Failure judgment method and system for horizontal seam interface of dry-type connection concrete fan tower drum

Abstract

The invention belongs to the field of joint bonding interface failure judgment, and provides a dry-type connection concrete fan tower horizontal joint interface failure judgment method and system. The judgment method comprises the following steps: calculating the maximum allowable rotation angle of the current tower drum horizontal seam and the actual rotation angle of the tower drum horizontal seam; judging whether the current maximum allowable rotation angle of the horizontal seam of the tower drum is smaller than the actual rotation angle of the horizontal seam of the tower drum, and if yes, judging that the current bonding interface of the horizontal seam of the tower drum is in an open working condition; the method comprises the following steps: when a current tower drum horizontal seam bonding interface is in an opening working condition, assuming that a horizontal seam opening angle is a set angle, calculating a sector ring area corresponding to the current horizontal seam opening angle and an inertia moment of a sector ring relative to a centroid, and further obtaining a matched section rotation angle and a bending moment rotation angle; and judging whether the section corner is equal to the bending moment corner or not, adjusting the opening angle of the horizontal seam, and recalculating the current opening angle of the horizontal seam until the surface corner is equal to the bending moment corner, so as to evaluate the working state of the horizontal seam of the tower section of the prestressed concrete fan tower.

Description

Technical Field

[0001] This invention belongs to the field of joint bonding interface failure judgment, and particularly relates to a method and system for judging the failure of horizontal joint interface of dry-connected concrete wind turbine tower. Background Technology

[0002] The statements in this section are merely background information related to the present invention and do not necessarily constitute prior art.

[0003] With the continuous increase in total installed capacity of wind power generation, the height of towers needs to be continuously increased to efficiently utilize wind energy. Because precast concrete towers can be prefabricated in segments and sections, and can be produced on nearby sites, they have largely replaced cast-in-place concrete towers, becoming the preferred option for wind turbine towers. Precast concrete wind turbine tower structures typically involve prefabricating concrete segments in a nearby factory and transporting them to the site for assembly. Finally, prestressed steel cables are used to apply prestress to the segments, ensuring that these tower segments function as a unified whole. The connection methods for precast concrete wind turbine tower segments can be divided into wet connections and dry connections. Dry connections generally use epoxy resin adhesive to bond the concrete segments; this method is simple and fast, and therefore widely used.

[0004] However, for dry-jointed concrete towers, horizontal joints exist between adjacent segments of the precast, segmented tower. These joints inevitably weaken the overall integrity of the tower structure, thus affecting its load-bearing capacity. Concrete towers primarily bear pressure, bending moment, shear force, and torque. When the bending moment at the horizontal joint is large, the tensile stress generated by the bending moment will offset some of the compressive stress at the joint. Epoxy resin adhesive generally does not resist tensile forces, so partial opening may occur between the horizontal joints of adjacent segments, leading to changes in the shear stress flow at the horizontal joint and affecting the overall load-bearing capacity of the wind turbine tower. Furthermore, failure of the horizontal joint adhesive can lead to a failure of the overall tower seal, potentially causing engineering problems such as water seepage and leakage.

[0005] In summary, there is an urgent need for a method to determine the failure of the horizontal joint interface of dry-connected concrete wind turbine towers, in order to assess the effectiveness of the bonding interface of the horizontal joint of dry-connected concrete towers. Summary of the Invention

[0006] To address the aforementioned technical problems, this invention provides a method and system for judging the interface failure of horizontal joints in dry-connected concrete wind turbine towers. This method can assess the working status of horizontal joints in prestressed concrete wind turbine tower sections, providing a theoretical basis and engineering reference for improving the mechanical properties of the tower.

[0007] To achieve the above objectives, the present invention adopts the following technical solution: The first aspect of the present invention provides a method for judging the interface failure of horizontal joints in dry-connected concrete wind turbine towers.

[0008] In one or more embodiments, a method for determining the interface failure of horizontal joints in dry-connected concrete wind turbine towers is provided, including: Calculate the maximum allowable rotation angle of the current horizontal joint of the tower and the actual rotation angle of the horizontal joint of the tower; Determine whether the maximum allowable rotation angle of the current horizontal joint of the tower is less than the actual rotation angle of the horizontal joint of the tower. If so, determine that the bonding interface of the current horizontal joint of the tower is in an open condition; otherwise, determine that the bonding interface of the current horizontal joint of the tower is not open. Under the condition that the bonding interface of the horizontal joint of the tower is in the open working condition, assuming that the opening angle of the horizontal joint is a set angle, calculate the area of ​​the fan ring and the moment of inertia of the fan ring relative to the centroid corresponding to the current opening angle of the horizontal joint, and then obtain the matching section rotation angle and bending moment rotation angle. Determine if the cross-sectional rotation angle is equal to the bending moment rotation angle. If they are not equal, adjust the horizontal joint opening angle and recalculate the cross-sectional rotation angle and bending moment rotation angle corresponding to the current horizontal joint opening angle until the cross-sectional rotation angle and bending moment rotation angle are equal, and determine the horizontal joint opening angle.

[0009] A second aspect of the present invention provides a failure judgment system for the horizontal joint interface of a dry-connected concrete wind turbine tower.

[0010] In one or more embodiments, a failure determination system for the horizontal joint interface of a dry-connected concrete wind turbine tower includes: The allowable and actual rotation angle calculation module is used to calculate the maximum allowable rotation angle of the current horizontal joint of the tower and the actual rotation angle of the horizontal joint of the tower. The opening condition judgment module is used to determine whether the maximum allowable rotation angle of the current tower horizontal joint is less than the actual rotation angle of the tower horizontal joint. If so, it is determined that the current tower horizontal joint bonding interface is in the opening condition; otherwise, it is determined that the current tower horizontal joint bonding interface is not open. The section and bending moment rotation angle calculation module is used to calculate the area of ​​the fan ring and the moment of inertia of the fan ring relative to the centroid of the current horizontal joint opening angle when the bonding interface of the current tower horizontal joint is in the opening condition, assuming that the horizontal joint opening angle is a set angle, and then obtain the matching section rotation angle and bending moment rotation angle. The horizontal joint opening angle determination module is used to determine whether the cross-sectional rotation angle is equal to the bending moment rotation angle. If they are not equal, the horizontal joint opening angle is adjusted and the cross-sectional rotation angle and bending moment rotation angle corresponding to the current horizontal joint opening angle are recalculated until the cross-sectional rotation angle and bending moment rotation angle are equal, thus determining the horizontal joint opening angle.

[0011] A third aspect of the present invention provides a computer program product.

[0012] A computer program product includes a computer program / instructions that, when executed by a processor, implement the steps in the method for determining the interface failure of the horizontal joint of a dry-connected concrete wind turbine tower as described above.

[0013] A fourth aspect of the present invention provides an electronic device.

[0014] An electronic device includes a memory, a processor, and a computer program stored in the memory and executable on the processor. When the processor executes the program, it implements the steps in the above-described method for determining the failure of the horizontal joint interface of a dry-connected concrete wind turbine tower.

[0015] Compared with the prior art, the beneficial effects of the present invention are: This invention determines whether the bonding interface of the current horizontal joint of the tower is in an open condition by comparing the maximum allowable rotation angle of the current horizontal joint with the actual rotation angle of the horizontal joint. If the bonding interface is in an open condition, assuming the horizontal joint opening angle is a set angle, the matching cross-sectional rotation angle and bending moment rotation angle are calculated. Then, based on whether the cross-sectional rotation angle is equal to the bending moment rotation angle, it is determined whether the horizontal joint opening angle needs to be readjusted until the cross-sectional rotation angle and bending moment rotation angle are equal. This method can evaluate the working state of the horizontal joint in the prestressed concrete wind turbine tower section, improve the mechanical performance of the tower, and provide theoretical basis and engineering reference. Attached Figure Description

[0016] The accompanying drawings, which form part of this invention, are used to provide a further understanding of the invention. The illustrative embodiments of the invention and their descriptions are used to explain the invention and do not constitute an improper limitation of the invention.

[0017] Figure 1 This is a flowchart illustrating the method for determining the interface failure of the horizontal joint of a dry-connected concrete wind turbine tower according to an embodiment of the present invention. Figure 2 This is a schematic diagram of the force on the wind turbine tower according to an embodiment of the present invention; Figure 3 This is a cross-sectional normal stress diagram of a tower segment under the critical state of horizontal joint opening according to an embodiment of the present invention; Figure 4 This is a schematic diagram of the horizontal seam angle according to an embodiment of the present invention; Figure 5 This is a schematic diagram of the electronic device structure according to an embodiment of the present invention; Figure 6 This is a schematic diagram of the structure of the dry-connected concrete wind turbine tower horizontal joint interface failure judgment system according to an embodiment of the present invention. Detailed Implementation

[0018] The present invention will be further described below with reference to the accompanying drawings and embodiments.

[0019] It should be noted that the following detailed description is illustrative and intended to provide further explanation of the invention. Unless otherwise specified, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention pertains.

[0020] It should be noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to limit the scope of exemplary embodiments according to the invention. As used herein, the singular form is intended to include the plural form as well, unless the context clearly indicates otherwise. Furthermore, it should be understood that when the terms "comprising" and / or "including" are used in this specification, they indicate the presence of features, steps, operations, devices, components, and / or combinations thereof.

[0021] Terminology Explanation: Dry-connected concrete wind turbine towers: Concrete tower sections are prefabricated in the factory and bonded together with epoxy resin adhesive, without the need for on-site pouring of wet concrete or grouting to connect adjacent tower sections. Currently, precast concrete wind turbine towers are generally designed according to the "Design Standard for Tall Structures" (GB50135-2019), which calculates them as seamless structures similar to chimneys, neglecting the impact of weak points such as joints. This approach is extremely dangerous given the increasing height of towers and the growing installed capacity. To assess the potential opening conditions of horizontal joints in concrete wind turbine towers, this method is proposed based on the principles of structural deformation, aiming to provide a theoretical basis and engineering reference for improving the mechanical properties of towers. Under normal operating conditions, the prestressed concrete tower is mainly subjected to axial force (the weight of the wind turbine). Tower self-weight and external prestressing), shear force (horizontal wind load) Tower top aerodynamic thrust The external loads include four types: bending moment (eccentric bending moment of the wind turbine relative to the tower, bending moment caused by shear force), and torque. Among these, the self-weight of the tower... and horizontal wind load It is a function of the tower height.

[0022] Axial force causes the concrete tower sections to squeeze together, while bending moment causes them to separate. When the bending moment is too large, adjacent tower sections may experience partial separation. This method introduces the following four assumptions: (1) Without considering the tensile strength of the horizontal joint, once the local compressive stress of the horizontal joint is 0, it is considered that the adjacent tower sections have separated from each other in this local area. (2) The center of action of external prestress is always located at the center of the tower, and the position deviation of the action point caused by the bending deformation of the tower structure is not considered; (3) The horizontal stress and strain of the unseparated part are linearly distributed along the diameter, that is, the deformation law of the concrete tower section conforms to the "plane section assumption"; (4) The wind turbine tower is generally made of high-strength concrete of C60 or above. Even if the horizontal joints are separated, the concrete stress in the tower section is generally still small. It can be considered that the concrete constitutive relationship is in the linear stage at this time, and the concrete stress is linearly distributed along the tower diameter.

[0023] Figure 1 This is a flowchart illustrating a method for determining the interface failure of a horizontal joint in a dry-connected concrete wind turbine tower, as described in an embodiment of the present invention. Figure 1 The method for determining the failure of the horizontal joint interface of the dry-connected concrete wind turbine tower shown in this embodiment may include the following steps S101 to S104.

[0024] The specific implementation process of steps S101 to S104 is as follows: Step S101: Calculate the maximum allowable rotation angle of the current horizontal joint of the tower and the actual rotation angle of the horizontal joint of the tower.

[0025] In step S101, the maximum allowable rotation angle of the horizontal joint of the dry-connected concrete wind turbine tower is calculated by multiplying the maximum total compressive stress of the horizontal section of the bonding joint with the tower section height, and then dividing the product of the tower section radius and the elastic modulus.

[0026] Specifically, the expression for the maximum allowable rotation angle of the horizontal joint in the tower is:

[0027] in, This refers to the maximum allowable angle of rotation for the horizontal joint of the tower. The height of the tower section; The height of the upper horizontal plane of the tower section; It is the elastic modulus; It is the radius of the tower section.

[0028] Combination Figure 2 and Figure 3 As shown, the maximum total compressive stress at the horizontal interface of the horizontal joint of the dry-connected concrete wind turbine tower is equal to the sum of the pre-tension compressive stress borne by the concrete cylinder wall at the horizontal joint of the dry-connected concrete wind turbine tower and the self-weight compressive stress borne by the concrete cylinder wall.

[0029] The expression for the maximum total compressive stress of the horizontal joint bonding section of the dry-connected concrete wind turbine tower is as follows:

[0030]

[0031]

[0032] in, The maximum total compressive stress at the horizontal interface of the bonding joint of the dry-connected concrete wind turbine tower. The pre-tension compressive stress borne by the concrete cylinder wall; The compressive stress borne by the self-weight of the concrete cylinder wall; To control the tension of each steel strand, This refers to the number of steel strands. The horizontal cross-sectional area of ​​the annular segment; For the weight of the fan, This refers to the weight of the tower sections and above.

[0033] In other words, the expression for the maximum allowable rotation angle of the horizontal joint in the tower can be given as: .

[0034] Taking a tower with a bottom diameter of 9m, a top diameter of 4.7m, and a height of 90m as an example, let the basic wind pressure value be... ,but: Top basic wind pressure distribution value for The basic wind pressure distribution value at the bottom is Where 2.18 and 1.09 are the wind pressure height variation coefficients at the top and bottom, respectively, and 0.8 is the tower shape coefficient (GB50009-2012, "Code for Design of Building Structures"). Since the wind load shape coefficient is small at the bottom and large at the top, while the effective windward area of ​​the tower is large at the bottom and small at the top, the basic wind pressure distribution value of the tower body can be roughly determined. It is considered a uniformly distributed load.

[0035] Assume the aerodynamic load of the fan is The tower wind pressure is (unit The tower height is At a certain altitude The bending moment at point (with the Earth's surface as the origin of the coordinate system) is

[0036] The eccentric bending moment of the wind turbine at the top of the tower relative to the tower is generally not in the same direction as the aerodynamic load of the wind turbine and can be disregarded.

[0037] According to the structural deformation calculation method, at a certain height The corner is

[0038] in, Let be the section modulus of the concrete tower. For ease of calculation and to adopt a conservative approach, it can be considered a constant, and the value of the section modulus at the top of the tower can be taken. Then, we have:

[0039] The relative rotation angle between the upper and lower horizontal planes of this tower section is (assuming the height of the upper horizontal plane is ). The height of the lower horizontal plane is Then, the formula for the actual rotation angle of the horizontal joint of the tower is:

[0040] in, This refers to the actual rotation angle of the horizontal joint of the tower. The section modulus of the concrete tower; For the aerodynamic load of the fan; The height of the upper horizontal plane of the tower section; This refers to the height of the lower horizontal plane of the tower section; The magnitude of the wind pressure in the tower; This refers to the height of the tower.

[0041] In engineering practice, the stress conditions of wind turbine tower sections are often presented in tabular form. In other embodiments, the formula for the actual rotation angle of the horizontal joint of the tower can also be expressed as:

[0042] in, This refers to the actual rotation angle of the horizontal joint of the tower. The section modulus of the concrete tower; The height of the tower section; The height of the upper horizontal plane of the tower section; This refers to the height of the lower horizontal plane of the tower section; and These are the bending moment values ​​of the upper and lower surfaces of the tower section, respectively.

[0043] Step S102: Determine whether the maximum allowable rotation angle of the current horizontal joint of the tower is less than the actual rotation angle of the horizontal joint of the tower. If so, determine that the bonding interface of the current horizontal joint of the tower is in the open condition; otherwise, determine that the bonding interface of the current horizontal joint of the tower is not open.

[0044] When the relative rotation angle between the upper and lower horizontal planes of a tower segment exceeds the maximum rotation angle that the tower segment can produce in the non-detached state, that is... At this time, adjacent segments will separate. Therefore, at a certain height The equation of state for the opening of the horizontal seam at that location is:

[0045] aerodynamic load of the wind turbine Uniform wind pressure value Prestressed Fan gravity Tower gravity ,high Substituting the series values ​​into the above formula, when the greater than sign is satisfied, it indicates that the horizontal joint may open due to excessive bending moment.

[0046] In other embodiments, the critical state equation for opening can also be expressed as: .

[0047] Step S103: Under the condition that the bonding interface of the horizontal joint of the tower is in the open working condition, assuming that the opening angle of the horizontal joint is the set angle, calculate the area of ​​the fan ring and the moment of inertia of the fan ring relative to the centroid corresponding to the opening angle of the current horizontal joint, and then obtain the matching section rotation angle and bending moment rotation angle.

[0048] When the horizontal joint is open, the effective load-bearing cross-sectional area of ​​the horizontal joint decreases. Assuming the opening angle of the horizontal joint is... ,like Figure 4 As shown, the compressive stress generated by the axial force is:

[0049] Let be the area of ​​the fan ring. The compressive stress at the angle edge is 0, meaning that at the angle edge, the maximum tensile stress generated by the bending moment is equal to the compressive stress in the above equation.

[0050] And the maximum compressive stress generated by the bending moment can be obtained:

[0051] and the maximum total compressive stress of the horizontal section

[0052] in This is the location of the annular center. Therefore, the rotation angle of the horizontal seam section is...

[0053] Since the point of application of the axial force (external prestress + gravity) is the center of the circle, the axial force will generate a bending moment that prevents the horizontal joint from opening, i.e., the bending moment rotation angle is...

[0054] or

[0055] Let be the moment of inertia of the sector ring relative to the centroid.

[0056] Step S104: Determine whether the section rotation angle is equal to the bending moment rotation angle. If they are not equal, adjust the horizontal joint opening angle and recalculate the section rotation angle and bending moment rotation angle corresponding to the current horizontal joint opening angle until the section rotation angle and bending moment rotation angle are equal, and determine the horizontal joint opening angle.

[0057] The rotation angle of the horizontal joint section is equal to the bending moment rotation angle, therefore we have

[0058] or

[0059] get

[0060] in

[0061] or The solution is obtained through an iterative method until the angular diameter is reached. Calculation accuracy reaches .

[0062] The structure of the electronic device according to an embodiment of the present invention will be described in detail below. Figure 5 This is a schematic diagram of the composition structure of an electronic device provided in an embodiment of the present invention. It can be understood that... Figure 5 The diagram shows only an exemplary structure of the electronic device, not the entire structure. Some or all of the structures shown may be implemented as needed.

[0063] The electronic device provided in this embodiment of the invention includes: at least one processor 501, a memory 502, a user interface 503, and at least one network interface 504. The various components in the dry-connected concrete wind turbine tower horizontal joint interface failure judgment system are coupled together via a bus system 505. It can be understood that the bus system 505 is used to realize the connection and communication between these components. In addition to a data bus, the bus system 505 also includes a power bus, a control bus, and a status signal bus. However, for clarity, in... Figure 3 The general designated all buses as Bus System 505.

[0064] The user interface 503 may include a monitor, keyboard, mouse, trackball, click wheel, buttons, touchpad, or touch screen.

[0065] It is understood that memory 502 can be volatile memory or non-volatile memory, or both. In this embodiment of the invention, memory 502 is capable of storing data to support the operation of the terminal. Examples of this data include any computer programs used to operate on the terminal, such as operating systems and applications. The operating system includes various system programs, such as framework layers, core library layers, driver layers, etc., used to implement various basic services and handle hardware-based tasks. Applications can include various applications.

[0066] In some embodiments, the dry-connected concrete wind turbine tower horizontal joint interface failure judgment system provided by the present invention can be implemented using a combination of hardware and software. As an example, the dry-connected concrete wind turbine tower horizontal joint interface failure judgment system provided by the present invention can be a processor in the form of a hardware decoding processor, which is programmed to execute the dry-connected concrete wind turbine tower horizontal joint interface failure judgment method provided by the present invention. For example, the processor in the form of a hardware decoding processor can employ one or more application-specific integrated circuits (ASICs), DSPs, programmable logic devices (PLDs), complex programmable logic devices (CPLDs), field-programmable gate arrays (FPGAs), or other electronic components.

[0067] As an example, processor 501 can be an integrated circuit chip with signal processing capabilities, such as a general-purpose processor, a digital signal processor (DSP), or other programmable logic devices, discrete gate or transistor logic devices, discrete hardware components, etc., wherein the general-purpose processor can be a microprocessor or any conventional processor, etc.

[0068] As an example of the hardware implementation of the dry-connected concrete wind turbine tower horizontal joint interface failure judgment system provided in this embodiment of the invention, the device provided in this embodiment of the invention can be directly executed by a processor 501 in the form of a hardware decoding processor. For example, it can be executed by one or more application-specific integrated circuits (ASICs), DSPs, programmable logic devices (PLDs), complex programmable logic devices (CPLDs), field-programmable gate arrays (FPGAs), or other electronic components to implement the dry-connected concrete wind turbine tower horizontal joint interface failure judgment method provided in this embodiment of the invention.

[0069] The memory 502 in this embodiment of the invention is used to store various types of data to support the operation of the dry-connected concrete wind turbine tower horizontal joint interface failure judgment system, or to store data for execution. Figure 1 The program code for the method shown. Examples of this data include: any executable instructions for operation on the dry-connected concrete wind turbine tower horizontal joint interface failure judgment system, such as executable instructions, and the program for implementing the dry-connected concrete wind turbine tower horizontal joint interface failure judgment method of the present invention can be included in the executable instructions.

[0070] like Figure 6 As shown, the failure judgment system for the horizontal joint interface of the dry-connected concrete wind turbine tower provided in this embodiment of the invention can be implemented in software. The failure judgment system for the horizontal joint interface of the dry-connected concrete wind turbine tower includes the following software modules: allowable and actual rotation angle calculation module 601, opening condition judgment module 602, section and bending moment rotation angle calculation module 603, and horizontal joint opening angle determination module 604.

[0071] The following is a description of the functions of each software module in the failure judgment system for the horizontal joint interface of dry-connected concrete wind turbine towers: The allowable and actual rotation angle calculation module 601 is used to calculate the maximum allowable rotation angle of the current horizontal joint of the tower and the actual rotation angle of the horizontal joint of the tower. The opening condition judgment module 602 is used to determine whether the maximum allowable rotation angle of the current tower horizontal joint is less than the actual rotation angle of the tower horizontal joint. If so, it is determined that the current tower horizontal joint bonding interface is in the opening condition; otherwise, it is determined that the current tower horizontal joint bonding interface is not open. The section and bending moment rotation angle calculation module 603 is used to calculate the area of ​​the fan ring and the moment of inertia of the fan ring relative to the centroid of the current horizontal joint opening angle when the bonding interface of the current tower horizontal joint is in the opening condition, assuming that the horizontal joint opening angle is a set angle, and then obtain the matching section rotation angle and bending moment rotation angle. The horizontal joint opening angle determination module 604 is used to determine whether the cross section rotation angle is equal to the bending moment rotation angle. If they are not equal, the horizontal joint opening angle is adjusted and the cross section rotation angle and bending moment rotation angle corresponding to the current horizontal joint opening angle are recalculated until the cross section rotation angle and bending moment rotation angle are equal, thus determining the horizontal joint opening angle.

[0072] It should be noted that the allowable and actual rotation angle calculation module 601, the opening condition judgment module 602, the section and bending moment rotation angle calculation module 603, and the horizontal joint opening angle determination module 604 in the embodiments of the present invention correspond one-to-one with each step in the above-mentioned method for judging the failure of the interface of the horizontal joint of the dry-connected concrete wind turbine tower. Their specific implementation processes are the same, and will not be repeated here.

[0073] Specifically, according to embodiments of this application, the processes described above with reference to the flowcharts can be implemented as computer software programs. For example, embodiments of this application include a computer program product comprising a computer program carried on a computer-readable medium, the computer program including functions for executing... Figure 1 The program code for the method shown. In such an embodiment, the computer program can be downloaded and installed from a network via a communication component, and / or installed from a removable medium. When the computer program is executed by the central processing unit, it performs the various functions defined in the apparatus of this application.

[0074] This invention is described with reference to flowchart illustrations and / or block diagrams of methods, apparatus (systems), and computer program products according to embodiments of the invention. It will be understood that each block of the flowchart illustrations and / or block diagrams, as well as combinations of blocks in the flowchart illustrations and / or block diagrams, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, special-purpose computer, embedded processor, or other programmable data processing apparatus to produce a machine, such that the instructions, which execute via the processor of the computer or other programmable data processing apparatus, generate instructions for implementing the flowchart. Figure 1 One or more processes and / or boxes Figure 1 A device that provides the functions specified in one or more boxes.

[0075] The above description is merely a preferred embodiment of the present invention and is not intended to limit the invention. Various modifications and variations can be made to the present invention by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A method for judging the failure of the horizontal joint interface of a dry-connected concrete wind turbine tower, characterized by: Calculate the maximum allowable rotation angle of the current horizontal joint of the tower and the actual rotation angle of the horizontal joint of the tower; Determine whether the maximum allowable rotation angle of the current horizontal joint of the tower is less than the actual rotation angle of the horizontal joint of the tower. If so, determine that the bonding interface of the current horizontal joint of the tower is in the open working condition. Otherwise, it is determined that the bonding interface of the current horizontal joint of the tower is not open; Under the condition that the bonding interface of the horizontal joint of the tower is in the open working condition, assuming that the opening angle of the horizontal joint is a set angle, calculate the area of ​​the fan ring and the moment of inertia of the fan ring relative to the centroid corresponding to the current opening angle of the horizontal joint, and then obtain the matching section rotation angle and bending moment rotation angle. Determine if the cross-sectional rotation angle is equal to the bending moment rotation angle. If they are not equal, adjust the horizontal joint opening angle and recalculate the cross-sectional rotation angle and bending moment rotation angle corresponding to the current horizontal joint opening angle until the cross-sectional rotation angle and bending moment rotation angle are equal, and determine the horizontal joint opening angle.

2. The method for judging the failure of the horizontal joint interface of a dry-connected concrete wind turbine tower as described in claim 1, characterized in that, The maximum allowable rotation angle of the horizontal joint of the dry-connected concrete wind turbine tower is calculated by multiplying the maximum total compressive stress of the horizontal section of the bonding joint with the tower height, and then dividing the product of the tower radius and the elastic modulus.

3. The method for judging the failure of the horizontal joint interface of a dry-connected concrete wind turbine tower as described in claim 1 or 2, characterized in that, The expression for the maximum allowable rotation angle of the horizontal joint in the tower is: in, This refers to the maximum allowable angle of rotation for the horizontal joint of the tower. The height of the tower section; The height of the upper horizontal plane of the tower section; It is the elastic modulus; It is the radius of the tower section.

4. The method for judging the failure of the horizontal joint interface of a dry-connected concrete wind turbine tower as described in claim 2, characterized in that, The maximum total compressive stress at the horizontal joint of the dry-connected concrete wind turbine tower is equal to the sum of the tensile compressive stress borne by the concrete wall at the horizontal joint and the compressive stress borne by the self-weight of the concrete wall.

5. The method for judging the failure of the horizontal joint interface of a dry-connected concrete wind turbine tower as described in claim 4, characterized in that, The expression for the maximum total compressive stress in the horizontal section of the bonded joint of a dry-connected concrete wind turbine tower is: in, The maximum total compressive stress at the horizontal section of the bonding joint of the dry-connected concrete wind turbine tower; The tensile compressive stress borne by the concrete cylinder wall; The compressive stress borne by the self-weight of the concrete cylinder wall; To control the tension of each steel strand, This refers to the number of steel strands. The horizontal cross-sectional area of ​​the annular segment; For the weight of the fan, This refers to the weight of the tower sections and above.

6. The method for judging the failure of the horizontal joint interface of a dry-connected concrete wind turbine tower as described in claim 1, characterized in that, The formula for the actual rotation angle of the horizontal joint in the tower is: in, This refers to the actual rotation angle of the horizontal joint of the tower. The section modulus of the concrete tower; For the aerodynamic load of the fan; The height of the upper horizontal plane of the tower section; This refers to the height of the lower horizontal plane of the tower section; The magnitude of the wind pressure in the tower; This refers to the height of the tower.

7. The method for judging the failure of the horizontal joint interface of a dry-connected concrete wind turbine tower as described in claim 1, characterized in that, The formula for the actual rotation angle of the horizontal joint in the tower is: in, This refers to the actual rotation angle of the horizontal joint of the tower. The section modulus of the concrete tower; The height of the tower section; The height of the upper horizontal plane of the tower section; This refers to the height of the lower horizontal plane of the tower section; and These are the bending moment values ​​of the upper and lower surfaces of the tower section, respectively.

8. A failure judgment system for the horizontal joint interface of a dry-connected concrete wind turbine tower, characterized by: The allowable and actual rotation angle calculation module is used to calculate the maximum allowable rotation angle of the current horizontal joint of the tower and the actual rotation angle of the horizontal joint of the tower. The opening condition judgment module is used to determine whether the maximum allowable rotation angle of the current tower horizontal joint is less than the actual rotation angle of the tower horizontal joint. If so, it is determined that the current tower horizontal joint bonding interface is in the opening condition. Otherwise, it is determined that the bonding interface of the current horizontal joint of the tower is not open; The section and bending moment rotation angle calculation module is used to calculate the area of ​​the fan ring and the moment of inertia of the fan ring relative to the centroid of the current horizontal joint opening angle when the bonding interface of the current tower horizontal joint is in the opening condition, assuming that the horizontal joint opening angle is a set angle, and then obtain the matching section rotation angle and bending moment rotation angle. The horizontal joint opening angle determination module is used to determine whether the cross-sectional rotation angle is equal to the bending moment rotation angle. If they are not equal, the horizontal joint opening angle is adjusted and the cross-sectional rotation angle and bending moment rotation angle corresponding to the current horizontal joint opening angle are recalculated until the cross-sectional rotation angle and bending moment rotation angle are equal, thus determining the horizontal joint opening angle.

9. A computer program product comprising a computer program / instructions, characterized in that, When the computer program / instruction is executed by the processor, it implements the steps in the method for judging the failure of the horizontal joint interface of the dry-connected concrete wind turbine tower as described in any one of claims 1-7.

10. An electronic device comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, characterized in that, When the processor executes the program, it implements the steps in the method for judging the failure of the horizontal joint interface of the dry-connected concrete wind turbine tower as described in any one of claims 1-7.

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