# Modal Parameters Estimation of Building Structures from Vibration Test Data Using Observability Measurement

Authors: Jae-Seung Hwang; Hongjin Kim; Bong-Ho Cho
Journal: Shock and Vibration
 (2015)

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## Abstract

The load distribution to each mode of a structure under seismic loading depends on the modal participation factors and mode shapes and thus the exact estimation of modal participation factors and mode shapes is essential to analyze the seismic response of a structure. In this study, an identification procedure for modal participation factors and mode shapes from a vibration test is proposed. The modal participation factors and mode shapes are obtained from the relationship between observability matrices realized from the system identification. Using the observability matrices, it is possible to transform an arbitrarily identified state space model obtained from the experimental data into a state space model which is defined in a domain with physical meaning. Then, the modal participation factor can be estimated based on the transformation matrix between two state space models. The numerical simulation is performed to evaluate the proposed procedure, and the results show that the modal participation factor and mode shapes are estimated from the structural responses accurately. The procedure is also applied to the experimental data obtained from the shaking table test of a three-story shear building model.


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## Body

## 1. Introduction

The modal participation factors and mode shapes are coefficients that represent how the ground acceleration is distributed to each mode of a building structure. This is because the inertial force, which is generated by the ground acceleration and the mass of each floor, is distributed to each mode through the modal participation factor for typical building structure. Ground vibrations can be affected by natural processes like earthquakes as well as by human events such as transportation [1], civil work [2], blasting [3], and industrial activities. For this reason, the method to calculate the modal participation factor and mode shape is presented in many references in the area of dynamics of building structures [4, 5].Kim and Choi [6] presented a nonlinear static analysis procedure for the design of supplementary dampers that uses the modal participation factor of the fundamental mode to obtain base shear versus roof-story displacement capacity curve of a structure from pushover analysis. Park et al. [7] proposed a factored modal combination method for accurate prediction of the inelastic earthquake response of a structure by pushover analysis. The modal combination factors for each mode in their proposed method are calculated based on the modal participation factor. Reinoso and Miranda [8] presented a method to estimate lateral acceleration demands in high-rise buildings. The acceleration demands are obtained by approximating the dynamic behavior of the building with that of a continuous beam which is characterized by mode shapes, period ratios, and modal participation factors. Bracci [9] presented a simplified procedure for evaluating the seismic performance and retrofit of existing low to midrise reinforced concrete buildings whose story demands are estimated using the modal participation factor and mode shape.The modal participation factors and mode shapes of an idealized analytical model, however, are different from the actual one due to modeling and construction error. Therefore, there exist limits on the estimation of actual behavior. Due to the discrepancies between an idealized shear building model and a real structure, the modal participation factors and mode shapes may be calculated with errors resulting in incorrect estimation of structural behavior. Zhou et al. [10] reported that the excitation on the time-varying structures is unknown and random in many real-life applications so that output-only methods are appropriate.Research on the identification of the dynamic parameters of a structure such as natural frequency and damping ratio using the output-only methods has been widely performed utilizing the system identification theory [11–13]. System identification in time and frequency domains have been studied actively [14, 15] and the identification of linear system as well as nonlinear system has been studied in various fields of engineering [16–18]. Cho et al. [19] and Kang et al. [20] extended the application of the output-only method to the identification of the secondary mass dampers such as tuned mass dampers and tuned liquid dampers installed on tall buildings to suppress wind-induced motion.In order to estimate the modal participation factor from a vibration test, it is required to know the mass matrix and mode shape by the definition. That is, the more reliable modal participation factors can be obtained if sensors are installed on every floor so that the mode shape is measurable. However, it is not feasible to measure the dynamic behaviors of every floor in practice due to installation problem and laborious data processing procedure. Meanwhile, in the case of the estimation of damping ratio and modal frequencies that are defined by mass, stiffness, and damping matrices, the damping and frequency values for each mode can be directly estimated from the test without calculating those matrices [14]. Likewise, if the modal participation factor can be obtained directly from the test, not indirectly from the estimated mass matrix and mode shape, the dynamic characteristics and actual behavior of structures can be more precisely understood and modal participation factors can be more effectively utilized.In this study, an identification procedure for modal participation factors and mode shapes directly from the measured response is proposed. The modal participation factors and mode shapes are obtained from the relationship between observability matrices realized from the system identification. Because the observability matrices can be easily constructed without knowledge of mass, stiffness, and damping matrices of the structure, it is possible to identify the modal participation factor directly from the measured response using the proposed method.For the numerical derivation to estimate the modal participation factor, the single-input single-output (SISO) system in continuous time domain is considered. Accordingly, the proposed procedure has an advantage that the modal participation factor of the modes that are normalized to a certain element can be estimated from the response of the corresponding floor without knowing responses of other floors. That is, the proposed method can be utilized for the estimation of modal participation factor even when the sensors are not installed on every floor and thereby the mode shape is not available. Further, the mode shapes can also be estimated directly from the experimentally estimated modal participation factors. The numerical simulation is performed to evaluate the proposed procedure, and the procedure is also applied to the experimental data obtained from the shaking table test of a three-story shear building model.


## 2. Modal Parameters Estimation

### 2.1. Modal Participation Factor

The equation of motion for ann-story shear building subjected to earthquake is(1)Mx¨+Cx˙+Kx=-M1x¨g,where M, C, and K are mass, damping, and stiffness matrices of the structure, respectively, {1} is an n×1 column vector with all elements equal to one, x is an n×1 column vector of the relative displacement of the structure to ground, and x¨g is ground acceleration. Equation (1) can be expressed in the modal coordinate system as (3) using the transformation expressed in (2)(2)x=Φη,(3)ΦTMΦη¨+ΦTCΦη˙+ΦTKΦη=-ΦTM1x¨g,where η is the generalized modal coordinate and Φ is the mode shape matrix. Using the normal coordinate transformation, the equation of the ith mode is given by (4)η¨i+2ξiωiη˙i+ωi2ηi=-ϕiTM1ϕiTMϕix¨g,where ϕi is the mode shape, ηi is the modal displacement, ξi is the modal damping ratio and ωi is the frequency of the ith mode. The modal participation factor of the ith mode, Γi, is defined from (4) by [4](5)Γi=ϕiTM{1}ϕiTMϕi.It is apparent from (5) that the modal participation factor is not a unique value but varies depending on the normalization method of mode shapes as well as floor mass distribution.


### 2.2. Modal Participation Factor Estimation Using System Identification

For a SISO system with an acceleration output, the output forpth floor is obtained from (2) as(6)x¨p=ϕp1ϕp2⋯ϕpnη¨1η¨2⋮η¨n,where ϕpi is the pth element of the ith mode shape. If the pth element of each mode is normalized to unit value, (6) becomes(7)x¨p=11⋯1η¨1η¨2⋮η¨n.The equation of motion presented in (4) and the output for pth floor of (7) can be transformed into the state space form as(8a)z˙=On×nIn×nΩΛz+On×1-Γpx¨g,(8b)y=ω12⋯ωn2-2ξ1ω1⋯-2ξnωnη1⋮ηnη˙1⋮η˙n+∑i=1n-Γip,where z=ηiη˙iT is the state variable, y is the relative acceleration of the pth floor to ground, On×n and In×n are the zero and identity matrices of size n×n, respectively, On×1 is the zero vector of size n×1, Γp is the n×1 vector consisting of the modal participation factors of modes normalized to the pth element, Γip is the ith element of Γp, and diagonal matrices Ω and Λ, respectively, are (9)Ω=diag-ωi2,i=1,…,n,Λ=diag-2ξiωi,i=1,…,n.Equations (8a) and (8b) can be simplified as(10a)z˙=Az+bu,(10b)y=cz+du,where u is the input to the SISO system, that is, the ground acceleration, and A,b,c, and d are 2n×2n, 2n×1, 1×2n, and 1×1 system matrices, respectively.The state space model presented in (10a) and (10b) has a physical sense because it is derived from (1) which is defined in terms of a second order differential equation whose variable and its derivatives have physical meaning. In this study, the state space model defined in physical domain is denoted as atypical state space model. It is observed from (8a), (8b), (10a), and (10b) that the modal participation factor for each mode can be estimated if the system matrix b of the typical state space model is obtained.The state variable and state space model realized from the vibration test using the system identification method have arbitrary values because they are determined such that the relationship between input,u, and output, y, is simply satisfied. The state variable serves as intermediate variables that connect between the input and output, and there are infinite possible state variables that satisfy the relationship between input and output. Therefore, the corresponding state matrices have no physical meaning. In this study, the state space model realized from the vibration test is denoted as anarbitrary state space model.The arbitrary state space model obtained from vibration test using the system identification method can be expressed as(11a)z-˙=A-z-+b-u,(11b)y=c-z-+d-u,where z- is the state variable and A-,b-,c-, and d- are system matrices realized by the system identification.As described above, the state variable,z, in (10a) and (10b) has physical meaning of modal displacement and velocity in modal coordinate, but the state variable, z-, in (11a) and (11b) has no physical meaning. Therefore, the system matrix b- realized by the system identification is generally different from the system matrix b of the typical state space model. In order to estimate the modal participation factor from the vibration test, consequently, it is required to obtain the system matrices of the typical state space model from those of the arbitrary state space model. That is, it is required to find a relationship between the state variables, z, of the typical state space model and z- of the arbitrary state space model.If the transformation matrixT transforms the state variable, z-, in (11a) and (11b) into the state variable, z, in (10a) and (10b), the relationship is given by(12)z=Tz-.Substituting (12) into (10a) and (10b) leads to(13a)z-˙=T-1ATz-+T-1bu,(13b)y=cTz-+du.Comparing (13a) and (13b) and (11a) and (11b), the following relationships between the system matrices of two state space models are obtained(14)QT=Q-,where Q and Q- are the observability matrices of the typical and arbitrary state space models, respectively [21, 22]. The observability matrix is a measure whether the information on the state variable can be determined from the output of a system and is defined by (15)Q=ccAcA2⋮cA2n-1.The transformation matrix in (12) is obtained from (14) as(16)T=Q-1Q-and the relationship between the system matrix b- realized by the system identification and the system matrix b of the typical state space model is given by(17)Qb=Q-b-.Referring to (8a) and (8b), the values of first n rows of vector b are all zeros. Therefore, the observability matrix of the typical state space model in (17) can be rewritten in partitioned form as(18)Q11Q12Q21Q22On×1-Γp=Q-1Q-2b-,where Q11, Q12, Q21, and Q22 are n×n submatrices of Q and Q-1 and Q-2 are n×1 submatrices of Q-. Finally from (18), the modal participation factors of modes normalized to pth element are given by(19)Γp=-Q22-1Q-2b-.It is noted that Q22 and Q-2 are only used to calculate the modal participation factor in (19). This is to avoid mathematical ill-conditioning during the inverse matrix calculation.


### 2.3. Mode Shape Estimation from Modal Participation Factors

The mode shape can be estimated directly from the experimentally estimated modal participation factors based on the simple relationship between factors. From (5), the modal participation factor of ith mode, Γij, obtained using the ith mode shape normalized to jth element is given by(20)Γij=ϕijTM{1}ϕijTMϕij,where ϕij is the ith mode shape normalized to the jth element. If ϕik is the ith mode shape normalized to the kth element, the ϕik is related to ϕij by(21)(ϕi)k=ϕijϕkij,where ϕkij is the kth element of the ith mode shape normalized to the jth element. Substituting (21) into (20) leads to(22)Γij=1ϕkijϕikTM{1}ϕikTMϕik=1ϕkijΓik,where Γik is the modal participation factor of the ith mode obtained using the ith mode shape normalized to kth element.Accordingly,kth element of the ith mode shape normalized to the jth element can be estimated using the identified modal participation factor as(23)ϕkij=ΓikΓij.


## 2.1. Modal Participation Factor

The equation of motion for ann-story shear building subjected to earthquake is(1)Mx¨+Cx˙+Kx=-M1x¨g,where M, C, and K are mass, damping, and stiffness matrices of the structure, respectively, {1} is an n×1 column vector with all elements equal to one, x is an n×1 column vector of the relative displacement of the structure to ground, and x¨g is ground acceleration. Equation (1) can be expressed in the modal coordinate system as (3) using the transformation expressed in (2)(2)x=Φη,(3)ΦTMΦη¨+ΦTCΦη˙+ΦTKΦη=-ΦTM1x¨g,where η is the generalized modal coordinate and Φ is the mode shape matrix. Using the normal coordinate transformation, the equation of the ith mode is given by (4)η¨i+2ξiωiη˙i+ωi2ηi=-ϕiTM1ϕiTMϕix¨g,where ϕi is the mode shape, ηi is the modal displacement, ξi is the modal damping ratio and ωi is the frequency of the ith mode. The modal participation factor of the ith mode, Γi, is defined from (4) by [4](5)Γi=ϕiTM{1}ϕiTMϕi.It is apparent from (5) that the modal participation factor is not a unique value but varies depending on the normalization method of mode shapes as well as floor mass distribution.


## 2.2. Modal Participation Factor Estimation Using System Identification

For a SISO system with an acceleration output, the output forpth floor is obtained from (2) as(6)x¨p=ϕp1ϕp2⋯ϕpnη¨1η¨2⋮η¨n,where ϕpi is the pth element of the ith mode shape. If the pth element of each mode is normalized to unit value, (6) becomes(7)x¨p=11⋯1η¨1η¨2⋮η¨n.The equation of motion presented in (4) and the output for pth floor of (7) can be transformed into the state space form as(8a)z˙=On×nIn×nΩΛz+On×1-Γpx¨g,(8b)y=ω12⋯ωn2-2ξ1ω1⋯-2ξnωnη1⋮ηnη˙1⋮η˙n+∑i=1n-Γip,where z=ηiη˙iT is the state variable, y is the relative acceleration of the pth floor to ground, On×n and In×n are the zero and identity matrices of size n×n, respectively, On×1 is the zero vector of size n×1, Γp is the n×1 vector consisting of the modal participation factors of modes normalized to the pth element, Γip is the ith element of Γp, and diagonal matrices Ω and Λ, respectively, are (9)Ω=diag-ωi2,i=1,…,n,Λ=diag-2ξiωi,i=1,…,n.Equations (8a) and (8b) can be simplified as(10a)z˙=Az+bu,(10b)y=cz+du,where u is the input to the SISO system, that is, the ground acceleration, and A,b,c, and d are 2n×2n, 2n×1, 1×2n, and 1×1 system matrices, respectively.The state space model presented in (10a) and (10b) has a physical sense because it is derived from (1) which is defined in terms of a second order differential equation whose variable and its derivatives have physical meaning. In this study, the state space model defined in physical domain is denoted as atypical state space model. It is observed from (8a), (8b), (10a), and (10b) that the modal participation factor for each mode can be estimated if the system matrix b of the typical state space model is obtained.The state variable and state space model realized from the vibration test using the system identification method have arbitrary values because they are determined such that the relationship between input,u, and output, y, is simply satisfied. The state variable serves as intermediate variables that connect between the input and output, and there are infinite possible state variables that satisfy the relationship between input and output. Therefore, the corresponding state matrices have no physical meaning. In this study, the state space model realized from the vibration test is denoted as anarbitrary state space model.The arbitrary state space model obtained from vibration test using the system identification method can be expressed as(11a)z-˙=A-z-+b-u,(11b)y=c-z-+d-u,where z- is the state variable and A-,b-,c-, and d- are system matrices realized by the system identification.As described above, the state variable,z, in (10a) and (10b) has physical meaning of modal displacement and velocity in modal coordinate, but the state variable, z-, in (11a) and (11b) has no physical meaning. Therefore, the system matrix b- realized by the system identification is generally different from the system matrix b of the typical state space model. In order to estimate the modal participation factor from the vibration test, consequently, it is required to obtain the system matrices of the typical state space model from those of the arbitrary state space model. That is, it is required to find a relationship between the state variables, z, of the typical state space model and z- of the arbitrary state space model.If the transformation matrixT transforms the state variable, z-, in (11a) and (11b) into the state variable, z, in (10a) and (10b), the relationship is given by(12)z=Tz-.Substituting (12) into (10a) and (10b) leads to(13a)z-˙=T-1ATz-+T-1bu,(13b)y=cTz-+du.Comparing (13a) and (13b) and (11a) and (11b), the following relationships between the system matrices of two state space models are obtained(14)QT=Q-,where Q and Q- are the observability matrices of the typical and arbitrary state space models, respectively [21, 22]. The observability matrix is a measure whether the information on the state variable can be determined from the output of a system and is defined by (15)Q=ccAcA2⋮cA2n-1.The transformation matrix in (12) is obtained from (14) as(16)T=Q-1Q-and the relationship between the system matrix b- realized by the system identification and the system matrix b of the typical state space model is given by(17)Qb=Q-b-.Referring to (8a) and (8b), the values of first n rows of vector b are all zeros. Therefore, the observability matrix of the typical state space model in (17) can be rewritten in partitioned form as(18)Q11Q12Q21Q22On×1-Γp=Q-1Q-2b-,where Q11, Q12, Q21, and Q22 are n×n submatrices of Q and Q-1 and Q-2 are n×1 submatrices of Q-. Finally from (18), the modal participation factors of modes normalized to pth element are given by(19)Γp=-Q22-1Q-2b-.It is noted that Q22 and Q-2 are only used to calculate the modal participation factor in (19). This is to avoid mathematical ill-conditioning during the inverse matrix calculation.


## 2.3. Mode Shape Estimation from Modal Participation Factors

The mode shape can be estimated directly from the experimentally estimated modal participation factors based on the simple relationship between factors. From (5), the modal participation factor of ith mode, Γij, obtained using the ith mode shape normalized to jth element is given by(20)Γij=ϕijTM{1}ϕijTMϕij,where ϕij is the ith mode shape normalized to the jth element. If ϕik is the ith mode shape normalized to the kth element, the ϕik is related to ϕij by(21)(ϕi)k=ϕijϕkij,where ϕkij is the kth element of the ith mode shape normalized to the jth element. Substituting (21) into (20) leads to(22)Γij=1ϕkijϕikTM{1}ϕikTMϕik=1ϕkijΓik,where Γik is the modal participation factor of the ith mode obtained using the ith mode shape normalized to kth element.Accordingly,kth element of the ith mode shape normalized to the jth element can be estimated using the identified modal participation factor as(23)ϕkij=ΓikΓij.


## 3. Numerical Verification

In this chapter, the proposed procedure is verified numerically using two examples:(1) a 3-story building subjected to the white noise ground acceleration and (2) an 8-story building subjected to the 1940 El Centro earthquake ground acceleration. The following step-by-step procedure is used to estimate the modal participation factors and mode shapes.Step 1.
Identify the arbitrary state space model for the SISO system using any system identification technique.Step 2.
Obtain the modal frequencies and damping ratios from the identified arbitrary state space model.Step 3.
Construct the system matricesA and c of the typical state space model using the modal frequencies and damping ratios obtained from Step 2.Step 4.
Calculate the observability matrices of the typical and arbitrary state space models using (15).Step 5.
Calculate the modal participation factor from (19) using the partitioned observability matrices and the system matrix b of the arbitrary state space model identified in Step 1.Step 6.
If more than one floor is measured, the mode shape can be calculated from (23) using the calculated modal participation factors in Step 5.


### 3.1. 3-Story Building

#### 3.1.1. Building Description

A 3-story shear building structure is first used for numerical simulation. The mass, damping, and stiffness of each floor are 22.758 kg, 6.50 N·s/m, and 3,764 N/m, respectively. These values correspond to the experimental setup used in a laboratory. The natural frequencies are 0.900 Hz, 2.522 Hz, and 3.644 Hz and modal damping ratios are 0.50%, 1.40%, and 2.03%. The modal characteristics of the structure are summarized in Tables1 and 2. The mode shapes are normalized to the third floor in Table 1, and the modal participation factor of each mode is obtained for three cases with different normalization floor in Table 2. As noted in (5), it is apparent that the modal participation factor varies depending on the normalization method of mode shapes.Table 1
Mode shapes of example structure.
Floor
1st mode
2nd mode
3rd mode
1st
0.445
−1.247
1.802
2nd
0.802
−0.555
−2.247
3rd
1.000
1.000
1.000Table 2
Modal participation factors of example structure.
Normalization floor
1st mode
2nd mode
3rd mode
1st floor
0.543
0.349
0.108
2nd floor
0.979
0.155
−0.134
3rd floor
1.220
−0.280
0.060For the numerical simulation, the white noise is used as ground acceleration and the absolute acceleration of each floor is calculated. The duration of ground motion is 100 seconds with sampling rate of 1/100 second. Figure1 shows the ground acceleration and numerically calculated absolute acceleration of each floor.Figure 1
Ground and numerically calculated floor acceleration time histories of 3-story building.


#### 3.1.2. System Identification Results

The system identification using ground acceleration and floor absolute accelerations is performed. Because there are three floor accelerations that can be used as an output of the SISO system, the system identification is performed three times. In the first case, the ground acceleration is used as an input to the SISO system and the first floor acceleration is used as an output. In the second and third cases, the second and third floor accelerations are used as an output to the SISO system, respectively, as summarized in Table3. The system identification is performed using N4SID (State Space Subspace System Identification) method [15]. The state space model is used for the identification and the order of state space model is 6.Table 3
Input and output signals for system identification.
Identification number
Input
Output
Case1
Ground acc.
1st floor acc.
Case2
Ground acc.
2nd floor acc.
Case3
Ground acc.
3rd floor acc.The system matrices of the arbitrary state space model obtained from the system identification using ground acceleration and the first floor acceleration (Case  1) are summarized in Table4. In Figure 2, the transfer function for the first floor absolute acceleration from ground acceleration calculated using system matrices in Table 3 is compared to that of the analytical model. It can be noticed from Figure 2 that the identified transfer function matches well that of analytical model.Table 4
Identification result for Case1.
A
-
−0.419
−13.065
−6.055
0.116
6.495
0.912
13.518
−0.117
6.929
−3.925
−1.708
5.179
6.102
−6.950
0.006
−6.676
−11.496
−6.165
0.112
3.821
6.675
−0.011
−11.120
1.737
−5.325
1.080
11.420
10.806
−0.814
−11.596
−0.548
−5.383
6.149
−1.845
11.078
−0.073
b
-
T
0.290
−0.171
0.015
−0.105
−0.495
−0.120
c
-
21.014
11.004
5.744
−1.878
14.048
−22.794
d
-
0Figure 2
Comparison of the magnitude of frequency response functions (accelerances) for the first floor acceleration.


#### 3.1.3. Results of Modal Participation Factor Estimation

The modal frequencies and damping ratios obtained from system matrices presented in Table4 are summarized in Table 5. Using the modal frequencies and damping ratios presented in Table 5, the system matrices A and c are calculated from (8a), (8b), (10a), and (10b) as given in Table 6.Table 5
Identified modal frequencies and damping ratios for Case1.
Mode
Modal frequency (Hz)
Modal damping ratio (%)
1st mode
0.900
0.50
2nd mode
2.522
1.40
3rd mode
3.644
2.03Table 6
System matricesA and c of the typical state space model for Case 1.
A
0
0
0
1
0
0
0
0
0
0
1
0
0
0
0
0
0
1
−31.974
0
0
−0.057
0
0
0
−251.029
0
0
−0.444
0
0
0
−524.185
0
0
−0.927
c
−31.975
−251.029
−524.185
−0.057
−0.444
−0.927The observability matrices of the typical and arbitrary state space models are calculated as in (24) and (25), respectively, using (15) and the system matrices presented in Tables 4 and 6. For the sake of brevity, the partitioned observability matrices used in (18) are presented:(24)Q22=108×00.0010.0030-0.001-0.0080-0.157-1.426(25)Q-2T=107×-0.0020.0161.3170.0040.024-0.73100.147-0.1180.0020.049-1.0940.007-0.013-2.8320.003-0.061-0.530.Using the above observability matrices and the system matrixb- in Table 4, the modal participation factor is obtained from (19) for the case that mode shapes are normalized to the first floor(26)Γ1=0.5430.3490.108T.Comparing the modal participation factor given in (26) and that of the analytical model presented in Table 2 for the case of the first floor normalization, it can be concluded that the proposed method estimates the modal participation factor accurately.The modal participation factor based on the entire system identification results is presented in Table7. Again, it is evident that the proposed method estimates the modal participation factor correctly compared to that given in Table 2.Table 7
Results of modal participation factor estimation.
1st mode
2nd mode
3rd mode
Case1
0.543
0.349
0.108
Case2
0.979
0.155
−0.134
Case3
1.220
−0.280
0.060


#### 3.1.4. Mode Shape Estimation

In Table8, the estimated mode shapes that are calculated using (23) and the modal participation factors given in Table 7 are presented. Figure 3 shows the comparison of the estimated mode shapes to those of analytical model given in Table 1. The mode shapes obtained using the common based-normalized system identification (CBSI) method proposed by Alvin and Park [23] are also presented in Figure 3. The mode shapes of the analytical model are denoted as “Analytical,” those estimated by the proposed method are denoted as “P-factor,” and those obtained by the CBSI method is denoted as “CBSI.” It is observed from Figure 3 that the proposed mode shape estimation method based on modal participation factor identification provides accurate results.Table 8
Results of mode shape estimation.
Floor
1st mode
2nd mode
3rd mode
1st floor
0.450
−1.248
1.792
2nd floor
0.808
−0.557
−2.230
3rd floor
1.000
1.000
1.000Figure 3
Mode shape comparison.
(a)
1st mode
(b)
2nd mode
(c)
3rd mode


### 3.2. 8-Story Building

#### 3.2.1. Building Description

An 8-story shear building structure is used for the second numerical simulation. The mass, damping, and stiffness of each floor are 416.84 kg, 454.55 N·s/m, and 100 kN/m, respectively. The first three natural frequencies are 0.455 Hz, 1.349 Hz, and 2.198 Hz and modal damping ratios are 0.65%, 1.93%, and 3.14%. For the numerical simulation, the 1940 El Centro earthquake record is used as ground acceleration and the absolute acceleration of each floor is calculated. The duration of ground motion is 60 seconds with sampling rate of 0.02 second. Figure4 shows the ground acceleration and numerically calculated absolute acceleration of selected floors.Figure 4
Ground and numerically calculated floor acceleration time histories of 8-story building.


#### 3.2.2. System Identification Results and Mode Shape Estimation

Similar to the 3-story building example, the system identification using ground acceleration and floor absolute accelerations is performed eight times. In Figure5, the transfer functions for the fourth and eighth floor absolute acceleration from ground acceleration are compared to that of the analytical model. It can be noticed from Figure 5 that the identified transfer function matches well that of analytical model.Figure 5
Comparison of the magnitude of frequency response functions (accelerances) for the fourth and eighth floor accelerations.
(a)
Fourth floor
(b)
Eighth floorThe estimated mode shapes using the proposed method are compared to those of analytical model in Figure6. As in the 3-story building example, it can be seen from Figure 6 that the proposed mode shape estimation method based on modal participation factor identification provides accurate results.Figure 6
Mode shape comparison.
(a)
1st mode
(b)
3rd mode
(c)
5th mode


## 3.1. 3-Story Building

### 3.1.1. Building Description

A 3-story shear building structure is first used for numerical simulation. The mass, damping, and stiffness of each floor are 22.758 kg, 6.50 N·s/m, and 3,764 N/m, respectively. These values correspond to the experimental setup used in a laboratory. The natural frequencies are 0.900 Hz, 2.522 Hz, and 3.644 Hz and modal damping ratios are 0.50%, 1.40%, and 2.03%. The modal characteristics of the structure are summarized in Tables1 and 2. The mode shapes are normalized to the third floor in Table 1, and the modal participation factor of each mode is obtained for three cases with different normalization floor in Table 2. As noted in (5), it is apparent that the modal participation factor varies depending on the normalization method of mode shapes.Table 1
Mode shapes of example structure.
Floor
1st mode
2nd mode
3rd mode
1st
0.445
−1.247
1.802
2nd
0.802
−0.555
−2.247
3rd
1.000
1.000
1.000Table 2
Modal participation factors of example structure.
Normalization floor
1st mode
2nd mode
3rd mode
1st floor
0.543
0.349
0.108
2nd floor
0.979
0.155
−0.134
3rd floor
1.220
−0.280
0.060For the numerical simulation, the white noise is used as ground acceleration and the absolute acceleration of each floor is calculated. The duration of ground motion is 100 seconds with sampling rate of 1/100 second. Figure1 shows the ground acceleration and numerically calculated absolute acceleration of each floor.Figure 1
Ground and numerically calculated floor acceleration time histories of 3-story building.


### 3.1.2. System Identification Results

The system identification using ground acceleration and floor absolute accelerations is performed. Because there are three floor accelerations that can be used as an output of the SISO system, the system identification is performed three times. In the first case, the ground acceleration is used as an input to the SISO system and the first floor acceleration is used as an output. In the second and third cases, the second and third floor accelerations are used as an output to the SISO system, respectively, as summarized in Table3. The system identification is performed using N4SID (State Space Subspace System Identification) method [15]. The state space model is used for the identification and the order of state space model is 6.Table 3
Input and output signals for system identification.
Identification number
Input
Output
Case1
Ground acc.
1st floor acc.
Case2
Ground acc.
2nd floor acc.
Case3
Ground acc.
3rd floor acc.The system matrices of the arbitrary state space model obtained from the system identification using ground acceleration and the first floor acceleration (Case  1) are summarized in Table4. In Figure 2, the transfer function for the first floor absolute acceleration from ground acceleration calculated using system matrices in Table 3 is compared to that of the analytical model. It can be noticed from Figure 2 that the identified transfer function matches well that of analytical model.Table 4
Identification result for Case1.
A
-
−0.419
−13.065
−6.055
0.116
6.495
0.912
13.518
−0.117
6.929
−3.925
−1.708
5.179
6.102
−6.950
0.006
−6.676
−11.496
−6.165
0.112
3.821
6.675
−0.011
−11.120
1.737
−5.325
1.080
11.420
10.806
−0.814
−11.596
−0.548
−5.383
6.149
−1.845
11.078
−0.073
b
-
T
0.290
−0.171
0.015
−0.105
−0.495
−0.120
c
-
21.014
11.004
5.744
−1.878
14.048
−22.794
d
-
0Figure 2
Comparison of the magnitude of frequency response functions (accelerances) for the first floor acceleration.


### 3.1.3. Results of Modal Participation Factor Estimation

The modal frequencies and damping ratios obtained from system matrices presented in Table4 are summarized in Table 5. Using the modal frequencies and damping ratios presented in Table 5, the system matrices A and c are calculated from (8a), (8b), (10a), and (10b) as given in Table 6.Table 5
Identified modal frequencies and damping ratios for Case1.
Mode
Modal frequency (Hz)
Modal damping ratio (%)
1st mode
0.900
0.50
2nd mode
2.522
1.40
3rd mode
3.644
2.03Table 6
System matricesA and c of the typical state space model for Case 1.
A
0
0
0
1
0
0
0
0
0
0
1
0
0
0
0
0
0
1
−31.974
0
0
−0.057
0
0
0
−251.029
0
0
−0.444
0
0
0
−524.185
0
0
−0.927
c
−31.975
−251.029
−524.185
−0.057
−0.444
−0.927The observability matrices of the typical and arbitrary state space models are calculated as in (24) and (25), respectively, using (15) and the system matrices presented in Tables 4 and 6. For the sake of brevity, the partitioned observability matrices used in (18) are presented:(24)Q22=108×00.0010.0030-0.001-0.0080-0.157-1.426(25)Q-2T=107×-0.0020.0161.3170.0040.024-0.73100.147-0.1180.0020.049-1.0940.007-0.013-2.8320.003-0.061-0.530.Using the above observability matrices and the system matrixb- in Table 4, the modal participation factor is obtained from (19) for the case that mode shapes are normalized to the first floor(26)Γ1=0.5430.3490.108T.Comparing the modal participation factor given in (26) and that of the analytical model presented in Table 2 for the case of the first floor normalization, it can be concluded that the proposed method estimates the modal participation factor accurately.The modal participation factor based on the entire system identification results is presented in Table7. Again, it is evident that the proposed method estimates the modal participation factor correctly compared to that given in Table 2.Table 7
Results of modal participation factor estimation.
1st mode
2nd mode
3rd mode
Case1
0.543
0.349
0.108
Case2
0.979
0.155
−0.134
Case3
1.220
−0.280
0.060


### 3.1.4. Mode Shape Estimation

In Table8, the estimated mode shapes that are calculated using (23) and the modal participation factors given in Table 7 are presented. Figure 3 shows the comparison of the estimated mode shapes to those of analytical model given in Table 1. The mode shapes obtained using the common based-normalized system identification (CBSI) method proposed by Alvin and Park [23] are also presented in Figure 3. The mode shapes of the analytical model are denoted as “Analytical,” those estimated by the proposed method are denoted as “P-factor,” and those obtained by the CBSI method is denoted as “CBSI.” It is observed from Figure 3 that the proposed mode shape estimation method based on modal participation factor identification provides accurate results.Table 8
Results of mode shape estimation.
Floor
1st mode
2nd mode
3rd mode
1st floor
0.450
−1.248
1.792
2nd floor
0.808
−0.557
−2.230
3rd floor
1.000
1.000
1.000Figure 3
Mode shape comparison.
(a)
1st mode
(b)
2nd mode
(c)
3rd mode


## 3.1.1. Building Description

A 3-story shear building structure is first used for numerical simulation. The mass, damping, and stiffness of each floor are 22.758 kg, 6.50 N·s/m, and 3,764 N/m, respectively. These values correspond to the experimental setup used in a laboratory. The natural frequencies are 0.900 Hz, 2.522 Hz, and 3.644 Hz and modal damping ratios are 0.50%, 1.40%, and 2.03%. The modal characteristics of the structure are summarized in Tables1 and 2. The mode shapes are normalized to the third floor in Table 1, and the modal participation factor of each mode is obtained for three cases with different normalization floor in Table 2. As noted in (5), it is apparent that the modal participation factor varies depending on the normalization method of mode shapes.Table 1
Mode shapes of example structure.
Floor
1st mode
2nd mode
3rd mode
1st
0.445
−1.247
1.802
2nd
0.802
−0.555
−2.247
3rd
1.000
1.000
1.000Table 2
Modal participation factors of example structure.
Normalization floor
1st mode
2nd mode
3rd mode
1st floor
0.543
0.349
0.108
2nd floor
0.979
0.155
−0.134
3rd floor
1.220
−0.280
0.060For the numerical simulation, the white noise is used as ground acceleration and the absolute acceleration of each floor is calculated. The duration of ground motion is 100 seconds with sampling rate of 1/100 second. Figure1 shows the ground acceleration and numerically calculated absolute acceleration of each floor.Figure 1
Ground and numerically calculated floor acceleration time histories of 3-story building.


## 3.1.2. System Identification Results

The system identification using ground acceleration and floor absolute accelerations is performed. Because there are three floor accelerations that can be used as an output of the SISO system, the system identification is performed three times. In the first case, the ground acceleration is used as an input to the SISO system and the first floor acceleration is used as an output. In the second and third cases, the second and third floor accelerations are used as an output to the SISO system, respectively, as summarized in Table3. The system identification is performed using N4SID (State Space Subspace System Identification) method [15]. The state space model is used for the identification and the order of state space model is 6.Table 3
Input and output signals for system identification.
Identification number
Input
Output
Case1
Ground acc.
1st floor acc.
Case2
Ground acc.
2nd floor acc.
Case3
Ground acc.
3rd floor acc.The system matrices of the arbitrary state space model obtained from the system identification using ground acceleration and the first floor acceleration (Case  1) are summarized in Table4. In Figure 2, the transfer function for the first floor absolute acceleration from ground acceleration calculated using system matrices in Table 3 is compared to that of the analytical model. It can be noticed from Figure 2 that the identified transfer function matches well that of analytical model.Table 4
Identification result for Case1.
A
-
−0.419
−13.065
−6.055
0.116
6.495
0.912
13.518
−0.117
6.929
−3.925
−1.708
5.179
6.102
−6.950
0.006
−6.676
−11.496
−6.165
0.112
3.821
6.675
−0.011
−11.120
1.737
−5.325
1.080
11.420
10.806
−0.814
−11.596
−0.548
−5.383
6.149
−1.845
11.078
−0.073
b
-
T
0.290
−0.171
0.015
−0.105
−0.495
−0.120
c
-
21.014
11.004
5.744
−1.878
14.048
−22.794
d
-
0Figure 2
Comparison of the magnitude of frequency response functions (accelerances) for the first floor acceleration.


## 3.1.3. Results of Modal Participation Factor Estimation

The modal frequencies and damping ratios obtained from system matrices presented in Table4 are summarized in Table 5. Using the modal frequencies and damping ratios presented in Table 5, the system matrices A and c are calculated from (8a), (8b), (10a), and (10b) as given in Table 6.Table 5
Identified modal frequencies and damping ratios for Case1.
Mode
Modal frequency (Hz)
Modal damping ratio (%)
1st mode
0.900
0.50
2nd mode
2.522
1.40
3rd mode
3.644
2.03Table 6
System matricesA and c of the typical state space model for Case 1.
A
0
0
0
1
0
0
0
0
0
0
1
0
0
0
0
0
0
1
−31.974
0
0
−0.057
0
0
0
−251.029
0
0
−0.444
0
0
0
−524.185
0
0
−0.927
c
−31.975
−251.029
−524.185
−0.057
−0.444
−0.927The observability matrices of the typical and arbitrary state space models are calculated as in (24) and (25), respectively, using (15) and the system matrices presented in Tables 4 and 6. For the sake of brevity, the partitioned observability matrices used in (18) are presented:(24)Q22=108×00.0010.0030-0.001-0.0080-0.157-1.426(25)Q-2T=107×-0.0020.0161.3170.0040.024-0.73100.147-0.1180.0020.049-1.0940.007-0.013-2.8320.003-0.061-0.530.Using the above observability matrices and the system matrixb- in Table 4, the modal participation factor is obtained from (19) for the case that mode shapes are normalized to the first floor(26)Γ1=0.5430.3490.108T.Comparing the modal participation factor given in (26) and that of the analytical model presented in Table 2 for the case of the first floor normalization, it can be concluded that the proposed method estimates the modal participation factor accurately.The modal participation factor based on the entire system identification results is presented in Table7. Again, it is evident that the proposed method estimates the modal participation factor correctly compared to that given in Table 2.Table 7
Results of modal participation factor estimation.
1st mode
2nd mode
3rd mode
Case1
0.543
0.349
0.108
Case2
0.979
0.155
−0.134
Case3
1.220
−0.280
0.060


## 3.1.4. Mode Shape Estimation

In Table8, the estimated mode shapes that are calculated using (23) and the modal participation factors given in Table 7 are presented. Figure 3 shows the comparison of the estimated mode shapes to those of analytical model given in Table 1. The mode shapes obtained using the common based-normalized system identification (CBSI) method proposed by Alvin and Park [23] are also presented in Figure 3. The mode shapes of the analytical model are denoted as “Analytical,” those estimated by the proposed method are denoted as “P-factor,” and those obtained by the CBSI method is denoted as “CBSI.” It is observed from Figure 3 that the proposed mode shape estimation method based on modal participation factor identification provides accurate results.Table 8
Results of mode shape estimation.
Floor
1st mode
2nd mode
3rd mode
1st floor
0.450
−1.248
1.792
2nd floor
0.808
−0.557
−2.230
3rd floor
1.000
1.000
1.000Figure 3
Mode shape comparison.
(a)
1st mode
(b)
2nd mode
(c)
3rd mode


## 3.2. 8-Story Building

### 3.2.1. Building Description

An 8-story shear building structure is used for the second numerical simulation. The mass, damping, and stiffness of each floor are 416.84 kg, 454.55 N·s/m, and 100 kN/m, respectively. The first three natural frequencies are 0.455 Hz, 1.349 Hz, and 2.198 Hz and modal damping ratios are 0.65%, 1.93%, and 3.14%. For the numerical simulation, the 1940 El Centro earthquake record is used as ground acceleration and the absolute acceleration of each floor is calculated. The duration of ground motion is 60 seconds with sampling rate of 0.02 second. Figure4 shows the ground acceleration and numerically calculated absolute acceleration of selected floors.Figure 4
Ground and numerically calculated floor acceleration time histories of 8-story building.


### 3.2.2. System Identification Results and Mode Shape Estimation

Similar to the 3-story building example, the system identification using ground acceleration and floor absolute accelerations is performed eight times. In Figure5, the transfer functions for the fourth and eighth floor absolute acceleration from ground acceleration are compared to that of the analytical model. It can be noticed from Figure 5 that the identified transfer function matches well that of analytical model.Figure 5
Comparison of the magnitude of frequency response functions (accelerances) for the fourth and eighth floor accelerations.
(a)
Fourth floor
(b)
Eighth floorThe estimated mode shapes using the proposed method are compared to those of analytical model in Figure6. As in the 3-story building example, it can be seen from Figure 6 that the proposed mode shape estimation method based on modal participation factor identification provides accurate results.Figure 6
Mode shape comparison.
(a)
1st mode
(b)
3rd mode
(c)
5th mode


## 3.2.1. Building Description

An 8-story shear building structure is used for the second numerical simulation. The mass, damping, and stiffness of each floor are 416.84 kg, 454.55 N·s/m, and 100 kN/m, respectively. The first three natural frequencies are 0.455 Hz, 1.349 Hz, and 2.198 Hz and modal damping ratios are 0.65%, 1.93%, and 3.14%. For the numerical simulation, the 1940 El Centro earthquake record is used as ground acceleration and the absolute acceleration of each floor is calculated. The duration of ground motion is 60 seconds with sampling rate of 0.02 second. Figure4 shows the ground acceleration and numerically calculated absolute acceleration of selected floors.Figure 4
Ground and numerically calculated floor acceleration time histories of 8-story building.


## 3.2.2. System Identification Results and Mode Shape Estimation

Similar to the 3-story building example, the system identification using ground acceleration and floor absolute accelerations is performed eight times. In Figure5, the transfer functions for the fourth and eighth floor absolute acceleration from ground acceleration are compared to that of the analytical model. It can be noticed from Figure 5 that the identified transfer function matches well that of analytical model.Figure 5
Comparison of the magnitude of frequency response functions (accelerances) for the fourth and eighth floor accelerations.
(a)
Fourth floor
(b)
Eighth floorThe estimated mode shapes using the proposed method are compared to those of analytical model in Figure6. As in the 3-story building example, it can be seen from Figure 6 that the proposed mode shape estimation method based on modal participation factor identification provides accurate results.Figure 6
Mode shape comparison.
(a)
1st mode
(b)
3rd mode
(c)
5th mode


## 4. Experimental Verification

### 4.1. Test Setup

For the experimental verification of the proposed method, the shaking table test is performed. Figure7 shows the schematic and photograph of the shaking table test. The shaking table used in the experiment is a uniaxial servo-hydraulic shaking table with a horizontal force capacity of 2.0 KN. The story height of the test building is 600 mm and columns with width of 50 mm and thickness of 2 mm are installed such that the building behaves in the weak axis direction. Each floor consists of 650 mm × 650 mm × 4 mm steel plate and is stiffened with circumferential steel plate of 50 mm × 4 mm. The story mass including accelerometer is 22.785 kg.Figure 7
Shaking table test of a three-story building.
(a)
Schematic
(b)
Shaking table testFour wireless MEMS systems with the ADXL103 sensor [24] are installed in each floor to measure the floor acceleration as well as ground acceleration. The building is excited by the white noise ground motion acting in the weak axis direction, and floor accelerations are measured for 200 seconds with sampling rate of 1/1000 second. The acceleration time histories for the first 100 seconds are presented in Figure 8.Figure 8
Measured floor accelerations.


### 4.2. System Identification and Modal Participation Factor Estimation

Similar to the numerical verification, the system identification is performed using the ground acceleration and the floor acceleration of each floor three times. In Table9, the system matrices of the arbitrary state space model realized from the system identification using the ground and first floor accelerations (Case  1) are presented. The transfer function for the first floor absolute acceleration from ground acceleration calculated using system matrices in Table 9 is compared to that of the analytical model in Figure 9. The dotted line in Figure 6 is the transfer function obtained using measured accelerations and the solid line is the one calculated using system matrices given in Table 9.Table 9
Identification result for Case1.
A
-
−0.009
1.782
−0.167
11.901
−5.116
0.624
−1.133
0.017
9.433
0.047
0.006
−1.273
0.072
−9.179
0.033
14.317
−2.164
0.550
−6.598
−0.166
−12.100
−0.092
0.314
−11.406
0.550
−0.024
0.383
−0.242
0.151
29.586
0.084
−0.044
0.046
0.969
−19.618
−1.002
b
-
T
−1.757
−0.263
−0.904
−2.484
−0.461
−0.290
c
-
1.847
−0.284
0.761
−1.881
1.447
−3.827
d
-
0Figure 9
Comparison of the magnitude of frequency response functions (accelerances) for the first floor acceleration.Figure10 shows the correlogram between the measured first floor acceleration and the analytically estimated one using the system matrices given in Table 9. The corresponding correlation coefficient is 0.965 indicating that the realized system from system identification is reliable.Figure 10
Correlogram between the measured and estimated acceleration for Case  1 (correlation coefficient = 0.965).The modal frequencies, damping ratios obtained using the system matrices given in Table9, and the corresponding modal participation factor calculated from (19) are presented in Table 10. The modal participation factor given in Table 10 is the one for mode shapes normalized to the first floor.Table 10
Estimation results of dynamic characteristics for Case1.
Mode
Modal frequency (Hz)
Modal damping ratio (%)
Modal participation factor
1st mode
0.903
0.92
0.694
2nd mode
2.684
0.89
0.357
3rd mode
3.958
1.00
0.061The system identification result and the corresponding modal participation factor using the ground and second floor accelerations (Case  2) are presented in Tables11 and 12 and Figures 11 and 12. The system identification result and the corresponding modal participation factor using the ground and third floor accelerations (Case  3) are presented in Tables 13 and 14 and Figures 13 and 14.Table 11
Identification result for Case2.
A
-
−0.053
−5.670
−0.088
0.031
−0.068
−0.021
5.670
−0.052
−0.074
0.036
−0.079
−0.018
0.088
−0.074
−0.370
23.167
−5.694
−0.093
0.031
−0.036
−23.167
−0.064
0.148
0.637
−0.068
0.079
5.694
0.148
−0.345
−18.250
0.021
−0.018
−0.093
−0.637
18.250
−0.024
b
-
T
−1.816
1.777
1.380
0.570
−1.251
0.326
c
-
1.816
1.777
1.380
−0.570
1.251
0.326
d
-
0Table 12
Estimation results of dynamic characteristics for Case2.
Mode
Modal frequency (Hz)
Modal damping ratio (%)
Modal participation factor
1st mode
0.903
0.93
1.138
2nd mode
2.684
0.86
0.080
3rd mode
3.958
1.03
−0.103Table 13
Identification result for Case3.
A
-
−0.120
6.463
1.034
−0.283
0.520
−2.396
−5.206
−0.009
0.187
4.799
−6.451
0.153
−0.247
0.098
0.004
20.120
−4.698
0.525
0.122
−1.176
−17.659
−0.219
0.279
−7.925
−0.147
1.214
1.557
−0.123
−1.027
28.118
−0.312
−0.241
−0.104
2.056
−18.151
0.456
b
-
T
−4.176
−1.719
−0.243
−1.806
−0.676
0.449
c
-
0.395
−1.645
−0.765
2.339
−2.252
2.648
d
-
0Table 14
Estimation results of dynamic characteristics for Case3.
Mode
Modal frequency (Hz)
Modal damping ratio (%)
Modal participation factor
1st mode
0.903
0.93
1.348
2nd mode
2.684
0.89
−0.260
3rd mode
3.960
1.02
0.052Figure 11
Comparison of the magnitude of frequency response functions (accelerances) for the second floor acceleration.Figure 12
Correlogram between the measured and estimated acceleration for Case  2 (correlation coefficient = 0.948).Figure 13
Comparison of the magnitude of frequency response functions (accelerances) for the third floor acceleration.Figure 14
Correlogram between the measured and estimated acceleration for Case  3 (correlation coefficient = 0.968).From Figures12 and 14, it is observed that the system matrices based on the second and third floor accelerations are identified with reliable accuracy similar to those realized using the first floor acceleration. Further, the almost same modal frequencies and damping ratio are identified regardless of system identification cases as seen in Tables 10, 12, and 14.


### 4.3. Mode Shape Estimation

In Table15, the estimated mode shapes obtained using (23) and modal participation factors given in Tables 10, 12, and 14 are presented. Figure 15 shows the estimated mode shapes comparing to those obtained using CBSI method. It is observed from Figure 15 that the estimated mode shapes obtained using the proposed method match well those calculated using CBSI method with negligible difference.Table 15
Results of mode shape estimation.
Floor
1st mode
2nd mode
3rd mode
1st floor
0.515
−1.375
1.178
2nd floor
0.844
−0.307
−1.978
3rd floor
1.000
1.000
1.000Figure 15
Mode shape comparison.
(a)
1st mode
(b)
2nd mode
(c)
3rd mode


## 4.1. Test Setup

For the experimental verification of the proposed method, the shaking table test is performed. Figure7 shows the schematic and photograph of the shaking table test. The shaking table used in the experiment is a uniaxial servo-hydraulic shaking table with a horizontal force capacity of 2.0 KN. The story height of the test building is 600 mm and columns with width of 50 mm and thickness of 2 mm are installed such that the building behaves in the weak axis direction. Each floor consists of 650 mm × 650 mm × 4 mm steel plate and is stiffened with circumferential steel plate of 50 mm × 4 mm. The story mass including accelerometer is 22.785 kg.Figure 7
Shaking table test of a three-story building.
(a)
Schematic
(b)
Shaking table testFour wireless MEMS systems with the ADXL103 sensor [24] are installed in each floor to measure the floor acceleration as well as ground acceleration. The building is excited by the white noise ground motion acting in the weak axis direction, and floor accelerations are measured for 200 seconds with sampling rate of 1/1000 second. The acceleration time histories for the first 100 seconds are presented in Figure 8.Figure 8
Measured floor accelerations.


## 4.2. System Identification and Modal Participation Factor Estimation

Similar to the numerical verification, the system identification is performed using the ground acceleration and the floor acceleration of each floor three times. In Table9, the system matrices of the arbitrary state space model realized from the system identification using the ground and first floor accelerations (Case  1) are presented. The transfer function for the first floor absolute acceleration from ground acceleration calculated using system matrices in Table 9 is compared to that of the analytical model in Figure 9. The dotted line in Figure 6 is the transfer function obtained using measured accelerations and the solid line is the one calculated using system matrices given in Table 9.Table 9
Identification result for Case1.
A
-
−0.009
1.782
−0.167
11.901
−5.116
0.624
−1.133
0.017
9.433
0.047
0.006
−1.273
0.072
−9.179
0.033
14.317
−2.164
0.550
−6.598
−0.166
−12.100
−0.092
0.314
−11.406
0.550
−0.024
0.383
−0.242
0.151
29.586
0.084
−0.044
0.046
0.969
−19.618
−1.002
b
-
T
−1.757
−0.263
−0.904
−2.484
−0.461
−0.290
c
-
1.847
−0.284
0.761
−1.881
1.447
−3.827
d
-
0Figure 9
Comparison of the magnitude of frequency response functions (accelerances) for the first floor acceleration.Figure10 shows the correlogram between the measured first floor acceleration and the analytically estimated one using the system matrices given in Table 9. The corresponding correlation coefficient is 0.965 indicating that the realized system from system identification is reliable.Figure 10
Correlogram between the measured and estimated acceleration for Case  1 (correlation coefficient = 0.965).The modal frequencies, damping ratios obtained using the system matrices given in Table9, and the corresponding modal participation factor calculated from (19) are presented in Table 10. The modal participation factor given in Table 10 is the one for mode shapes normalized to the first floor.Table 10
Estimation results of dynamic characteristics for Case1.
Mode
Modal frequency (Hz)
Modal damping ratio (%)
Modal participation factor
1st mode
0.903
0.92
0.694
2nd mode
2.684
0.89
0.357
3rd mode
3.958
1.00
0.061The system identification result and the corresponding modal participation factor using the ground and second floor accelerations (Case  2) are presented in Tables11 and 12 and Figures 11 and 12. The system identification result and the corresponding modal participation factor using the ground and third floor accelerations (Case  3) are presented in Tables 13 and 14 and Figures 13 and 14.Table 11
Identification result for Case2.
A
-
−0.053
−5.670
−0.088
0.031
−0.068
−0.021
5.670
−0.052
−0.074
0.036
−0.079
−0.018
0.088
−0.074
−0.370
23.167
−5.694
−0.093
0.031
−0.036
−23.167
−0.064
0.148
0.637
−0.068
0.079
5.694
0.148
−0.345
−18.250
0.021
−0.018
−0.093
−0.637
18.250
−0.024
b
-
T
−1.816
1.777
1.380
0.570
−1.251
0.326
c
-
1.816
1.777
1.380
−0.570
1.251
0.326
d
-
0Table 12
Estimation results of dynamic characteristics for Case2.
Mode
Modal frequency (Hz)
Modal damping ratio (%)
Modal participation factor
1st mode
0.903
0.93
1.138
2nd mode
2.684
0.86
0.080
3rd mode
3.958
1.03
−0.103Table 13
Identification result for Case3.
A
-
−0.120
6.463
1.034
−0.283
0.520
−2.396
−5.206
−0.009
0.187
4.799
−6.451
0.153
−0.247
0.098
0.004
20.120
−4.698
0.525
0.122
−1.176
−17.659
−0.219
0.279
−7.925
−0.147
1.214
1.557
−0.123
−1.027
28.118
−0.312
−0.241
−0.104
2.056
−18.151
0.456
b
-
T
−4.176
−1.719
−0.243
−1.806
−0.676
0.449
c
-
0.395
−1.645
−0.765
2.339
−2.252
2.648
d
-
0Table 14
Estimation results of dynamic characteristics for Case3.
Mode
Modal frequency (Hz)
Modal damping ratio (%)
Modal participation factor
1st mode
0.903
0.93
1.348
2nd mode
2.684
0.89
−0.260
3rd mode
3.960
1.02
0.052Figure 11
Comparison of the magnitude of frequency response functions (accelerances) for the second floor acceleration.Figure 12
Correlogram between the measured and estimated acceleration for Case  2 (correlation coefficient = 0.948).Figure 13
Comparison of the magnitude of frequency response functions (accelerances) for the third floor acceleration.Figure 14
Correlogram between the measured and estimated acceleration for Case  3 (correlation coefficient = 0.968).From Figures12 and 14, it is observed that the system matrices based on the second and third floor accelerations are identified with reliable accuracy similar to those realized using the first floor acceleration. Further, the almost same modal frequencies and damping ratio are identified regardless of system identification cases as seen in Tables 10, 12, and 14.


## 4.3. Mode Shape Estimation

In Table15, the estimated mode shapes obtained using (23) and modal participation factors given in Tables 10, 12, and 14 are presented. Figure 15 shows the estimated mode shapes comparing to those obtained using CBSI method. It is observed from Figure 15 that the estimated mode shapes obtained using the proposed method match well those calculated using CBSI method with negligible difference.Table 15
Results of mode shape estimation.
Floor
1st mode
2nd mode
3rd mode
1st floor
0.515
−1.375
1.178
2nd floor
0.844
−0.307
−1.978
3rd floor
1.000
1.000
1.000Figure 15
Mode shape comparison.
(a)
1st mode
(b)
2nd mode
(c)
3rd mode


## 5. Conclusion

A new method to identify the modal participation factor and mode shape directly from the measured response is presented along with numerical simulations and an experimental verification. The numerical simulation is performed using three- and eight-story shear buildings, and the results show that the modal participation factor and mode shapes are estimated from the structural responses accurately compared to those of the analytical model. The effectiveness of the procedure is evaluated also using the experimental data obtained from the shaking table test of a three-story shear building model. The results indicate that the proposed method yields the modal participation factor and mode shapes with reliable accuracy.From the numerical simulations and the experimental verification, it can be noted that the modal participation factors can be obtained without knowing the mass and stiffness matrices in advance. Further, it was also shown that the modal participation factor of a certain floor can be estimated without knowing the responses of other floors. This feature makes the proposed method applicable to the vibration test of a large building where the measurement of the dynamic behaviors of every floor is not realistic.



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*Source: 627852-2015-10-27.xml*