阅读说明：本技术 一种超高层建筑风振控制阻尼器性能的检测评价方法 (Method for detecting and evaluating performance of wind vibration control damper of super high-rise building ) 是由 张蓝方 谢壮宁 张乐乐 石碧青 于 2019-10-16 设计创作，主要内容包括：本发明属于结构振动控制技术领域,涉及一种超高层建筑风振控制阻尼器性能检测评价方法,包括：步骤1、对安装有TLD的超高层建筑进行现场实测,通过测量系统进行实时测量与数据采集工作,得到多源耦合响应信号；步骤2、对测量系统测得的多源耦合响应信号进行解耦,进而得到解耦后的模态响应信号；步骤3、在模态坐标下,对解耦后的模态响应信号进行参数识别,得到结构-TLD系统对应的固有频率和模态阻尼比；步骤4、利用参数识别结果还原得到原结构和TLD参数；步骤5、根据还原得到的原结构和TLD参数进行TLD性能评价。本发明实现了对TLD性能的动态检测评价,是一种更为有效、准确的超高层建筑风振控制阻尼器性能检测评价方法。(The invention belongs to the technical field of structural vibration control, and relates to a method for detecting and evaluating the performance of a wind vibration control damper of a super high-rise building, which comprises the following steps: step 1, carrying out field actual measurement on a super high-rise building provided with TLDs, and carrying out real-time measurement and data acquisition work through a measurement system to obtain a multi-source coupling response signal; step 2, decoupling the multi-source coupling response signals measured by the measuring system to obtain decoupled modal response signals; step 3, performing parameter identification on the decoupled modal response signal under a modal coordinate to obtain a natural frequency and a modal damping ratio corresponding to the structure-TLD system; step 4, restoring by using the parameter identification result to obtain an original structure and TLD parameters; and 5, carrying out TLD performance evaluation according to the original structure obtained by reduction and the TLD parameters. The method realizes the dynamic detection and evaluation of the TLD performance, and is a more effective and accurate method for detecting and evaluating the performance of the wind vibration control damper of the super high-rise building.)

1. A performance detection and evaluation method for a wind vibration control damper of a super high-rise building is characterized by comprising the following steps:

step 1, carrying out field actual measurement on a super high-rise building provided with TLDs, and carrying out real-time measurement and data acquisition work through a measurement system to obtain a multi-source coupling response signal;

step 2, decoupling the multi-source coupling response signals measured by the measuring system to obtain decoupled modal response signals;

step 3, performing parameter identification on the decoupled modal response signal under a modal coordinate to obtain a natural frequency and a modal damping ratio corresponding to the structure-TLD system;

step 4, restoring by using the parameter identification result to obtain an original structure and TLD parameters;

and 5, carrying out TLD performance evaluation according to the original structure obtained by reduction and the TLD parameters.

2. The method for detecting and evaluating the performance of the wind vibration control damper of the super high-rise building according to claim 1, wherein the step 4 comprises the following steps: according to the structure-TLD systemThe design mass ratio mu of the uniform first-order frequency, second-order frequency, damping ratio and structure to TLD is obtained through parameter back-stepping_sStructural damping ratio ζ_sTLD frequency f_tAnd TLD damping ratio ζ_t。

3. The method for detecting and evaluating the performance of the wind vibration control damper of the super high-rise building according to claim 1 or 2, wherein the step 4 comprises the following steps:

4-1, constructing a structure-TLD system state space theoretical model to obtain a structure-TLD system state matrix A;

4-2, reconstructing an actual state matrix A' of the structure-TLD system by utilizing the identified complex vibration type matrix and the inherent frequency of the structure-TLD system;

and 4-3, respectively determining the natural frequency and the modal damping ratio of the structure and the TLD according to the A and the A'.

4. The method for detecting and evaluating the performance of the wind vibration control damper of the super high-rise building according to claim 3, wherein a structure-TLD system state matrix A is expressed as:

in the formula, mu is TLD parameter mass ratio; omega_i、ζ_iRespectively the ith order circle frequency and the ith order damping ratio of the structure; omega_t、ζ_tTLD circle frequency and TLD damping ratio, and β mass participation coefficient.

5. The method for detecting and evaluating the performance of the wind vibration control damper of the super high-rise building according to claim 3, wherein the structure-TLD system actual state matrix A' is expressed as:

in the formula, phi is a structure-TLD system complex vibration type matrix; is a conjugate symbol; and Λ is a structure-TLD system non-conjugate eigenvalue diagonal matrix.

6. The method for detecting and evaluating the performance of the wind vibration control damper of the super high-rise building according to claim 2, wherein the TLD performance evaluation in the step 5 comprises two stages of TLD performance evaluation: the first stage is the stage before the super high-rise building is put into use formally after construction is finished; the second stage is the normal use stage of the super high-rise building.

7. The method for detecting and evaluating the performance of the wind vibration control damper of the super high-rise building according to claim 6, wherein when the building is in the first stage, the TLD performance evaluation process comprises the following steps: respectively obtaining the natural frequency f of the structure according to the step 4_sZeta damping ratio_sFrequency f of TLD_tZeta damping ratio_tComparison of f_sAnd f_tIf the difference is large, re-tuning is carried out before the TLD is put into use formally; simultaneous comparison of zeta_tThe additional damping value that the TLD can add to the structure is evaluated, compared to the TLD damping ratio design value.

8. The method for detecting and evaluating the performance of the wind vibration control damper of the super high-rise building according to claim 6, wherein when the building is in the second stage, the TLD performance evaluation process comprises the following steps: the server receives dynamically collected data transmitted through the Internet on line and performs on-line batch processing on the data to obtain the natural frequency f of the structure_sZeta damping ratio_sAnd TLD frequency f_tZeta damping ratio_tDynamic information of (2); by comparison of f_sAnd f_tDegree of deviation of value and f_tDynamically evaluating the control effect of the TLD system according to the change condition of the size.

9. The method for detecting and evaluating the performance of the wind vibration control damper of the super high-rise building according to claim 1, wherein the step 2 comprises the following steps:

step 2-1, preprocessing the structural response data and the TLD response data obtained through measurement, and constructing corresponding complex signals;

step 2-2, whitening the complex signal to obtain a whitened signal

Step 2-3, solving the complex vibration matrix of the structure-TLD system by adopting a signal separation decoupling technologyAnd corresponding complex separation matrix

Step 2-4, using complex separation matrix

10. The method for detecting and evaluating the performance of the wind vibration control damper of the super high-rise building according to claim 1, wherein the step 3 comprises the following steps:

step 3-1, constructing an aerodynamic power spectral density function

Step 3-2, calculating the power spectral density S (power spectral density) of the modal response y (t) of the structure-TLD system_y,N(f_k) (iii) a desire;

step 3-3, calculating power spectral density S_y,N(f_k) A probability density function of;

3-4, calculating a posterior probability density function of the structure-TLD system modal parameters;

3-5, calculating an optimal solution of the modal parameters of the structure-TLD system to obtain the first two-order frequency and the damping ratio of the structure-TLD system;

and 3-6, evaluating uncertainty of identification parameters and vibration damping performance.

Technical Field

The invention belongs to the technical field of structural vibration control, and relates to a method for detecting and evaluating performance of a wind vibration control damper of a super high-rise building.

Background

For super high-rise buildings, wind-induced loads and response under high winds are often the controlling factors affecting structural safety and occupant comfort. The wind vibration control of super high-rise buildings usually adopts a damper method based on a Dynamic Vibration Absorber (DVA), and a damper is added at a proper position of the building to increase the equivalent damping of the structure so as to achieve the purpose of slowing down the structural vibration. Dampers typically include two categories, tuned mass dampers (TMD, including active and passive methods) and Tuned Liquid Dampers (TLD). Among them, TLD is a damper with relatively simple structure and low cost, and especially can be used as a fire water tank.

In engineering practice, the structural dynamic characteristics of an actual super high-rise building are different from the finite element analysis result in design, and meanwhile, the actual dynamic characteristics of the TLD are changed to a certain extent compared with the original design. In addition, due to the wind-structure interaction, the natural frequency and modal damping ratio of a practical super high-rise building structure can change with the change of wind speed and response strength under the action of strong (typhoon) wind. These differences can cause TLD detuning and failure to achieve optimal settings of the damping parameters, making it difficult to achieve the desired control effect for TLD. Therefore, it is necessary to perform a test evaluation of the performance of the TLD system installed in the super high-rise building. Due to the uncertainty and irreproducibility of wind loads, and the time-varying nature of the controlled building modal parameters, accurate evaluation of the performance of TLDs installed in buildings is extremely challenging.

The existing evaluation methods of TLD performance mainly comprise: 1) the dynamic testing technology and the random decrement method are adopted to calculate the damping ratio of the TLD structure and the TLD-free structure, and the TLD effectiveness is explained by comparing and analyzing the measurement results of the TLD structure response and the TLD-free structure response under the condition of the same wind speed and wind direction. 2) And (3) evaluating the performance of the TLD by monitoring the response of the building and the TLD in a strong wind process by adopting an energy ratio method and directly calculating additional effective damping by utilizing the building response, the TLD response and a structure-TLD mass ratio.

In the above methods, method 1) needs to measure the response conditions of the front and rear structures for installing the TLD, but the "same wind speed and wind direction condition" is hardly satisfied; the method 2) adopts the additional effective damping determined based on the energy ratio to evaluate the TLD performance, is a simplified method essentially, can only obtain the vibration reduction effect of the TLD, cannot accurately obtain and judge the characteristic state (the change condition of modal frequency and damping ratio) of the whole structure-TLD system and accurately evaluate the vibration reduction performance of the system, and can also influence the decision of further parameter adjustment of the TLD system.

Disclosure of Invention

Aiming at the defects that the TLD performance is evaluated only by effective additional damping and the characteristic that the dynamic characteristic of a controlled building structure has time variation is ignored in the conventional method, so that the conventional method cannot comprehensively and accurately detect and evaluate the TLD vibration attenuation performance, the invention provides a method for detecting and evaluating the performance of a wind vibration control damper of a super high-rise building.

The invention is realized by adopting the following technical scheme:

a performance detection and evaluation method for a wind vibration control damper of a super high-rise building comprises the following steps:

step 1, carrying out field actual measurement on a super high-rise building provided with TLDs, and carrying out real-time measurement and data acquisition work through a measurement system to obtain a multi-source coupling response signal;

step 2, decoupling the multi-source coupling response signals measured by the measuring system to obtain decoupled modal response signals;

step 3, performing parameter identification on the decoupled modal response signal under a modal coordinate to obtain a natural frequency and a modal damping ratio corresponding to the structure-TLD system;

step 4, restoring by using the parameter identification result to obtain an original structure and TLD parameters;

and 5, carrying out TLD performance evaluation according to the original structure obtained by reduction and the TLD parameters.

Further, step 4 comprises: according to the first-order frequency, the second-order frequency and the damping ratio of the structure-TLD system and the design mass ratio mu of the structure and the TLD, the natural frequency f of the structure is obtained through parameter inverse extrapolation_sStructural damping ratio ζ_sTLD frequency f_tAnd TLD damping ratio ζ_t。

Preferably, step 4 comprises:

4-1, constructing a structure-TLD system state space theoretical model to obtain a structure-TLD system state matrix A;

4-2, reconstructing an actual state matrix A' of the structure-TLD system by utilizing the identified complex vibration type matrix and the inherent frequency of the structure-TLD system;

and 4-3, respectively determining the natural frequency and the modal damping ratio of the structure and the TLD according to the A and the A'.

Preferably, the structure-TLD system state matrix A is represented as:

in the formula, mu is TLD parameter mass ratio; omega_i、ζ_iRespectively the ith order circle frequency and the ith order damping ratio of the structure; omega_t、ζ_tTLD circle frequency and TLD damping ratio, and β mass participation coefficient.

Preferably, the structure-TLD system actual state matrix A' is represented as:

in the formula, phi is a structure-TLD system complex vibration type matrix; is a conjugate symbol; and Λ is a structure-TLD system non-conjugate eigenvalue diagonal matrix.

Further, the TLD performance evaluation in step 5 comprises two stages of TLD performance evaluation: the first stage is the stage before the super high-rise building is put into use formally after construction is finished; the second stage is the normal use stage of the super high-rise building.

Preferably, when the building is in the first stage, the TLD performance evaluation process comprises: respectively obtaining the natural frequency f of the structure according to the step 4_sZeta damping ratio_sFrequency f of TLD_tZeta damping ratio_tComparison of f_sAnd f_tIf the difference is large, re-tuning is carried out before the TLD is put into use formally; simultaneous comparison of zeta_tThe additional damping value that the TLD can add to the structure is evaluated, compared to the TLD damping ratio design value.

Preferably, when the building is in the second stage, the TLD performance evaluation process comprises: the server receives dynamically collected data transmitted through the Internet on line and performs on-line batch processing on the data to obtain the natural frequency f of the structure_sZeta damping ratio_sAnd TLD frequency f_tZeta damping ratio_tDynamic information of (2); by comparison of f_sAnd f_tDegree of deviation of value and f_tDynamically evaluating the control effect of the TLD system according to the change condition of the size.

Preferably, step 2 comprises:

step 2-1, preprocessing the structural response data and the TLD response data obtained through measurement, and constructing corresponding complex signals;

step 2-2, whitening the complex signal to obtain a whitened signal

Step 2-3, solving the complex vibration matrix of the structure-TLD system by adopting a signal separation decoupling technologyAnd corresponding complex separation matrix

Step 2-4, using complex separation matrix

Calculating to obtain modal response signals of each order after decoupling of the structure-TLD system

Preferably, step 3 comprises:

step 3-1, constructing an aerodynamic power spectral density function

Step 3-2, calculating the structure-TLD system modal responseShould y (t) power spectral density S_y,N(f_k) (iii) a desire;

step 3-3, calculating power spectral density S_y,N(f_k) A probability density function of;

3-4, calculating a posterior probability density function of the structure-TLD system modal parameters;

3-5, calculating an optimal solution of the modal parameters of the structure-TLD system to obtain the first two-order frequency and the damping ratio of the structure-TLD system;

and 3-6, evaluating uncertainty of identification parameters and vibration damping performance.

Compared with the prior art, the method has the following advantages:

(1) the method comprises the steps of firstly constructing a measuring system with the functions of measuring the acceleration of the structure, the liquid level height of the TLD, the wind speed and the like, decoupling a multi-source coupling response signal of the structure-TLD system obtained through measurement, further obtaining a modal response signal of the structure, carrying out accurate parameter identification on the separated modal response signal on the basis, and finally carrying out evaluation on the control performance of the TLD according to the back-pushing of a parameter identification result.

(2) The structural response before TLD installation is not required to be measured, and the system vibration damping performance can be evaluated by adopting a strong wind measurement result for one time;

(3) the decoupling device has universality, can be used for signal coupling and non-coupling conditions, introduces a complex modal theory, adapts to proportional damping and non-proportional damping, and has reliable and effective decoupling effect;

(4) the modal response signals are reliably identified, the influence of colored noise is considered, and uncertainty evaluation is carried out on identification parameters and vibration reduction performance;

(5) the method can dynamically obtain the information such as the natural frequency, the modal damping ratio and the like of the structure-TLD system, further dynamically evaluate the performance of the damper and provide a decision basis for implementing feedback tuning control on the damper.

Drawings

FIG. 1 is a schematic diagram of a method for detecting and evaluating the performance of a wind vibration control damper of a super high-rise building according to one embodiment of the invention;

FIG. 2 is a schematic view of a TLD top mounted building structure system and measurement system in accordance with one embodiment of the present invention;

FIG. 3 is a flow chart of multi-source coupling response signal decoupling according to one embodiment of the present invention;

FIG. 4 is a flow chart of natural frequency and modal damping ratio identification of a separated modal response signal in accordance with an embodiment of the present invention;

fig. 5 is a flowchart of recovering the original structure and the TLD parameters using the parameter identification result in an embodiment of the present invention.

Detailed Description

The present invention will be described in further detail below with reference to specific embodiments, but the embodiments of the present invention are not limited thereto.

A method for detecting and evaluating the performance of a wind vibration control damper of a super high-rise building is shown in figure 1 and comprises the following steps:

step 1: and carrying out field actual measurement on the super high-rise building provided with the TLD, and carrying out real-time measurement and data acquisition work through a measurement system to obtain a multi-source coupling response signal.

As shown in fig. 2, the method specifically includes:

step 1-1: installing an acceleration measuring instrument in the super high-rise building provided with the TLD, installing an anemoscope on the roof, and installing a wave height meter in the TLD;

step 1-2: the method comprises the following steps of performing uninterrupted synchronous real-time measurement and data acquisition work on the super high-rise building;

step 1-3: the measurement data are synchronously transmitted to the central server through the Internet, and the central server performs real-time analysis processing on the transmitted signals.

In this embodiment, the measurement data includes: structural response, TLD response, and wind speed time course data.

Step 2: decoupling the multi-source coupling response signals measured by the measuring system to obtain decoupled modal response signals;

as shown in fig. 3, the method specifically includes:

step 2-1: preprocessing the structural response data and the TLD response data obtained through measurement to construct corresponding complex signals;

step 2-2: whitening the complex signal to obtain a whitened signal

Step 2-3: complex vibration type matrix of structure-TLD system obtained by signal separation decoupling technology

And corresponding complex separation matrix

Step 2-4: by complex separation matricesCalculating to obtain modal response signals of each order after decoupling of the structure-TLD system

Firstly, signal preprocessing is carried out, real signals measured by a measuring system are subjected to complex processing, and analytic signals of measuring signals x (t) are obtained as follows:

the complex modal response and the complex mode corresponding to the formula (1) are also expressed in the form of analytic signals:

in the formula: x (t), q (t) and Φ_rRespectively are an observation signal (comprising structure response, TLD response and wind speed time-course data), a decoupled modal response signal and a structure-TLD system vibration mode matrix measured by a measuring system. x is the number of₉₀(t)、q₉₀(t) obtaining the data by Hilbert transform of x (t) and q (t), and eliminating the boundary effect by adopting a mirror image method; i represents an imaginary unit; phi_r、Φ_iThe real part and the imaginary part of the mode shape are respectively.

The modal stacking formula for further obtaining the complex value is as follows:

x(t)+ix₉₀(t)＝[Φ_r+iΦ_i](q(t)+iq₉₀(t)) (5)

then the complex observed signal is processed

Whitening is performed. The specific steps are firstly to obtain an observation signal

And performing eigenvalue decomposition on the matrix to obtain a whitening matrix W, and further performing eigenvalue decomposition on the observation signal

Whitening to obtain whitened signal

Then decoupling the whitened signal by signal separation decoupling technology, and calculating

Delay correlation matrix R of_z(tau) and approximating the structure by adopting a joint diagonalization method to obtain a complex vibration type matrix of the structure-TLD system

And complex separation matrix

Finally obtaining a decoupled modal response signal

And step 3: under the modal coordinate, carrying out parameter identification on the decoupled modal response signal to obtain the inherent frequency and the modal damping ratio corresponding to the structure-TLD system;

as shown in fig. 4, the specific steps include:

step 3-1: constructing a aerodynamic power spectral density function

Step 3-2: calculating the modal response y (t) power spectral density S of the structure-TLD system needing parameter identification_y,N(f_k) (iii) a desire;

step 3-3: calculating S_y,N(f_k) A probability density function of;

step 3-4: calculating a posterior probability density function of the structure-TLD system modal parameters;

step 3-5: calculating the optimal solution of the modal parameters of the structure-TLD system to obtain the first two-order frequency f of the structure-TLD system₁、f₂Damping ratio ζ₁、ζ₂；

Step 3-6: and evaluating the uncertainty of the identification parameters and the damping performance.

In particular, a decoupled modal response signal is obtained

The natural frequencies and modal damping ratios of the structure-TLD system are then identified. The adopted parameter identification method is not only suitable for white noise excitation, but also suitable for the condition of colored noise excitation, and the wind load belongs to colored noise, which assumes pneumaticThe power spectral density satisfies:

in the formula, S₀For the power spectral density value of aerodynamic force at natural frequency, β is the load power exponent, f_0,jThe j-th order natural frequency of the TLD system is the structure.

Setting the modal response of the structure-TLD system identified by the required parameters as follows:

in the formula (I), the compound is shown in the specification,η (t) is a prediction error between an actual response caused by measurement noise, model error and the like and a response obtained by the measurement system.

Calculating y (t) power spectral density S_y,N(f_k) The expectation of (2):

in the formula, S_ηPower spectral density distribution of η (t); f_kK Δ f, k 0,1, …, int (N/2), int denotes the integer part taking a real number,

t is sampling time; theta is a structural-TLD system modal parameter needing to be identified, and comprises parameter values such as system natural vibration frequency and damping ratio;

is the power spectral density of the modal response signal; and N is the total number of samples.

When N is sufficiently large, the number of N,

according to the random vibration theory, the power spectral density of the modal response of the structure-TLD system can be obtained as follows:

for stationary processes, in a specific frequency interval, S_y,N(f_k) Probability density function p (S)_y,N(f_k) | θ) is approximated as a Chi-square distribution. According to Bayes theorem, the posterior probability density function of the modal parameters of the structure-TLD system is calculated as follows:

wherein k is_1≠k₂B is a regularization constant and p (θ) is a prior probability density function, both of which are generally considered constants in the calculation.

structure-TLD system modal response power spectral density within the frequency bin.

By solving functions

Determining the optimal solution of the system modal parameters by the minimum value of the first two-order frequency f of the structure-TLD system₁、f₂(i.e. first and second order frequencies f₁、f₂) And damping ratio ζ₁、ζ₂。

Finally, the uncertainty of the identification parameter and the damping performance is evaluated by a posterior coefficient of variation cov (standard deviation/MPV).

And 4, step 4: restoring by using a parameter identification result to obtain an original structure and TLD parameters;

according to the first-order frequency, the second-order frequency and the damping ratio of the structure-TLD system and the known design mass ratio mu of the structure and the TLD, the inherent frequency f of the structure is respectively obtained through parameter reverse-deducing_sStructural damping ratio ζ_sTLD frequency f_tTLD damping ratio ζ_t. As shown in fig. 5, the specific steps include:

step 4-1: constructing a structure-TLD system state space theoretical model to obtain a structure-TLD system state matrix A;

step 4-2: reconstructing an actual state matrix A' of the structure-TLD system by utilizing the identified complex vibration type matrix and the inherent frequency of the structure-TLD system;

step 4-3: respectively determining the natural frequency and modal damping ratio of the structure and the TLD according to A and A';

firstly, a structure-TLD system state space theoretical model is constructed, and an N-degree-of-freedom linear structure-TLD system motion equation is as follows:

in the formula, M_s、C_sAnd K_sRespectively a structural mass matrix, a damping matrix and a rigidity matrix; m is_t、k_tAnd c_tEquivalent mass, rigidity and damping of TLD, β mass participation coefficient, X, x assuming coupling of TLD and nth degree of freedom of structure_nAnd u_tRespectively a structure displacement vector, a structure nth degree of freedom displacement and TLD displacement; h is the TLD position vector; and F is an external load vector.

In order to be a structural acceleration vector,

in order to construct the velocity vector of the structure,

for the acceleration of the nth degree of freedom of the structure,

in order to be the TLD acceleration,

is the TLD speed.

The structure-TLD system equation of motion coordinate is transformed into a form represented by a modal coordinate vector, and equation (11) can be converted into, using mode orthogonality:

in the formula, i is the controlled mode order; q. q.s_iIs the ith order modal coordinate;

is the ith modal acceleration;

is the ith order modal velocity; m is_iThe structure is the ith order modal quality; m is_tIs the TLD equivalent mass;

the ith order mode of the nth degree of freedom of the structure; omega_i、ζ_iRespectively the ith order circle frequency and the damping ratio of the structure;is the transposition of the ith order vibration mode of the structure; f is an external load vector; omega_t、ζ_tRespectively TLD circular frequency and damping ratio;

is the TLD acceleration;

is the TLD speed; u. of_tIs TLD displacement, β is mass participation coefficient;

acceleration in the nth degree of freedom of the structure.

The mode shape is then normalized and assumed

I.e. structureThe displacement of the nth degree of freedom position is only participated in by the ith order mode, so equation (12) can be written as:

equation (13) is a vibration system in which the ith-order mode of the controlled structure is coupled with the TLD, and the state space equation can be expressed as follows:

in the formula (I), the compound is shown in the specification,a is a structure-TLD system state matrix; and B is a system input matrix. Wherein, a can be represented as:

in the formula (I), the compound is shown in the specification,

TLDs are typically mounted at the maximum displacement of the mode shape being controlled, i.e.

Therefore, μ is actually the TLD parameter mass ratio, which is determined at the time of TLD design and is a known quantity.

And then, by using the structure-TLD system complex vibration type matrix identified in the step 2 and the inherent frequency and modal damping ratio of the structure-TLD system obtained in the step 3, reconstructing an actual state matrix A' of the structure-TLD system as follows:

in the formula, phi is a structure-TLD system complex vibration type matrix; is a conjugate symbol; Λ is a structure-TLD system nonconjugated eigenvalue diagonal matrix, and Λ is diag (λ)_e) E 1, 2, wherein λ_eCan representComprises the following steps:

in the formula, ω ═ 2 pi f, and i represents an imaginary unit.

The structure-TLD system recognizes that the estimated actual state matrix a' should be approximately equal to the state matrix a of the theoretical model of the structure-TLD system.

Therefore, the structural circle frequency ω can be obtained from the equations (15) and (16)_sTLD circular frequency omega_tStructure damping ratio ζ_sTLD damping ratio ζ_tRespectively as follows:

in the formula, A_ghIs the value of the g-th row and h-th column of the A' matrix, β is the mass participation coefficient, mu is the TLD parameter mass ratio, omega_i、ζ_iThe frequency and the damping ratio of the ith order circle of the structure are respectively.

General TLD control structure first order mode, in this case, the obtained omega_iI.e. the natural circular frequency omega of the structure_s，ζ_iNamely the structure modal damping ratio zeta_s。

Finally, f is omega/2 pi, and the natural frequency f of the structure is obtained_sTLD frequency f_t。

And 5: and (4) carrying out TLD performance evaluation according to the original structure obtained by reduction and the TLD parameters.

The TLD performance evaluation needs to comprise two stages of TLD performance evaluation, wherein the first stage is a stage before the super high-rise building is put into use formally after construction is finished, and the second stage is a normal use stage of the super high-rise building.

When the building is in the first stage, the natural frequency f of the structure is respectively obtained according to the step 4_sZeta damping ratio_sFrequency f of TLD_tZeta damping ratio_tComparison of f_sAnd f_tIf the difference is large, the re-tuning operation is required before the TLD is put into use. Simultaneous comparison of zeta_tAnd TLD damping ratio design values to evaluate the additional damping values that TLD can add to the structure.

When the building is in the second stage, the server receives the dynamically collected data transmitted via Internet on line and processes the data in batch on line to obtain the natural frequency f_sZeta damping ratio_sAnd TLD frequency f_tZeta damping ratio_tThe dynamic information of (2). By comparison of f_sAnd f_tDegree of deviation of the values, and f_tTo dynamically evaluate the control effect of the TLD system.

The above embodiments are preferred embodiments of the present invention, but the present invention is not limited to the above embodiments, and any other changes, modifications, substitutions, combinations, and simplifications which do not depart from the spirit and principle of the present invention should be construed as equivalents thereof, and all such changes, modifications, substitutions, combinations, and simplifications are intended to be included in the scope of the present invention.