CN106248326A - The damage location identification method of high-rise frame structure based on natural frequency rate of change - Google Patents

The damage location identification method of high-rise frame structure based on natural frequency rate of change Download PDF

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CN106248326A
CN106248326A CN201610589651.8A CN201610589651A CN106248326A CN 106248326 A CN106248326 A CN 106248326A CN 201610589651 A CN201610589651 A CN 201610589651A CN 106248326 A CN106248326 A CN 106248326A
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damage
frequency
change rate
frequency change
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CN106248326B (en
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裴强
郭少霞
夏超南
薛志成
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Dalian University
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    • GPHYSICS
    • G01MEASURING; TESTING
    • G01MTESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
    • G01M5/00Investigating the elasticity of structures, e.g. deflection of bridges or air-craft wings
    • G01M5/0066Investigating the elasticity of structures, e.g. deflection of bridges or air-craft wings by exciting or detecting vibration or acceleration
    • GPHYSICS
    • G01MEASURING; TESTING
    • G01MTESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
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Abstract

本发明公开了一种基于固有频率变化率的高层框架结构的损伤位置识别方法,包括以下步骤:提取不同损伤位置指标PL下的频率变化率kf;建立频率变化率kf与损伤位置指标PL的关系式;通过加速度传感器测量高层框架结构某一层的加速度响应值,并对该加速度响应值提取频率变化率kf;代入到频率变化率kf与损伤位置指标PL的关系式,反算出损伤程度指标PL。现有的损伤识别方法必须使用结构当前响应信号与结构损伤前的响应信号进行对比分析才能识别出损伤的位置,本发明只需要运用结构当前响应信号进行分析便可以识别出结构的损伤位置。本发明将结构的损伤位置与频率变化率公式化,利用该发明的公式可以准确的计算出结构的损伤位置。

The invention discloses a damage position identification method of a high-rise frame structure based on the natural frequency change rate, comprising the following steps: extracting the frequency change rate k f under different damage position indexes PL ; establishing the frequency change rate k f and the damage position index The relational expression of PL ; the acceleration response value of a certain layer of the high-rise frame structure is measured by the acceleration sensor, and the frequency change rate k f is extracted from the acceleration response value; it is substituted into the relational expression of the frequency change rate k f and the damage location index PL , back-calculate the damage index P L . The existing damage identification method must use the current response signal of the structure to compare and analyze the response signal before the structure damage to identify the damage position. The present invention can identify the damage position of the structure only by analyzing the current response signal of the structure. The invention formulates the damage position of the structure and the frequency change rate, and the damage position of the structure can be accurately calculated by using the formula of the invention.

Description

基于固有频率变化率的高层框架结构的损伤位置识别方法Damage location identification method for high-rise frame structures based on natural frequency change rate

技术领域technical field

本发明涉及结构位置损伤识别方法,特别是一种高层框架结构的损伤位置识别方法。The invention relates to a structure position damage identification method, in particular to a damage position identification method of a high-rise frame structure.

背景技术Background technique

当今房屋建筑中,高层框架结构的应用越来越广泛,然而伴随着材料老化、环境腐蚀、荷载效应、人为的破坏以及自然的突变效应等作用,这些作用将不可避免的导致结构的损伤累积和抗力衰减,因此采取科学的手段,从结构的耐久性和安全性的角度,对高层框架结构的损伤情况进行检测、识别、评估已经迫在眉睫。In today's building construction, high-rise frame structures are more and more widely used. However, with the effects of material aging, environmental corrosion, load effects, man-made damage, and natural mutation effects, these effects will inevitably lead to structural damage accumulation and Therefore, it is imminent to detect, identify, and evaluate the damage of high-rise frame structures by scientific means from the perspective of structural durability and safety.

目前基于高层框架结构损伤位置的识别方法,都是通过对损伤前后的响应信号进行对比分析,从而定位结构的损伤位置。The current identification methods based on the damage location of high-rise frame structures are all based on the comparison and analysis of the response signals before and after the damage, so as to locate the damage location of the structure.

然而,在实际生活中,总会因为各种各样的原因导致结构损伤前的数据丢失,这样对识别损伤前的结构频率造成了巨大的干扰,从而不可避免的影响到结构损伤信息的识别。However, in real life, the data before the structural damage will always be lost due to various reasons, which will cause huge interference to the identification of the structural frequency before the damage, which will inevitably affect the identification of structural damage information.

如果运用结构的固有频率变化率来识别结构的损伤,不需要结构损伤前的响应信号,只需要提供结构当前的响应信号,就可以分析结构的损伤位置,这样大大减少了损伤识别的工作量。关于固有频率变化率如何识别结构的损伤位置的研究,目前还未见相关报道。If the natural frequency change rate of the structure is used to identify the damage of the structure, the response signal before the structure damage is not needed, and only the current response signal of the structure is needed to analyze the damage position of the structure, which greatly reduces the workload of damage identification. There is no relevant report on how the natural frequency change rate can identify the damage location of the structure.

发明内容Contents of the invention

为解决现有方法存在的问题,本发明要提供一种能够利用结构当前的响应信号精确地识别结构的损伤位置的基于固有频率变化率的高层框架结构的损伤位置识别方法。In order to solve the problems existing in the existing methods, the present invention provides a damage location identification method for high-rise frame structures based on the rate of change of natural frequency, which can use the current response signal of the structure to accurately identify the damage location of the structure.

为实现上述目的,本发明采用的技术方案如下:基于固有频率变化率的高层框架结构的损伤位置识别方法,包括以下步骤:In order to achieve the above object, the technical solution adopted in the present invention is as follows: the damage location recognition method of the high-rise frame structure based on the rate of change of natural frequency comprises the following steps:

A、通过仿真方法建立频率变化率kf与损伤位置指标PL的关系式A. Establish the relationship between frequency change rate k f and damage location index PL by simulation method

A1、提取不同损伤位置指标PL下的频率变化率kf A1. Extract the frequency change rate k f under different damage location indicators PL

利用数值仿真方法得到不同层刚度折减率相同时结构某特定层的加速度响应值,对该加速度响应值提取频率变化率kfUsing the numerical simulation method to obtain the acceleration response value of a specific layer of the structure when the stiffness reduction rate of different layers is the same, the frequency change rate k f is extracted for the acceleration response value;

频率变化率 rate of change of frequency

式中:df为相邻采样时间内结构频率的变化量,dt为采样时间间隔;In the formula: df is the variation of structure frequency in adjacent sampling time, dt is the sampling time interval;

损伤位置指标 damage location indicator

式中:cn为结构的损伤层,c为结构的总层数;In the formula: c n is the damaged layer of the structure, c is the total number of layers of the structure;

A2、建立频率变化率kf与损伤位置指标PL的关系式A2. Establish the relationship between the frequency change rate k f and the damage location index PL

将步骤A1得到的频率变化率kf采用最小二乘拟合方法,得到频率变化率kf与损伤位置指标PL的关系式Use the frequency change rate k f obtained in step A1 to use the least squares fitting method to obtain the relationship between the frequency change rate k f and the damage location index P L

G(PL,kf)=k'·PL-kf+C2=0 (1)G(P L ,k f )=k'·P L -k f +C 2 =0 (1)

式中:kf为频率变化率,PL为损伤位置指标,k'、C2为常数。In the formula: k f is the rate of frequency change, PL is the damage location index, k' and C 2 are constants.

B、利用损伤后实测的加速度响应值反算出损伤位置指标PL B. Use the measured acceleration response value after damage to calculate the damage position index P L

B1、通过加速度传感器测量高层框架结构某一层的加速度响应值,并对该加速度响应值提取频率变化率kfB1. Measure the acceleration response value of a certain layer of the high-rise frame structure through the acceleration sensor, and extract the frequency change rate k f from the acceleration response value;

B2、将步骤B1得到的频率变化率kf代入式(1),反算出损伤程度指标PL,计算公示如下:B2. Substitute the frequency change rate k f obtained in step B1 into formula (1), and calculate the damage index P L back, and the calculation is published as follows:

PL=(kf-C2)/k' (2)P L = (k f - C 2 )/k' (2)

从而得到结构的损伤位置指标PLThus, the damage location index PL of the structure is obtained.

进一步地,所述的提取频率变化率kf的方法,包括以下步骤:Further, the method for extracting the frequency change rate k f includes the following steps:

S1、数据预处理S1. Data preprocessing

对加速度响应值运用时频分析方法得到时间-频率-振幅的三维图。然后提取每一时刻的频率-振幅二维图中振幅的第一个峰值点所对应的频率,即每一时刻结构的一阶固有频率;The three-dimensional graph of time-frequency-amplitude is obtained by using the time-frequency analysis method on the acceleration response value. Then extract the frequency corresponding to the first peak point of the amplitude in the frequency-amplitude two-dimensional graph at each moment, that is, the first-order natural frequency of the structure at each moment;

S2、提取频率变化率kf S2. Extract frequency change rate k f

采用最小二乘拟合方法,对步骤S1中得到的每一时刻的一阶固有频率进行线性拟合得到频率随时间变化的函数:Using the least squares fitting method, linear fitting is performed on the first-order natural frequency at each moment obtained in step S1 to obtain a function of frequency changing with time:

f(t)=kf·t+C1 (3)f(t)=k f ·t+C 1 (3)

式中:f(t)为频率,t为时间,C1为常数;通过式(3)即得到频率变化率kf的值。In the formula: f(t) is the frequency, t is the time, and C1 is a constant; through the formula (3), the value of the frequency change rate k f can be obtained.

进一步地,步骤S1中所述的时频分析方法是短时短时傅里叶变换方法。Further, the time-frequency analysis method described in step S1 is a short-time short-time Fourier transform method.

进一步地,所述的数值仿真方法包括matlab数值仿真方法、ansys数值仿真方法或abaqus数值仿真方法。Further, the numerical simulation method includes a matlab numerical simulation method, ansys numerical simulation method or abaqus numerical simulation method.

进一步地,步骤A1中所述的特定层为安装有加速度传感器的所在层。Further, the specific layer mentioned in step A1 is the layer where the acceleration sensor is installed.

进一步地,所述的加速度传感器安装在任一层。Further, the acceleration sensor is installed on any layer.

与现有方法相比,本发明有如下优点:Compared with existing methods, the present invention has following advantages:

1、现有的损伤识别方法必须使用结构当前响应信号与结构损伤前的响应信号进行对比分析才能识别出损伤的位置,本发明只需要运用结构当前响应信号进行分析便可以识别出结构的损伤位置。1. The existing damage identification method must use the current response signal of the structure to compare and analyze the response signal before the structure damage to identify the location of the damage. The present invention can identify the damage location of the structure only by analyzing the current response signal of the structure .

2、现有的损伤识别方法只能通过损伤前后信号的差异来识别结构的损伤位置,本发明将结构的损伤位置与频率变化率公式化,利用该发明的公式可以准确的计算出结构的损伤位置。2. The existing damage identification method can only identify the damage position of the structure through the difference of the signal before and after the damage. This invention formulates the damage position of the structure and the frequency change rate, and the damage position of the structure can be accurately calculated by using the formula of the invention .

附图说明Description of drawings

图1是本发明的流程图。Figure 1 is a flow chart of the present invention.

图2是提取频率变化率kf的流程图。Fig. 2 is a flow chart of extracting the frequency change rate kf .

图3是频率变化率kf与损伤位置指标PL的曲线图。Fig. 3 is a graph of frequency change rate k f and damage location index PL .

具体实施方式detailed description

下面结合附图阐述如何运用一阶固有频率变化率识别高层框架结构的损伤位置。The following describes how to use the first-order natural frequency change rate to identify the damage location of the high-rise frame structure in conjunction with the accompanying drawings.

对于高层框架结构来说,不同层的刚度折减率相同时,低层损伤相对于高层损伤对结构的破坏更大,所以相同的损伤程度,损伤层越高,结构的损伤因子越小,因而结构频率变化率越大。通过对大量的试验数据分析发现频率变化率与结构的损伤位置呈线性关系。For high-rise frame structures, when the stiffness reduction rates of different floors are the same, the damage of the lower floors will cause greater damage to the structure than the damage of the high floors. Therefore, for the same damage degree, the higher the damage layer, the smaller the damage factor of the structure. The greater the rate of frequency change. Through the analysis of a large number of test data, it is found that the frequency change rate has a linear relationship with the damage position of the structure.

实施例:Example:

实际结构为十二层的高层框架结构,假设已知结构某一层的刚度折减率为70%和第十层的加速度传感器得到的加速度响应值,求结构的损伤位置。The actual structure is a high-rise frame structure with twelve floors. Assuming that the stiffness reduction rate of a certain floor of the structure is 70% and the acceleration response value obtained by the acceleration sensor on the tenth floor, the damage location of the structure is calculated.

按照图1-2所示的流程,运用matlab数值仿真方法模拟某十二层高层框架结构,分别在结构的第三至十二层的刚度降低70%等十个工况下输入El Centro地震波得到第十层的加速度响应值,对每个工况下的第十层加速度响应值按照步骤A提取频率变化率kf,结果如表1所示。画出PL-kf图以及拟合结果如图3所示。According to the process shown in Figure 1-2, use the matlab numerical simulation method to simulate a 12-story high-rise frame structure, and input El Centro seismic waves under ten working conditions such as the stiffness reduction of 70% in the third to twelfth floors of the structure to obtain For the acceleration response value of the tenth floor, the frequency change rate k f is extracted according to step A for the acceleration response value of the tenth floor under each working condition, and the results are shown in Table 1. Draw the P L -k f diagram and the fitting results are shown in Figure 3.

从而得到PL-kf的关系式如下:Thus, the relational expression of P L -k f is obtained as follows:

PL=(kf+0.0128)/0.0095P L =(k f +0.0128)/0.0095

对实际结构第十层的加速度传感器得到的加速度响应值按照步骤A得到的的频率变化率kf=-0.01207代入上式中得到For the acceleration response value obtained by the acceleration sensor on the tenth floor of the actual structure, the frequency change rate k f =-0.01207 obtained in step A is substituted into the above formula to obtain

PL=(-0.01207+0.0128)/0.0095=0.077P L =(-0.01207+0.0128)/0.0095=0.077

损伤层cn=PL×c=0.077×12=0.924≈1,所以,结构的损伤位置在第一层。The damaged layer c n =P L ×c=0.077×12=0.924≈1, therefore, the damaged position of the structure is in the first layer.

表1PL-kf数据表Table 1P L -k f data sheet

PL P L 3/123/12 4/124/12 5/125/12 6/126/12 7/127/12 8/128/12 9/129/12 10/1210/12 11/1211/12 11 kf f -0.0106-0.0106 -0.0097-0.0097 -0.0088-0.0088 -0.008-0.008 -0.0071-0.0071 -0.0062-0.0062 -0.0055-0.0055 -0.0047-0.0047 -0.0041-0.0041 -0.0036-0.0036

本发明不局限于本实施例,任何在本发明披露的技术范围内的等同构思或者改变,均列为本发明的保护范围。The present invention is not limited to this embodiment, and any equivalent ideas or changes within the technical scope disclosed in the present invention are listed in the protection scope of the present invention.

Claims (6)

1. the damage location identification method of high-rise frame structure based on natural frequency rate of change, it is characterised in that: include following Step:
A, set up frequency change rate k by emulation modefWith damage position index PLRelational expression
A1, different damage position index P of extractionLUnder frequency change rate kf
Utilize numerical value emulation method obtain different layers Stiffness degradation rate identical time structure certain layer acceleration responsive value, to this Acceleration responsive value extracts frequency change rate kf
Frequency change rate
In formula: df is the variable quantity of consecutive sampling times inner structure frequency, dt is sampling time interval;
Damage position index
In formula: cnFor the damage layer of structure, c is total number of plies of structure;
A2, set up frequency change rate kfWith damage position index PLRelational expression
The frequency change rate k that step A1 is obtainedfUse least-square fitting approach, obtain frequency change rate kfWith damage position Index PLRelational expression
G(PL,kf)=k'PL-kf+C2=0 (1)
In formula: kfFor frequency change rate, PLFor damage position index, k', C2For constant;
After B, utilization damage, the acceleration responsive value inverse of actual measurement goes out damage position index PL
B1, measured the acceleration responsive value of a certain layer of high-rise frame structure by acceleration transducer, and to this acceleration responsive Value extracts frequency change rate kf
B2, the frequency change rate k that step B1 is obtainedfSubstitution formula (1), inverse goes out damage degree index PL, calculate publicity as follows:
PL=(kf-C2)/k' (2)
Thus obtain damage position index P of structureL
The damage location identification method of high-rise frame structure based on natural frequency rate of change the most according to claim 1, It is characterized in that: described extraction frequency change rate kfMethod, comprise the following steps:
S1, data prediction
Time-Frequency Analysis Method is used to obtain the graphics of T/F-amplitude acceleration responsive value;Then each moment is extracted Frequency-amplitude X-Y scheme in the frequency corresponding to first peak point of amplitude, the intrinsic frequency of single order of the most each moment structure Rate;
S2, extraction frequency change rate kf
Use least-square fitting approach, the first natural frequency in each moment obtained in step S1 is carried out linear fit and obtains To the time dependent function of frequency:
F (t)=kf·t+C1 (3)
In formula: f (t) is frequency, t is the time, C1For constant;Frequency change rate k is i.e. obtained by formula (3)fValue.
The damage location identification method of high-rise frame structure based on natural frequency rate of change the most according to claim 2, It is characterized in that: the Time-Frequency Analysis Method described in step S1 is Short Time Fourier Transform method.
The damage location identification method of high-rise frame structure based on natural frequency rate of change the most according to claim 1, It is characterized in that: described numerical value emulation method includes matlab numerical value emulation method, ansys numerical value emulation method or abaqus Numerical value emulation method.
The damage location identification method of high-rise frame structure based on natural frequency rate of change the most according to claim 1, It is characterized in that: the certain layer described in step A1 is to be provided with the place layer of acceleration transducer.
The damage location identification method of high-rise frame structure based on natural frequency rate of change the most according to claim 1, It is characterized in that: described acceleration transducer is arranged on any layer.
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CN104239736A (en) * 2014-09-25 2014-12-24 广西科技大学 Structure damage diagnosis method based on power spectrum and intelligent algorithms
CN104964837A (en) * 2015-06-12 2015-10-07 广东电网有限责任公司电力科学研究院 Method and system for monitoring rigidity damage of structure based on EMD
CN105547625A (en) * 2016-01-15 2016-05-04 华北电力科学研究院有限责任公司 Porcelain sleeve modal testing method, device and system

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CN110163134A (en) * 2019-05-10 2019-08-23 大连理工大学 A kind of structural damage area recognizing method based on weighted band-wise least square
CN110163134B (en) * 2019-05-10 2022-03-29 大连理工大学 Structural damage region identification method based on sub-band weighted least square

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