A method and system for constructing a wind power tower energy dissipation column base with a two-section mechanism

Abstract

This invention discloses a dual-segment mechanism for constructing energy-dissipating column bases for wind turbine towers, relating to the field of wind turbine tower construction technology. The method includes the following steps: Step S1, hoisting the lower flange of the welded energy-dissipating ring onto the foundation surface and installing the energy-dissipating components onto the energy-dissipating ring; Step S2, connecting the tension nut on the upper part of the anchor rod to a hydraulic tensioner; Step S3, simultaneously applying prestress to the tension nut and the anchor rod using the hydraulic tensioner; Step S4, detecting the displacement and pressure values ​​of each hydraulic tensioner and fine-tuning the pressure of any abnormal hydraulic tensioners. This invention ensures uniform prestress treatment of the energy-dissipating ring at the column base by applying precise and uniform prestress to the anchor rod. This uniform prestress ensures that the ring-shaped energy-dissipating components are simultaneously stressed and uniformly yield, achieving optimal overall energy dissipation. The energy-dissipating ring and energy-dissipating components form a controllable yield path, and the elastic recovery capability of the alloy steel plate enhances the toughness of the lattice-type tower.

Description

Technical Field

[0001] This invention relates to the field of wind turbine tower construction technology, and in particular to a method and system for constructing energy-dissipating column bases for wind turbine towers using a two-section mechanism. Background Technology

[0002] In lattice-type wind turbine towers, the column base joints are key load-bearing components between the tower and the foundation, and their performance directly affects the overall tower's seismic resistance, wind resistance, and fatigue stability. Traditional lattice-type towers typically use integral steel plate or steel pipe bases, connected to the foundation's embedded parts by welding or bolts.

[0003] Traditional column bases, due to their high structural stiffness and limited material utilization, primarily dissipate energy through the upper members during earthquakes or extreme wind vibrations, while the column base itself is less likely to participate in energy dissipation. Furthermore, since the column base area is typically subjected to complex stresses and concentrated stress at nodes, without effective ductility design, it is prone to brittle failure under extreme loads, leading to instability of the entire tower system. Moreover, once traditional column bases suffer plastic damage under extreme loads, they usually require complete replacement, resulting in high construction costs and significant maintenance difficulties. Summary of the Invention

[0004] The purpose of this invention is to provide a method and system for constructing energy-dissipating column bases for wind turbine towers with a two-stage mechanism, so as to solve the problems mentioned in the background art.

[0005] To achieve the above objectives, the present invention provides the following technical solution: a method for constructing a two-segment mechanism energy-dissipating column base for wind turbine towers, comprising the following steps:

[0006] Step S1: Inspect the reinforced concrete foundation surface using measuring instruments, hoist the lower flange of the welded energy dissipation ring onto the foundation surface, and use bolts to install the energy dissipation components onto the energy dissipation ring;

[0007] Step S2: Install the anchor rod in the reserved hole on the foundation surface, install the lower flange, install the pre-installed nut at the lower part of the anchor rod, and install the tension nut at the upper part of the anchor rod. Connect the hydraulic tensioner to the tension nut.

[0008] Step S3: Use a hydraulic tensioner to simultaneously prestress the tension nut and the anchor rod, collect the displacement and pressure values ​​of the hydraulic tensioner, and monitor the tensioning force, elongation and time data of the anchor rod in real time.

[0009] Step S4: Establish a linear relationship based on the data collected in step S3, and detect the linear relationship between the displacement, pressure value and time of each hydraulic tensioner. When the deviation between the pressure value of the hydraulic tensioner and the average value exceeds the set threshold, all hydraulic tensioners stop and enter the pressure holding state. Then, detect the tension force and elongation of each anchor rod, and fine-tune the pressure of the abnormal hydraulic tensioner.

[0010] Step S5: When the pressure values ​​of all hydraulic tensioners in step S4 reach the preset preload value, and the tensioning nuts are tightened under the load, all hydraulic tensioners are simultaneously depressurized to zero.

[0011] Preferably, in step S1, the energy-consuming ring is fixedly connected to the outer wall of the lower flange by multiple alloy steel plates, and the energy-consuming component is fixedly installed in the arc-shaped groove of the energy-consuming ring by bolts.

[0012] Preferably, the installation of the anchor bolt and hydraulic tensioner in step S2 includes the following steps:

[0013] Step S21: By pre-installing the anchor rods on the positioning steel frame, hoisting the positioning steel frame to the foundation surface, gradually inserting the anchor rods into the corresponding reserved holes on the foundation surface, adjusting the anchor rods, fixing and welding the positioning steel frame to the reserved parts, and pouring concrete in layers at the anchor rod locations;

[0014] Step S22: By passing the mounting hole of the lower flange through the top of the anchor rod, and then threading a pre-installed nut onto the anchor rod so that the bottom end of the pre-installed nut fits against the upper surface of the lower flange, the lower flange is pre-installed and fixed. Then, a tension nut is installed on the upper part of the anchor rod, and the hydraulic tensioner is connected to the tension nut on the anchor rod.

[0015] Preferably, the establishment of a linear relationship between the pressure value and displacement of the hydraulic tensioner in step S3 includes the following steps:

[0016] Step S31: By installing a pressure sensor on the hydraulic valve block of the hydraulic tensioner, the force acting on the hydraulic valve block is detected, and the force is converted into oil pressure, thereby detecting the pressure value of the hydraulic tensioner.

[0017] Step S32: By fixing the linear displacement sensor to the cylinder body and connecting its tie rod to the moving end of the hydraulic tensioner, the linear motion is directly measured to detect the displacement of the hydraulic tensioner;

[0018] Step S33: Based on the hydraulic tensioner pressure and displacement parameters in steps S31 and S32, establish linear relationships between pressure and time, and between displacement and time, based on the hydraulic tensioner operation time data, and compare the changes in pressure and displacement of the hydraulic tensioner within the same time period.

[0019] Preferably, the establishment of a linear relationship between the tension force and elongation of the anchor rod in step S3 includes the following steps:

[0020] Step S34: By installing a ring-type load sensor between the anchor plate and the anchor, readings are taken when the hydraulic tensioner tensions the anchor, and the changes in the prestress of the anchor are monitored over a long period after locking, and the tension force on the anchor is collected.

[0021] Step S35: Based on the displacement of the hydraulic tensioner obtained in step S33, this stroke corresponds to the elongation of the free section of the anchor rod, and the elongation of the anchor rod is collected.

[0022] Step S36: Based on the tension force and elongation of the anchor rod in steps S34 and S35, and based on the anchor rod prestressing tensioning operation time data, establish linear relationships between tension force and time, and between elongation and time, respectively, and compare the changes in tension force and elongation of the anchor rod within the same time period.

[0023] Preferably, the detection of the hydraulic tensioner in step S4 includes the following steps:

[0024] Step S41: Select multiple sets of experimental anchor rods for simulation experiments. After the experimental anchor rods are installed and fixed, conduct a prestress tension simulation experiment. Collect the pressure value, displacement and time parameters of the hydraulic tensioner during the simulation experiment. At the same time, obtain the tension force, elongation and time parameters of the experimental anchor rods. Calculate the average value of the hydraulic tensioner pressure value and displacement, and calculate the average value of the tension force and elongation of the experimental anchor rods.

[0025] Step S42: Based on the linear relationship between hydraulic tensioner pressure and displacement established in step S33, compare the hydraulic tensioner pressure and displacement with the hydraulic tensioner parameters in step S41 within the same time period to monitor the working status of the hydraulic tensioner in real time.

[0026] Step S43: Based on the linear relationship between anchor tension force and elongation established in step S36, compare the anchor tension force and elongation within the same time period with the anchor parameters in step S41 to monitor the anchor status in real time.

[0027] Preferably, the adjustment of the hydraulic tensioner in step S4 includes the following steps:

[0028] Step S44: Based on the difference between the hydraulic tensioner pressure value and displacement in step S42 and the pressure value in step S41, when the deviation between the pressure value and the average value exceeds the set threshold, all hydraulic tensioners stop at the current pressure and displacement position and enter the pressure holding state. The displacement of the hydraulic tensioner is detected, and the displacement is compared with the average value to determine that the anchor bolt tensioning operation corresponding to the hydraulic tensioner is abnormal.

[0029] Step S45: By acquiring the tension force and elongation of the abnormal anchor rod in step S44 and comparing it with other anchor rods, the adjustment direction and range of the hydraulic tensioner are determined based on the comparison results. The opening of the proportional valve of the hydraulic tensioner corresponding to the abnormal anchor rod is finely adjusted to adjust its pressure, thereby controlling the pressure deviation within the allowable range so that the tension force and elongation of the abnormal anchor rod remain the same as those of other anchor rods.

[0030] Preferably, the depressurization of the anchor bolt in step S5 includes the following steps:

[0031] Step S51: Through the action of each hydraulic tensioner, each anchor rod reaches the same prestress state synchronously, and the anchor rod preload meets the preset value. Under the load condition, loosen the pre-installed nut and lock the tension nut.

[0032] Step S52: After the tension nuts are tightened in step S51, all hydraulic tensioners are simultaneously depressurized to zero, the hydraulic tensioners are removed, and the prestressing of the energy-consuming column foot is completed.

[0033] A two-stage wind turbine tower energy-dissipating column base system, using the aforementioned two-stage wind turbine tower energy-dissipating column base construction method, includes:

[0034] The lower flange has mounting holes spaced at equal intervals in a circular array.

[0035] Anchor bolts, wherein the anchor bolts are intersected with the mounting holes of the lower flange;

[0036] An energy dissipation ring is disposed outside the lower flange;

[0037] An energy-consuming component, wherein the energy-consuming component is arranged around the outer side of the energy-consuming ring;

[0038] A recovery segment assembly, wherein the recovery segment assembly is disposed inside the energy dissipation ring;

[0039] A force transmission section assembly is disposed on the lower flange.

[0040] Preferably, the energy-consuming component includes a metal energy-consuming sheet, a mounting plate, an arc-shaped groove, and fastening bolts. The metal energy-consuming sheets are arranged in a ring array at equal intervals on the outer side of the energy-consuming ring. The mounting plate is fixedly connected to one end of the metal energy-consuming sheet by welding. The arc-shaped grooves are arranged in a ring array at equal intervals on the outer wall of the energy-consuming ring. The arc-shaped grooves are slidably inserted into the mounting plate. The fastening bolts are inserted between the mounting plate and the energy-consuming ring, and one end of the fastening bolts is threaded with a fastening nut.

[0041] The recovery section assembly includes an alloy steel plate and an adjustable preload screw sleeve. One end of the alloy steel plate is fixedly connected to the inner wall of the energy dissipation ring by welding, and the adjustable preload screw sleeve is slidably inserted into the other end of the alloy steel plate.

[0042] The force transmission section assembly includes an outer steel pipe, an inner steel pipe, prestressed steel strands, and a concrete interlayer. The bottom end of the outer steel pipe is fixedly connected to the lower flange, and the outer wall of the outer steel pipe is fixedly connected to the other end of the alloy steel plate by welding. The bottom end of the inner steel pipe is fixedly connected to the lower flange, and the inner steel pipe is sleeved in the middle of the outer steel pipe. The prestressed steel strands are arranged in the middle of the inner steel pipe, and the concrete interlayer is filled between the outer steel pipe and the inner steel pipe.

[0043] The technical effects and advantages of this invention are as follows:

[0044] This invention prestresses the anchor bolts at the column base, monitors the pressure and displacement of the hydraulic tensioner, and the tension and elongation of the anchor bolts in real time, and adjusts the tension force of the anchor bolts in real time to ensure that multiple anchor bolts are prestressed with the same tension force. Applying precise and uniform prestress to the anchor bolts ensures uniform prestressing of the energy dissipation ring at the column base. This uniform prestress ensures that the ring-shaped energy dissipation components are simultaneously stressed and uniformly yield, achieving optimal overall energy dissipation. The energy dissipation ring and components form a controllable yield path, avoiding brittle damage caused by stress concentration in the column base area. This allows the column base to produce a safe and predictable deformation mode under extreme loads. Furthermore, the elastic recovery capability of the alloy steel plate enables the column base to have geometric recovery capability, providing a more reliable recovery mechanism for the tower under wind-seismic coupling, improving the toughness of the lattice tower, and reducing damage to wind turbine towers under extreme disasters. Attached Figure Description

[0045] The accompanying drawings are provided to further illustrate the invention and form part of the specification. They are used together with the embodiments of the invention to explain the invention, but do not constitute a limitation thereof. In the drawings:

[0046] Figure 1 This is a schematic diagram of the energy-dissipating column base construction method of the present invention;

[0047] Figure 2 This is a schematic diagram illustrating the installation process of the anchor bolt and hydraulic tensioner of the present invention;

[0048] Figure 3 A schematic diagram illustrating the process of establishing the linear relationship between pressure and displacement of the hydraulic tensioner of the present invention;

[0049] Figure 4 A schematic diagram illustrating the process of establishing the linear relationship between the tension force and elongation of the anchor bolt of the present invention;

[0050] Figure 5 This is a schematic diagram of the hydraulic tensioner testing process of the present invention;

[0051] Figure 6 This is a schematic diagram of the hydraulic tensioner adjustment process of the present invention;

[0052] Figure 7 This is a schematic diagram of the overall structure of the present invention;

[0053] Figure 8 This is a top view of the energy dissipation ring structure of the present invention;

[0054] Figure 9 This is a schematic diagram of the structure of the metal energy-consuming sheet of the present invention;

[0055] Figure 10 This is a top view of the arc-shaped groove structure of the present invention.

[0056] In the attached image:

[0057] 1. Lower flange; 2. Anchor bolt; 3. Energy dissipation ring; 4. Energy dissipation assembly; 41. Metal energy dissipation plate; 42. Mounting plate; 43. Arc groove; 44. Fastening bolt; 5. Recovery section assembly; 51. Alloy steel plate; 52. Adjustable preload sleeve; 6. Force transmission section assembly; 61. Outer steel pipe; 62. Inner steel pipe; 63. Prestressed steel strand; 64. Concrete interlayer. Detailed Implementation

[0058] 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.

[0059] This invention provides, for example Figures 1-6 The method for constructing a two-stage wind turbine tower energy-dissipating column base, as shown, includes the following steps:

[0060] Step S1: Inspect the reinforced concrete foundation surface using measuring instruments, hoist the lower flange of the welded energy dissipation ring onto the foundation surface, and use bolts to install the energy dissipation components onto the energy dissipation ring;

[0061] Step S2: Install the anchor rods in the reserved holes on the foundation surface, number the anchor rods, pass the top of the anchor rod through the mounting hole of the lower flange, install the pre-installed nut at the bottom of the anchor rod, and install the tension nut and washer at the top of the anchor rod. Connect the hydraulic tensioner to the tension nut.

[0062] Step S3: Use a hydraulic tensioner to simultaneously prestress the tension nut and the anchor rod, collect the displacement and pressure values ​​of the hydraulic tensioner, and use sensors to monitor the tensioning force, elongation and time data of the anchor rod in real time.

[0063] Step S4: Establish a linear relationship based on the data collected in step S3, and detect the linear relationship between the displacement, pressure value and time of each hydraulic tensioner. When the deviation between the pressure value of the hydraulic tensioner and the average value exceeds the set threshold, all hydraulic tensioners stop at the current pressure and displacement position and enter the pressure holding state. Then, detect the tension force and elongation of each anchor rod, identify the abnormal anchor rod number, and fine-tune the pressure of the abnormal hydraulic tensioner.

[0064] Step S5: When the pressure values ​​of all hydraulic tensioners in step S4 reach the preset preload value, the tensioning nuts are tightened under the load. After tightening, all hydraulic tensioners are simultaneously depressurized to zero, and then the bottom of the tower is sealed with concrete grout.

[0065] The elevation, levelness, and verticality of the foundation surface were inspected using a precision level and total station. Anchor bolts were used to install the wind turbine tower bases to the foundation surface, and energy dissipation rings were fixedly installed on the bases. As the bases were installed, multiple hydraulic tensioners were used to prestress the anchor bolts at the bases. During the anchor bolt tensioning process, the pressure and displacement of the hydraulic tensioners, as well as the tension force and elongation of the anchor bolts, were monitored in real time. The tensioning force of the anchor bolts was adjusted in real time to ensure that multiple anchor bolts maintained the same tension force during prestressing. Precise and uniform prestress was applied to the anchor bolts, ensuring uniform prestressing of the energy dissipation rings at the bases. This uniform prestress ensured that the ring-shaped energy dissipation components were simultaneously stressed and uniformly yielded, preventing individual points from failing first and achieving optimal overall energy dissipation. This allowed the energy dissipation rings and components to controllably dissipate energy from vibrations at the wind turbine tower bases, improving the toughness of the lattice tower and reducing damage to the wind turbine tower under extreme disasters.

[0066] In step S1, the energy dissipation ring is connected to the lower flange via multiple alloy steel plates. The energy dissipation component is fixedly installed in the arc groove of the energy dissipation ring by bolts. By installing the energy dissipation ring and energy dissipation component outside the lower flange of the wind turbine tower column base, a large amount of vibration energy is absorbed by the independent energy dissipation component, reducing the plasticity requirement of the upper part of the tower, improving the seismic ductility of the entire tower system, and utilizing the elastic recovery capability of the alloy steel plate, the column base still has the overall geometric recovery capability after plasticity, providing a more reliable recovery mechanism for the tower under vibration coupling.

[0067] The installation of the anchor bolts and hydraulic tensioners in step S2 includes the following steps:

[0068] Step S21: By pre-installing the anchor rods on the positioning steel frame, hoisting the positioning steel frame to the foundation surface, gradually inserting the anchor rods into the corresponding reserved holes on the foundation surface, adjusting the anchor rods, fixing and welding the positioning steel frame to the reserved parts, and pouring concrete in layers at the anchor rod locations;

[0069] Step S22: By passing the mounting hole of the lower flange through the top of the anchor rod, and then threading a pre-installed nut onto the anchor rod so that the bottom end of the pre-installed nut fits against the upper surface of the lower flange, the lower flange is pre-installed and fixed. Then, a tension nut is installed on the upper part of the anchor rod, and the hydraulic tensioner is connected to the tension nut on the anchor rod.

[0070] Anchor bolts are installed through pre-drilled holes on the foundation surface. A total station is used to check the elevation, verticality, and centering of each anchor bolt, and adjustments are made to ensure they are under the same stress. The anchor bolts are then used to fix the lower flange at the tower column base. Simultaneously, washers and tension nuts are installed on the anchor bolts. The tension nuts and washers are used to connect the anchor bolts to the hydraulic tensioners. A computer-controlled synchronous tensioning system regulates multiple hydraulic tensioners, displaying and controlling their oil pressure and displacement in real time. Multiple hydraulic tensioners are then used to synchronously prestress the anchor bolts at the column base.

[0071] The establishment of a linear relationship between the pressure and displacement of the hydraulic tensioner in step S3 includes the following steps:

[0072] Step S31: By installing a pressure sensor on the hydraulic valve block of the hydraulic tensioner, the force acting on the hydraulic valve block is detected, and the force is converted into oil pressure, thereby detecting the pressure value of the hydraulic tensioner;

[0073] Step S32: By fixing the linear displacement sensor to the cylinder body and connecting its tie rod to the moving end of the hydraulic tensioner, the linear motion is directly measured to detect the displacement of the hydraulic tensioner;

[0074] Step S33: Based on the hydraulic tensioner pressure and displacement parameters in steps S31 and S32, establish linear relationships between pressure and time, and between displacement and time, based on the hydraulic tensioner operation time data, and compare the changes in pressure and displacement of the hydraulic tensioner within the same time period.

[0075] Multiple hydraulic tensioners are used to simultaneously prestress the anchor bolts. Pressure sensors and linear displacement sensors are used to detect the pressure and displacement of the hydraulic tensioners in real time, monitoring their operational status and establishing curves showing the changes in pressure and time, and displacement and time. By comparing the pressure and displacement of the hydraulic tensioners within the same time period, any abnormalities in their status are detected. The uniformity of the anchor bolt prestressing is judged based on the status of the hydraulic tensioners, ensuring uniform prestressing of the anchor bolts.

[0076] The linear relationship between the tension force and elongation of the anchor rod in step S3 is established, including the following steps:

[0077] Step S34: By installing a ring-type load sensor between the anchor plate and the anchor, readings are taken when the hydraulic tensioner tensions the anchor, and the changes in the prestress of the anchor are monitored over a long period after locking, and the tension force on the anchor is collected.

[0078] Step S35: Based on the displacement of the hydraulic tensioner obtained in step S33, this stroke corresponds to the elongation of the free section of the anchor rod, and the elongation of the anchor rod is collected.

[0079] Step S36: Based on the tension force and elongation of the anchor rod in steps S34 and S35, and based on the anchor rod prestressing tensioning operation time data, establish linear relationships between tension force and time, and between elongation and time, respectively, and compare the changes in tension force and elongation of the anchor rod within the same time period.

[0080] During the prestressing process of the anchor bolts by the hydraulic tensioner, load sensors and linear displacement sensors are used to detect the tension force and elongation of the anchor bolts in real time, monitor the changes in prestress of the anchor bolts, and judge the state of the anchor bolts based on the prestress tension of each anchor bolt. This facilitates the identification of anchor bolts with uneven stress. Furthermore, by comparing the prestress states of multiple anchor bolts, the difference between abnormal anchor bolts and other anchor bolts is determined. Based on the difference, the tension force on abnormal anchor bolts can be adjusted to ensure that all anchor bolts are under the same stress state. Real-time adjustment of the anchor bolt state ensures the uniformity of prestress of each anchor bolt.

[0081] The testing of the hydraulic tensioner in step S4 includes the following steps:

[0082] Step S41: Select multiple sets of experimental anchor rods for simulation experiments. After the experimental anchor rods are installed and fixed, a prestress tension simulation experiment is conducted. Sensors are used to collect the pressure value, displacement, and time parameters of the hydraulic tensioner during the simulation experiment. At the same time, the tension force, elongation, and time parameters of the experimental anchor rods are obtained. The average value of the hydraulic tensioner pressure value and displacement of multiple sets of experimental anchor rods within the same time period is calculated, and the average value of the tension force and elongation of the experimental anchor rods within the same time period is calculated.

[0083] Step S42: Based on the linear relationship between the hydraulic tensioner pressure value and displacement established in step S33, compare the hydraulic tensioner pressure value and displacement within the same time period with the average pressure value and displacement in step S41 to monitor the working status of the hydraulic tensioner in real time.

[0084] Step S43: Based on the linear relationship between anchor bolt tension force and elongation established in step S36, compare the anchor bolt tension force and elongation within the same time period with the average values ​​of tension force and elongation in step S41 to monitor the anchor bolt status in real time.

[0085] By selecting multiple sets of anchor bolts of the same type as those used in the construction of wind turbine tower columns, the installation state of the anchor bolts was simulated. Prestressing tensioning experiments were conducted on the experimental anchor bolts to obtain the pressure value, displacement, tension force, and elongation of the hydraulic tensioner under normal prestressing tension. By weighted averaging of multiple sets of anchor bolt experimental data, the average pressure value and displacement value of the hydraulic tensioner within the corresponding time period were calculated, as well as the average tension force and elongation of the anchor bolt within the corresponding time period. The calculated average values ​​were used as the monitoring standard during the anchor bolt prestressing tensioning operation. By comparing the real-time collected pressure value and displacement value of the hydraulic tensioner with the average value, the state of the hydraulic tensioner was monitored in real time. At the same time, the tension force and elongation of the anchor bolt were compared with the average value to monitor the stress state of the anchor bolt in real time, which facilitates the identification of abnormalities in the hydraulic tensioner and anchor bolt.

[0086] The adjustment of the hydraulic tensioner in step S4 includes the following steps:

[0087] Step S44: Based on the difference between the hydraulic tensioner pressure value and displacement in step S42 and the average value of pressure value and displacement in step S41, when the deviation between the hydraulic tensioner pressure value and the average value exceeds a set threshold, all hydraulic tensioners stop at the current pressure and displacement position and enter the pressure holding state. The hydraulic tensioners with abnormal pressure values ​​are obtained through the anchor bolt number, and the displacement of the hydraulic tensioner is detected. The displacement is compared with the average value to determine that the anchor bolt tensioning operation corresponding to the hydraulic tensioner is abnormal.

[0088] Step S45: By acquiring the tension force and elongation of the abnormal anchor rod in step S44 and comparing it with other anchor rods, the adjustment direction and range of the hydraulic tensioner are determined based on the comparison results. The opening of the proportional valve of the hydraulic tensioner corresponding to the abnormal anchor rod is finely adjusted to adjust its pressure, thereby controlling the pressure deviation within the allowable range so that the tension force and elongation of the abnormal anchor rod remain the same as those of other anchor rods.

[0089] When the real-time pressure value of the hydraulic tensioner is calculated to be different from the average pressure obtained from the experiment, the absolute value of the difference is compared with a set threshold. If the absolute value of the difference exceeds the threshold, the hydraulic tensioner is judged to be in an abnormal state, indicating abnormal anchor bolt prestressing tension. All hydraulic tensioners are stopped, and the hydraulic tensioners maintain their current pressure and displacement position, entering a pressure-holding state. At this time, the tensioning force and elongation data of the abnormal anchor bolt are acquired, and the difference between the abnormal anchor bolt and other anchor bolt data is calculated. The difference is the difference between the abnormal anchor bolt and other anchor bolts. Based on the difference, the rise and fall of the hydraulic tensioner force and the adjustment range of the hydraulic tensioner force are determined. Then, the hydraulic tensioner corresponding to the abnormal anchor bolt is opened, and the opening of the hydraulic tensioner proportional valve is adjusted to adjust the hydraulic tensioner force. At the same time, the tensioning force and elongation data of the anchor bolt are monitored in real time, and the stress state of the anchor bolt is compared to ensure that all anchor bolts are in the same stress state. Then, all hydraulic tensioners are opened synchronously, and all anchor bolts are continuously and slowly prestressed until the anchor bolts reach the preset preload.

[0090] The decompression of the anchor bolt in step S5 includes the following steps:

[0091] Step S51: Through the action of each hydraulic tensioner, each anchor rod reaches the same prestress state synchronously, and the anchor rod preload meets the preset value. Under the load condition, loosen the pre-installed nut and lock the tension nut.

[0092] Step S52: After the tension nuts are tightened in step S51, all hydraulic tensioners are simultaneously depressurized to zero, the hydraulic tensioners are removed, and the prestressing of the energy-consuming column foot is completed.

[0093] When all anchor bolts reach the preset preload simultaneously, each hydraulic tensioner enters the pressure holding state. Under the load, the pre-installed nuts on each anchor bolt are loosened, and the tensioning nuts at symmetrical positions are tightened. After tightening, all hydraulic tensioners are simultaneously and slowly depressurized to zero, the tensioners are removed, and the tensioning nuts are checked for looseness. The anchor bolts and tensioning nuts are then sealed and protected against corrosion to achieve prestressed tensioning of the energy-dissipating column base.

[0094] A two-stage mechanism for wind turbine tower energy dissipation column base system, such as Figures 7-10As shown, the structure includes a lower flange 1, anchor bolts 2, an energy-dissipating ring 3, an energy-dissipating component 4, a recovery section component 5, and a force-transmitting section component 6. The lower flange 1 has mounting holes arranged in a ring-shaped array at equal intervals, used for installing and fixing the upper cylindrical section of the wind turbine tower base. Anchor bolts 2 are interleaved with the mounting holes of the lower flange 1, and multiple anchor bolts 2 are fixedly installed on the foundation surface. The anchor bolts 2 are arranged in a ring-shaped array at equal intervals. Tensioning nuts are installed on the top of the anchor bolts 2 to fix the lower flange 1 to the foundation surface. The energy-dissipating ring 3 is located outside the lower flange 1, and is circular in shape. The lower flange 1 is located inside the energy-dissipating ring 3, which dissipates the vibration energy received by the tower base. The energy absorption and dissipation components 4 are arranged around the outside of the energy dissipation ring 3. The multiple energy dissipation components 4 form a controllable yield path, avoiding brittle damage caused by stress concentration in the column base area, so that the column base can produce a safe and predictable deformation mode under extreme loads. The recovery section component 5 is set on the inside of the energy dissipation ring 3. Utilizing the elastic recovery capability of the recovery section component 5, the column base still has the overall geometric recovery capability after experiencing limited plasticity, providing a more reliable recovery mechanism for the tower under vibration coupling. The force transmission section component 6 is set on the lower flange 1. The axial force, shear force and bending moment of the upper tower are reliably transmitted to the foundation through the force transmission section component 6, ensuring that the column base can still maintain sufficient overall stiffness and bearing capacity after the energy dissipation section yields.

[0095] Energy dissipation component 4 includes metal energy dissipation plates 41, mounting plates 42, arc-shaped grooves 43, and fastening bolts 44. The metal energy dissipation plates 41 are arranged in a ring array at equal intervals on the outer side of the energy dissipation ring 3. Under horizontal force, the metal energy dissipation plates 41 first yield, dissipating energy through a combination of bending, shearing, and local buckling. The mounting plate 42 is fixedly connected to one end of the metal energy dissipation plates 41 by welding. The metal energy dissipation plates 41 are installed and connected to the energy dissipation ring 3 via the mounting plate 42. The arc-shaped grooves 43 are arranged in a ring array at equal intervals on the outer wall of the energy dissipation ring 3. The arc-shaped grooves 43 and the mounting plate 42 are slidably interlocked. The arc-shaped grooves 43 are used to install and accommodate the fastening bolts 44. Mounting plate 42 is installed, and an arc-shaped buckling induction groove is formed by arc-shaped groove 43. Controllable yielding occurs at the position of arc-shaped groove 43. Under repeated loading, mounting plate 42 slides in arc-shaped groove 43, generating friction in arc-shaped groove 43 and forming a full hysteresis curve, making column base one of the main sources of energy consumption. Fastening bolts 44 are interposed between mounting plate 42 and energy consumption ring 3. One end of fastening bolt 44 is threaded with a fastening nut. Mounting plate 42 and metal energy consumption piece 41 are fixedly installed on energy consumption ring 3 by the cooperation of fastening bolt 44 and fastening nut. When metal energy consumption piece 41 is damaged, it is replaced.

[0096] The recovery section component 5 includes an alloy steel plate 51 and an adjustable preload sleeve 52. One end of the alloy steel plate 51 is fixedly connected to the inner wall of the energy dissipation ring 3 by welding. The alloy steel plate 51 is fixed between the energy dissipation ring 3 and the outer steel pipe 61 and is made of shape memory metal. It can actively recover after temperature stimulation or stress unloading, improving the self-resetting ability of the node. When the energy dissipation ring 3 and the energy dissipation component 4 undergo plastic deformation, the alloy steel plate 51 provides a recovery force within a small displacement range, so that the column base gradually returns to its original geometric position. The adjustable preload sleeve 52 is slidably inserted into the other end of the alloy steel plate 51. The adjustable preload sleeve 52 consists of an inner sleeve and an outer sleeve. The outer sleeve has a standard external thread, which is screwed in and fixed. The inner sleeve, with its internal thread, is precisely installed inside the outer sleeve. Its inner diameter is slightly smaller than the outer diameter of the standard bolt. It can be finely adjusted axially relative to the outer sleeve. A torque is applied to the inner sleeve using a special calibration wrench, causing it to elongate or contract slightly relative to the outer sleeve. This slight deformation generates a precise and controllable axial pre-tension stress inside the inner sleeve before the bolt is tightened. When the bolt is subsequently tightened, its thread tightly engages with the pre-stressed inner sleeve thread, thereby achieving a higher, more uniform, and more stable preload. Furthermore, the recovery characteristics of the column base are changed by adjusting the magnitude of the restoring force of the alloy steel plate 51 through the adjustable preload sleeve 52.

[0097] The force transmission section assembly 6 includes an outer steel pipe 61, an inner steel pipe 62, prestressed steel strands 63, and a concrete interlayer 64. The bottom end of the outer steel pipe 61 is fixedly connected to the lower flange 1, and the outer wall of the outer steel pipe 61 is fixedly connected to the other end of the alloy steel plate 51 by welding. The bottom end of the inner steel pipe 62 is fixedly connected to the lower flange 1, and the inner steel pipe 62 is sleeved in the middle of the outer steel pipe 61. The outer steel pipe 61 and the inner steel pipe 62 are fixed to the foundation through the lower flange 1. The vibration force on the tower is transmitted to the outer steel pipe 61 and the inner steel pipe 62, thus transmitting the axial force of the upper tower. Shear force and bending moment are reliably transmitted to the foundation. Prestressed steel strands 63 are set in the middle of the inner steel pipe 62 and fixed by the poured concrete. The force generated by the tower vibration is transmitted to the foundation. The concrete interlayer 64 is filled between the outer steel pipe 61 and the inner steel pipe 62. The concrete interlayer 64 fills the cavity between the outer steel pipe 61 and the inner steel pipe 62, and stably connects the outer steel pipe 61 and the inner steel pipe 62 to the foundation surface, improving the strength of the outer steel pipe 61 and the inner steel pipe 62, so that the column base can still maintain sufficient overall stiffness and bearing capacity.

[0098] Principle of this invention:

[0099] The wind turbine tower base is installed to the foundation surface using anchor bolts. The energy dissipation ring is fixedly installed on the base. As the base is installed, multiple hydraulic tensioners are used to prestress the anchor bolts at the base. During the anchor bolt tensioning process, the pressure and displacement of the hydraulic tensioners, as well as the tension force and elongation of the anchor bolts, are monitored in real time. The tensioning force of the anchor bolts is adjusted in real time to ensure that multiple anchor bolts maintain the same tension force during prestressing. Precise and uniform prestressing is applied to the anchor bolts, ensuring uniform prestressing of the energy dissipation ring at the base. This uniform prestressing ensures the smooth operation of the ring-shaped energy dissipation ring. The components are subjected to synchronous stress and uniformly enter yielding, avoiding individual points from failing first, achieving optimal overall energy dissipation. This allows the energy dissipation ring and components to controllably dissipate energy from vibrations at the wind turbine tower base. By utilizing the energy dissipation ring and components to form a controllable yielding path, brittle damage caused by stress concentration in the base area is avoided. This enables the base to produce a safe and predictable deformation mode under extreme loads. Furthermore, by utilizing the elastic recovery capability of the alloy steel plate, the base has geometric recovery capability, providing a more reliable recovery mechanism for the tower under wind-seismic coupling, improving the toughness of the lattice tower, and reducing damage to the wind turbine tower under extreme disasters.

[0100] Although embodiments of the invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the invention, the scope of which is defined by the appended claims and their equivalents.

Claims

1. A method for constructing a two-stage mechanism for the energy-dissipating column base of a wind turbine tower, characterized in that, Includes the following steps: Step S1: Inspect the reinforced concrete foundation surface using measuring instruments, hoist the lower flange of the welded energy dissipation ring onto the foundation surface, and use bolts to install the energy dissipation components onto the energy dissipation ring; Step S2: Install the anchor rod in the reserved hole on the foundation surface, install the lower flange, install the pre-installed nut at the lower part of the anchor rod, and install the tension nut at the upper part of the anchor rod. Connect the hydraulic tensioner to the tension nut. Step S3: Use a hydraulic tensioner to simultaneously prestress the tension nut and the anchor rod, collect the displacement and pressure values ​​of the hydraulic tensioner, and monitor the tensioning force, elongation and time data of the anchor rod in real time. Step S4: Establish a linear relationship based on the data collected in step S3, and detect the linear relationship between the displacement, pressure value and time of each hydraulic tensioner. When the deviation between the pressure value of the hydraulic tensioner and the average value exceeds the set threshold, all hydraulic tensioners stop and enter the pressure holding state. Then, detect the tension force and elongation of each anchor rod, and fine-tune the pressure of the abnormal hydraulic tensioner. Step S5: When the pressure values ​​of all hydraulic tensioners in step S4 reach the preset preload value, and the tensioning nuts are tightened under the load, all hydraulic tensioners are simultaneously depressurized to zero.

2. The method for constructing a dual-segment mechanism wind turbine tower energy-dissipating column base according to claim 1, characterized in that, In step S1, the energy-consuming ring is connected to the lower flange by multiple alloy steel plates, and the energy-consuming component is fixedly installed in the arc groove of the energy-consuming ring by bolts.

3. The method for constructing a dual-segment mechanism wind turbine tower energy-dissipating column base according to claim 2, characterized in that, The installation of the anchor bolts and hydraulic tensioners in step S2 includes the following steps: Step S21: By pre-installing the anchor rods on the positioning steel frame, hoisting the positioning steel frame to the foundation surface, gradually inserting the anchor rods into the corresponding reserved holes on the foundation surface, adjusting the anchor rods, fixing and welding the positioning steel frame to the reserved parts, and pouring concrete in layers at the anchor rod locations; Step S22: By passing the mounting hole of the lower flange through the top of the anchor rod, and then threading a pre-installed nut onto the anchor rod so that the bottom end of the pre-installed nut fits against the upper surface of the lower flange, the lower flange is pre-installed and fixed. Then, a tension nut is installed on the upper part of the anchor rod, and the hydraulic tensioner is connected to the tension nut on the anchor rod.

4. The method for constructing a dual-segment mechanism wind turbine tower energy-dissipating column base according to claim 3, characterized in that, The establishment of the linear relationship between the pressure value and displacement of the hydraulic tensioner in step S3 includes the following steps: Step S31: By installing a pressure sensor on the hydraulic valve block of the hydraulic tensioner, the force acting on the hydraulic valve block is detected, and the force is converted into oil pressure, thereby detecting the pressure value of the hydraulic tensioner; Step S32: By fixing the linear displacement sensor to the cylinder body and connecting its tie rod to the moving end of the hydraulic tensioner, the linear motion is directly measured to detect the displacement of the hydraulic tensioner; Step S33: Based on the hydraulic tensioner pressure and displacement parameters in steps S31 and S32, establish linear relationships between pressure and time, and between displacement and time, based on the hydraulic tensioner operation time data, and compare the changes in pressure and displacement of the hydraulic tensioner within the same time period.

5. The method for constructing a dual-segment mechanism wind turbine tower energy-dissipating column base according to claim 4, characterized in that, The establishment of the linear relationship between the tension force and elongation of the anchor rod in step S3 includes the following steps: Step S34: By installing a ring-type load sensor between the anchor plate and the anchor, readings are taken when the hydraulic tensioner tensions the anchor, and the changes in the prestress of the anchor are monitored over a long period after locking, and the tension force on the anchor is collected. Step S35: Based on the displacement of the hydraulic tensioner obtained in step S33, this stroke corresponds to the elongation of the free section of the anchor rod, and the elongation of the anchor rod is collected. Step S36: Based on the tension force and elongation of the anchor rod in steps S34 and S35, and based on the anchor rod prestressing tensioning operation time data, establish linear relationships between tension force and time, and between elongation and time, respectively, and compare the changes in tension force and elongation of the anchor rod within the same time period.

6. The method for constructing a dual-segment mechanism wind turbine tower energy-dissipating column base according to claim 5, characterized in that, The testing of the hydraulic tensioner in step S4 includes the following steps: Step S41: Select multiple sets of experimental anchor rods for simulation experiments. After the experimental anchor rods are installed and fixed, conduct a prestress tension simulation experiment. Collect the pressure value, displacement and time parameters of the hydraulic tensioner during the simulation experiment. At the same time, obtain the tension force, elongation and time parameters of the experimental anchor rods. Calculate the average value of the hydraulic tensioner pressure value and displacement, and calculate the average value of the tension force and elongation of the experimental anchor rods. Step S42: Based on the linear relationship between hydraulic tensioner pressure and displacement established in step S33, compare the hydraulic tensioner pressure and displacement with the hydraulic tensioner parameters in step S41 within the same time period to monitor the working status of the hydraulic tensioner in real time. Step S43: Based on the linear relationship between anchor tension force and elongation established in step S36, compare the anchor tension force and elongation within the same time period with the anchor parameters in step S41 to monitor the anchor status in real time.

7. The method for constructing a dual-segment mechanism wind turbine tower energy-dissipating column base according to claim 6, characterized in that, The adjustment of the hydraulic tensioner in step S4 includes the following steps: Step S44: Based on the difference between the hydraulic tensioner pressure value and displacement in step S42 and the pressure value in step S41, when the deviation between the pressure value and the average value exceeds the set threshold, all hydraulic tensioners stop at the current pressure and displacement position and enter the pressure holding state. The displacement of the hydraulic tensioner is detected, and the displacement is compared with the average value to determine that the anchor bolt tensioning operation corresponding to the hydraulic tensioner is abnormal. Step S45: By acquiring the tension force and elongation of the abnormal anchor rod in step S44 and comparing it with other anchor rods, the adjustment direction and range of the hydraulic tensioner are determined based on the comparison results. The opening of the proportional valve of the hydraulic tensioner corresponding to the abnormal anchor rod is finely adjusted to adjust its pressure, thereby controlling the pressure deviation within the allowable range so that the tension force and elongation of the abnormal anchor rod remain the same as those of other anchor rods.

8. The method for constructing a dual-segment mechanism wind turbine tower energy-dissipating column base according to claim 7, characterized in that, The decompression of the anchor bolt in step S5 includes the following steps: Step S51: Through the action of each hydraulic tensioner, each anchor rod reaches the same prestress state synchronously, and the anchor rod preload meets the preset value. Under the load condition, loosen the pre-installed nut and lock the tension nut. Step S52: After the tension nuts are tightened in step S51, all hydraulic tensioners are simultaneously depressurized to zero, the hydraulic tensioners are removed, and the prestressing of the energy-consuming column foot is completed.

9. A dual-stage wind turbine tower energy-dissipating column base system, characterized in that, The wind turbine tower energy dissipation column base construction method using the dual-segment mechanism as described in any one of claims 1-8 includes: The lower flange (1) has mounting holes arranged in a ring array at equal intervals. Anchor bolt (2), wherein the anchor bolt (2) and the mounting hole of the lower flange (1) are intersected; Energy dissipation ring (3), wherein the energy dissipation ring (3) is disposed outside the lower flange (1); Energy-consuming component (4), which is arranged around the outside of energy-consuming ring (3); The recovery segment component (5) is disposed inside the energy dissipation ring (3); Force transmission section assembly (6) is disposed on the lower flange (1).

10. The dual-stage wind turbine tower energy-dissipating column base system according to claim 9, characterized in that, The energy-consuming component (4) includes a metal energy-consuming sheet (41), a mounting plate (42), an arc-shaped groove (43), and fastening bolts (44). The metal energy-consuming sheet (41) is arranged in a ring array at equal intervals on the outside of the energy-consuming ring (3). The mounting plate (42) is fixedly connected to one end of the metal energy-consuming sheet (41) by welding. The arc-shaped groove (43) is opened on the outer wall of the energy-consuming ring (3). The arc-shaped groove (43) and the mounting plate (42) are slidably interlocked. The fastening bolts (44) are interlocked between the mounting plate (42) and the energy-consuming ring (3). The recovery section assembly (5) includes an alloy steel plate (51) and an adjustable preload screw sleeve (52). One end of the alloy steel plate (51) is fixedly connected to the inner wall of the energy dissipation ring (3) by welding, and the adjustable preload screw sleeve (52) is slidably inserted into the other end of the alloy steel plate (51). The force transmission section assembly (6) includes an outer steel pipe (61), an inner steel pipe (62), prestressed steel strands (63), and a concrete interlayer (64). The bottom end of the outer steel pipe (61) is fixedly connected to the lower flange (1). The outer wall of the outer steel pipe (61) is fixedly connected to the other end of the alloy steel plate (51) by welding. The bottom end of the inner steel pipe (62) is fixedly connected to the lower flange (1). The inner steel pipe (62) is sleeved in the middle of the outer steel pipe (61). The prestressed steel strands (63) are set in the middle of the inner steel pipe (62). The concrete interlayer (64) is filled between the outer steel pipe (61) and the inner steel pipe (62).

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