CN114330047A - Method, system, medium and equipment for quickly evaluating load of offshore wind turbine - Google Patents
Method, system, medium and equipment for quickly evaluating load of offshore wind turbine Download PDFInfo
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Abstract
The invention discloses a method, a system, a medium and equipment for quickly evaluating the load of an offshore wind turbine, which are characterized in that DOS commands are adopted for batch processing, APDL commands are automatically generated to call ANSYS kernels for simulation operation, a relation curve between soil resistance and pile body displacement is obtained through calculation, a bottom super-unit matrix of a tower structure of a batch rechecking machine position is obtained according to the relation curve between the soil resistance and the pile body displacement, a modal result of the batch rechecking machine position is obtained according to the relation curve between the soil resistance and the pile body displacement, a characteristic load interpolation function of the rechecking machine position is obtained according to a load historical data database and a sensitivity analysis research result of a previous actual project, and a large amount of basic loads of the rechecking machine position of an offshore wind turbine project can be quickly obtained in batches by combining the characteristic load interpolation function according to the obtained modal result and the super-unit matrix of the batch rechecking machine position and a simulation load result representing the machine position, a large amount of manpower and hardware resources are saved, and the test result is more accurate.
Description
Technical Field
The invention relates to the technical field of offshore fixed wind turbine generator set load analysis, in particular to a method, a system, a medium and equipment for quickly evaluating offshore wind turbine load.
Background
Since the target of '3060' released in China, offshore wind power is regarded as an important component part of the development of clean new energy, and the development is more and more emphasized. In the development of an offshore wind power project, geological conditions and water depth distribution conditions of each offshore fixed wind turbine generator set (hereinafter referred to as an "offshore fixed wind turbine") are different in natural environments, and in order to pursue economy, the requirement of customized design of an offshore fixed wind turbine supporting structure is brought, that is, a designer needs to perform load iterative analysis one by one machine position and perform customized supporting structure (including a foundation and a tower drum) design one by one.
In the current domestic engineering design process and method, the objective reasons of basic theoretical research level, simulation software function limitation and the like are limited, and a simplified processing method is adopted for the pile-soil coupling effect below the sea bed surface of the offshore fixed type fan supporting structure, namely a superunit processing method for condensing the pile structure below the sea bed surface and soil into a single rigidity matrix in simulation software. And when the integrated load simulation of the offshore fixed type wind turbine is iterated, the stiffness matrix obtained by condensing the pile soil is directly introduced.
Because the method is a simplified processing method in nature, under the huge pressure of cost reduction and efficiency improvement in the whole offshore wind power industry, an integrated simulation load evaluation method considering the pile-soil coupling effect is urgently needed to be developed for optimal design.
On the other hand, under the condition of the domestic prior art, taking a 300MW offshore project with a single unit capacity and a 6MW offshore wind turbine unit project as an example, 50 units need to develop customized foundation and tower design, and according to the conventional method, the design period is about 1 year. The offshore wind power project construction window period is short, and a faster design schedule is often needed.
In order to solve the problems, conservative design is generally adopted in China, namely enveloping consideration is often adopted when a stiffness matrix at the sea bed surface of each machine position is obtained, a more conservative single stiffness matrix result is used during fan load iteration, then a representative machine position in a wind electric field area is selected by experience to carry out complete iteration calculation, and the rest machine positions are subjected to one-by-one rechecking calculation.
Disclosure of Invention
The invention aims to solve the defects in the prior art and provides a method for quickly evaluating the load of an offshore wind turbine.
The second purpose of the invention is to provide a system for rapidly evaluating the load of the offshore wind turbine.
It is a third object of the invention to provide a non-transitory computer readable medium.
It is a fourth object of the invention to provide a computing device.
In order to achieve the purpose, the technical scheme provided by the invention is as follows: a method for rapidly evaluating the load of an offshore wind turbine comprises the following steps:
calculating to obtain a relation curve of soil resistance and pile body displacement based on the foundation pile structure below the mud surface and soil property parameters; fitting to obtain a characteristic load interpolation function of each rechecking machine position based on a load historical data database of an offshore wind power project and a sensitivity analysis research result;
calculating to obtain the natural frequency and the modal vibration mode of each rechecking machine position by adopting a modal algorithm program based on a soil resistance and pile body displacement relation curve, a foundation pile structure model, a tower barrel structure model and condensed particles of a wind generating set model; obtaining a bottom super-unit matrix of the tower barrel structure of each rechecking machine position by adopting a super-unit condensation algorithm based on a soil resistance and pile body displacement relation curve and a foundation pile structure model;
and based on the simulation load result of the representative machine position and the obtained natural frequency, modal shape and superunit matrix of each rechecking machine position, combining a characteristic load interpolation function to quickly obtain the basic load of each rechecking machine position.
Further, the concrete process of obtaining the natural frequency and the modal shape of each rechecking machine position by adopting modal algorithm program calculation based on the soil resistance and pile body displacement relation curve, the foundation pile structure model, the tower structure model and the condensed mass point of the wind power generation unit model is as follows:
the foundation pile structure is used as a beam unit for calculation, the foundation pile structure is divided into n-1 units along the length of the foundation pile structure, n nodes are counted, and the foundation pile structure-soil system is regarded as two parts: one part is a body of the foundation pile structure and is simulated by adopting a finite element theory, and the other part is the interaction of the foundation pile structure and the soil and is simulated by adopting a rigidity unit; wherein the content of the first and second substances,
the concrete process of simulating the body of the foundation pile structure by adopting the finite element theory is as follows:
solving by adopting the Beam unit according to the section, the length and the material property of the foundation pile structure to obtain a rigidity matrix, and assuming that the rigidity matrix is K1；
Six degrees of freedom of the Beam unit of the foundation pile structure are considered, namely three translational degrees of freedom and three rotational degrees of freedom;
the concrete process of simulating the interaction between the foundation pile structure and the soil by adopting the rigidity unit is as follows:
the parameters of the stiffness unit are solved and determined through a standard algorithm, p-y and t-z curves of all n node positions of a foundation pile structure-soil system are obtained through calculation of the standard algorithm, namely the curves are relation curves of soil resistance and pile body displacement, and then the stiffness unit parameters of each node are obtained, namely the relation between displacement generated at any point and node counter force of a corresponding point is expressed as follows:
according to the finite element theory, the stiffness matrix of the top of the foundation pile structure is expressed as:
assembling the obtained rigidity matrix of the top of the foundation pile structure and the part above the top of the foundation pile structure by adopting a finite element theory to obtain a rigidity matrix K and a mass matrix M of the whole structure, and establishing an equation:
(K-λM)Φ＝0
wherein, λ and Φ are eigenvalue matrix and eigenvector matrix respectively; the part above the top of the foundation pile structure comprises a tower cylinder structure model and condensed particles of a wind power generation set model;
and solving all characteristic values of the matrix by using a QR algorithm, wherein all characteristic values after the QR algorithm is subjected to iterative computation are the natural frequencies and the modal vibration modes of all rechecking machine positions.
Further, the concrete process of obtaining the bottom super-unit matrix of the tower structure of each rechecking machine position by adopting a super-unit condensation algorithm based on the soil resistance and pile body displacement relation curve and the foundation pile structure model is as follows:
firstly, establishing a fine finite element model of a foundation pile structure below a tower drum and a curve stiffness finite element model of a soil resistance and pile body displacement relation of the foundation pile structure-soil system obtained by calculation through a standard algorithm, and assuming that a dynamic motion equation is as shown in a formula a:
wherein the subscript m represents the principal degree of freedom, i.e., the degree of freedom that requires coagulation retention; x is the number ofmRepresents a principalA displacement vector of degrees of freedom; the subscript s represents the secondary degree of freedom, i.e., the degree of freedom that needs to be eliminated; x is the number ofsA displacement vector representing a secondary degree of freedom; kmmAnd KssRepresenting stiffness matrices corresponding to the primary and secondary degrees of freedom, respectively; mmmAnd MssRespectively representing quality matrixes corresponding to the main degree of freedom and the auxiliary degree of freedom; kmsAnd KsmRepresenting the coupling terms of the stiffness matrixes of the main freedom degree and the auxiliary freedom degree; mmsAnd MsmCoupling terms representing quality matrices of the main degree of freedom and the auxiliary degree of freedom;
and
acceleration vectors representing the primary degree of freedom and the secondary degree of freedom, respectively; fmRepresenting an external load vector acting on the principal degree of freedom;
in order to realize the super-unit condensation, the auxiliary degree of freedom needs to be eliminated, the main degree of freedom is reserved, namely, a dynamic motion equation is converted into an equation with only the main degree of freedom, so that the relation between the displacement vector of the whole degree of freedom and the displacement vector of the main degree of freedom needs to be obtained, namely, a conversion relation b is obtained:
wherein I represents an identity matrix;
substituting the conversion relation b into the equation a and multiplying the left side of the equation by TT to obtain:
the above equation is simplified as:
wherein, K0And M0Is a rigidity matrix and a quality matrix after condensation and meets the following requirements:
and solving to obtain the tower drum structure bottom super unit matrix.
Further, the simulation load result of the representative machine position is obtained by adopting a conventional engineering algorithm.
The second purpose of the invention is realized by the following technical scheme: an offshore wind turbine load rapid assessment system, comprising:
the soil resistance and pile body displacement relation curve calculation module is used for calculating to obtain a soil resistance and pile body displacement relation curve according to the foundation pile structure below the mud surface and soil property parameters;
the characteristic load interpolation function fitting module is used for fitting according to a load historical data database of the offshore wind power project and sensitivity analysis research results to obtain a characteristic load interpolation function of each rechecking machine position; (ii) a
The modal result calculation module is used for calculating the natural frequency and the modal vibration mode of each rechecking machine position by adopting a modal algorithm program according to a soil resistance and pile body displacement relation curve, a foundation pile structure model, a tower structure model and condensed particles of a wind power generation unit model;
the super-unit matrix calculation module is used for obtaining a bottom super-unit matrix of the tower barrel structure of each rechecking machine position by adopting a super-unit condensation algorithm according to a soil resistance and pile body displacement relation curve and a foundation pile structure model;
and the basic load analysis module is used for combining a characteristic load interpolation function to quickly obtain the basic load of each rechecking machine position according to the simulation load result of the representative machine position and the obtained natural frequency, modal shape and superunit matrix of each rechecking machine position.
Further, the specific execution process of the modal result calculation module is as follows:
the foundation pile structure is used as a beam unit for calculation, the foundation pile structure is divided into n-1 units along the length of the foundation pile structure, n nodes are counted, and the foundation pile structure-soil system is regarded as two parts: one part is a body of the foundation pile structure and is simulated by adopting a finite element theory, and the other part is the interaction of the foundation pile structure and the soil and is simulated by adopting a rigidity unit; wherein the content of the first and second substances,
the concrete process of simulating the body of the foundation pile structure by adopting the finite element theory is as follows:
solving by adopting the Beam unit according to the section, the length and the material property of the foundation pile structure to obtain a rigidity matrix, and assuming that the rigidity matrix is K1；
Six degrees of freedom of the Beam unit of the foundation pile structure are considered, namely three translational degrees of freedom and three rotational degrees of freedom;
the concrete process of simulating the interaction between the foundation pile structure and the soil by adopting the rigidity unit is as follows:
the parameters of the stiffness unit are solved and determined through a standard algorithm, p-y and t-z curves of all n node positions of a foundation pile structure-soil system are obtained through calculation of the standard algorithm, namely the curves are relation curves of soil resistance and pile body displacement, and then the stiffness unit parameters of each node are obtained, namely the relation between displacement generated at any point and node counter force of a corresponding point is expressed as follows:
according to the finite element theory, the stiffness matrix of the top of the foundation pile structure is expressed as:
assembling the obtained rigidity matrix of the top of the foundation pile structure and the part above the top of the foundation pile structure by adopting a finite element theory to obtain a rigidity matrix K and a mass matrix M of the whole structure, and establishing an equation:
(K-λM)Φ＝0
wherein, λ and Φ are eigenvalue matrix and eigenvector matrix respectively; the part above the top of the foundation pile structure comprises a tower cylinder structure model and condensed particles of a wind power generation set model;
and solving all characteristic values of the matrix by using a QR algorithm, wherein all characteristic values after the QR algorithm is subjected to iterative computation are the natural frequencies and the modal vibration modes of all rechecking machine positions.
Further, the specific execution process of the superunit matrix calculation module is as follows:
firstly, establishing a fine finite element model of a foundation pile structure below a tower drum and a curve stiffness finite element model of a soil resistance and pile body displacement relation of the foundation pile structure-soil system obtained by calculation through a standard algorithm, and assuming that a dynamic motion equation is as shown in a formula a:
wherein the subscript m represents the principal degree of freedom, i.e., the degree of freedom that requires coagulation retention; x is the number ofmA displacement vector representing a principal degree of freedom; the subscript s represents the secondary degree of freedom, i.e., the degree of freedom that needs to be eliminated; x is the number ofsA displacement vector representing a secondary degree of freedom; kmmAnd KssRepresenting stiffness matrices corresponding to the primary and secondary degrees of freedom, respectively; mmmAnd MssRespectively representing quality matrixes corresponding to the main degree of freedom and the auxiliary degree of freedom; kmsAnd KsmRepresenting the coupling terms of the stiffness matrixes of the main freedom degree and the auxiliary freedom degree; mmsAnd MsmExpressing the quality of the main degree of freedom and the auxiliary degree of freedomCoupling terms of the quantity matrix;
and
acceleration vectors representing the primary degree of freedom and the secondary degree of freedom, respectively; fmRepresenting an external load vector acting on the principal degree of freedom;
in order to realize the super-unit condensation, the auxiliary degree of freedom needs to be eliminated, the main degree of freedom is reserved, namely, a dynamic motion equation is converted into an equation with only the main degree of freedom, so that the relation between the displacement vector of the whole degree of freedom and the displacement vector of the main degree of freedom needs to be obtained, namely, a conversion relation b is obtained:
wherein I represents an identity matrix;
substituting the conversion relation b into the equation a and multiplying the left side of the equation by TT to obtain:
the above equation is simplified as:
wherein, K0And M0Is a rigidity matrix and a quality matrix after condensation and meets the following requirements:
and solving to obtain the tower drum structure bottom super unit matrix.
Further, the simulation load result of the representative machine position is obtained by adopting a conventional engineering algorithm.
The third purpose of the invention is realized by the following technical scheme: a non-transitory computer readable medium having stored thereon instructions that, when executed by a processor, perform the above-described method for rapid offshore wind turbine load estimation.
The fourth purpose of the invention is realized by the following technical scheme: a computing device comprises a processor and a memory for storing a processor executable program, and when the processor executes the program stored in the memory, the method for rapidly estimating the offshore wind turbine load is realized.
Compared with the prior art, the invention has the following advantages and beneficial effects:
1. the invention adopts DOS commands to carry out batch processing and automatically generates APDL commands to call ANSYS kernels to carry out simulation operation, calculates to obtain a relation curve of soil resistance and pile body displacement according to a foundation pile structure below a mud surface and soil property parameters, obtains a bottom super-cell matrix of a batch rechecking machine position tower structure by adopting a super-cell agglomeration algorithm according to the relation curve of soil resistance and pile body displacement and a foundation pile structure model, obtains a characteristic load interpolation function of the rechecking machine position according to a load historical data database and sensitivity analysis research results of previous actual projects and obtains a modal result and a super-cell matrix of the batch rechecking machine position by adopting a modal algorithm program, and the simulation load result representing the machine position is combined with the characteristic load interpolation function, so that the basic loads of a large number of rechecked machine positions of the offshore wind power project can be quickly obtained in batches.
2. The invention can save a large amount of manpower and hardware resources, and can obtain more accurate load evaluation results compared with the past by considering the pile-soil coupling effect through the integrated simulation analysis method, thereby realizing more extreme design optimization, cost reduction and efficiency improvement.
3. By adopting the method, the construction period of finishing one rechecking machine position every 2 days in the past is shortened to 0.5 days, and the efficiency is improved by 75 percent.
Drawings
FIG. 1 is a first schematic diagram of a feature load interpolation function of a rechecking machine position obtained by fitting according to the present invention.
FIG. 2 is a second schematic diagram of a feature load interpolation function of the rechecking machine position obtained by fitting according to the present invention.
FIG. 3 is a third schematic diagram of a feature load interpolation function of the rechecking machine position obtained by fitting according to the present invention.
FIG. 4 is a program launch interface of the present invention.
FIG. 5 is a diagram illustrating the number of computer sites required to be computed by the program interface of the present invention.
FIG. 6 is a schematic diagram of inputting the number of the machine position to be analyzed in the program interface of the present invention.
Fig. 7 is a diagram illustrating the program of the present invention automatically generating a subfolder Case-machine number within the folder allcasesfrompietip.
Fig. 8 is a schematic diagram of the program of the present invention placing an input file input.
Fig. 9 is a schematic diagram of the program calculation operation process of the present invention.
FIG. 10 is a diagram of a feature load interpolation function of a certain set called by the program of the present invention.
FIG. 11 is a schematic diagram of an evaluation system according to the present invention.
Detailed Description
The present invention is further illustrated with reference to the following specific examples, but the mode of use of the present invention is not limited thereto.
Example 1
The embodiment provides a method for rapidly evaluating the load of an offshore wind turbine, which comprises the following steps:
calculating to obtain a relation curve of soil resistance and pile body displacement based on the foundation pile structure below the mud surface and soil property parameters; a characteristic load interpolation function of each rechecking machine position is obtained by fitting based on a load historical data database of an offshore wind power project and a sensitivity analysis research result, the characteristic load interpolation function is shown in figures 1-3, but the characteristic load interpolation function is not limited to figures 1-3, and different characteristic load interpolation functions can be fitted for different projects due to different generator sets;
calculating to obtain the natural frequency and the modal vibration mode of each rechecking machine position by adopting a modal algorithm program based on a soil resistance and pile body displacement relation curve, a foundation pile structure model, a tower barrel structure model and condensed particles of a wind generating set model; obtaining a bottom super-unit matrix of the tower barrel structure of each rechecking machine position by adopting a super-unit condensation algorithm based on a soil resistance and pile body displacement relation curve and a foundation pile structure model;
and based on the simulation load result of the representative machine position obtained by calculation by adopting a conventional engineering algorithm and the obtained natural frequency, modal shape and superunit matrix of each rechecking machine position, combining a characteristic load interpolation function to quickly obtain the basic load of each rechecking machine position.
The concrete process of obtaining the natural frequency and the modal shape of each rechecking machine position by adopting modal algorithm program calculation based on the cohesive mass points of the soil resistance and pile body displacement relation curve, the foundation pile structure model, the tower barrel structure model and the wind power generation unit model is as follows:
the foundation pile structure is used as a beam unit for calculation, the foundation pile structure is divided into n-1 units along the length of the foundation pile structure, n nodes are counted, and the foundation pile structure-soil system is regarded as two parts: one part is a body of the foundation pile structure and is simulated by adopting a finite element theory, and the other part is the interaction of the foundation pile structure and the soil and is simulated by adopting a rigidity unit; wherein the content of the first and second substances,
the concrete process of simulating the body of the foundation pile structure by adopting the finite element theory is as follows:
solving by adopting the Beam unit according to the section, the length and the material property of the foundation pile structure to obtain a rigidity matrix, and assuming that the rigidity matrix is K1；
Six degrees of freedom of the Beam unit of the foundation pile structure are considered, namely three translational degrees of freedom and three rotational degrees of freedom;
the concrete process of simulating the interaction between the foundation pile structure and the soil by adopting the rigidity unit is as follows:
the parameters of the stiffness unit are solved and determined through a standard algorithm, p-y and t-z curves of all n node positions of a foundation pile structure-soil system are obtained through calculation of the standard algorithm, namely the curves are relation curves of soil resistance and pile body displacement, and then the stiffness unit parameters of each node are obtained, namely the relation between displacement generated at any point and node counter force of a corresponding point is expressed as follows:
according to the finite element theory, the stiffness matrix of the top of the foundation pile structure is expressed as:
assembling the obtained rigidity matrix of the top of the foundation pile structure and the part above the top of the foundation pile structure by adopting a finite element theory to obtain a rigidity matrix K and a mass matrix M of the whole structure, and establishing an equation:
(K-λM)Φ＝0
wherein, λ and Φ are eigenvalue matrix and eigenvector matrix respectively; the part above the top of the foundation pile structure comprises a tower cylinder structure model and condensed particles of a wind power generation set model;
and solving all characteristic values of the matrix by adopting a classical QR algorithm, wherein all characteristic values after the completion of QR algorithm iterative computation are the natural frequencies and the modal vibration modes of all rechecking machine positions.
The concrete process of obtaining the bottom super-unit matrix of each rechecking machine position tower cylinder structure by adopting a super-unit condensation algorithm based on the soil resistance and pile body displacement relation curve and the foundation pile structure model is as follows:
firstly, establishing a fine finite element model of a foundation pile structure below a tower drum and a curve stiffness finite element model of a soil resistance and pile body displacement relation of the foundation pile structure-soil system obtained by calculation through a standard algorithm, and assuming that a dynamic motion equation is as shown in a formula a:
wherein the subscript m represents the principal degree of freedom, i.e., the degree of freedom that requires coagulation retention; x is the number ofmA displacement vector representing a principal degree of freedom; the subscript s represents the secondary degree of freedom, i.e., the degree of freedom that needs to be eliminated; x is the number ofsA displacement vector representing a secondary degree of freedom; kmmAnd KssRepresenting stiffness matrices corresponding to the primary and secondary degrees of freedom, respectively; mmmAnd MssRespectively representing quality matrixes corresponding to the main degree of freedom and the auxiliary degree of freedom; kmsAnd KsmRepresenting the coupling terms of the stiffness matrixes of the main freedom degree and the auxiliary freedom degree; mmsAnd MsmCoupling terms representing quality matrices of the main degree of freedom and the auxiliary degree of freedom;
and
acceleration vectors representing the primary degree of freedom and the secondary degree of freedom, respectively; fmRepresenting an external load vector acting on the principal degree of freedom;
in order to realize the super-unit condensation, the auxiliary degree of freedom needs to be eliminated, the main degree of freedom is reserved, namely, a dynamic motion equation is converted into an equation with only the main degree of freedom, so that the relation between the displacement vector of the whole degree of freedom and the displacement vector of the main degree of freedom needs to be obtained, namely, a conversion relation b is obtained:
wherein I represents an identity matrix;
substituting the conversion relation b into the equation a and multiplying the left side of the equation by TT to obtain:
the above equation is simplified as:
wherein, K0And M0Is a rigidity matrix and a quality matrix after condensation and meets the following requirements:
and solving to obtain the tower drum structure bottom super unit matrix.
The evaluation method of the present embodiment is performed as follows:
1.1) filling complete modeling parameters such as soil property parameters, structure geometry, material attributes, wave water level, scouring, wind turbine parameters, initial load of a fan and the like into the input template inputdata.
1.2) operating the program to obtain the bottom super-unit result and the complete machine modal result of each rechecking machine position tower barrel structure.
1.3) based on the result obtained in the step 1.2), introducing a characteristic load interpolation function, and quickly obtaining a load evaluation result.
As shown in fig. 4 to 10, the program algorithm body of the evaluation method of the present embodiment is developed by a DOS command, and the operation of the DOS command is briefly described below:
2.1) run AutoRunFlomFileTip-goodversion.
2.2) inputting the number of the machine positions to be analyzed, including a representative machine position and a rechecking machine position.
2.3) sequentially inputting the machine position number of the machine position to be analyzed, and automatically generating a subfolder Case-machine position number in the folder AllCasesFromPiletip.
And 2.4) sequentially putting each filled machine position model input file input data.
2.5) after the file is input, starting a DOS command, and starting modeling calculation until the modeling calculation is finished.
2.6) calling a rechecking machine position characteristic load interpolation function which is obtained by fitting based on a load historical data database of the previous offshore wind power project and a related sensitivity analysis research institute through matlab.
2.7) according to the results of the units exceeding the unit and the modal results of each machine position obtained by the calculation in the step 2.5), importing the characteristic load interpolation function in the step 2.6), and filling the load of a typical machine position to obtain the load result of each rechecking machine position quickly.
Example 2
As shown in fig. 11, the present embodiment provides a system for quickly estimating a load of an offshore wind turbine, including:
the soil resistance and pile body displacement relation curve calculation module is used for calculating to obtain a soil resistance and pile body displacement relation curve according to the foundation pile structure below the mud surface and soil property parameters;
the characteristic load interpolation function fitting module is used for fitting according to a load historical data database of the offshore wind power project and sensitivity analysis research results to obtain a characteristic load interpolation function of each rechecking machine position; (ii) a
The modal result calculation module is used for calculating the natural frequency and the modal vibration mode of each rechecking machine position by adopting a modal algorithm program according to a soil resistance and pile body displacement relation curve, a foundation pile structure model, a tower structure model and condensed particles of a wind power generation unit model;
the super-unit matrix calculation module is used for obtaining a bottom super-unit matrix of the tower barrel structure of each rechecking machine position by adopting a super-unit condensation algorithm according to a soil resistance and pile body displacement relation curve and a foundation pile structure model;
and the basic load analysis module is used for combining a characteristic load interpolation function to quickly obtain the basic load of each rechecking machine position according to a simulation load result of the representative machine position obtained by calculation by adopting a conventional engineering algorithm and the obtained natural frequency, modal shape and superunit matrix of each rechecking machine position.
The specific execution process of the modal result calculation module is as follows:
the foundation pile structure is used as a beam unit for calculation, the foundation pile structure is divided into n-1 units along the length of the foundation pile structure, n nodes are counted, and the foundation pile structure-soil system is regarded as two parts: one part is a body of the foundation pile structure and is simulated by adopting a finite element theory, and the other part is the interaction of the foundation pile structure and the soil and is simulated by adopting a rigidity unit; wherein the content of the first and second substances,
the concrete process of simulating the body of the foundation pile structure by adopting the finite element theory is as follows:
solving by adopting the Beam unit according to the section, the length and the material property of the foundation pile structure to obtain a rigidity matrix, and assuming that the rigidity matrix is K1；
Six degrees of freedom of the Beam unit of the foundation pile structure are considered, namely three translational degrees of freedom and three rotational degrees of freedom;
the concrete process of simulating the interaction between the foundation pile structure and the soil by adopting the rigidity unit is as follows:
the parameters of the stiffness unit are solved and determined through a standard algorithm, p-y and t-z curves of all n node positions of a foundation pile structure-soil system are obtained through calculation of the standard algorithm, namely the curves are relation curves of soil resistance and pile body displacement, and then the stiffness unit parameters of each node are obtained, namely the relation between displacement generated at any point and node counter force of a corresponding point is expressed as follows:
according to the finite element theory, the stiffness matrix of the top of the foundation pile structure is expressed as:
assembling the obtained rigidity matrix of the top of the foundation pile structure and the part above the top of the foundation pile structure by adopting a finite element theory to obtain a rigidity matrix K and a mass matrix M of the whole structure, and establishing an equation:
(K-λM)Φ＝0
wherein, λ and Φ are eigenvalue matrix and eigenvector matrix respectively; the part above the top of the foundation pile structure comprises a tower cylinder structure model and condensed particles of a wind power generation set model;
and solving all characteristic values of the matrix by adopting a classical QR algorithm, wherein all characteristic values after the completion of QR algorithm iterative computation are the natural frequencies and the modal vibration modes of all rechecking machine positions.
The specific execution process of the superunit matrix calculation module is as follows:
firstly, establishing a fine finite element model of a foundation pile structure below a tower drum and a curve stiffness finite element model of a soil resistance and pile body displacement relation of the foundation pile structure-soil system obtained by calculation through a standard algorithm, and assuming that a dynamic motion equation is as shown in a formula a:
wherein the subscript m represents the principal degree of freedom, i.e., the degree of freedom that requires coagulation retention; x is the number ofmDisplacement representing a principal degree of freedomVector quantity; the subscript s represents the secondary degree of freedom, i.e., the degree of freedom that needs to be eliminated; x is the number ofsA displacement vector representing a secondary degree of freedom; kmmAnd KssRepresenting stiffness matrices corresponding to the primary and secondary degrees of freedom, respectively; mmmAnd MssRespectively representing quality matrixes corresponding to the main degree of freedom and the auxiliary degree of freedom; kmsAnd KsmRepresenting the coupling terms of the stiffness matrixes of the main freedom degree and the auxiliary freedom degree; mmsAnd MsmCoupling terms representing quality matrices of the main degree of freedom and the auxiliary degree of freedom;
and
acceleration vectors representing the primary degree of freedom and the secondary degree of freedom, respectively; fmRepresenting an external load vector acting on the principal degree of freedom;
in order to realize the super-unit condensation, the auxiliary degree of freedom needs to be eliminated, the main degree of freedom is reserved, namely, a dynamic motion equation is converted into an equation with only the main degree of freedom, so that the relation between the displacement vector of the whole degree of freedom and the displacement vector of the main degree of freedom needs to be obtained, namely, a conversion relation b is obtained:
wherein I represents an identity matrix;
substituting the conversion relation b into the equation a and multiplying the left side of the equation by TT to obtain:
the above equation is simplified as:
wherein, K0And M0As just after agglomerationDegree matrix and quality matrix, and satisfy:
and solving to obtain the tower drum structure bottom super unit matrix.
Example 3
The present embodiment provides a non-transitory computer-readable medium having stored thereon instructions that, when executed by a processor, perform the method for rapid offshore wind turbine load estimation according to embodiment 1.
The non-transitory computer readable medium in this embodiment may be a magnetic disk, an optical disk, a computer Memory, a Read-Only Memory (ROM), a Random Access Memory (RAM), a usb disk, a removable hard disk, or other media.
Example 4
The embodiment provides a computing device, which includes a processor and a memory for storing a processor executable program, and when the processor executes the program stored in the memory, the method for quickly estimating the offshore wind turbine load according to embodiment 1 is implemented.
The computing device described in this embodiment may be an embedded host, a desktop computer, a notebook computer, a smart phone, a PDA handheld terminal, a tablet computer, a Programmable Logic Controller (PLC), or other terminal devices with a processor function.
The above-mentioned embodiments are merely preferred embodiments of the present invention, and the scope of the present invention is not limited thereto, so that variations based on the shape and principle of the present invention should be covered within the scope of the present invention.
Claims (10)
1. A method for rapidly evaluating the load of an offshore wind turbine is characterized by comprising the following steps:
calculating to obtain a relation curve of soil resistance and pile body displacement based on the foundation pile structure below the mud surface and soil property parameters; fitting to obtain a characteristic load interpolation function of each rechecking machine position based on a load historical data database of an offshore wind power project and a sensitivity analysis research result;
calculating to obtain the natural frequency and the modal vibration mode of each rechecking machine position by adopting a modal algorithm program based on a soil resistance and pile body displacement relation curve, a foundation pile structure model, a tower barrel structure model and condensed particles of a wind generating set model; obtaining a bottom super-unit matrix of the tower barrel structure of each rechecking machine position by adopting a super-unit condensation algorithm based on a soil resistance and pile body displacement relation curve and a foundation pile structure model;
and based on the simulation load result of the representative machine position and the obtained natural frequency, modal shape and superunit matrix of each rechecking machine position, combining a characteristic load interpolation function to quickly obtain the basic load of each rechecking machine position.
2. The method for rapidly evaluating the load of the offshore wind turbine according to claim 1, wherein the method comprises the following steps: the concrete process of obtaining the natural frequency and the modal vibration mode of each rechecking machine position by adopting modal algorithm program calculation based on the cohesive mass points of the soil resistance and pile body displacement relation curve, the foundation pile structure model, the tower barrel structure model and the wind power generation unit model is as follows:
the foundation pile structure is used as a beam unit for calculation, the foundation pile structure is divided into n-1 units along the length of the foundation pile structure, n nodes are counted, and the foundation pile structure-soil system is regarded as two parts: one part is a body of the foundation pile structure and is simulated by adopting a finite element theory, and the other part is the interaction of the foundation pile structure and the soil and is simulated by adopting a rigidity unit; wherein the content of the first and second substances,
the concrete process of simulating the body of the foundation pile structure by adopting the finite element theory is as follows:
solving by adopting the Beam unit according to the section, the length and the material property of the foundation pile structure to obtain a rigidity matrix, and assuming that the rigidity matrix is K1；
Six degrees of freedom of the Beam unit of the foundation pile structure are considered, namely three translational degrees of freedom and three rotational degrees of freedom;
the concrete process of simulating the interaction between the foundation pile structure and the soil by adopting the rigidity unit is as follows:
the parameters of the stiffness unit are solved and determined through a standard algorithm, p-y and t-z curves of all n node positions of a foundation pile structure-soil system are obtained through calculation of the standard algorithm, namely the curves are relation curves of soil resistance and pile body displacement, and then the stiffness unit parameters of each node are obtained, namely the relation between displacement generated at any point and node counter force of a corresponding point is expressed as follows:
according to the finite element theory, the stiffness matrix of the top of the foundation pile structure is expressed as:
assembling the obtained rigidity matrix of the top of the foundation pile structure and the part above the top of the foundation pile structure by adopting a finite element theory to obtain a rigidity matrix K and a mass matrix M of the whole structure, and establishing an equation:
(K-λM)Φ＝0
wherein, λ and Φ are eigenvalue matrix and eigenvector matrix respectively; the part above the top of the foundation pile structure comprises a tower cylinder structure model and condensed particles of a wind power generation set model;
and solving all characteristic values of the matrix by using a QR algorithm, wherein all characteristic values after the QR algorithm is subjected to iterative computation are the natural frequencies and the modal vibration modes of all rechecking machine positions.
3. The method for rapidly evaluating the load of the offshore wind turbine according to claim 1, wherein the method comprises the following steps: the concrete process of obtaining the bottom super-unit matrix of each rechecking machine position tower cylinder structure by adopting a super-unit condensation algorithm based on the soil resistance and pile body displacement relation curve and the foundation pile structure model is as follows:
firstly, establishing a fine finite element model of a foundation pile structure below a tower drum and a curve stiffness finite element model of a soil resistance and pile body displacement relation of the foundation pile structure-soil system obtained by calculation through a standard algorithm, and assuming that a dynamic motion equation is as shown in a formula a:
wherein the subscript m represents the principal degree of freedom, i.e., the degree of freedom that requires coagulation retention; x is the number ofmA displacement vector representing a principal degree of freedom; the subscript s represents the secondary degree of freedom, i.e., the degree of freedom that needs to be eliminated; x is the number ofsA displacement vector representing a secondary degree of freedom; kmmAnd KssRepresenting stiffness matrices corresponding to the primary and secondary degrees of freedom, respectively; mmmAnd MssRespectively representing quality matrixes corresponding to the main degree of freedom and the auxiliary degree of freedom; kmsAnd KsmRepresenting the coupling terms of the stiffness matrixes of the main freedom degree and the auxiliary freedom degree; mmsAnd MsmCoupling terms representing quality matrices of the main degree of freedom and the auxiliary degree of freedom;
and
acceleration vectors representing the primary degree of freedom and the secondary degree of freedom, respectively; fmIndicating the direction of external loads acting in the main degree of freedomAn amount;
in order to realize the super-unit condensation, the auxiliary degree of freedom needs to be eliminated, the main degree of freedom is reserved, namely, a dynamic motion equation is converted into an equation with only the main degree of freedom, so that the relation between the displacement vector of the whole degree of freedom and the displacement vector of the main degree of freedom needs to be obtained, namely, a conversion relation b is obtained:
wherein I represents an identity matrix;
substituting the conversion relation b into the equation a and multiplying the left side of the equation by TT to obtain:
the above equation is simplified as:
wherein, K0And M0Is a rigidity matrix and a quality matrix after condensation and meets the following requirements:
and solving to obtain the tower drum structure bottom super unit matrix.
4. The method for rapidly evaluating the load of the offshore wind turbine according to claim 1, wherein the method comprises the following steps: and the simulation load result of the representative machine position is obtained by adopting a conventional engineering algorithm.
5. A rapid offshore wind turbine load assessment system, comprising:
the soil resistance and pile body displacement relation curve calculation module is used for calculating to obtain a soil resistance and pile body displacement relation curve according to the foundation pile structure below the mud surface and soil property parameters;
the characteristic load interpolation function fitting module is used for fitting according to a load historical data database of the offshore wind power project and sensitivity analysis research results to obtain a characteristic load interpolation function of each rechecking machine position; (ii) a
The modal result calculation module is used for calculating the natural frequency and the modal vibration mode of each rechecking machine position by adopting a modal algorithm program according to a soil resistance and pile body displacement relation curve, a foundation pile structure model, a tower structure model and condensed particles of a wind power generation unit model;
the super-unit matrix calculation module is used for obtaining a bottom super-unit matrix of the tower barrel structure of each rechecking machine position by adopting a super-unit condensation algorithm according to a soil resistance and pile body displacement relation curve and a foundation pile structure model;
and the basic load analysis module is used for combining a characteristic load interpolation function to quickly obtain the basic load of each rechecking machine position according to the simulation load result of the representative machine position and the obtained natural frequency, modal shape and superunit matrix of each rechecking machine position.
6. The offshore wind turbine load rapid evaluation system according to claim 5, characterized in that: the specific execution process of the modal result calculation module is as follows:
the foundation pile structure is used as a beam unit for calculation, the foundation pile structure is divided into n-1 units along the length of the foundation pile structure, n nodes are counted, and the foundation pile structure-soil system is regarded as two parts: one part is a body of the foundation pile structure and is simulated by adopting a finite element theory, and the other part is the interaction of the foundation pile structure and the soil and is simulated by adopting a rigidity unit; wherein the content of the first and second substances,
the concrete process of simulating the body of the foundation pile structure by adopting the finite element theory is as follows:
solving by adopting the Beam unit according to the section, the length and the material property of the foundation pile structure to obtain a rigidity matrix, and assuming that the rigidity matrix is K1；
Six degrees of freedom of the Beam unit of the foundation pile structure are considered, namely three translational degrees of freedom and three rotational degrees of freedom;
the concrete process of simulating the interaction between the foundation pile structure and the soil by adopting the rigidity unit is as follows:
the parameters of the stiffness unit are solved and determined through a standard algorithm, p-y and t-z curves of all n node positions of a foundation pile structure-soil system are obtained through calculation of the standard algorithm, namely the curves are relation curves of soil resistance and pile body displacement, and then the stiffness unit parameters of each node are obtained, namely the relation between displacement generated at any point and node counter force of a corresponding point is expressed as follows:
according to the finite element theory, the stiffness matrix of the top of the foundation pile structure is expressed as:
assembling the obtained rigidity matrix of the top of the foundation pile structure and the part above the top of the foundation pile structure by adopting a finite element theory to obtain a rigidity matrix K and a mass matrix M of the whole structure, and establishing an equation:
(K-λM)Φ＝0
wherein, λ and Φ are eigenvalue matrix and eigenvector matrix respectively; the part above the top of the foundation pile structure comprises a tower cylinder structure model and condensed particles of a wind power generation set model;
and solving all characteristic values of the matrix by using a QR algorithm, wherein all characteristic values after the QR algorithm is subjected to iterative computation are the natural frequencies and the modal vibration modes of all rechecking machine positions.
7. The offshore wind turbine load rapid evaluation system according to claim 5, characterized in that: the specific execution process of the superunit matrix calculation module is as follows:
firstly, establishing a fine finite element model of a foundation pile structure below a tower drum and a curve stiffness finite element model of a soil resistance and pile body displacement relation of the foundation pile structure-soil system obtained by calculation through a standard algorithm, and assuming that a dynamic motion equation is as shown in a formula a:
wherein the subscript m represents the principal degree of freedom, i.e., the degree of freedom that requires coagulation retention; x is the number ofmA displacement vector representing a principal degree of freedom; the subscript s represents the secondary degree of freedom, i.e., the degree of freedom that needs to be eliminated; x is the number ofsA displacement vector representing a secondary degree of freedom; kmmAnd KssRepresenting stiffness matrices corresponding to the primary and secondary degrees of freedom, respectively; mmmAnd MssRespectively representing quality matrixes corresponding to the main degree of freedom and the auxiliary degree of freedom; kmsAnd KsmRepresenting the coupling terms of the stiffness matrixes of the main freedom degree and the auxiliary freedom degree; mmsAnd MsmCoupling terms representing quality matrices of the main degree of freedom and the auxiliary degree of freedom;
and
acceleration representing main and auxiliary degrees of freedom, respectivelyA degree vector; fmRepresenting an external load vector acting on the principal degree of freedom;
in order to realize the super-unit condensation, the auxiliary degree of freedom needs to be eliminated, the main degree of freedom is reserved, namely, a dynamic motion equation is converted into an equation with only the main degree of freedom, so that the relation between the displacement vector of the whole degree of freedom and the displacement vector of the main degree of freedom needs to be obtained, namely, a conversion relation b is obtained:
wherein I represents an identity matrix;
substituting the conversion relation b into the equation a and multiplying the left side of the equation by TT to obtain:
the above equation is simplified as:
wherein, K0And M0Is a rigidity matrix and a quality matrix after condensation and meets the following requirements:
and solving to obtain the tower drum structure bottom super unit matrix.
8. The offshore wind turbine load rapid evaluation system according to claim 5, characterized in that: and the simulation load result of the representative machine position is obtained by adopting a conventional engineering algorithm.
9. A non-transitory computer readable medium having stored thereon instructions, wherein the instructions, when executed by a processor, perform the method for fast offshore wind turbine load assessment according to claims 1-4.
10. A computing device comprising a processor and a memory for storing a program executable by the processor, wherein the processor executes the program stored in the memory to implement the method for fast offshore wind turbine load estimation according to claims 1-4.
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| CN116306109A (en) * | 2023-02-03 | 2023-06-23 | 哈尔滨工业大学（深圳） | Marine fan soil structure interaction state identification method based on time domain model correction |
| CN117216911A (en) * | 2023-11-07 | 2023-12-12 | 天津大学 | Single-column offshore wind turbine structure response calculation method based on inertia release theory |
| CN117454725A (en) * | 2023-12-26 | 2024-01-26 | 浙江远算科技有限公司 | Offshore wind power foundation seismic load simulation method and equipment based on superunit condensation |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN115384721A (en) * | 2022-09-05 | 2022-11-25 | 中交第三航务工程局有限公司 | Method for calculating structural strength of foundation stay bar of three-upright-column floating type fan |
| CN115384721B (en) * | 2022-09-05 | 2024-05-17 | 中交第三航务工程局有限公司 | Calculation method for structural strength of three-column floating type fan foundation stay bar |
| CN116306109A (en) * | 2023-02-03 | 2023-06-23 | 哈尔滨工业大学（深圳） | Marine fan soil structure interaction state identification method based on time domain model correction |
| CN116306109B (en) * | 2023-02-03 | 2023-10-20 | 哈尔滨工业大学（深圳） | Marine fan soil structure interaction state identification method based on time domain model correction |
| CN117216911A (en) * | 2023-11-07 | 2023-12-12 | 天津大学 | Single-column offshore wind turbine structure response calculation method based on inertia release theory |
| CN117216911B (en) * | 2023-11-07 | 2024-02-02 | 天津大学 | Single-column offshore wind turbine structure response calculation method based on inertia release theory |
| CN117454725A (en) * | 2023-12-26 | 2024-01-26 | 浙江远算科技有限公司 | Offshore wind power foundation seismic load simulation method and equipment based on superunit condensation |
| CN117454725B (en) * | 2023-12-26 | 2024-03-29 | 浙江远算科技有限公司 | Offshore wind power foundation seismic load simulation method and equipment based on superunit condensation |
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