SIMULATION METHOD FOR MARINE SEISMIC GROUND MOTION APPLICABLE TO SEISMIC ANALYSIS OF OFFSHORE WIND POWER

Abstract

A simulation method for a marine seismic ground motion applicable to seismic analysis of offshore wind power includes: calculating a transfer function of a seismic ground motion for a bedrock site with an overlying seawater layer; modifying a response spectrum on the basis of a design modification factor (DMF) model, and calculating a power spectral density function of the seismic ground motion; calculating a spatially varying power spectral density matrix of the seismic ground motion; simulating the seismic ground motion in a frequency domain, and obtaining a non-stationary acceleration time history of the seismic ground motion; and using the simulated seismic ground motion as an input for seismic response analysis of an offshore wind power structure. The disclosure provides more accurate seismic ground motion inputs for seismic response analysis and seismic design of offshore wind power structures.

Claims

1. A simulation method for a marine seismic ground motion applicable to seismic analysis of offshore wind power, performed by a computer device, and comprising the following steps: step S1: calculating dynamic stiffness matrices of a seawater layer and a bedrock, and obtaining a transfer function of a seismic ground motion for a bedrock site with an overlying seawater layer on the basis of a dynamic equilibrium equation; step S2: on the basis of a seismic ground motion selection criterion with a minimum deviation between an average response spectrum and a design spectrum of a wind turbine tower, performing statistical regression to establish a design modification factor (DMF) model for a quantile spectrum, modifying a standard response spectrum with a damping ratio of 5% in a code, and then determining a power spectral density function of the seismic ground motion according to a modified response spectrum of the seismic ground motion; step S3: calculating a spatially varying power spectral density matrix of the seismic ground motion on the basis of the transfer function, the power spectral density function and a coherence loss function; step S4: simulating the seismic ground motion in a frequency domain, using an inverse Fourier transform, and multiplying by a shape function to obtain a non-stationary acceleration time history of the seismic ground motion; decomposing a power spectral density function matrix of the seismic ground motion obtained in step S3 to obtain a lower triangular complex matrix L (id) and a Hermitian matrix L.sup.H(i):
S(i)=L(i)L.sup.H(i); wherein S(i) is a power spectral density function matrix of the non-stationary acceleration time history; simulating the seismic ground motion at a point a in the frequency domain: $U_a\left(i{}_n\right)={.Math.}_{m=1}^a{B}_{am}\left({}_n\right)\left[\cos {}_{am}\left({}_n\right)+i\sin {}_{am}\left({}_n\right)\right],n=1,2,.Math.,N;$ $B_{am}\left({}_n\right)=\sqrt{}.Math.L_{am}\left(i{}_n\right).Math.;$ ${}_{am}\left({}_n\right)={\tan }^{-1}\left(\frac{Im\left[L_{am}\left(i{}_n\right)\right]}{\mathrm{Re}\left[L_{am}\left(i{}_n\right)\right]}\right)+{}_{mn}\left({}_n\right);$ in the formulas, B.sub.am(.sub.n) is an amplitude of a simulated seismic ground motion, a.sub.am(.sub.n) is a phase angle of the simulated seismic ground motion, is a frequency interval, L.sub.am(.sub.n) is an element in a matrix L(i) corresponding to a frequency .sub.n and a position am, containing amplitude and phase information of the seismic ground motion, where a represents a specific spatial point, and m represents a corresponding frequency component; .sub.mn(.sub.n) is a uniformly distributed random variable within an interval of [0, 2]; a numerator lm[L.sub.am(i.sub.n)] represents an imaginary part of L.sub.am(i.sub.n); and a denominator Re [L.sub.am(i.sub.n)] represents a real part of L.sub.am(i.sub.n); and performing the inverse Fourier transform on U.sub.a(i.sub.n) to obtain a stationary seismic ground motion acceleration u.sub.a(t) at the point a in a time domain, multiplying u.sub.a(t) by an intensity envelope function to obtain a final simulated non-stationary acceleration time history of the seismic ground motion at the point a; and step S5: using the simulated seismic ground motion as an input for seismic of wind power, and then performing seismic response analysis of an offshore wind power structure to obtain seismic response analysis results; step S6: on the basis of the seismic response analysis results, optimizing the offshore wind power structure to obtain an optimized offshore wind power structure; and step S7: on the basis of the optimized offshore wind power structure, constructing an offshore wind farm.

2. The simulation method for a marine seismic ground motion applicable to seismic analysis of offshore wind power according to claim 1, wherein in step S1, assuming seawater is an ideal fluid incapable of withstanding a shear stress and capable of only propagating compressional waves rather than shear waves, a motion under seismic excitation is expressed using a fluid mass conservation equation, an Euler equation and a thermodynamic equation, a partial differential equation is solved to obtain displacement and stress expressions for mass points at a top and a bottom of the seawater layer, and on the basis of a relationship between the displacement and load, the dynamic stiffness matrices and the dynamic equilibrium equation are obtained; and the dynamic stiffness matrices and the dynamic equilibrium equation are integrated to obtain the transfer function of the seismic ground motion for the bedrock site with the overlying seawater layer.

3. The simulation method for a marine seismic ground motion applicable to seismic analysis of offshore wind power according to claim 1, wherein in step S3, the power spectral density function is solved on the basis of the response spectrum obtained in step S2: $S\left(\right)=-\frac{}{}\frac{S_a^2\left(,\right)}{\ln \left(-\frac{}{T_d}\ln P\right)};$ in the formula, is a damping ratio, S.sub.a.sup.2(, ) is a seismic acceleration response spectrum, T.sub.d is a seismic duration, P is a probability which does not exceed a target response spectrum; and represents a circular frequency; S() is the power spectral density function; a self-power spectral density function at the point a of the site is: $S_{aa}\left(\right)={.Math.H_a\left(i\right).Math.}^2{S}_{br}\left(\right);$ in the formula, |H.sub.a(i)| represents a transfer function of the seismic ground motion at the point a, S.sub.br() represents a power spectral density function of the seismic ground motion on a free surface of the bedrock; and i represents an imaginary unit; S.sub.aa() is the self-power spectral density function; a cross-power spectral density function S.sub.ab(i) of the seismic ground motion between points a and b is: $S_{ab}\left(i\right)=H_a\left(i\right)H_b^{*}\left(i\right){}_{a^{}{b}^{}}\left(i\right)S_{br}\left(\right);$ in the formula, a superscript * represents a complex conjugate; H.sub.a(i) represents a transfer function of the seismic ground motion at the point a, describing a variation of a seismic wave transmitted from the bedrock to the point a; H*.sub.b(i) represents a complex conjugate of a transfer function of a seismic ground motion at a point b, for processing a relationship between phase and amplitude of a seismic ground motion signal in the frequency domain; and .sub.ab(i) represents a coherent loss function between the points a and b of the bedrock; and a power spectral density function matrix S(i) of the seismic ground motion for n points in the site is obtained: $S\left(i\right)=\left[\begin{array}{ccc}{S}_{11}\left(\right)& .Math.& S_{1n}\left(\right)\\ .Math.& & .Math.\\ S_{n1}\left(\right)& .Math.& S_{\mathrm{nn}}\left(\right)\end{array}\right].$

4. The simulation method for a marine seismic ground motion applicable to seismic analysis of offshore wind power according to claim 1, wherein in step S5, a finite element model of the wind power structure is established in OpenSees software, a simulated acceleration time history of the seismic ground motion is used as an input to calculate a tower top displacement, a tower top acceleration and a tower bottom internal force of the wind power structure under a seismic action.

Description

BRIEF DESCRIPTION OF THE DRAWINGS

[0027] FIG. 1 is a seismic ground motion (EW direction) simulated on the basis of the method of the disclosure.

[0028] FIG. 2 is a seismic ground motion (NS direction) simulated on the basis of the method of the disclosure.

[0029] FIG. 3 is a seismic ground motion (UD direction) simulated on the basis of the method of the disclosure.

[0030] FIG. 4 shows a tower-top displacement of a 1.5 MW wind power tower under a simulated seismic ground motion, where the solid line represents the EW direction and the dashed line represents the UD direction.

[0031] FIG. 5 shows a flowchart of a simulation method for a marine seismic ground motion applicable to seismic analysis of offshore wind power according to the disclosure.

DETAILED DESCRIPTION OF THE EMBODIMENTS

[0032] The disclosure is described more clearly and completely with reference to the attached drawings and specific embodiments below. The embodiments described are only some, rather than all embodiments of the disclosure. On the basis of the embodiments of the disclosure, all other embodiments obtained by those ordinary skilled in the art without creative efforts fall within the scope of protection of the disclosure.

[0033] The disclosure provides a simulation method for a marine seismic ground motion applicable to seismic analysis of offshore wind power, with the flowchart as shown in FIG. 5. The specific steps of the method are as follows.

Step S1: Obtaining a Transfer Function of a Seismic Ground Motion for a Bedrock Site with an Overlying Seawater Layer

[0034] Assuming seawater is an ideal fluid incapable of withstanding a shear stress and capable of only propagating compressional waves (P waves) rather than shear waves (S waves), a motion under seismic excitation is expressed using a fluid mass conservation equation, an Euler equation and a thermodynamic equation, a partial differential equation is solved to obtain displacement and stress expressions for mass points at a top and a bottom of the seawater layer, and on the basis of a relationship between displacement and load, the dynamic stiffness matrices and the dynamic equilibrium equation are obtained; and the dynamic stiffness matrices and the dynamic equilibrium equation are integrated to obtain the transfer function of the seismic ground motion for the bedrock site with the overlying seawater layer.

Step S2: Determining a Power Spectral Density Function of the Seismic Ground Motion

[0035] On the basis of a seismic ground motion selection criterion with a minimum deviation between an average response spectrum and a design spectrum of a wind turbine tower, statistical regression is performed to establish a DMF model for a quantile spectrum, a standard response spectrum with a damping ratio of 5% in a code is modified, and then the power spectral density function of the seismic ground motion is determined on the basis of a modified response spectrum of the seismic ground motion.

Step S3: Solving a Spatially Varying Power Spectral Density Matrix of the Seismic Ground Motion

[0036] The spatially varying power spectral density matrix of the seismic ground motion is calculated on the basis of the transfer function, the power spectral density function and a coherence loss function.

[0037] The power spectral density function is solved on the basis of the response spectrum obtained in step S2:

[00007]$S\left(\right)=-\frac{}{}\frac{S_a^2\left(,\right)}{\ln \left(-\frac{}{T_d}\ln P\right)};$ [0038] in the formula, is a damping ratio, S.sub.a.sup.2(, ) is a seismic acceleration response spectrum, T.sub.d is a seismic duration, P is a probability which does not exceed a target response spectrum, typically taken as 0.85; and represents a circular frequency.

[0039] A self-power spectral density function at a point a of the site is:

[00008]$S_{aa}\left(\right)={.Math.H_a\left(i\right).Math.}^2{S}_{br}\left(\right);$ [0040] in the formula, |H.sub.a(i)| represents a transfer function of the seismic ground motion at the point a, S.sub.br() represents a power spectral density function of the seismic ground motion on a free surface of the bedrock, and br represents the related properties of the bedrock; and i represents an imaginary unit, used for processing a transfer function of the seismic ground motion in complex form.

[0041] A cross-power spectral density function S.sub.ab(i) of the seismic ground motion between points a and b is:

[00009]$S_{ab}\left(i\right)=H_a\left(i\right)H_b^{*}\left(i\right){}_{a^{}{b}^{}}\left(i\right)S_{br}\left(\right);$ [0042] in the formula, a superscript * represents a complex conjugate; H.sub.a(i) represents a transfer function of the seismic ground motion at the point a, describing a variation of a seismic wave transmitted from the bedrock to the point a; H*.sub.b(i) represents a complex conjugate of a transfer function of a seismic ground motion at a point b, for processing a relationship between phase and amplitude of a seismic ground motion signal in the frequency domain; and .sub.ab(i) represents a coherent loss function between the points a and b of the bedrock.

[0043] A power spectral density function matrix S(i) of the seismic ground motion for n points in the site is obtained:

[00010]$S\left(i\right)=\left[\begin{array}{ccc}{S}_{11}\left(\right)& .Math.& S_{1n}\left(\right)\\ .Math.& & .Math.\\ S_{n1}\left(\right)& .Math.& S_{\mathrm{nn}}\left(\right)\end{array}\right].$

Step S4: Simulating Acceleration Time History of the Seismic Ground Motion

[0044] The seismic ground motion is simulated in a frequency domain, an inverse Fourier transform is used, and a shape function is multiplied to obtain a non-stationary acceleration time history of the seismic ground motion. A power spectral density function matrix of the seismic ground motion obtained in step S3 is decomposed to obtain a lower triangular complex matrix L(i) and a Hermitian matrix L.sup.H(i):

[00011]$S\left(i\right)=L\left(i\right)L^H\left(i\right);$ [0045] a seismic ground motion at the point a can be simulated in a frequency domain:

[00012]$U_a\left(i{}_n\right)={.Math.}_{m=1}^a{B}_{am}\left({}_n\right)\left[\cos {}_{am}\left({}_n\right)+i\sin {}_{am}\left({}_n\right)\right],n=1,2,.Math.,N;$$B_{am}\left({}_n\right)=\sqrt{}.Math.L_{am}\left(i{}_n\right).Math.;$${}_{am}\left({}_n\right)={\tan }^{-1}\left(\frac{Im\left[L_{am}\left(i{}_n\right)\right]}{\mathrm{Re}\left[L_{am}\left(i{}_n\right)\right]}\right)+{}_{mn}\left({}_n\right);$ [0046] in the formulas, B.sub.am(.sub.n) is an amplitude of a simulated seismic ground motion, a.sub.am(.sub.n) is a phase angle of the simulated seismic ground motion, is a frequency interval, L.sub.am(i.sub.n) is an element in a matrix L(i) corresponding to a frequency .sub.n and a position am, containing amplitude and phase information of the seismic ground motion, where a represents a specific spatial point, and m represents a corresponding frequency component; .sub.mn(.sub.n) is a uniformly distributed random variable within an interval of [0, 2]; a numerator I.sub.m[L.sub.am(i.sub.n)] represents an imaginary part of L.sub.am(i.sub.n); and a denominator Re[L.sub.am(i.sub.n)] represents a real part of L.sub.am(i.sub.n).

[0047] The inverse Fourier transform is performed on U.sub.a(i.sub.n) to obtain a stationary seismic ground motion acceleration u.sub.a(t) at the point a in a time domain, and u.sub.a(t) is multiplied by an intensity envelope function to obtain a final simulated non-stationary acceleration time history of the seismic ground motion at the point a.

Step S5: Performing Seismic Response Analysis of Wind Power Tower

[0048] A finite element model of the wind power structure is established in OpenSees software, a simulated acceleration time history of the seismic ground motion is used as an input to calculate structural responses such as a tower-top displacement, a tower-top acceleration and a tower-bottom internal force of the wind power structure under a seismic action.

[0049] The seismic ground motion (EW direction) simulated by the method of the disclosure is shown in FIG. 1, the seismic ground motion (NS direction) simulated is shown in FIG. 2, and the seismic ground motion (UD direction) simulated is shown in FIG. 3. FIG. 4 shows a tower-top displacement of a 1.5 MW wind power tower under a simulated seismic ground motion.