to-valley difference of a single outrigger within a 10-minute window is obtained by collecting the stress curve of the dynamic testing instrument at the testing end of a single outrigger after a preset 10-minute period, and subtracting the minimum stress from the maximum stress within 10 minutes.

[0035] To determine the standard deviation of the hydraulic cylinders of the four outriggers, four sets of real-time hydraulic pressures can be obtained by simultaneously acquiring the dynamic monitoring instruments (303) inside the four outriggers. 1. 2. 3. 4. Therefore, the standard deviation of these four sets of data is calculated as follows: Provide a numerical value for judgment;

[0036] This is the wind speed turbulence intensity, used to detect the current state of the wind flow parameters.

[0037] Preferably, the wind speed turbulence intensity The calculation formula is: ,in:

[0038] Standard deviation of wind speed within a 10-minute window;

[0039] Average wind speed within a 10-minute window.

[0040] The technical effects and advantages of this invention are as follows:

[0041] 1. This non-equal elevation outrigger self-leveling grid-type wind turbine tower solves the dynamic eccentricity impact coefficient by integrating three types of sensor data: wind speed, hydraulic cylinder pressure, and outrigger stress. It abandons the traditional monitoring method that relies solely on hydraulic pressure as a single parameter to judge the false leg. It can not only quickly identify severe false leg faults where the outrigger is completely detached, but also accurately capture local false leg hazards that have been slowly forming over a long period of time. Relying on multi-source data and cloud-based cross-verification mechanism, it effectively avoids the problem of missed faults caused by single hydraulic pressure monitoring, and comprehensively improves the identification coverage of outrigger load imbalance faults.

[0042] 2. This solution introduces a dynamic eccentricity impact coefficient as a standardized quantitative indicator of load eccentricity. It can quantify the severity of the overall load imbalance of the tower legs in real time and continuously track the long-term cumulative change trend of this indicator. It does not need to wait for the tower to show visible tilting and displacement before triggering an alarm. It can predict progressive load eccentricity damage in advance, reserve sufficient maintenance window for on-site operation and maintenance, and reduce fatigue damage to the lattice tower steel structure from the source.

[0043] 3. This solution incorporates wind speed turbulence into the calculation model of dynamic eccentric impact coefficient. By using turbulence parameters to offset the stress and oil pressure synchronous fluctuation interference caused by strong wind turbulence, the system can autonomously distinguish between normal wind vibration deformation caused by airflow and structural defects such as outrigger detachment. This significantly reduces invalid false alarms generated during strong winds, reduces the frequency of on-site manual verification by maintenance personnel, and improves the stability and reliability of the long-term online attitude monitoring system for mountain wind turbine towers. Attached Figure Description

[0044] 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 drawings can be obtained based on these drawings without creative effort.

[0045] Figure 1 This is a schematic diagram of the overall structure of the present invention;

[0046] Figure 2 This is a schematic diagram of the frame structure in this invention;

[0047] Figure 3 This is a first-view schematic diagram of the present invention;

[0048] Figure 4 for Figure 3 Schematic diagram of the structure at point A in the middle;

[0049] Figure 5 for Figure 3 Schematic diagram of the structure at point B;

[0050] Figure 6 for Figure 3 Schematic diagram of the structure at point C;

[0051] Figure 7 for Figure 3 Schematic diagram of the structure at point D;

[0052] Figure 8 for Figure 2 Schematic diagram of the structure at point E;

[0053] Figure 9This is a schematic diagram of the process of the present invention;

[0054] Figure 10 This is a flowchart of the data processing in this invention.

[0055] In the diagram: 1. Foundation; 101. Frame; 102. Reinforced concrete support platform; 103. Shallow embedded pile cap; 104. Anchor cable; 105. Anti-slide pile; 106. Crown beam;

[0056] 2. Variable elevation support unit; 201. Self-locking hydraulic support; 202. Hydraulic pipe;

[0057] 3. Monitoring unit; 301. Wind speed measuring instrument; 302. Hydraulic pressure transmitter; 303. Dynamic detection instrument; 304. Positioner;

[0058] 4. Data processing unit; 401. Integrated processor; 402. Solar panel. Detailed Implementation

[0059] 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.

[0060] This embodiment discloses a self-leveling grid-structure wind turbine tower with non-equal elevation legs, according to the attached... Figure 1 To be continued Figure 10 As shown, it includes:

[0061] Foundation 1, constructed inside the mountain, is used to support the wind turbine towers;

[0062] The frame 101 is set at the connection end of the foundation 1 and is used to support the wind turbine.

[0063] Variable elevation support unit 2 is installed on the upper end face of foundation 1 and is used for adjustment of frame 101;

[0064] Monitoring unit 3 is installed on the upper end face of frame 101 and is used for parameter monitoring;

[0065] Data processing unit 4 is installed on the outer wall of frame 101 and is used to receive wind speed and oil pressure parameters and transmit them to the cloud.

[0066] Among them, the monitoring unit 3 is used to collect environmental and structural status parameters and transmit them to the data processing unit 4. After analysis and verification by the data processing unit 4, the attitude of the variable elevation support unit 2 under strong wind is monitored and controlled.

[0067] The monitoring unit 3 includes an anemometer 301 and a hydraulic transmitter 302 for adjusting the attitude of the variable elevation support unit 2. The anemometer 301 is installed on the upper surface of the frame 101, and both the anemometer 301 and the hydraulic transmitter 302 are connected to the data processing unit 4 via signal.

[0068] By constructing foundation 1 inside the mountain, sufficient bottom support can be provided for frame 101 and the wind turbine installed on top, maintaining overall strength during long-term use. Monitoring unit 3 can monitor data for each support of frame 101. By monitoring the oil pressure, the stability of its support can be continuously assessed during long-term use, avoiding the phenomenon of weak legs caused by creep of the mountain and foundation 1, which could lead to the danger of the entire frame 101 overturning.

[0069] The data processing unit 4 can collect data from multiple monitoring devices in real time and transmit it to the cloud. By comparing it with the data in the cloud database, the status of the data can be determined. The wind speed measuring instrument 301 installed at the top of the frame 101 can monitor the wind direction and wind speed of the mountain in real time and transmit the data to the data processing unit 4 for unified comparison.

[0070] The hydraulic transmitter 302 can be used to supply hydraulic fluid to multiple outriggers individually, thereby compensating for the support force individually and maintaining the support stability of multiple outriggers during use.

[0071] The monitoring unit 3 also includes a dynamic detector 303 installed inside the frame 101. The dynamic detector 303 is connected to the data processing unit 4. The foundation 1 includes a steel-concrete support platform 102 and a shallow buried foundation 103 constructed in the mountain. The hydraulic transmitter 302 is pre-embedded inside the steel-concrete support platform 102 and the shallow buried foundation 103 respectively.

[0072] The dynamic detector 303 installed inside the frame 101 can monitor the connection between the outriggers and the frame 101 in real time, thereby determining the support status of the outriggers. The hydraulic transmitter 302 embedded in the steel-concrete support platform 102 and the shallow-buried support platform 103 can supply oil to multiple variable elevation support units 2, thereby maintaining their high efficiency of adjustment.

[0073] The variable elevation support unit 2 includes a self-locking hydraulic support 201 installed at the connecting end of the steel-concrete support platform 102. The connecting end of the self-locking hydraulic support 201 is fixedly connected to the lower end face of the frame 101, and the detection end of the dynamic detector 303 abuts against the upper end face of the self-locking hydraulic support 201.

[0074] By using the self-locking hydraulic support 201 installed at the connection end of the steel-concrete support platform 102, it can provide support for the frame 101 and transfer the weight of the frame 101 to the interior of the mountain through the foundation 1, thus ensuring the safe use of the wind turbine on top of the frame 101 during long-term use.

[0075] The variable elevation support unit 2 also includes a hydraulic pipe 202. One end of the hydraulic pipe 202 is fixedly connected to the input end of the self-locking hydraulic support 201, and the other end is fixedly connected to the output end of the hydraulic transmitter 302. A positioner 304 is installed on the upper end face of the hydraulic transmitter 302.

[0076] By using the hydraulic pipe 202 installed at the input end of the self-locking hydraulic support 201, the hydraulic transmitter 302 can quickly deliver oil into its interior, thereby providing support and compensation for a single outrigger and maintaining a tight connection between it and the top frame 101. By using the positioner 304 installed on the upper surface of the hydraulic transmitter 302, the position change information of the hydraulic transmitter 302 can be judged by transmitting positioning signals in real time, thereby determining whether the overall foundation 1 has shifted.

[0077] Data processing unit 4 includes an integrated processor 401 installed on the outer wall of frame 101. The integrated processor 401 is connected to the hydraulic transmitter 302, positioner 304, wind speed meter 301 and dynamic detector 303 respectively.

[0078] The integrated processor 401 installed on the outer wall of the frame 101 can receive and process various types of data, and transmit the data to the cloud for data comparison. Then, based on the data results, the self-locking hydraulic support 201 is adjusted to maintain the stable support of each leg.

[0079] A solar panel 402 is installed on the outer wall of the frame 101. The output end of the solar panel 402 is fixedly connected to the power supply end of the integrated processor 401 through an inverter. The integrated processor 401 is synchronously connected to the cloud database signal.

[0080] The solar panels 402 installed on the outer wall of the frame 101 can provide auxiliary power to the integrated processor 401 through solar energy, so that it can maintain stable operation for a certain period of time when there is a power outage, thus facilitating maintenance personnel to replenish the power.

[0081] Foundation 1 also includes anchor cables 104, anti-slide piles 105 and cap beams 106. Anchor cables 104 and anti-slide piles 105 are constructed inside the mountain and are connected to the steel-concrete support platform 102 and the shallow buried support platform 103 by concrete pouring. The cap beams 106 are constructed on the outer wall of the hydraulic transmitter 302.

[0082] The anchor cables 104 installed inside the mountain can maintain the tightness of the connection between the mountain and the foundation 1. The filling with concrete and cement grout can improve the integrity of the foundation 1. The anti-slide piles 105 can increase the connection with the mountain by utilizing their rigidity and the enlarged end at the bottom, and strengthen the overall connection with the top pier, providing stable support for the frame 101. The cap beam 106 can support and protect the hydraulic transmitter 302 from the outer wall, maintaining its accurate and stable positioning.

[0083] Example 1, in conjunction with Appendix Figure 8 To be continued Figure 9 The complete construction process is explained in detail below, with the following steps:

[0084] S1, mountainous differentiated foundation construction, enlarged compression piles and cast-in-place piles are constructed on the high and low slopes of the mountain respectively, multi-section steel pipe concrete support columns are erected and shallow buried pile cap 103 is poured, relying on differentiated pile foundation to adapt to the original height difference of the mountain, providing stable bottom support for wind power towers.

[0085] Based on the elevation difference of the mountain slope, the pile foundation is constructed in sections. Concrete cast-in-place piles are laid on the low slope, and enlarged compression piles are constructed on the high slope. After the pile foundation is formed, multi-segment steel pipe concrete support columns are erected, and shallow buried pile caps 103 are poured on site to form an integrated load-bearing base.

[0086] By using a differentiated pile foundation scheme with varying slopes to adapt to the natural elevation differences of the mountainous terrain, the amount of mountain excavation work is significantly reduced, ecological damage is minimized, and a uniform and stable bottom bearing foundation is provided for the upper grid wind turbine towers.

[0087] S2, Variable elevation support unit assembly, Variable elevation support unit 2 is installed on the top of the pier, Self-locking hydraulic support is used to connect the base and frame 101, Hydraulic transmitter 302 independently hydraulically adjusts the elevation of each leg to compensate for terrain height difference, After leveling, mechanical lock and hydraulic lock are double locked to lock the leg size to ensure the tower is vertical.

[0088] The variable elevation support unit 2 is installed on the top surface of the completed pier. The bearing connection between the pier base and the upper frame 101 is built by relying on the self-locking hydraulic support 201. The equipment is equipped with a hydraulic transmitter 302 to collect the oil pressure in real time and control the extension height of each leg individually to accurately offset the original height difference of the mountain slope.

[0089] After the level of the frame 101 is tested and found to be qualified, the mechanical lock and hydraulic lock double locking mechanism is activated simultaneously to fix the stroke of the oil cylinder, prevent the outriggers from retracting under pressure, and stabilize the verticality of the tower.

[0090] S3, multi-source linkage tower attitude monitoring, monitoring unit 3 is linked with variable elevation support unit 2 to collect wind speed, support oil pressure and outrigger stress data, and integrated processor 401 calculates the dynamic eccentricity impact coefficient every 10 minutes. Real-time identification of tower instability risks;

[0091] The monitoring unit 3 and the variable elevation support unit 2 establish a data linkage acquisition mechanism to simultaneously acquire three types of raw data: ambient wind speed, oil pressure of each hydraulic support oil circuit, and dynamic stress of the outrigger structure. The integrated processor 401 uses a ten-minute sliding calculation window to substitute the preset formula to solve the dynamic eccentric impact coefficient. Relying on this quantitative index, it distinguishes between natural wind vibration deformation and structural hazards such as outrigger false legs and load eccentricity, and identifies potential instability risks of the tower in all weather conditions.

[0092] S4, local cloud collaborative data analysis and early warning, integrated processor 401 local real-time judgment of monitoring indicators, synchronously upload data to the cloud for review, the system sets multi-level security thresholds, pushes alarms to the cloud when indicators exceed the limits, and retains abnormal data for operation and maintenance traceability.

[0093] The integrated processor 401 locally completes the real-time calculation and preliminary judgment of various monitoring indicators, and simultaneously uploads the full-time sensor data to the cloud platform for secondary verification. The system has preset multiple safety judgment thresholds. Once key indicators such as dynamic eccentricity impact coefficient exceed the safe range.

[0094] Alarm information is immediately pushed to the cloud backend, and all monitoring curves and raw data for abnormal periods are automatically stored, making it convenient for maintenance personnel to retrieve and trace the source of the fault and carry out targeted tower maintenance and leveling operations.

[0095] The dynamic eccentric impact coefficient The calculation formula is as follows:

[0096] ,in

[0097] This is the current dynamic eccentricity impact coefficient, used to determine the outrigger status;

[0098] These are system calibration constants, fixed constants set after the initial installation, used to... The value falls within a range that facilitates early warning judgment;

[0099] Calibration was performed under standard on-site conditions (all four outriggers are under completely uniform load, in an ideal windless state). When the ideal is unbiased Approaching 0;

[0100] One-time calibration allows for long-term use; recalibration is only required after the outriggers are readjusted.

[0101] The stress peak-valley difference of a single outrigger within a 10-minute window is obtained by collecting the stress curve of the dynamic detector (303) at the detection end of a single outrigger after a preset 10-minute period, and subtracting the minimum stress from the maximum stress within 10 minutes.

[0102] When the wind load pushes and pulls the tower back and forth, the stress on the outriggers will fluctuate.

[0103] If there are localized weak legs: the load is concentrated on the remaining legs, and the stress fluctuation will be significantly amplified. Get bigger;

[0104] When the force is evenly distributed across all four legs, the stress fluctuations are gradual. Too small;

[0105] To determine the standard deviation of the hydraulic cylinders of the four outriggers, four sets of real-time hydraulic pressures can be obtained by simultaneously acquiring the dynamic monitoring instruments (303) inside the four outriggers. 1. 2. 3. 4. Therefore, the standard deviation of these four sets of data is calculated as follows: Provide a numerical value for judgment;

[0106] Simultaneously collect real-time oil pressure data from the four outrigger pressure-holding cylinders. 1. 2. 3. 4. Calculate the standard deviation of a set of oil pressure data. The standard deviation itself represents the degree of dispersion of a set of data.

[0107] The four legs experience balanced force and have similar oil pressure: The value is very small;

[0108] One outrigger experienced a slight slippage (a "virtual leg"), resulting in significantly lower hydraulic pressure compared to the other three outriggers, and increased hydraulic pressure dispersion. Get bigger;

[0109] This is the wind speed turbulence intensity, used to detect the current state of the wind flow parameters.

[0110] The wind speed turbulence The calculation formula is: ,in:

[0111] Standard deviation of wind speed within a 10-minute window;

[0112] Average wind speed within a 10-minute window;

[0113] Characterizes the degree of airflow turbulence and gust fluctuations; dimensionless.

[0114] Calm breeze: Very small;

[0115] Strong winds, turbulent currents, mountain valley winds: Significantly larger.

[0116] Example 2: This example takes the entire process of daily monitoring as an example, and the specific implementation method is as follows:

[0117] The dynamic eccentric impact coefficient operation monitoring and feedback adjustment of this scheme is a fully automatic closed-loop process, which is achieved by the collaboration of monitoring unit 3 and integrated processor 401. The whole process of data acquisition, index calculation, status judgment and risk feedback is completed with a fixed sliding calculation window of 10 minutes.

[0118] First, the equipment synchronously collects operating data. The wind speed measuring instrument 301 at the top of the frame 101 collects the wind speed data of the entire area in real time. The pre-embedded hydraulic transmitter 302 synchronously obtains the real-time hydraulic pressure values ​​of the four sets of outrigger hydraulic supports. The dynamic detector 303 continuously collects the dynamic stress data of the outrigger structure. All raw data are transmitted to the integrated processor 401 in real time to ensure the synchronization and continuity of multi-source data acquisition.

[0119] After data acquisition, the integrated processor 401 performs standardized calculations and obtains three core parameters—wind speed turbulence intensity, standard deviation of hydraulic pressure of the four outriggers, and peak-valley difference of outrigger stress—through a 10-minute sliding window statistical calculation. These parameters are then substituted into a preset formula to solve for the dynamic eccentric impact coefficient.

[0120] During the operation, the system can automatically offset the stress and oil pressure fluctuation interference caused by strong wind turbulence through wind speed turbulence intensity, accurately separate the normal deformation data generated by wind vibration, avoid the misjudgment and omission problems of traditional monitoring, and accurately identify structural hidden defects such as local false legs and load eccentricity.

[0121] Finally, the system completes the status determination and closed-loop feedback. The integrated processor 401 compares the real-time calculated impact coefficient with the preset multi-level safety threshold. When the value is normal, it continuously monitors and synchronously uploads data to the cloud storage.

[0122] If the indicators exceed the limits, the system immediately triggers dual warnings on both the local and cloud platforms, retaining complete abnormal data curves. Maintenance personnel can then accurately locate the potential for eccentricity or false legs based on the traceable data, and selectively manipulate the variable elevation support unit 2 to fine-tune the outrigger elevation, correcting the load imbalance and ultimately achieving a closed-loop protection system for real-time tower attitude monitoring, intelligent judgment, and precise leveling. The setting can be calculated based on data such as stress fluctuation, oil pressure uniformity and wind turbulence interference of the outrigger through the dynamic eccentric impact coefficient. This value can be used to determine the support posture of the outrigger and the impact feedback of the airflow.

[0123] When this value increases significantly, it can be determined that the vertical distribution of the tower is becoming increasingly unbalanced, with localized instances of "virtual legs".

[0124] By monitoring the wind speed with the anemometer 301, the wind volume at that time can be determined. A slight increase in wind volume during a high-wind, turbulent environment is considered normal interference and will not cause false alarms.

[0125] pass The settings can unify the dimensions of multiple parameters after installation, so that accurate results can be obtained through calculation, and the calculation results are within the numerical range of the warning judgment.

[0126] Example 3: This example uses specific monitoring values ​​as an example. The specific monitoring process is as follows:

[0127] Set system calibration constants =0.08, measured data within a 10-minute monitoring window: outrigger stress peak-to-valley difference. =1.2MPa, standard deviation of hydraulic pressure of four outriggers =0.9MPa;

[0128] The wind speed was monitored by an anemometer 301. The 10-minute average wind speed was 6 m / s, and the standard deviation of the wind speed was 0.9 m / s. The turbulence intensity was calculated. =0.15;

[0129] Substituting into the formula, we get =0.08×(1.2×0.9)÷0.15=0.576.

[0130] This value is uploaded to the cloud and compared with the cloud's preset first-level warning threshold of 0.6. The current value is within the safe range. The system continues to collect data in a loop. If localized false legs appear later, , Simultaneous rise, If the value rises to 0.65 and exceeds the threshold, an alarm will be pushed to the cloud in real time. Maintenance personnel will then adjust the self-locking hydraulic supports to correct the outrigger height and complete the load correction.

[0131] Finally, it should be noted that the above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art can still modify the technical solutions described in the foregoing embodiments or make equivalent substitutions for some of the technical features. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A self-leveling grid-structure wind turbine tower with non-uniform elevation legs, characterized in that, include: Foundation (1), constructed inside the mountain, is used to support the wind turbine towers; A frame (101) is installed at the connection end of the foundation (1) to support the wind turbine generator; A variable elevation support unit (2) is installed on the upper end face of the foundation (1) for adjusting the frame (101); A monitoring unit (3) is installed on the upper surface of the frame (101) for parameter monitoring; The data processing unit (4) is installed on the outer wall of the frame (101) and is used to receive wind speed and oil pressure parameters and transmit them to the cloud. The monitoring unit (3) is used to collect environmental and structural state parameters and transmit them to the data processing unit (4). After analysis and verification by the data processing unit (4), the attitude of the variable elevation support unit (2) under strong wind is monitored and controlled.

2. A non-equal elevation leg self-leveling grid-type wind turbine tower according to claim 1, characterized in that, The monitoring unit (3) includes an anemometer (301) and a hydraulic transmitter (302) for adjusting the attitude of the variable elevation support unit (2). The anemometer (301) is installed on the upper surface of the frame (101), and both the anemometer (301) and the hydraulic transmitter (302) are connected to the data processing unit (4) by signal. The monitoring unit (3) also includes a dynamic detector (303) installed inside the frame (101), and the dynamic detector (303) is connected to the data processing unit (4) by signal. The foundation (1) includes a steel-concrete support platform (102) and a shallow-buried foundation (103) constructed within the mountain body, and the hydraulic transmitter (302) is pre-embedded inside the steel-concrete support platform (102) and the shallow-buried foundation (103).

3. A non-equal elevation leg self-leveling grid-type wind turbine tower according to claim 2, characterized in that, The variable elevation support unit (2) includes a self-locking hydraulic support (201) installed at the connecting end of the steel-concrete support platform (102). The connecting end of the self-locking hydraulic support (201) is fixedly connected to the lower end face of the frame (101), and the detection end of the dynamic detector (303) abuts against the upper end face of the self-locking hydraulic support (201).

4. A non-equal elevation leg self-leveling grid-type wind turbine tower according to claim 3, characterized in that, The variable elevation support unit (2) also includes a hydraulic pipe (202), one end of which is fixedly connected to the input end of the self-locking hydraulic support (201), and the other end is fixedly connected to the output end of the hydraulic transmitter (302). A positioner (304) is installed on the upper surface of the hydraulic transmitter (302).

5. A non-equal elevation leg self-leveling grid-type wind turbine tower according to claim 1, characterized in that, The data processing unit (4) includes an integrated processor (401) installed on the outer wall of the frame (101). The integrated processor (401) is connected to the hydraulic transmitter (302), the positioner (304), the wind speed meter (301), and the dynamic detector (303) respectively.

6. A self-leveling grid-type wind turbine tower with non-equal elevation legs according to claim 5, characterized in that, The outer wall of the frame (101) is equipped with a solar panel (402). The output end of the solar panel (402) is fixedly connected to the power supply end of the integrated processor (401) through an inverter. The integrated processor (401) is synchronously connected to the cloud database signal.

7. A non-equal elevation leg self-leveling lattice structure wind turbine tower according to claim 2, characterized in that, The foundation (1) also includes anchor cables (104), anti-slide piles (105) and cap beams (106). The anchor cables (104) and anti-slide piles (105) are constructed inside the mountain and are connected to the steel-concrete support platform (102) and the shallow buried support platform (103) by concrete pouring. The cap beams (106) are constructed on the outer wall of the hydraulic transmitter (302).

8. A construction method for a self-leveling lattice-structure wind turbine tower with non-equal elevation legs, applicable to the self-leveling lattice-structure wind turbine tower with non-equal elevation legs as described in any one of claims 1-7, characterized in that, The method includes the following steps: S1, mountain differentiated foundation construction, the high and low slopes of the mountain are constructed with enlarged compression piles and cast-in-place piles respectively, multiple steel pipe concrete support columns are erected and shallow buried pile caps are poured (103), relying on the differentiated pile foundation to adapt to the original height difference of the mountain, to provide stable bottom support for the wind power tower. S2, Variable elevation support unit assembly, Variable elevation support unit (2) is installed on the top of the pier, Self-locking hydraulic support is used to connect the base and frame (101), and oil pressure transmitter (302) is used to independently hydraulically adjust the elevation of each leg to compensate for the terrain height difference. After leveling, mechanical lock and hydraulic lock are double-locked to lock the leg size and ensure the tower is vertical. S3, multi-source linkage tower attitude monitoring, the monitoring unit (3) is linked with the variable elevation support unit (2) to collect wind speed, support oil pressure and outrigger stress data, and the integrated processor (401) calculates the dynamic eccentric impact coefficient every 10 minutes. Real-time identification of tower instability risks; S4, local cloud collaborative data analysis and early warning, integrated processor (401) locally real-time judgment of monitoring indicators, synchronously upload data to the cloud for review, the system sets multi-level security thresholds, pushes alarms to the cloud when indicators exceed the standard, and retains abnormal data for operation and maintenance traceability.

9. The construction method of a non-equal elevation leg self-leveling lattice wind turbine tower according to claim 8, characterized in that, The dynamic eccentric impact coefficient The calculation formula is as follows: ,in This is the current dynamic eccentricity impact coefficient, used to determine the outrigger status; These are system calibration constants, fixed constants set after the initial installation, used to... The value falls within a range that facilitates early warning judgment; The stress peak-valley difference of a single outrigger within a 10-minute window is obtained by collecting the stress curve of the dynamic detector (303) at the detection end of a single outrigger after a preset 10-minute period, and subtracting the minimum stress from the maximum stress within 10 minutes. To determine the standard deviation of the hydraulic cylinders of the four outriggers, four sets of real-time hydraulic pressures can be obtained by simultaneously acquiring the dynamic monitoring instruments (303) inside the four outriggers.

1.

2.

3.

4. Therefore, the standard deviation of these four sets of data is calculated as follows: Provide a numerical value for judgment; This is the wind speed turbulence intensity, used to detect the current state of the wind flow parameters.

10. A construction method for a non-equal elevation leg self-leveling lattice-type wind turbine tower according to claim 9, characterized in that, The wind speed turbulence The calculation formula is: ,in: Standard deviation of wind speed within a 10-minute window; Average wind speed within a 10-minute window.

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