CN116796591A - Marine wind power structure integrated dynamic analysis simulation method - Google Patents
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Abstract
The integrated dynamic analysis simulation method for the offshore wind power structure comprises the steps of constructing a three-dimensional static and dynamic analysis model of an offshore wind power foundation, an upper support structure and a fan, sequentially setting pile-soil interaction dynamic response, overall damping of the offshore wind power, pneumatic load and a wave model, and then solving wave force load to realize simulation. The invention can establish a three-dimensional static and dynamic analysis model comprising soil, various fixed offshore wind power foundations, an upper supporting structure and a fan, can more accurately obtain the dynamic response of the offshore wind power structure under the action of wind, wave and current, and provides more reliable basis for the design of the fixed offshore wind power foundations.
Description
Technical Field
The invention relates to a technology in the field of offshore wind power, in particular to an integrated dynamic analysis simulation method for an offshore wind power structure.
Background
In established offshore wind farms, a stationary foundation is basically employed. The foundation forms comprise single pile, three piles, a multi-pile cap, a jacket and a gravity foundation form, and are specifically determined comprehensively by the environmental conditions, geological conditions and construction conditions of the offshore wind farm. At present, the most used single pile foundation form is generally composed of steel pipe piles with the diameter of 4-7.5m and connecting sections, wherein the upper parts of the connecting sections are connected with towers. At present, the single pile foundation design at home and abroad is mostly based on the P-y curve method recommended by RP 2A-WSD of the American Petroleum Institute (API), and the P-y curve method is a semi-theoretical semi-empirical method derived based on field test of small-diameter single piles. However, since the diameter of the single pile foundation of the offshore wind turbine can be generally 4-8m, the p-y curve method has a problem of applicability in this case. Studies have found that: the p-y curve method recommended by API RP 2A-WSD shows excessive initial rigidity and excessive small limit pile surrounding soil counterforce, and is designed to be conservative.
Disclosure of Invention
Aiming at the defects in the prior art, the invention provides an integrated dynamic analysis simulation method for an offshore wind power structure, which can establish a three-dimensional static and dynamic analysis model comprising soil, various fixed offshore wind power foundations, an upper support structure and a fan, can accurately obtain the dynamic response of the offshore wind power structure under the action of wind, waves and current, and provides a more reliable basis for the design of the fixed offshore wind power foundations.
The invention is realized by the following technical scheme:
the invention relates to an integrated dynamic analysis simulation method for an offshore wind power structure.
The pile soil interaction dynamic response is as follows: and adding a Mohr-Coulomb model to the three-dimensional static and dynamic analysis model to simulate nonlinear reaction, and adopting a contact mode to simulate pile-soil interaction dynamic response.
The offshore wind power total damping comprises the following steps: pneumatic damping and a rake Lei Zuni applied to the tower tip, wherein: the rake Lei Zuni includes: structural damping, foundation damping and seawater damping.
The pneumatic load comprises: wind load received by the blades and wind load received by the tower.
The wave model is obtained by modifying wave diffraction by using a MacCamy-Fuchs method through Jonswap spectrum generation.
The three-dimensional static and dynamic analysis model is generated based on finite element analysis software (Abaqus), and comprises the following components: fan, pylon, single pile basis, linkage segment, pile foundation inner soil plug, stake week soil and surrounding environment.
The solving adopts Morison method to solve wave force load, namely decomposing horizontal wave force acting on any height of the column into horizontal drag force and horizontal inertia force, wherein: the horizontal drag force is the acting force on the column body caused by the horizontal speed of the wave water particles, and the size of the acting force is the same as the drag force mode of the unidirectional steady water flow acting on the column body, namely, the acting force is in direct proportion to the square of the horizontal speed of the wave water particles and the projected area of the unit column height perpendicular to the wave direction. The difference is that wave water particles do periodic reciprocating oscillation motion, the horizontal speed is negative in time timing, and therefore the drag force on the column body is also negative in time timing; the horizontal inertial force is the force on the column caused by the horizontal acceleration of the water particle motion.
Technical effects
The invention establishes a fixed offshore wind power foundation structure integrated numerical analysis model, and comprises a three-dimensional static and dynamic analysis model of soil, various fixed offshore wind power foundations, an upper support structure and a fan. Compared with the p-y curve method which is always used before, the method can more accurately obtain the dynamic response of the offshore wind power structure under the action of wind, wave and current, and provides more reliable basis for the foundation design of the fixed offshore wind power.
Drawings
FIG. 1 is a schematic diagram of an offshore wind power integrated dynamic analysis model in an embodiment;
FIG. 2 is a schematic diagram of an embodiment model slot;
FIG. 3 is a schematic view of a model soil sample of an embodiment;
FIG. 4 is a schematic diagram of an embodiment horizontal loading apparatus;
FIG. 5 is a schematic diagram of an embodiment displacement meter;
FIG. 6 is a schematic diagram of an acceleration sensor according to an embodiment;
FIG. 7 is a numerical model schematic of an example model test;
FIG. 8 is a schematic diagram of example model test and numerical simulation comparison;
FIG. 9 is a diagram of an example model test coordinate system and field;
FIG. 10 is a graphical illustration of the geometry and numerical model of an embodiment model;
FIG. 11 is a graph showing actual measurement and numerical simulation of basal horizontal force for the models of working conditions 11 and 12 of the examples.
Detailed Description
The embodiment relates to an integrated dynamic analysis simulation method for an offshore wind power structure, which is implemented by constructing a three-dimensional static and dynamic analysis model of an offshore wind power foundation, an upper support structure and a fan shown in fig. 1, sequentially setting pile-soil interaction dynamic response, offshore wind power overall damping, aerodynamic load and wave model, and then solving wave force load.
As shown in fig. 1, the three-dimensional static and dynamic analysis model is generated based on finite element analysis software (Abaqus), and includes: fan, pylon, single pile basis, linkage segment, pile foundation inner soil plug, stake week soil and surrounding environment.
The tower unit is simulated by adopting a shell unit and is connected with the connecting section; the connection section has two modeling modes (one is to perform solid modeling completely according to the condition of the connection section, the condition is suitable for researching the actual reaction of the connection section and internal grouting, and when the integral response of the structure is calculated, the connection section is generally simplified in the form of equivalent rigidity and is simulated by adopting a shell unit).
The single pile foundation is simulated by adopting a shell unit, and is simulated by adopting a contact unit with surrounding soil of the pile.
The soil plug in the pile foundation and the surrounding soil of the pile are simulated by adopting entity units, and the soil body in a certain range close to the periphery of the pile is simulated by adopting finite entity units.
The peripheral environment adopts infinite unit simulation of an Abaqus unit library, so that the influence of boundary conditions in dynamic response analysis is reduced as much as possible. The bottom of the foundation adopts a completely fixed boundary condition; using infinite elements as reflection boundaries will be non-reflective, preventing stress waves generated at the boundaries from reflecting, re-entering the model, and thus causing incorrect results.
The pile soil interaction dynamic response adopts a contact mode to simulate nonlinear reaction by adding a Mohr-Coulomb model into a three-dimensional static and dynamic analysis model, and specifically comprises the following steps: the soil layer is simulated from the surface to the lower part by adopting a plurality of layers, and the elastic modulus of each layer is as followsWherein: kappa and lambda are respectively soil rigidity coefficients and are determined by foundation soil rigidity; sigma (sigma) at Atmospheric pressure (kPa), typically 100kPa; instantaneous average principal stress sigma m The average of three principal stresses was taken, specifically: vertical stress sigma z The self-weight stress of the soil sampling body and the horizontal stress are K 0 σ z Lateral soil pressure coefficient->v is the poisson's ratio of the soil.
The contact mode includes: in the tangential direction, the Abaqus contact surface allows a small amount of relative sliding deformation to occur when pile soil is in contact connection together, and the relative sliding is selected when the contact surface characteristics are set; in the normal direction, disengagement can occur with an increase in load, and the accuracy of the calculation result can be improved to a greater extent.
In the contact mode, three contact surfaces of the inner wall and the outer wall of the steel pipe pile and the soil body are defined to be in contact with each other, and the bottom of the soil body in the pile and the soil body are defined to be in a master-slave algorithm, and the contact pairs are limited slip and are in face-to-face contact; the steel pipe pile with high rigidity is defined as a main surface, and the soil body is defined as a secondary surface; the inner wall of the pile is defined as a main surface, and the soil body in the pile is defined as a secondary surface; the small area of the bottom of the soil in the pile is defined as a secondary surface, the contact part of the soil body and the pile is set as a secondary surface, the property of the pile-soil contact surface is defined as a Mohr Coulomb friction penalty function, and the relative sliding friction coefficient of the interfaceWherein: />Is the internal friction angle of the soil, and is expressed in degrees.
The proportion of the pneumatic damping in the total damping of the offshore wind power is larger, but the pneumatic damping exists only when the fan normally operates, and when the fan is in a stop state (before the wind speed is cut in and after the wind speed is cut out), the pneumatic damping is basically zero.
The pneumatic damping ratio of the offshore wind turbine is related to the type of the wind turbine and the rotation speed, and about 5% can be obtained by referring to a series of research results under the condition that no specific actual measurement parameters exist. For specific values of damping of other parts, reference is made to some actual measurement and experience values, and about 2% is taken.
The Rayleigh Lei Zuni coefficients related to the quality and the rigidity in the Rayleigh Lei Zuni are respectivelyWherein: w (w) i And w j Circular frequencies of the ith and j vibration modes of the structure are respectively, and xi is the damping ratio of the structure.
The wind load received by the Blade realizes simulation through a FAST or GH Blade program according to the phyllin momentum theory; the leaf element-momentum theory divides the leaf into a plurality of leaf elements along the spanwise direction, different leaf elements have no mutual interference, and the load on each leaf element is calculated independently. The wind speed at the reference height of the wind field is input, and a wind field file can be calculated according to a Kametal spectrum.
The wind load born by the tower drum is obtained by accumulating loads formed by a plurality of tower drum parts, and is specifically as follows: wherein: ρ α Is of air density, C D，T Taking the damping coefficient of the traction of the tower as 1.0, wherein D is the outer diameter of the tower at the height z, and the wind speed at the load is calculated>V r Is the wind speed at the top of the fan tower, z r For the tower top height, alpha is the site roughness coefficient, and the site of the offshore wind turbine is taken to be 0.115 or determined according to actual wind field monitoring data.
Experiment verification 1
In order to check the reliability of the numerical model, a group of indoor model tests are firstly carried out to verify the reliability of the model in bearing static load action and self-vibration frequency calculation. The model test is described as follows: the single pile foundation model test is carried out in a model groove which is designed by self, and the dimension of the model groove is 1.2m long, 0.9m wide and 0.8m deep. The model grooves are respectively 0.1m broken stone, 0.02m geotextile and 0.7m sandy soil from bottom to top, as shown in figure 10. The test adopts manual preparation of sandy soil with good grading. The sandy soil was measured to have a maximum dry density of 1.75g/cm using a relative solidity meter 3 Minimum dry density 1.43g/cm 3 . The grain composition, density and internal friction angle of the soil are all measured according to the geotechnical test method and the standard GB/T50123-2019 method, and specific parameter values are shown in table 1.
Table 1 test soil parameters
The depth of the model soil is 0.7m, and the model soil is divided into 7 layers, and a layered filling method is adopted. The compaction mode adopts a mass block with the mass of 1.5kg for manual compaction, and the filling quality of each layer is used as an index for controlling the density, as shown in figure 3. The filled soil body needs to stand for 24 hours, and the test can be carried out after 24 hours.
According to 1: the single pile foundation diameter D in a model test is 75mm, the wall thickness is 0.6mm, the pile length is 1.70m, and the embedding depth L is 0.30m.
The experimental model pile material is formed by processing a seamless 304 stainless steel hollow tube, and the rigidity and flexibility of the pile are judged according to the relative rigidity coefficient T of pile soil, so that the model pile is a rigid pile: t=e s L 4 /E p I p Wherein: e (E) s An elastic mould (MPa) for surrounding soil of the pile; l is the depth (m) of the pile into the soil; e (E) p Elastic modulus (MPa) for the pile; i p Is the moment of inertia (m 4 )。
The wall thickness of the model pile is 1.1mm, the average value is obtained by measuring the outer diameter repeatedly, the measured outer diameter D is 75.1mm, the Poisson ratio is 0.25, the measured elastic modulus is 215GPa, and the density is 7.8t/m 3 The model pile parameters are shown in table 2.
Table 2 model pile parameters
Loading equipment such as loading frame is this experimental customization, comprises steelframe and fixed pulley, and the bolt hole on the loading frame is adjustable the height of fixed pulley, and the direction of force is changed to the fixed pulley, makes hierarchical load can exert in the horizontal direction of model stake as shown in fig. 4.
In order to uniformly bear horizontal load on the periphery of the pile, a loading ring with the width of 2.4cm is arranged at the position of the pile body of the pile to be tested, which is 30cm away from the soil surface. The steel strand is connected with the hooked weight at the other end, the steel strand spans the fixed pulley to naturally droop, the height of the fixed pulley is adjusted, and the fixed pulley and the loading ring are guaranteed to be at the same horizontal position by a leveling instrument. The weights are added on the weight tray in a grading manner, so that the weights are prevented from shaking.
And in the model test loading, data such as a pile body displacement (displacement meter YHD-100) pile body structure first self-vibration frequency (DH 610H) acceleration sensor and the like are collected, and a DH3818-1 static strain test analysis system is used for collecting sensor signals and a DH5922 dynamic signal test analysis system by using a HADAS data collector.
The displacement meter (YHD-100) is horizontally arranged at the pile side of the model, the upper displacement meter is arranged as shown in figure 5, the upper displacement meter is used for measuring the horizontal displacement of the pile body at the position of the mud surface, the lower displacement meter is used for measuring the horizontal displacement of the pile body at the position of the mud surface, after the level gauge is used for measuring the horizontal displacement of the displacement meter, a loading test is carried out, after each loading stage of load, after the horizontal displacement of the pile is not changed any more, the degrees on the two displacement meters are respectively read, and the degrees are recorded on the displacement record table. And after all loads are loaded, carrying out data processing, and obtaining the load-corner change value of the pile through displacement at the loading point and displacement at the mud surface.
The first natural frequency is acquired by an acceleration sensor (DH 610H), as shown in FIG. 6. The fan mass was replaced with 460g mass (containing the sensor mass) and placed on top of the pile. The acceleration sensor is connected to a dynamic analysis system (DH 5922), and the parameters selected by the acceleration sensor are shown in table 3. And using a free vibration method, and using a model hammer to generate transverse excitation on the pile top to obtain a first self-vibration frequency.
TABLE 3 horizontal acceleration sensor DH610H parameters
A three-dimensional numerical model is built for the geometric dimensions and material parameters of the model test using the numerical model modeling method described above, as shown in fig. 8. And (3) carrying out self-vibration frequency analysis, and then carrying out stress analysis under the action of horizontal load.
For a model test, the first self-vibration frequency of the test structure is 14.6Hz, the result of numerical simulation is 14.78Hz, and the error is about 1.2%, so that the model can well calculate the self-vibration frequency of the type structure. Under the action of horizontal static load, the horizontal displacement and horizontal load of the pile at the mud surface are shown in fig. 8: the relationship between horizontal displacement and hydraulic load at the pile mud surface is basically consistent with the numerical simulation result and the model test result. When the horizontal displacement of the pile mud surface reaches 0.1D, the horizontal displacement is defined as the ultimate bearing capacity state of the pile, and the error between the two is small. From the above, the numerical modeling method can well simulate the static stress performance of the pile foundation under the action of horizontal load and calculate the self-vibration frequency characteristic of the pile foundation.
Experiment verification 2
To verify the reliability of the dynamic response of the model, a physical model test was performed on a 10 MW-level offshore wind turbine, on a Shanghai ocean engineering pond, as shown in FIG. 8. In this model test, fluid, fan support structure, fan and pile-soil interactions are involved. Based on the n similarity theory of Buckingham, dimensionless analysis is carried out.
On-board fluid borne by offshore wind power structureWaves and currents on wind and foundation, typically using Reynolds numbers (Reynolds, R e ) Mach number (Mach, M a ) Froude number (F) r ) And Weber number (Weber, W) e ) To describe the fluid information whose dimensionless parameter definitions are shown in table 4.
Table 4 dimensionless parameters
Wherein: ρ is the fluid density (kg/m) 3 ) The method comprises the steps of carrying out a first treatment on the surface of the V is the relative velocity of the fluid (m/s), L is the geometry of the structure, such as the geometry of the blade or the diameter of the mono pile (m), a is the velocity of the field sound, generally equal to 340m/s, g is the gravitational acceleration (m/s 2 )，σ s Fluid surface tension (N/m), mu is dynamic viscosity coefficient.
In this test, the maximum wind speed was 50.4m/s and the Mach number was about 0.15, and was less than 0.3 for both prototype and model, with negligible effect on the test results, and both wind and waves were considered incompressible fluids. Weber numbers are generally used to take into account splatter and capillary phenomena and may be disregarded in this test. Therefore, the reynolds number and the froude number are considered to be similar in this test. However, as can be seen from the dimensionless parameters in Table 4, it is impossible to satisfy both the Reynolds number and the Froude number similarity when performing the model test under the gravity condition of 1 g. For the case of this test, only the friedel numbers are considered similar.
In this model test, the soil box is not allowed to be placed in the ocean deepwater test pool. Therefore, in the experimental design, pile-soil interaction is ignored, the pile is truncated below the mud surface of the single pile foundation, and the first self-vibration frequency is kept similar to that of the prototype by adjusting the rigidity of the structure.
The model test is carried out under the condition of 1g gravity, and the geometric similarity ratio of the model to the prototype is defined as 1:64. in order to ensure that the model is similar to other physical quantities of the prototype, the model is designed similarly according to the pi theory of Buckingham. Overall model test similar parameters are shown in table 5.
TABLE 5 model similarity ratio
In combination with the previous analysis, the following loading conditions were designed in the model test, taking into account the offshore wind power operating conditions and the conditions that were considered with great importance in the design, as shown in table 6. The water depth of the model design test is 0.33m. In the test, a three-way acceleration sensor, a six-component sensor and a three-component sensor are arranged at the top of the tower and at the bottom of the single pile.
Table 6 model test loading conditions
And establishing a corresponding numerical model according to the specific parameters of the model of the offshore wind turbine. The single pile and the tower are processed by adopting aluminum alloy (6061), the elastic modulus is 69GPa, and the Poisson ratio is 0.3. The fan and the blades are arranged at the top end of the tower in a form of concentrated mass, and the lower end of the single pile foundation is fixed. The geometry and numerical model are shown in fig. 11. The top of the tower is acted with six actually measured wind loads, and wave loads are acted on the water surface. The wind load experienced by the tower is considered to be small and is not considered in the analysis.
In order to verify that the calculation model can better determine the dynamic response of the structure, two typical test working conditions are selected for comparison in the study, namely the limit wind speed of the working condition 11 and the wave (the shutdown state) in 50 years, and the rated wind speed of the working condition 12 correspond to the wave height and the flow velocity (the normal running state). The comparison analysis mainly shows that the model test measures the horizontal force of the substrate X direction and the model calculates the horizontal force of the substrate X direction, the comparison result is shown in figure 11, and the statistical value comparison corresponding to the two working conditions is shown in table 7. In fig. 11, the influence of perturbation instability in the first 5 seconds of numerical simulation is removed, and the horizontal force of the X-direction substrate of approximately 450s is calculated, so that the numerical simulation has good similarity with the time course of the experimental measured value under two working conditions. As can be seen from Table 7, the maximum value, the minimum value, the average value and the standard deviation of the horizontal force of the X-direction substrate are relatively close to the actual measurement results of the numerical simulation calculation results and the tests under the normal operation condition and the shutdown condition, so that the numerical model can well estimate the dynamic response of the offshore wind power structure under the action of environmental load.
Table 7 comparison of test values and numerical simulation values
By combining the above, the numerical model can well calculate and consider pile-soil interaction and different damping parameter distribution, and the power response of the offshore wind power structure under the combined action of wind, wave and current provides a reliable calculation means for the subsequent 10MW level power analysis.
The foregoing embodiments may be partially modified in numerous ways by those skilled in the art without departing from the principles and spirit of the invention, the scope of which is defined in the claims and not by the foregoing embodiments, and all such implementations are within the scope of the invention.
Claims (6)
1. The integrated dynamic analysis simulation method for the offshore wind power structure is characterized in that after a three-dimensional static and dynamic analysis model of an offshore wind power foundation, an upper support structure and a fan is constructed, pile-soil interaction dynamic response, overall damping of the offshore wind power, pneumatic load and a wave model are sequentially set, and simulation is realized by solving wave force load;
the three-dimensional static and dynamic analysis model comprises: fan, pylon, single pile basis, linkage segment, pile foundation inner soil plug, stake week soil and surrounding environment.
2. The offshore wind power structure integrated dynamic analysis simulation method of claim 1, wherein the pile-soil interaction dynamic response is as follows: and adding a Mohr-Coulomb model to the three-dimensional static and dynamic analysis model to simulate nonlinear reaction, and adopting a contact mode to simulate pile-soil interaction dynamic response.
3. The integrated power analysis simulation method for the offshore wind power structure according to claim 1, wherein the overall damping of the offshore wind power comprises: pneumatic damping and a rake Lei Zuni applied to the tower tip, wherein: the rake Lei Zuni includes: structural damping, foundation damping and seawater damping.
4. The method for simulating integrated power analysis of an offshore wind power structure according to claim 1, wherein the aerodynamic load comprises: wind load received by the blades and wind load received by the tower.
5. The integrated power analysis simulation method for the offshore wind power structure according to claim 1, wherein the wave model is obtained by correcting wave diffraction by a MacCamy-Fuchs method through Jonswap spectrum generation.
6. The integrated power analysis simulation method for the offshore wind power structure according to claim 1, wherein the solving adopts a Morison method to solve the wave force load, namely, the horizontal wave force acting on any height of the column is decomposed into a horizontal drag force and a horizontal inertia force, and the method is characterized in that: the horizontal drag force is the acting force on the column body caused by the horizontal speed of the wave water particles, the size of the acting force is the same as the drag force mode of the unidirectional steady water flow acting on the column body, namely, the acting force is proportional to the square of the horizontal speed of the wave water particles and the projected area of the unit column height perpendicular to the wave direction, the horizontal speed is time-positive and negative, and therefore the drag force on the column body is time-positive and negative; the horizontal inertial force is the force on the column caused by the horizontal acceleration of the water particle motion.
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| 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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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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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