Shock and Vibration

Volume 2016 (2016), Article ID 8194549, 8 pages

http://dx.doi.org/10.1155/2016/8194549

## Structural Damage Detection by Using Single Natural Frequency and the Corresponding Mode Shape

State Key Laboratory for Strength and Vibration of Mechanical Structures, Xi’an Jiaotong University, Xi’an 710049, China

Received 17 August 2015; Revised 29 October 2015; Accepted 16 November 2015

Academic Editor: Juan P. Amezquita-Sanchez

Copyright © 2016 Bo Zhao et al. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.

#### Abstract

Damage can be identified using generalized flexibility matrix based methods, by using the first natural frequency and the corresponding mode shape. However, the first mode is not always appropriate to be used in damage detection. The contact interface of rod-fastened-rotor may be partially separated under bending moment which decreases the flexural stiffness of the rotor. The bending moment on the interface varies as rotating speed changes, so that the first- and second-modal parameters obtained are corresponding to different damage scenarios. In this paper, a structural damage detection method requiring single nonfirst mode is proposed. Firstly, the system is updated via restricting the first few mode shapes. The mass matrix, stiffness matrix, and modal parameters of the updated system are derived. Then, the generalized flexibility matrix of the updated system is obtained, and its changes and sensitivity to damage are derived. The changes and sensitivity are used to calculate the location and severity of damage. Finally, this method is tested through numerical means on a cantilever beam and a rod-fastened-rotor with different damage scenarios when only the second mode is available. The results indicate that the proposed method can effectively identify single, double, and multiple damage using single nonfirst mode.

#### 1. Introduction

Damage in a structure produces variations in its geometric and physical properties, which can result in changes in its natural frequencies and mode shapes. In the last years, several researchers have developed many damage detection methods based on dynamic parameters. Fan and Qiao [1] and Jassim et al. [2] presented comprehensive reviews on modal parameters-based damaged identification methods. The most commonly used methods of damage detection use changes of natural frequencies and mode shape directly. Messina et al. [3] proposed a correlation coefficient termed the Multiple Damage Location Assurance Criterion (MDLAC) by introducing two methods for estimating the location and size of defects in a structure. Kim and Stubbs [4] proposed a single damage indicator (SDI) method to locate and quantify a single crack in slender structures by using changes in a few natural frequencies. Xu et al. [5] proposed an iterative algorithm to identify the locations and extent of damage in beams only using the changes in their first several natural frequencies. However, the natural frequency-based methods are often ill-posed even without noise. Shi et al. [6] extended the Multiple Damage Location Assurance Criterion (MDLAC) by using incomplete mode shapes instead of natural frequencies. Pawar et al. [7] proposed a method of damage detection using Fourier analysis of mode shapes and neural networks, which is limited to detecting damage of beams with clamped-clamped boundary condition. Another important class of damage detection methods is based on flexibility matrix change between damaged and undamaged structures. Pandey and Biswas [8] first proposed the method based on change in flexibility matrix to detect structural damage. Yang and Liu [9] made use of the eigenparameter decomposition of structural flexibility matrix change and approached the location and severity of damage in a decoupled manner. Bernal and Gunes [10] use the flexibility proportional matrix method to quantify damage without the use of a model. Tomaszewska [11] investigated the effect of statistical errors on damage detection based on structural flexibility matrix and mode shape curvature. Li et al. [12] used the generalized flexibility instead of original flexibility matrix to detect structural damage, which can significantly reduce the effect of truncating higher-order modal parameters. Masoumi et al. [13] proposed a new objective function formed by using generalized flexibility matrix. Then, imperialist competitive algorithm was used in damage identification. Yan and Ren [14] derived a closed form of the sensitivity of flexibility based on the algebraic eigensensitivity method. Montazer and Seyedpoor [15] introduced a new flexibility based damage index for damage detection of truss structures.

Although the generalized flexibility matrix based damage detection approach can precisely detect the location and severity of damage by using only the first natural frequency and the corresponding mode shape, there are still many limitations in these methods. One limitation lies in the damage detection of rod-fastened-rotor of heavy duty gas turbine. The flexural stiffness of the interface decreases when some zones of the contact interface are separated with bending moment on the rotor [16]. Flexural stiffness of interface in a rod-fastened-rotor induced by bending moment is different in first and second critical speed, because bending moment distribution varies as rotating speed changes. Therefore, only the second-modal parameters are available for the damage detection of rod-fastened-rotor in the second critical speed.

In this paper, a structural damage detection method based on changes in the flexibility matrix only using single natural frequency and the corresponding mode shape is presented. Firstly, restricted by the first several mode shapes, the system is updated. The flexibility matrix of updated system can be obtained by using non-first-modal parameters of original system. Then, sensitivity of flexibility of the updated system to damage is derived. Taking advantage of generalized flexibility matrix, which can considerably reduce the error caused by truncating higher-order modal parameters, the location and severity of the damage are calculated. Finally, two numerical examples for a cantilever beam and a rod-fastened-rotor are used to illustrate the effectiveness of the proposed method, when only the second natural frequency and the corresponding mode shape are available.

#### 2. Structural Damage Detection Method

##### 2.1. Structural System Updating Method

The differential equation governing the free vibration of a linear, undamped structural system can be expressed aswhere is the global mass matrix, is the global stiffness matrix, and is the displacement vector. When the degree of freedom for the system is , the eigenvalue problem can be written in the formwhere and are the th eigenvalue and eigenvector, respectively. Restricting the system by the first mode shapes,Mode shape matrix, mass matrix, and displacement vector can be partitioned aswhere the th column of is the th eigenvector . Substituting (4) into (3) yieldsExpending (5) yields ; then the relationship between and iswhere , in which . Substituting (6) into original free vibration differential equation (1) yields

Left-multiplying (7) by yields the updated free vibration differential equationThe mass and stiffness matrix of the updated system can be obtained byThe relationship between the updated and the original modal parameters can be described bywhere and are the th eigenvalue and eigenvector of the updated system, respectively. is a generalized inverse of , because is not a square matrix. Thus, a new dimension system based on the original dimension system is established.

The complete mode shapes are difficult to obtain, particularly when a limited number of sensors are available. However, incomplete mode shape data can be expanded to complete mode shapes by mode shape expansion technique. The expansion method in [17] iswhere is measured degrees of mode shape and , and , are submatrix of global stiffness and mass matrix, respectively.

##### 2.2. Structural Damage Detection Based on Generalized Flexibility Matrix Method

In this method, only the decrease in structure stiffness due to damage is considered. Changes in mass property are ignored. The damage parameters are denoted by , which stands for damage extent of the th element. The decrease of global stiffness matrix can be expressed as a sum of each elemental stiffness matrix multiplied by damage parameters [9]; that is,where is the global stiffness matrix of undamaged structure, is the global stiffness matrix of damaged structure, and is the th elemental stiffness matrix positioned within the global matrix for undamaged structure, and is the number of elements. If the th element is undamaged, the value of is zero. The value of is a nonnegative number less than one. Differentiating (12) with respect to leads to

According to the definition of flexibility and stiffness matrix, they satisfy the following relationship:where is the flexibility matrix of updated system for the damaged structure, is the stiffness matrix of updated system for the damaged structure, and is the identity matrix. Differentiating (14) with respect to leads to

Postmultiplying (15) by yieldsAs the damage is a small amount, is satisfied. Substituting (9) and (13) into (16), the sensitivity of flexibility matrix to damage for the new system can be derived as

In order to reduce the error result from truncating higher-order modes, generalized flexibility matrix is used [12]. In this research, is adopted. The generalized flexibility matrix for the updated system can be written asDifferentiating (18) with respect to leads toCombining (17) and (19), the sensitivity of generalized flexibility matrix to damage can be obtained. Making use of Taylor’s series expansion, change in generalized flexibility matrix can be described as

The generalized flexibility matrix for the updated system can also be approximately determined by using its first frequency and the corresponding mode , which can be acquired by the frequency and the corresponding mode of original system, respectively. Then change in generalized flexibility matrix can be described aswhere and are the frequency and mode shape of the damaged structure and and are the frequency and mode shape of the undamaged structure, respectively. When first modal parameters are unavailable, damage parameters can be acquired by manipulating (20) and (21) into a system of linear equations, which can be solved by using the least squares method.

#### 3. Numerical Examples

In order to verify the effectiveness of the proposed method, two numerical examples are considered. The first numerical example is a cantilever beam, and the second one is a rod-fastened-rotor considering partial separation of interface.

##### 3.1. Forty-Five-Element Cantilevered Beam

A two-dimensional cantilever beam with a rectangular section, as shown in Figure 1, is taken as a case study to verify the effectiveness of the proposed method. The basic parameters of material and geometrics are as follows: elastic modulus , density , length , cross section area , and the moment of inertia . The total number of elements and degrees of freedom are 45 and 90, respectively. The length of each element is . Two damage cases are presented here: case 1: element 28 is damaged with stiffness losses of 10%; case 2: elements 18 and 36 are damaged simultaneously with stiffness losses of 14% and 6%, respectively.