Data-model dual-driven systematic evaluation method for wind-induced response of high-rise building structures

Abstract

A data-model dual-driven method for evaluating the wind-induced response system of high-rise building structures, including comfort evaluation and safety evaluation. The method combines field measured data with finite element model calculations to propose a method for evaluating the nonlinear wind-induced vibration displacement of high-rise buildings. At the same time, the method introduces modal parameter identification, and its results are used to update the finite element model to improve the fidelity of the model. As a wind-induced response evaluation method, the present invention combines the advantages of measured data and finite element calculations, breaks through the traditional static linear evaluation method based on inter-story displacement angle limits, and realizes the nonlinear dynamic systematic identification of the wind-induced response of high-rise building structures in a data-model dual-driven manner.

Description

Technical Field

[0001] The invention belongs to the technical field of wind-induced response assessment in structural health monitoring. Background Art

[0002] Due to the structural characteristics of high-rise buildings with low stiffness and low damping, the natural vibration period of high-rise building structures begins to approach the long dominant period of natural wind speed, resulting in an increasingly significant impact of wind loads on them. The field study of wind-induced response of high-rise buildings has gained wide attention in the field of structural wind-resistant design and structural performance assessment.

[0003] Among them, the structural modal parameters are the basic information of the structural dynamic characteristics. Accurately obtaining their numerical values ​​is of great significance for the wind-resistant design of high-rise buildings. A large number of studies have shown that as the vibration amplitude increases, the modal frequency of high-rise building structures will decrease, while the structural damping ratio will increase. At present, there is still a lack of effective empirical models for the modal parameter characteristics of high-rise buildings. Relying on the measured research of structural dynamic response has become a reliable way to accurately obtain the structural dynamic characteristics.

[0004] In addition, in the evaluation of wind-induced response of structures, wind-induced displacement is one of the main factors that engineers pay attention to. Excessive displacement amplitude will directly lead to serious damage to the local part of the structure and even affect the safety performance of the structure during service. However, the corresponding evaluation indicators in the current domestic and foreign specifications (such as the widely used inter-story displacement angle limit) are mostly derived from the research results of multi-story structures, which brings huge uncertainty and limitations to the applicability of high-rise buildings, especially super-high-rise buildings.

[0005] It can be seen that there is currently a lack of more targeted and effective evaluation methods for the evaluation of wind-induced response of high-rise buildings under wind loads, especially typhoon loads. Therefore, the present invention proposes a data model dual-driven high-rise building wind-induced response system evaluation method. Summary of the invention

[0006] The purpose of the present invention is to propose a data-model dual-driven method for evaluating the wind-induced response system of high-rise buildings. The method combines field measured data with finite element model calculations to propose a method for evaluating the nonlinear wind-induced vibration displacement of high-rise buildings. At the same time, the method introduces modal parameter identification, and its results are used to update the finite element model to improve the fidelity of the model. As a wind-induced response evaluation method, the present invention combines the advantages of measured data and finite element calculations, breaks through the traditional static linear evaluation method based on inter-story displacement angle limits, and realizes the nonlinear dynamic systematic identification of the wind-induced response of high-rise building structures in a data-model dual-driven manner.

[0007] To achieve the purpose of the present invention, the present invention is implemented by the following technical solutions:

[0008] A data-model dual-driven high-rise building wind-induced response system assessment method comprises the following steps:

[0009] S1. Collect the measured acceleration response data X of the high-rise building structure.

[0010] S2, process S1 data X separately:

[0011] S2.1 According to the internationally widely used standard AIJES-V001-2004, the comfort analysis of the acceleration response data X is performed. The maximum absolute value of the horizontal acceleration is obtained by using formula (1), which is compared with the curve in the standard AIJES-V001-2004 (for example, Figure 2 The wind-induced vibration comfort level of high-rise building structures is determined by comparison.

[0012]

[0013] Where α max is the maximum absolute value of horizontal acceleration, a and b are constant coefficients, and f 1 is the vibration frequency.

[0014] S2.2. In order to obtain the displacement time history signal of the high-rise building structure and avoid the zero drift phenomenon in the signal time domain integration process, the frequency domain integration method is used to perform the acceleration time history secondary integration to obtain the displacement time history signal S of the high-rise building structure, and the maximum value of the structural displacement time history signal S is extracted, that is, the measured maximum horizontal displacement δ in the two orthogonal directions of the structure x and δ y Among them, when performing frequency domain integration, the acceleration time history signal is first converted into a frequency domain signal using Fourier transform, and then integrated in the frequency domain. The integration result is reconstructed by inverse Fourier transform to obtain the structural displacement time history signal.

[0015] S2.3. Modal parameter identification is performed based on the measured acceleration time history X. The random subspace method combined with the stability spectrum (SSI-COV) is used to obtain the first-order modal frequency f (modal frequency for short) and damping ratio ξ of the high-rise building structure.

[0016] Specifically, the stable spectrum is used to eliminate the influence of false modes in the mode recognition process. The basic principle is to define the distance d between adjacent modes i and j. i,j Perform mode identification.

[0017]

[0018] S3. Under the drive of the model, the modal working condition analysis of the finite element model of the high-rise building is carried out, and the finite element model of the high-rise building is corrected with reference to the measured modal frequency f. In the calculation parameter setting, the damping ratio takes the measured identification result ξ, and the model update is completed.

[0019] S4. After the finite element model of the high-rise building is modified, the load condition envelope calculation is performed to calculate the maximum horizontal displacement Δ of the high-rise building structure under different load combinations (except seismic loads). x and Δ y .

[0020] S5. Perform nonlinear evaluation on the measured displacement amplitude and the finite element calculated amplitude. The evaluation rule is:

[0021]

[0022] Where δ x and δ y is the measured maximum horizontal displacement of the high-rise building structure in two orthogonal directions, Δ x and Δ y It represents the maximum horizontal displacement of high-rise building structure calculated by finite element method.

[0023] S6. Perform safety assessment based on the S5 evaluation rule. If the equation is satisfied, the displacement response is within the safety range; otherwise, it exceeds the safety range and inspection or early warning is required.

[0024] Matters not covered by the present invention are applicable to the prior art.

[0025] The beneficial effects of the present invention are as follows: based on the structural acceleration response comfort analysis and displacement response amplitude analysis, a high-precision systematic evaluation of the wind-induced response of high-rise buildings can be achieved. By combining the advantages of measured data with finite element calculations, the traditional static linear evaluation method based on inter-story displacement angle limits is broken through, and the nonlinear dynamic systematic identification of the wind-induced response of high-rise building structures is achieved in a data-model dual-driven manner. BRIEF DESCRIPTION OF THE DRAWINGS

[0026] Figure 1 It is the overall flow chart of the present invention;

[0027] Figure 2 This is a comfort analysis diagram according to an embodiment of the present invention;

[0028] Figure 3 A modal parameter identification stability spectrum according to an embodiment of the present invention;

[0029] Figure 4 This is a finite element calculation model of an embodiment of the present invention.

[0030] Figure 5 FIG. 4 is a nonlinear evaluation diagram of wind-induced displacement response according to an embodiment of the present invention. DETAILED DESCRIPTION

[0031] The embodiments of the present invention are further described in detail below in conjunction with the accompanying drawings. Take the measured wind-induced response of a super high-rise building under a typhoon as an example.

[0032] The design concept of the present invention is: by combining field measured data with finite element model calculations, a method for evaluating the nonlinear wind-induced vibration response system of high-rise buildings is proposed in a data-model dual-driven manner.

[0033] Calculation example

[0034] A data-model dual-driven high-rise building wind-induced response system assessment method, such as Figure 1 As shown, the following steps are included:

[0035] S1. Obtaining the measured time history data of structural acceleration

[0036] S2.1. According to AIJES-V001-2004, the comfort level of the wind-induced vibration of the structure is analyzed to be H-90. Figure 2 The results show that the peak acceleration response of the structure in the X direction (north-south direction) is above the interval H-90, which means that during this stage of the typhoon, more than 90% of the people in the building will feel discomfort caused by building vibration.

[0037] S2.2. Integrate the acceleration time history data in the frequency domain with cutoff frequencies of 0.05 Hz and 50 Hz respectively to obtain the structural displacement time history and the displacement amplitude of the structure in two orthogonal directions, δ x =199.1mm,δ y =123.7mm.

[0038] S2.3. Structural modal parameters are identified based on acceleration time history data. The random subspace method is combined with the stability spectrum to identify the structural modal parameters, f 1 =0.104Hz,ξ=0.02, such as Figure 3 .From the identification of the modal stability point, it can be seen that the first-order stable modal frequency of the structure is obtained at 0.109Hz.

[0039] S3. According to the above modal parameter identification structure, the finite element model is modified and the calculation parameter settings are adjusted, such as Figure 4 This figure is a refined finite element model of the structure. The calculation parameters of the finite element model are set according to the modal identification results.

[0040] S4. Use the finite element model to perform load condition envelope calculation. Since the wind-induced response is mainly evaluated, the seismic effect is not considered when the load is combined. The structural displacement response amplitude is calculated based on this. Note that since the maximum displacement amplitude of the structure in two directions does not appear at the same time, the displacement components of the structure in two directions when the displacement amplitude is taken in a certain direction are recorded separately. Δx1 =767.7mm,Δ y1 =142.1mm, Δ x2 =223.0mm,Δ y2 =667.6mm).

[0041] S5. The measured displacement amplitude and the finite element calculated amplitude are evaluated nonlinearly. The evaluation rule is:

[0042]

[0043] S6. The measured values ​​and calculated results are analyzed and judged for safety according to the above evaluation rules. The structural displacement response amplitude is within the safety range, such as Figure 5 Among them, the ellipse boundary is the nonlinear evaluation criterion equation in S6, and the scattered points are the measured maximum displacement response. It can be seen that the measured values ​​are distributed within the ellipse boundary, so it can be concluded that the amplitude of the structural displacement response is within the safe range.

[0044] The above embodiments describe the basic principles, main features and technical routes of the present invention, and also show the feasibility and effectiveness of the present invention in realizing structural damage identification. It should be emphasized that the embodiments described in the present invention are illustrative rather than restrictive, and do not limit the patent scope of the present invention. Any changes to the present invention directly or indirectly by those skilled in the art according to the technical solution of the present invention are also included in the patent protection scope of the present invention. The scope of protection required by the present invention is defined by the attached claims and their equivalents.

Claims

1. A data-model dual-driven high-rise building wind-induced response system evaluation method, characterized in that: Includes comfort assessment and safety assessment; The specific steps include: S1. Collect measured acceleration response data of high-rise building structures X ; S2, S1 data X Process separately: S2.

1. Acceleration response data based on the internationally widely used standard AIJES-V001-2004 X Carry out comfort analysis, use formula (1) to get the maximum absolute value of horizontal acceleration, and compare it with the curve in standard AIJES-V001-2004 to determine the wind-induced vibration comfort level of high-rise building structure, which is used to characterize the comfort assessment; (1) In the formula is the maximum absolute value of horizontal acceleration, a and b are constant coefficients, f 1 is the vibration frequency; S2.

2. In order to obtain the displacement time history signal of the high-rise building structure and avoid the zero drift phenomenon in the signal time domain integration process, the frequency domain integration method is used to perform the acceleration time history secondary integration to obtain the displacement time history signal of the high-rise building structure. S , and extract the structural displacement time history signal S The maximum value is the maximum horizontal displacement measured in two orthogonal directions of the structure. and ; Among them, when performing frequency domain integration, the acceleration time-history signal is first converted into a frequency domain signal using Fourier transform, and then integrated in the frequency domain. The integration result is reconstructed by inverse Fourier transform to obtain the structural displacement time-history signal; S2.3, based on measured acceleration time history X To identify modal parameters, the random subspace method combined with the stability spectrum is used to obtain the first-order modal frequency of the high-rise building structure. f and damping ratio ; S3. Under the model drive, the modal condition analysis of the finite element model of the high-rise building is carried out, referring to the measured modal frequency f Modify the finite element model of high-rise buildings. In the calculation parameter setting, the damping ratio is taken from the measured identification result. , that is, the model update is completed; S4. After the finite element model of the high-rise building is modified, the load condition envelope calculation is performed to obtain the maximum horizontal displacement of the high-rise building structure under different load combinations. and ; S5. The measured displacement amplitude and the finite element calculated amplitude are evaluated nonlinearly to achieve a high-precision safety assessment of the wind-induced response system of high-rise buildings. Specifically, the evaluation rule of this nonlinear evaluation is: (3) In the formula and is the measured maximum horizontal displacement of the high-rise building structure in two orthogonal directions, and It represents the maximum horizontal displacement of high-rise building structure calculated by finite element method; S6. Perform safety assessment based on the S5 evaluation rule. If the equation is satisfied, the displacement response is within the safety range; otherwise, it exceeds the safety range and inspection or early warning is required.

2. A data-model dual-driven high-rise building wind-induced response system evaluation method as claimed in claim 1, characterized in that: S2.1: Specifically, the wind-induced vibration comfort level of high-rise building structures is determined by comparing with the curve in the standard AIJES-V001-2004, including intervals H-10, H-30, H-50, H-70, and H-90.

3. A data-model dual-driven high-rise building wind-induced response system evaluation method as claimed in claim 1, characterized in that: S2.3: Specifically, the stable spectrum is used to eliminate the influence of false modes in the modal identification process. The basic principle is to define the distance between adjacent modes i and j. d i,j Performing modal identification (2)。 4. A data-model dual-driven high-rise building wind-induced response system evaluation method as claimed in claim 1, characterized in that: By combining field measured data with finite element model calculations, a systematic evaluation method for nonlinear wind-induced vibration response of high-rise buildings is proposed in a data-model dual-driven manner.

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