A multi-stage energy dissipation wind power support structure and a design method thereof

Abstract

The application provides a multi-stage energy dissipation wind power support structure and a design method thereof, and belongs to the technical field of engineering energy dissipation shock absorption. The multi-stage energy dissipation wind power support structure comprises an upper flange ring, a support cylinder and a lower flange ring connected in sequence, the upper flange ring is fixed with a tower cylinder, the lower flange ring is fixed with a ground foundation, the multi-stage energy dissipation wind power support structure and the tower cylinder jointly constitute a tower for supporting a wind turbine generator, the Gauss curvature of the tower cylinder is 0, and the Gauss curvature of the support cylinder is set to a negative number. Through the structural design of the support cylinder, the failure mode of the wind power support structure is changed from brittle failure to ductile failure, the redundancy of the wind power support structure is greatly improved, and the failure position can be controlled in the component for providing early warning for a wind farm.

Description

Technical Field

[0001] This invention belongs to the field of engineering energy consumption and vibration reduction technology, specifically relating to a multi-stage energy-consuming wind power support structure and its design method. Background Technology

[0002] During the design process, the vibrations generated by complex excitation sources such as earthquakes, wind, and waves need to be considered. Therefore, the wind power support structure should have good energy dissipation performance.

[0003] Traditional wind turbine support structure design schemes use the elastic limit of structural bearing capacity to design each component. Such design results in a support structure with weak energy dissipation capacity and extremely low redundancy, and it cannot control the location of support structure failure. The only way to meet safety requirements is to increase the size and materials of the components in the design. As wind turbine generators develop towards higher and larger dimensions, these problems will directly lead to an increase in the construction cost of wind farms.

[0004] Therefore, there is an urgent need to propose a multi-stage energy-consuming wind power support structure and its design method to solve the above-mentioned technical problems. Summary of the Invention

[0005] This invention provides a multi-stage energy-consuming wind power support structure and its design method, which can change the failure mode of the wind power support structure from brittle failure to ductile failure, greatly improving the redundancy of the wind power support structure, and thus effectively solving at least one of the technical problems involved in the background art.

[0006] To solve the above-mentioned technical problems, the technical solution of the present invention is as follows:

[0007] A multi-stage energy-dissipating wind turbine support structure is disclosed. This multi-stage energy-dissipating wind turbine support structure, together with the tower, forms a tower for supporting wind turbine generators. The multi-stage energy-dissipating wind turbine support structure includes an upper flange ring, a lower flange ring, a support cylinder, and an energy-dissipating damper. The upper and lower flange rings are arranged in parallel and spaced apart. Both the support cylinder and the energy-dissipating damper are fixed at one end to the upper flange ring and at the other end to the lower flange ring. The upper flange ring is fixed to the bottom end of the tower, and the lower flange ring is fixed to the ground foundation. The tower has a Gaussian curvature of 0. The support cylinder is a hollow annular structure with a negative Gaussian curvature. The moment of inertia of the support cylinder's cross-section satisfies the following condition:

[0008]

[0009] In the formula, I a The moment of inertia of the cross section of the support cylinder is represented by ; n represents dividing the support cylinder into n segments, each segment being considered as a uniform circular ring; I i h represents the moment of inertia of the i-th segment of the support cylinder. ih represents the height of the i-th segment of the support cylinder. i-1 This indicates the height of the (i-1)th segment of the support cylinder.

[0010] As a preferred improvement, the upper flange ring includes an upper ring plate and a lower ring plate that are fixed to each other. The side wall of the lower ring plate extends outward in the circumferential direction to form a wing plate. The top end of the support cylinder is fixed to the inner ring of the wing plate, and the bottom end is fixed to the inner ring of the lower flange ring. The top end of the energy dissipation damper is hinged to the wing plate, and the bottom end is hinged to the lower flange ring.

[0011] As a preferred improvement, the support cylinder is divided into three segments from top to bottom, including a core segment and two transition segments disposed at both ends of the core segment. The transition segments are tapered structures with the opening width gradually increasing away from the core segment.

[0012] As a preferred improvement, the thickness of the core segment is equal at all points, and the minimum thickness of the transition segment is not less than the thickness of the core segment.

[0013] As a preferred improvement, the wing plate is flush with the bottom end of the lower ring plate, and the wing plate surrounds the lower ring plate.

[0014] As a preferred improvement, the upper ring plate further includes stiffening ribs, which connect the upper ring plate and the lower ring plate. The stiffening ribs are evenly distributed on the inner and outer sides of the upper ring plate, and the stiffening ribs located on the outer side of the upper ring plate are fixed to the wing plate.

[0015] As a preferred improvement, the inner diameter of the lower flange ring is equal to the inner diameter of the flange, and the outer diameter is equal to the outer diameter of the flange.

[0016] As a preferred improvement, the axis of the energy-dissipating damper is parallel to the axis of the support cylinder, and there are multiple energy-dissipating dampers. These multiple energy-dissipating dampers surround the outside of the support cylinder and are distributed in a ring array along the axis of the support cylinder.

[0017] As a preferred improvement, the energy-dissipating damper is connected to the wing plate via a first hinge seat, the top end of the energy-dissipating damper is inserted into the first hinge seat and hinged to the first hinge seat via a first pin, and the energy-dissipating damper can rotate around the first pin; the energy-dissipating damper is connected to the lower flange ring via a second hinge seat, the bottom end of the energy-dissipating damper is inserted into the second hinge seat and hinged to the second hinge seat via a second pin, and the energy-dissipating damper can rotate around the second pin.

[0018] A design method for the above-mentioned multi-stage energy-consuming wind power support structure includes the following steps:

[0019] Step S1: Obtain the maximum shear force F of the tower under different working conditions and the design limit value of the top displacement μ of the tower from the design data, and convert it according to F = kμ to obtain the stiffness design limit value k of the tower;

[0020] Step S2: Based on the principle of equivalent stiffness, the stiffness of the tower is equal to the sum of the stiffness of the tower tube and the stiffness of the multi-stage energy-dissipating wind power support structure. Using the height H1 of the tower tube and the height H2 of the multi-stage energy-dissipating wind power support structure, the stiffness design limit value k2 of the multi-stage energy-dissipating wind power support structure is obtained, expressed as:

[0021]

[0022] In the formula, I1 represents the moment of inertia of the tower section, I2 represents the moment of inertia of the multi-stage energy-consuming wind power support structure; E represents the elastic modulus of the material; H represents the total height of the tower, H=H1+H2;

[0023] Step S3: Based on the stiffness calculation principle, ignoring the influence of the upper and lower flange rings on the stiffness of the multi-stage energy-dissipating wind power support structure, construct the stiffness k of the multi-stage energy-dissipating wind power support structure. ab The expression is represented as:

[0024] k ab =k a +k b =EI a +mk znq ;

[0025] In the formula, k a This indicates the stiffness of the support cylinder; k b Indicates the stiffness of the energy-dissipating damper; I a The value represents the moment of inertia of the cross section of the support cylinder; m represents the number of energy-dissipating dampers; k represents the number of energy-dissipating dampers. znq The stiffness of a single energy-dissipating damper is represented by the following: The support cylinder is divided into n segments, each segment is considered as a uniform circular ring, and based on the displacement equivalence principle, the moment of inertia I of the support cylinder's cross-section is... a Represented as:

[0026]

[0027] In the formula, h i I represents the height of the i-th segment of the support cylinder. i The moment of inertia of the i-th segment of the support cylinder is expressed as:

[0028]

[0029] In the formula, D it represents the diameter of the i-th segment of the support section. i This represents the thickness of the i-th segment of the support section;

[0030] Step S4: Select the design object and use a multi-objective optimization algorithm to solve for the optimal values ​​of the structural parameters of the design object. The design object is the support cylinder and / or the energy dissipation damper. The structural parameters of the support cylinder include the height h of the i-th segment. i Diameter D i and thickness t i The structural parameters of the energy dissipation damper include the stiffness k of a single energy dissipation damper. znq Given the number m of the energy-dissipating dampers, during the solution process, the stiffness design value k2 of the multi-stage energy-dissipating wind power support structure is assigned as the initial value to the stiffness k of the multi-stage energy-dissipating wind power support structure. ab The diameter and thickness of the bottom end of the tower are assigned as initial values ​​to the diameter D1 and t1 of the first segment of the support cylinder, and the solution is iterated until the model converges or the maximum number of iterations is reached.

[0031] Step S5: Based on the optimal values ​​of the structural parameters of the design object obtained from the solution, recalculate the stiffness k of the tower. eq Based on the conversion relationship between stiffness and frequency, the frequency of the tower is calculated, and it is verified whether the frequency meets the design requirements. If yes, the optimal value of the structural parameters of the design object is selected as the design value. If not, the process returns to step S4 to recalculate until the frequency of the tower meets the design requirements.

[0032] The frequency f of the tower is represented as:

[0033]

[0034] In the formula, M represents the mass of the tower; k ep This represents the equivalent stiffness calculated based on the structural parameters of the designed object.

[0035] The beneficial effects of this invention are as follows:

[0036] (1) By designing the transition section in the support tube as a conical structure, the design method of the wind power support structure is changed from the original elastic design to the elastic-plastic design. Under the same displacement and bearing capacity requirements, the use of component materials can be reduced, which plays a role in reducing costs and increasing efficiency.

[0037] (2) By concentrating the system energy consumption on the replaceable support cylinder, the damage control effect can be achieved, and the yield of the structure is concentrated on the support cylinder, thus achieving a high degree of redundancy.

[0038] (3) It can be combined with a variety of existing energy-dissipating dampers. Through the design method of this invention, the wind turbine generator set can have excellent energy dissipation capability when subjected to various extreme working conditions. In addition, these support cylinders also play an early warning role. After damage, they can be directly disassembled and replaced, which is convenient for assembly, replacement and repair. Under the condition of ensuring the vibration reduction and energy dissipation of the wind power structure, the repair work and cost after structural damage are reduced. Attached Figure Description

[0039] To more clearly illustrate the technical solutions in the embodiments of the present invention, the accompanying drawings used in the description of the embodiments 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, wherein:

[0040] Figure 1 A reference diagram showing the usage status of the multi-stage energy-consuming wind power support structure provided by the present invention;

[0041] Figure 2 A three-dimensional structural diagram showing the multi-stage energy-consuming wind power support structure provided by the present invention;

[0042] Figure 3 express Figure 2 A half-sectional view of the multi-stage energy-consuming wind power support structure shown;

[0043] Figure 4 express Figure 2 The cross-sectional view of the multi-stage energy-consuming wind power support structure shown;

[0044] Figure 5 express Figure 2 The front view of the multi-stage energy-consuming wind power support structure shown;

[0045] Figure 6 express Figure 2 A top view of the multi-stage energy-consuming wind power support structure shown;

[0046] Figure 7 express Figure 2 The three-dimensional structural diagram of the support cylinder is shown;

[0047] Figure 8 This is a comparison chart showing the capacity curves of the multi-stage energy-consuming wind power support structure provided by the present invention and the support structures in the prior art.

[0048] Figure 9 This diagram illustrates the energy consumption curve of the multi-stage energy-consuming wind power support structure provided by the present invention. Detailed Implementation

[0049] 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, not all, of the embodiments of the present invention. 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.

[0050] Example 1

[0051] Please refer to the following: Figures 1-9 This embodiment provides a multi-stage energy-consuming wind power support structure. The multi-stage energy-consuming wind power support structure 100 and the tower 200 together constitute the tower 400 for supporting the wind turbine 300. The tower 200 is generally considered as an existing structure with a Gaussian curvature of 0, exhibiting brittle mechanical characteristics. Therefore, the multi-stage energy-consuming wind power support structure 100 needs to be designed to change the overall mechanical characteristics of the tower 400, transforming it from an elastic design with extremely low redundancy to an elastoplastic design with high redundancy.

[0052] The multi-stage energy-consuming wind turbine support structure 100 includes an upper flange ring 10, a lower flange ring 20, a support cylinder 30, and an energy-consuming damper 40. The upper flange ring 10 is fixed to the bottom end of the tower 200, and the lower flange ring 20 is fixed to the ground foundation. The upper flange ring 10 and the lower flange ring 20 are arranged in parallel and spaced apart. The support cylinder 30 and the energy-consuming damper 40 are both connected to the upper flange ring 10 and the lower flange ring 20.

[0053] The upper flange ring 10 includes an upper ring plate 11, a lower ring plate 12, a flange 13, and a stiffening rib 14.

[0054] The upper ring plate 11 is located above the lower ring plate 12, and the two are fixed together by bolts. The wing plate 13 extends outward from the side wall of the lower ring plate 12, and the wing plate 13 is flush with the bottom end of the lower ring plate 12, and the wing plate 13 surrounds the lower ring plate 12.

[0055] The stiffening ribs 14 are used to connect the upper ring plate 11 and the lower ring plate 12, thereby strengthening the connection. The stiffening ribs 14 are distributed on both the inner and outer sides of the upper ring plate 11. The stiffening ribs 14 are fixed to the upper ring plate 11 and the lower ring plate 12 by welding. The stiffening ribs 14 located on the outer side of the upper ring plate 11 are also fixed to the wing plate 13 by welding.

[0056] The lower flange ring 20 is a common ring-plate flange. The inner diameter of the lower flange ring 20 is equal to the inner diameter of the flange 13, and the outer diameter is equal to the outer diameter of the flange 13, so that the lower flange ring 20 and the flange 13 are completely aligned.

[0057] The top end of the support cylinder 30 is fixed to the inner ring of the wing plate 13, and the bottom end is fixed to the inner ring of the lower flange ring 20. Within the multi-stage energy-dissipating wind power support structure 100, the influence of the upper flange ring 10 and the lower flange ring 20 on the system stiffness is not considered; only the influence of the support cylinder 30 and the energy-dissipating damper on the system stiffness is considered. Therefore, the Gaussian curvature of the support cylinder is chosen to be negative, and its moment of inertia is defined as follows:

[0058]

[0059] In the formula, I a The moment of inertia of the cross section of the support cylinder is represented by ; n represents dividing the support cylinder into n segments, each segment being considered as a uniform annulus; h i I represents the height of the i-th segment of the support cylinder. i h represents the moment of inertia of the i-th segment of the support cylinder. i-1 The height of the (i-1)th segment of the support cylinder.

[0060] While ensuring the stiffness requirements of the multi-stage energy-consuming wind power support structure 100, the overall capacity curve and failure behavior of the tower 400 are changed by selecting a negative Gaussian curvature for the support cylinder 30.

[0061] Specifically, this embodiment provides a structural form of the support cylinder 30: the support cylinder 30 includes a core section 31 and two transition sections 32 disposed at both ends of the core section 31. The transition sections 32 are tapered structures with the opening width gradually increasing away from the core section 31. It can be understood that one of the transition sections 32 is used to connect with the wing plate 13, and the other transition section 32 is used to connect with the lower flange ring 20.

[0062] From an overall structural perspective, the structure of the support cylinder 30 satisfies the requirement of a negative Gaussian curvature, and the transition section 32 is designed in a conical shape. This allows for uniform stiffness variation and, moreover, forms a stress concentration layer with the core section 31, ensuring that the failure section of the support cylinder 30 only occurs between the core section 31 and the transition section 32. This effectively controls the deformation of the system within the support cylinder 30, facilitating centralized monitoring and control of deformation. Compared to traditional straight cylinder designs, this design also changes the failure mode of the support cylinder 30 from brittle to ductile, significantly improving the redundancy of the support cylinder 30.

[0063] The thickness of the core segment 31 is equal at all points. The thickness of the transition segment 32 can be equal at all points or can vary uniformly, but the minimum thickness must not be less than the thickness of the core segment 31.

[0064] Preferably, the two transition segments 32 are integrally formed with the core segment 31.

[0065] Specifically, the transition section 32 includes a wide end and a narrow end arranged opposite to each other. The two transition sections 32 are divided into an upper transition section and a lower transition section. The wide end of the upper transition section is fixed to the upper flange ring 10, and the narrow end is fixed to the top of the core section 31. The narrow end of the lower transition section is fixed to the bottom of the core section 31, and the wide end is fixed to the ground foundation. The bottom end of the tower, the upper flange ring 10, and the wide end of the upper transition section have the same diameter.

[0066] Since the Gaussian curvature of the support cylinder 30 is negative, its structure is concave and has a large margin in space. The energy dissipation damper 40 can be installed using the margin in the space of the support cylinder 30, as a supplement to the support cylinder 30, to provide additional stiffness support for the system.

[0067] The top end of the energy-dissipating damper 40 is hinged to the wing plate 13, and the bottom end is hinged to the lower flange ring 20. The axis of the energy-dissipating damper 40 is parallel to the axis of the support cylinder 30, ensuring that the force directions of both are consistent. Specifically, the energy-dissipating damper 40 is connected to the wing plate 13 via a first hinge seat. The top end of the energy-dissipating damper 40 is inserted into the first hinge seat and hinged to it via a first pin, allowing the energy-dissipating damper 40 to rotate around the first pin. The energy-dissipating damper 40 is connected to the lower flange ring 20 via a second hinge seat. The bottom end of the energy-dissipating damper 40 is inserted into the second hinge seat and hinged to it via a second pin, allowing the energy-dissipating damper 40 to rotate around the second pin. This hinged configuration allows the two ends of the energy-dissipating damper 40 to have a certain degree of freedom, enabling it to adapt to special situations where the wing plate 13 and the lower flange ring 20 deviate from their parallel positions, while still providing a stable energy dissipation effect in such cases.

[0068] The energy-dissipating dampers 40 are multiple in number and arranged in a ring array along the axis of the support cylinder 30. Structurally, the multiple energy-dissipating dampers 40 are evenly arranged around the outside of the support cylinder 30, and the multiple energy-dissipating dampers 40 are connected in parallel to bear the force.

[0069] The purpose of the wing plate 13 is to install the energy-dissipating damper 40, so that the energy-dissipating damper 40 and the support cylinder 30 can work together to bear the force. By extending the wing plate 13, the deformation of the support cylinder 30 is amplified, allowing the energy-dissipating damper 40 to obtain a larger displacement, thereby providing a better energy dissipation effect within the elastic range.

[0070] The energy dissipation damper 40 can be selected from a viscous damper, a frictional energy dissipation damper, a buckling restraint brace, or a component with self-resetting capability, depending on actual needs. This embodiment will not elaborate on this. By adjusting the parameters of the energy dissipation damper 40 and changing its nonlinear parameters, the energy dissipation damper 40 can be made to yield or reach the ultimate bearing condition before the support cylinder 30, thus serving as an early warning function.

[0071] Example 2

[0072] This embodiment provides a design method for a multi-stage energy-consuming wind power support structure, including the following steps:

[0073] Step S1: Obtain the maximum shear force F of the tower under different working conditions and the design limit value of the top displacement μ of the tower from the design data, and convert it according to F = kμ to obtain the stiffness design limit value k of the tower.

[0074] Step S2: Based on the principle of equivalent stiffness, the stiffness of the tower is equal to the sum of the stiffness of the tower tube and the stiffness of the multi-stage energy-dissipating wind power support structure. Using the height H1 of the tower tube and the height H2 of the multi-stage energy-dissipating wind power support structure, the stiffness design limit value k2 of the multi-stage energy-dissipating wind power support structure is obtained, expressed as:

[0075]

[0076] In the formula, I1 represents the moment of inertia of the tower section, I2 represents the moment of inertia of the multi-stage energy-consuming wind power support structure; E represents the elastic modulus of the material; H represents the total height of the tower, H = H1 + H2.

[0077] Step S3: Based on the stiffness calculation principle, ignoring the influence of the upper and lower flange rings on the stiffness of the multi-stage energy-dissipating wind power support structure, construct the stiffness k of the multi-stage energy-dissipating wind power support structure. ab The expression is represented as:

[0078] k ab =k a +k b =EI a +mk znq ;

[0079] In the formula, k aThis indicates the stiffness of the support cylinder; k b Indicates the stiffness of the energy-dissipating damper; I a The value represents the moment of inertia of the cross section of the support cylinder; m represents the number of energy-dissipating dampers; k represents the number of energy-dissipating dampers. znq The stiffness of a single energy-dissipating damper is represented by the following: The support cylinder is divided into n segments, each segment is considered a uniform circular ring, and based on the displacement equivalence principle, the moment of inertia I of the support cylinder's cross-section is... a Represented as:

[0080]

[0081] In the formula, h i I represents the height of the i-th segment of the support cylinder. i The moment of inertia of the i-th segment of the support cylinder is expressed as:

[0082]

[0083] In the formula, D i t represents the diameter of the i-th segment of the support section. i This represents the thickness of the i-th segment of the support section.

[0084] Step S4: Select the design object and use a multi-objective optimization algorithm to solve for the optimal values ​​of the structural parameters of the design object. The design object is the support cylinder and / or the energy dissipation damper. The structural parameters of the support cylinder include the height h of the i-th segment. i Diameter D i and thickness t i The structural parameters of the energy dissipation damper include the stiffness k of a single energy dissipation damper. znq Given the number m of the energy-dissipating dampers, during the solution process, the stiffness design value k2 of the multi-stage energy-dissipating wind power support structure is assigned as the initial value to the stiffness k of the multi-stage energy-dissipating wind power support structure. ab The diameter and thickness of the bottom end of the tower are assigned as initial values ​​to the diameter D1 and t1 of the first segment of the support cylinder, and the solution is iterated until the model converges or the maximum number of iterations is reached.

[0085] The selection of the design object is determined according to the actual needs. That is, the support cylinder or the energy dissipation damper can be designed separately, or the support cylinder and the energy dissipation damper can be designed as a whole.

[0086] Step S5: Based on the optimal values ​​of the structural parameters of the design object obtained from the solution, recalculate the stiffness k of the tower. eqBased on the conversion relationship between stiffness and frequency, the frequency of the tower is calculated, and it is verified whether the frequency meets the design requirements. If yes, the optimal value of the structural parameters of the design object is selected as the design value. If not, the process returns to step S4 to recalculate until the frequency of the tower meets the design requirements.

[0087] The frequency of the tower is expressed as:

[0088]

[0089] In the formula, M represents the mass of the tower; k ep This represents the equivalent stiffness calculated based on the structural parameters of the designed object;

[0090] After step S5, the method further includes steps to verify the strength, stability and fatigue performance of the tower, which can be achieved using conventional techniques in the field, and will not be described in detail in this embodiment.

[0091] The embodiments of the present invention have been described above with reference to the accompanying drawings. However, the present invention is not limited to the specific embodiments described above. The specific embodiments described above are merely illustrative and not restrictive. Those skilled in the art can make many other forms under the guidance of the present invention without departing from the spirit and scope of the claims, and all of these forms are within the protection scope of the present invention.

Claims

1. A multi-stage energy-consuming wind power support structure, characterized in that, The multi-stage energy-dissipating wind turbine support structure, together with the tower, constitutes the tower for supporting the wind turbine. The multi-stage energy-dissipating wind turbine support structure includes an upper flange ring, a lower flange ring, a support cylinder, and an energy-dissipating damper. The upper and lower flange rings are arranged in parallel and spaced apart. Both the support cylinder and the energy-dissipating damper are fixed at one end to the upper flange ring and at the other end to the lower flange ring. The upper flange ring is fixed to the bottom end of the tower, and the lower flange ring is fixed to the ground foundation. The tower has a Gaussian curvature of 0. The support cylinder is a hollow annular structure, divided into three segments from top to bottom: a core segment and two transition segments located at both ends of the core segment. The transition segments are conical structures with opening widths gradually increasing away from the core segment, and their Gaussian curvature is negative. The moment of inertia of the support cylinder's cross-section satisfies the following condition: ； In the formula, This represents the moment of inertia of the cross section of the support cylinder; This indicates that the support cylinder is divided into Each segment is considered as a uniform circular ring; Indicates the first support cylinder The moment of inertia of each segment; Indicates the first support cylinder The height of each segment; Indicates the first support cylinder The height of each segment.

2. The multi-stage energy-consuming wind power support structure according to claim 1, characterized in that, The upper flange ring includes an upper ring plate and a lower ring plate that are fixed to each other. The side wall of the lower ring plate extends outward in the circumferential direction to form a wing plate. The top end of the support cylinder is fixed to the inner ring of the wing plate, and the bottom end is fixed to the inner ring of the lower flange ring. The top end of the energy dissipation damper is hinged to the wing plate, and the bottom end is hinged to the lower flange ring.

3. The multi-stage energy-consuming wind power support structure according to claim 1, characterized in that, The thickness of the core segment is equal at all points, and the minimum thickness of the transition segment is not less than the thickness of the core segment.

4. The multi-stage energy-consuming wind power support structure according to claim 2, characterized in that, The wing plate is flush with the bottom end of the lower ring plate, and the wing plate surrounds the lower ring plate.

5. The multi-stage energy-consuming wind power support structure according to claim 2, characterized in that, The upper ring plate also includes stiffening ribs, which connect the upper ring plate and the lower ring plate. The stiffening ribs are evenly distributed on the inner and outer sides of the upper ring plate, and the stiffening ribs located on the outer side of the upper ring plate are fixed to the wing plate.

6. The multi-stage energy-consuming wind power support structure according to claim 2, characterized in that, The inner diameter of the lower flange ring is equal to the inner diameter of the flange, and the outer diameter is equal to the outer diameter of the flange.

7. The multi-stage energy-consuming wind power support structure according to claim 2, characterized in that, The axis of the energy-dissipating damper is parallel to the axis of the support cylinder. There are multiple energy-dissipating dampers, which surround the outside of the support cylinder and are distributed in a ring array along the axis of the support cylinder.

8. The multi-stage energy-consuming wind power support structure according to claim 2, characterized in that, The energy-dissipating damper is connected to the wing plate via a first hinge seat. The top end of the energy-dissipating damper is inserted into the first hinge seat and hinged to the first hinge seat via a first pin. The energy-dissipating damper can rotate around the first pin. The energy-dissipating damper is connected to the lower flange ring via a second hinge seat. The bottom end of the energy-dissipating damper is inserted into the second hinge seat and hinged to the second hinge seat via a second pin. The energy-dissipating damper can rotate around the second pin.

9. A design method for a multi-stage energy-consuming wind power support structure as described in any one of claims 1-8, characterized in that, Includes the following steps: Step S1: Obtain the maximum shear force of the tower under different working conditions from the design data. and the displacement of the top of the tower Design limits, in accordance with The stiffness design limit of the tower is obtained by conversion. ; Step S2, based on the principle of equivalent stiffness, the stiffness of the tower is equal to the sum of the stiffness of the tower tube and the stiffness of the multi-stage energy-dissipating wind power support structure. The height of the tower tube is then used as a reference. and the height of the multi-stage energy-consuming wind power support structure The stiffness design limit of the multi-stage energy-dissipating wind power support structure is obtained by conversion. , is represented as: ； In the formula, The moment of inertia of the cross section of the tower is represented. This represents the moment of inertia of the cross section of the multi-stage energy-consuming wind power support structure; Indicates the elastic modulus of a material; Indicates the total height of the tower. ; Step S3: Based on the stiffness calculation principle, ignore the influence of the upper and lower flange rings on the stiffness of the multi-stage energy-dissipating wind power support structure, and construct the stiffness of the multi-stage energy-dissipating wind power support structure. The expression is represented as: ； In the formula, This indicates the stiffness of the support cylinder; This indicates the stiffness of the energy-dissipating damper; This represents the moment of inertia of the cross section of the support cylinder; This indicates the number of energy-dissipating dampers. Indicates the stiffness of a single energy-dissipating damper; divides the support cylinder into Each segment is considered a uniform circular ring. Based on the principle of displacement equivalence, the moment of inertia of the cross-section of the support cylinder is... Represented as: ； In the formula, Indicates the first support cylinder The height of each segment Indicates the first support cylinder The moment of inertia of each segment is expressed as: ； In the formula, Indicates the support segment number The diameter of each segment, Indicates the first support segment The thickness of each segment; Step S4: Select the design object and use a multi-objective optimization algorithm to solve for the optimal values ​​of the structural parameters of the design object. The design object is the support cylinder and / or the energy dissipation damper. The structural parameters of the support cylinder include the optimal values ​​of the structural parameters of the support cylinder and / or the energy dissipation damper. The height of each segment ,diameter and thickness The structural parameters of the energy dissipation damper include the stiffness of a single energy dissipation damper. and the number of the energy-dissipating dampers During the solution process, the stiffness design value of the multi-stage energy-consuming wind power support structure is used. The stiffness of the multi-stage energy-dissipating wind power support structure is assigned as an initial value. The diameter and thickness of the bottom end of the tower are used as initial values ​​and assigned to the diameter of the first segment of the support cylinder. and The solution is iterated until the model converges or the maximum number of iterations is reached; Step S5: Based on the optimal values ​​of the structural parameters of the design object obtained from the solution, recalculate the stiffness of the tower. Based on the conversion relationship between stiffness and frequency, the frequency of the tower is calculated, and it is verified whether the frequency meets the design requirements. If yes, the optimal value of the structural parameters of the design object is selected as the design value. If not, the process returns to step S4 to recalculate until the frequency of the tower meets the design requirements. The frequency of the tower mentioned above Represented as: ; In the formula, This indicates the mass of the tower; This represents the equivalent stiffness calculated based on the structural parameters of the designed object.

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