# Structural Performance Assessment Based on Statistical and Wavelet Analysis of Acceleration Measurements of a Building during an Earthquake

Authors: Mosbeh R. Kaloop; Jong Wan Hu; Mohamed A. Sayed; Jiyoung Seong
Journal: Shock and Vibration
 (2016)

---

## Abstract

This study introduces the analysis of structural health monitoring (SHM) system based on acceleration measurements during an earthquake. The SHM system is applied to assess the performance investigation of the administration building in Seoul National University of Education, South Korea. The statistical and wavelet analysis methods are applied to investigate and assess the performance of the building during an earthquake shaking which took place on March 31, 2014. The results indicate that (1) the acceleration, displacement, and torsional responses of the roof recording point on the top floor of the building are more dominant in theX direction; (2) the rotation of the building has occurred at the base recording point; (3) 95% of the energy content of the building response is shown in the dominant frequency range (6.25–25 Hz); (4) the wavelet spectrum illustrates that the roof vibration is more obvious and dominant during the shaking; and (5) the wavelet spectrum reveals the elasticity responses of the structure during the earthquake shaking.


---

## Body

## 1. Introduction

Investigating the adequate and accurate performance of the structure at each stage of its life cycle is essential for elongating the life time of the structure. Based on analyses results, appropriate structural repairs and antiseismic retrofit methods can be planned. Moreover, applying various instrumental measurements in the structural health monitoring system is useful to decision makers [1].Monitoring the performance of different types of structures is not widely employed in South Korea. Thus, the National Disaster Management Institute (NDMI) in South Korea targets to widely spread using the various structural performance tools in investigating and assessing the deformations of structures to mitigate the potential risk of conventional and inconvenient structures all around Korea. Furthermore, NDMI intends to obtain and develop a low cost monitoring system that will be able to improve the SHM of structures and to adequately increase the spread of the structural performance all around Korea. The improvement of monitoring tools aims also to develop data acquisition system and software that allow recording the structure responses to accurately and precisely obtain the structure deformations in near real-time [2].The statistical analysis of the structural performance monitoring of structures is commonly used to test and asses the statistical modeling of buildings and statistical decision making for inferring the structure health state [3, 4]. Statistical time series methods for SHM are fundamentally of the inverse type [3, 5] and the structural decision making with specified performance characteristics. Kopsaftopoulos and Fassois [3] have introduced a study on the parametric and nonparametric time series statistical methods which can be applied in SHM, where parametric times series statistical methods employ statistics based on parametric time series representation, while the nonparametric statistical methods employ statistics based on nonparametric representation [3, 5]. Fassois and Sakellariou [5] have summarized the time series statistical methods for the vibration of structures. Ding et al. [6] have applied the cross-correlation of SHM system to assess and predict the performance of bridge performance under different loads effects. Furthermore, they have found that the statistical analysis can detect the bridge abnormal performance under the varying environmental conditions. Kaloop et al. [7] and Kaloop and Hu [8] have applied a parametric model based on neural network to assess the performance of structures and for damage detection. They have found that the statistical analysis can be used in efficiently detecting the damage of structures.Signal processing tools are used in amplitude and frequency analysis of the seismic waves velocities and of waves traveling paths within different soil layers with different properties [9]. The responses of structure under seismic loading are usually random and nonstationary. Therefore, they shall be preferably stochastically displayed using statistical time-varying techniques such as spectral density functions. The revolutionary wavelet analysis was shown to be a powerful signal processing tool [10].Tibaduiza et al. [11] have illustrated and applied the principal component analysis and the wavelet analysis applications, related to statistical theory, in measuring the structural dynamic response signals and damage detection. Based on wavelet analysis, the statistical analysis of wavelet coefficients which are extracted from monitoring signals gave a representation that illustrates the energy distribution of the dynamic responses in time and frequency domains [11]. Dinh et al. [9] have demonstrated the seismic responses of a multispan structure based on wavelet analysis. They have found that the proposed wavelet analysis is a precise seismic tool for long span multisupport structures, since it accounts for the nonstationary in both amplitude and frequency of the excitations. In addition, it offers a realistic illustration of the energy content of the earthquake acceleration. Ali and Kim [12] have used wavelet analysis to analyze the seismic load effects of soil-structure-interaction on the base-isolated nuclear power plant. They have found that the wavelet analysis proves to be an efficient tool in investigating the effect of soil-structure-interaction on the frequency content of the acceleration response of base-isolated nuclear structure. Mollaioli and Bosi [13] have proposed the application of wavelet analysis on the seismic signals. They have found the construction of simplified signals containing the prominent features of the data distribution recorded from pulse-like earthquakes. Furthermore, many previous studies have applied the statistical and wavelet analysis in structural performance analysis and damage detection [14–17].The proposed study aims to assess the structural performance of the administration building in Seoul National University of Education during an earthquake shaking. Moreover, investigating the structural performance is proposed based on a novel and simple application of nonparametric and parametric statistical methods and wavelet analysis. In addition, the assessment of the acceleration responses of the building is presented based on analyzing the wavelet energy content. Finally, checking the safety of the building and the low cost acceleration monitoring system efficiency are considered.


## 2. Building and SHM Description

The case study structure is the 7-storey main administrative building at Seoul National University of Education. It is a reinforced concrete building that consists of seven storeys with total height of 26.5 as shown in Figure1. The structural system of the building consists of reinforced concrete frames and core. The building has extensions in all directions as shown in Figure 1(c). The components of the SHM system are illustrated in Figure 2. The recorded data are digitized in a 24-bit analog-to-digital converter and then sent through a Bluetooth module and access point. All measured data are collected and then stored in a secure digital memory. One-channel acquisition devices are used in this study, whereas each acquisition device is synchronized by a signal sender from a computer at each time. The accelerometer properties are demonstrated in Table 1, while the data-logger performance is illustrated in Table 2. The acceleration sensors are used with maximum amplitude of 4 g. All devices are put inside boxes to protect them from different weather conditions such as rain, snow, or wind, as shown in Figure 3.Table 1
Acceleration sensor performance.
Parameter
Description
Amplitude
4 g pk
Sensitivity
2.5 to 20 V/g
Dynamic range
165 dB
Bandwidth
DC to 200 Hz
Amplitude linearity
<0.1%Table 2
Data-logger performance.
Parameter
Description
Sampling rate
1~1000 Hz
Synchronized accuracy
4 ms
Resolution
24 bit
Size
29.6 × 17.5 × 14.0 (mm)Figure 1
Administration building.
(a)
Elevation view
(b)
Cross section
(c)
Plan viewFigure 2
Structural monitoring system components.Figure 3
Experimental setting of acceleration sensors at measuring points and SHM components.
(a)
Acceleration sensor
(b)
Data-loggers and storage PCThe arrangements of the acceleration measurement points are shown in Figures1 and 4. Three monitoring points are located to monitor the responses of the building. The free-field (ground) point is located on the landscape, which surrounds the building to measure the free-field seismic shaking. The ground sensor point is 13.26 m from the building, as shown in Figure 4(a). Two measurement points are located on the building, which are the base point and the roof point. The base point is fixed in the building basement floor, while the roof point is fixed in the building roof as illustrated in Figure 4.Figure 4
Monitoring points on the building.
(a)
Free-field (ground) point
(b)
Base point
(c)
Roof point


## 3. Methodology and Results Analysis

### 3.1. Statistical Analysis

The statistical structural performance studies are summarized and presented in [3, 4, 16–18]. In civil engineering, structures properties may suffer slight deterioration with time or complete damage during severe events. Figure 5 is sketched based on the statistical structural performance conclusions drawn from Fassois and Sakellariou [5] and Arangio and Bontempi [18]. Statistical analysis provides boundary limits for the structural performance changes, and it is applied as warning for possible damages [16]. The majority of previous studies have used the parametric statistical analysis to assess the performance of structures [1–3, 7, 19, 20]. Therefore, the novel application of nonparametric (ellipse errors and covariance) and parametric (linear fitting) statistical analyses are utilized in this study to investigate the structural performance of the case study structure.Figure 5
Scheme of the statistical decision of building.The acceleration measurements inY direction at the ground point before and during the earthquake event are shown in Figure 6. The acceleration measurements are considered noises before the earthquake event, which implies no effective or peak values during the observations before the earthquake. However, the peak acceleration exceeded 3 Gal (cm/sec2) during the earthquake as shown in Figure 6(b).Figure 6
Acceleration response measurements at the ground point.
(a)
Before the earthquake
(b)
During the earthquakeFigure7 summarizes the peak acceleration of ground and roof points before and during the earthquake shaking. The maximum acceleration for the ground point was 0.64 Gal (cm/sec2) and 3.42 Gal before and during the earthquake, respectively, in Y direction, while it was 0.50 Gal and 2.83 Gal before and during the earthquake, respectively, along X direction. In addition, the maximum acceleration of the base point was 0.03 Gal and 1.18 Gal before and during the earthquake, respectively, in the X direction, while it was 0.03 Gal and 0.70 Gal before and during the earthquake, respectively, in Y direction. Furthermore, the maximum acceleration at the roof point was 0.04 Gal and 4.84 Gal in X direction and 0.05 Gal and 2.50 Gal in Y direction, before and during the earthquake, respectively.Figure 7
Linear fitting between the free-field response and the building different sensors responses.
(a)
Base point
(b)
Roof pointFigure7 illustrates the linear fitting between the peak acceleration responses of base and roof points, with the ground point in X and Y directions. In addition, Figure 7 demonstrates that the roof response linear fitting (TX and TY) with ground response (GX and GY) is shown to be greater than that for the base response (BX and BY) for the two directions. Moreover, it can be seen that the X direction responses have the lowest peak values and the highest linear slope. From the results, it can be presented that the slopes are smaller than one in X and Y direction for the base point and in Y direction for the roof point. Furthermore, the slope is shown to be greater than one for the roof point in the X direction. It indicates that the effective direction of the structural responses occurred in X direction during the earthquake shaking.Figure8 depicts the ellipse errors with confidence 95% for the relation between the ground and building responses. It can be noticed from Figure 8 that the ellipse errors for the roof responses are higher than for the base responses. Moreover, it can be shown that the angles between the x-axis and the largest eigenvector for the building base and roof responses are 3.1416 rad and 3.1412 rad before the earthquake, while they are 3.1414 rad and 1.5706 rad during the earthquake, in X and Y direction, respectively. It indicates that the roof responses increased by 50% during the earthquake shaking for the two directions, while the base responses can be neglected during the shaking.Figure 8
Ellipse error for the base and roof responses during the earthquake shaking.
(a)
X direction
(b)
Y directionThe covariance matrix of the base and roof acceleration responses is calculated with ground responses inX and Y directions. The results from the calculated covariance matrices show that the rotation occurred for the base point, while the hyperbolic rotation occurred for the roof point in the two directions. In addition, Table 3 illustrates the maximum eigenvalues and eigenvectors for the base and roof responses covariance matrices. From this table, it is shown that the roof eigenvalues and eigenvector are greater than for the base in the two directions, which assure the higher responses for the roof point under the earthquake shaking. From the previous statistical analysis, it is concluded that acceleration responses of the roof are higher and more effective in the X direction. In addition, the building rotation occurred at the base, while the hyperbolic rotation occurred at the roof. Finally, the previous statistical analysis results including ellipse errors, covariance, and linear fitting are sufficiently capable of investigating the performance of structures under earthquake loading, combined or separately.Table 3
Maximum eigenvalues and eigenvectors for covariance shaking point response matrix.
Parameters
Base point
Roof point
X
Y
X
Y
Eigenvalue
0.0072
0.0084
0.0229
0.0119
Eigenvector
[
-
1
;
1.45
e
-
4
]
[
-
1
;
7.33
e
-
5
]
[
1.55
e
-
4
;
1
]
[
7.24
e
-
4
;
1
]


### 3.2. Displacement and Torsion Analysis

Accelerometer sensors are used in monitoring static, semistatic, and dynamic structural performance [7]. The relations between acceleration, velocity, and displacement are governed by simple kinematics. The displacement is the integration of velocity, which in turn is the integration of acceleration. The high-pass filter is applied to the acceleration time histories, followed by double integration to extract the dynamic displacement. Sayed et al. [21] have applied 4th order Butterworth high-pass filter to efficiently extract the displacement from acceleration time history. Therefore, the 4th-order Butterworth high-pass filter is applied in this study with corner frequency 2 Hz, which exceeds the fundamental frequency of the building as will be described later.The extracted dynamic (high frequency) displacements from the acceleration responses for the base and roof points inX direction are shown in Figure 9. The statistical values of the dynamic displacement are described in Table 4. From Figure 9 and Table 4, it can be seen that the maximum displacement occurred in roof in X direction; in addition, the standard deviation (STD) calculations illustrate that the displacements for the different recording points are within the acceptable range. In reality, all three-dimensional structures have both planned and elevation irregularity; thus, they are prepared for coupled translational and torsional responses. Moreover, there is only limited information at present on how to surpass the coupled horizontal and torsional vibration of structures, simultaneously.Table 4
Dynamic displacement for the base and roof points (cm).
Parameters
Base point
Roof point
X
Y
X
Y
Max.
0.002
7.65
e
-
4
0.012
0.006
Min.
-
0.0015
-
8.43
e
-
4
-
0.012
-
0.006
Mean
8.4
e
-
10
5.74
e
-
10
1.7
e
-
10
1.32
e
-
9
STD
4.3
e
-
5
2.84
e
-
5
4.22
e
-
4
3.5
e
-
4Figure 9
Dynamic displacement inX direction during the earthquake shaking.
(a)
Base point
(b)
Roof pointIn fact, torsional response of structures subjected to dynamic earthquake or wind loading is applied for the real and experimental studies. Torsional motion is studied for the deck of long-span bridges such as Tacoma Narrows Bridges [19] and Zhujiang Huangpu Bridge [20]. Buildings are significantly vulnerable when subjected to torsional dynamic loads, especially those including asymmetric plan, which have been demonstrated from many destructive earthquake experiences. Therefore, it is important to consider this situation in the assessment of structures during earthquake shaking. However, the torsional displacement is measured to completely define the buildings movement under shaking loads. In this study, the torsional displacement of the building has been calculated with (1). Figure 10 demonstrates the diagram for the torsion displacement in X and Y directions for the building:(1)
∅
=
arcsin
⁡
D
L
×
180
π
,where ∅ is a torsion angle (α) for X and (β) for Y directions as shown in Figure 10; D is the interstorey displacement for two symmetrical points in X or Y direction, as shown in Figure 10; D value equals (X
1
-
X
2) for elevation and (Y
3
-
Y
1) for plan. L is the distance between the two monitoring points, which is 33.8 m for X direction and 17.2 m for Y direction.Figure 10
Torsional angle diagram view for the building.Figure11 presents the torsional deformation of the roof point in the vertical plan (elevation direction or X direction) and horizontal plan (roof plan or Y direction) during the earthquake shaking. It can be seen that the significant torsional direction of building is the elevation direction with X direction. In addition, the maximum torsional deformation for the roof floor is 0.02 rad in X direction, while it is a negligible value (0.005 rad) in Y direction. The results prove that the vibration of the building in the X direction is higher and more dominant on the rotation of building in the longitudinal direction.Figure 11
Torsional deformation of the building during shaking.
(a)
X direction
(b)
Y direction


### 3.3. Wavelet and Frequency Analysis

Wavelet analysis is suitable for analyzing variations of power within signals [22]. The wavelet transform is not completely different from Fourier transform [22–24]. However, it is well-suited for analyzing signals with sharp discontinuities [23]. Windowed Fourier Transform or Short Time Fourier Transform (STFT) is more suitable for nonstationary signals. STFT basically maps a time series into a two-dimensional time series in both time and frequency domains. However, fixed frequency resolution for all frequencies is considered the main shortcoming of STFT [22–24]. The power spectrum method is considered a type of STFT for mapping frequencies changing in cyclist through time.In the power spectrum, the signal is divided into segments, while the Fourier transform is calculated for these segments. The segments are multiplied by positive smooth bell-shape curves windows to avoid spectral leakage. The original signal can be reformed from the details only without any loss of information [23]. The reconstructed signal is illustrated as follows:(2)
S
0
t
=
∑
j
=
1
n
d
j
t
,where n is the total number of decomposition levels; and the detail components (d) of the original signal (S) can be expressed by the linear combination of the wavelet basis function (mother wavelet) as follows:(3)
d
j
t
=
∑
-
∞
∞
C
j
,
k
ψ
j
,
k
,where k represents an index of time scale, C
j
,
k are the corresponding wavelet coefficients, and ψ
j
,
k are the basis wavelet functions, which are expressed as(4)
ψ
j
,
k
=
2
j
/
k
ψ
2
j
t
-
k
.Finally, the original signal which has a time interval 0
t can be expressed:(5)
S
0
t
=
∑
j
=
1
n
∑
k
=
0
t
C
j
,
k
ψ
j
,
k
.There are many types of mother wavelets that can be defined. For discrete wavelet analysis, orthogonal wavelets (Daubechies and least-asymmetric wavelets) and B-spline biorthogonal wavelets have been commonly used [25]. In this study, the 10th-order Daubechies has been chosen. The choice to use Daubechies wavelets is motivated by their resemblance to the original signals [13]. Furthermore, the previous studies found that the Daubechies mother wavelet is suitable for the seismic performance analyses [12, 13]. Explicit form of the selected wavelet is shown in Figure 12, while the decomposition level calculations can be found in [25, 26]. In addition, the order of wavelet is used for its orthogonality and satisfactory resolution in both time and frequency domains [24, 27]. A high level of decomposition is selected in this study to present the full power performance of signal as shown in [26]. Therefore, the 9th decomposition level is selected to investigate the effectiveness of wavelet levels on the responses of the case study building due to earthquake shaking.Figure 12
Daubechies basis function (db10).The recorded acceleration responses of the base and roof points inX direction are illustrated in Figure 13. From this Figure, it is shown that the peak recorded acceleration at the base point is 1.40 Gal, while it is 4.84 Gal for the roof point. In addition, the detail functions of the selected nine decomposition levels of the reconstructed details of the original recorded acceleration responses for the base and roof points during the earthquake in X direction from level 1 to level 9 are presented from top to bottom in Figure 14.Figure 13
Acceleration response measurements inX direction during the earthquake shaking.
(a)
Base point
(b)
Roof pointFigure 14
Decomposition levels of the reconstructed details for the base and roof points inX direction during earthquake shaking.
(a)
Base point
(b)
Roof pointThe total energy of a discrete signal is the sum of the squares of its absolute values and, therefore, the total energy of the original signal can be expressed as follows [28]:(6)
E
=
Δ
t
∑
t
=
0
t
S
0
2
t
.In addition, the total energy can be represented in the form of details only at each decomposition level:(7)
E
=
∑
j
=
1
n
∑
t
=
0
t
d
j
2
t
.The energy content of the decomposition levels of the acceleration response measurements at the different monitoring points during the earthquake shaking are demonstrated in Figure15. From this Figure, it can be noticed that the energy distribution of the acceleration responses suffer slight changes between X and Y direction for the three monitoring points. Furthermore, Figure 15(a) illustrates that level 3, which represents the frequency content (12.5–25 Hz), contains 65% of the whole energy of the acceleration response of the ground point in both directions during the earthquake shaking. Moreover, levels 3 and 4, which represent (6.25–25 Hz), contain more than 95% of the energy. Furthermore, the energy distribution of the base point in Figure 15(b) demonstrates that level 4 (6.25–12.5 Hz) contains about 50% of the acceleration response energy.Figure 15
Energy distribution of the decomposition levels of the measurements points during the earthquake.
(a)
Ground (free-field) point
(b)
Base point
(c)
Roof pointSimilarly, the energy distribution of the roof point in Figure15(c) illustrates that level 5 (3.125–6.25 Hz) contains about 60% of the whole energy of the acceleration response measurements in both directions. Therefore, during the earthquake shaking, it can be concluded that the higher the monitoring point elevation, the lower the dominant frequency range. Furthermore, the performance of various monitoring points can be compared based on the wavelet energy contents analysis.Convenient methods such as FFT [25, 29] and wavelet spectrum [29, 30] are considered to estimate the frequency modes for the building. In wavelet spectrum analysis, scales numbers are first defined. These numbers outline the amount of stretch or compression that the wavelet achieves to map the variability of the signal in time domain at various wavelengths, where higher frequencies correspond to lower scales and vice versa. In this study, the wavelet analysis for more than 120 various scales is assumed. Consequently, the real or complex continuous components of wavelet coefficients are computed. Finally, the converts scale to pseudo-frequencies, using the sampling period of the recorded acceleration and the computed wavelet coefficients.Figure16 illustrates the frequency models and wavelet spectrum for the acceleration measurements at the roof point. The fundamental frequency of the measurements is 2.54 Hz. In addition, the first and fourth mode frequencies are clearly visible at the measurements in X direction; while, modes one, four, and six are visible in Y direction.Figure 16
Frequency models and wavelet spectrum of roof point forX and Y direction.
(a)
X direction
(b)
Y directionThe roof vibration is more noticeable compared to the base point vibration which is based on the power spectrum density comparison between the modes of the base and roof measurements. Moreover, the wavelet spectrum results show that the dominant frequency of both base and roof points is the fundamental (first mode) frequency. This result implies the elasticity of the deformation responses of the building during the earthquake event. Finally, the wavelet and frequency methods results verify the energy contents of wavelet analysis to be an efficient tool in investigating the effect of earthquake events on the frequency content of structural responses and hence it is a powerful tool in structural performance assessment.


## 3.1. Statistical Analysis

The statistical structural performance studies are summarized and presented in [3, 4, 16–18]. In civil engineering, structures properties may suffer slight deterioration with time or complete damage during severe events. Figure 5 is sketched based on the statistical structural performance conclusions drawn from Fassois and Sakellariou [5] and Arangio and Bontempi [18]. Statistical analysis provides boundary limits for the structural performance changes, and it is applied as warning for possible damages [16]. The majority of previous studies have used the parametric statistical analysis to assess the performance of structures [1–3, 7, 19, 20]. Therefore, the novel application of nonparametric (ellipse errors and covariance) and parametric (linear fitting) statistical analyses are utilized in this study to investigate the structural performance of the case study structure.Figure 5
Scheme of the statistical decision of building.The acceleration measurements inY direction at the ground point before and during the earthquake event are shown in Figure 6. The acceleration measurements are considered noises before the earthquake event, which implies no effective or peak values during the observations before the earthquake. However, the peak acceleration exceeded 3 Gal (cm/sec2) during the earthquake as shown in Figure 6(b).Figure 6
Acceleration response measurements at the ground point.
(a)
Before the earthquake
(b)
During the earthquakeFigure7 summarizes the peak acceleration of ground and roof points before and during the earthquake shaking. The maximum acceleration for the ground point was 0.64 Gal (cm/sec2) and 3.42 Gal before and during the earthquake, respectively, in Y direction, while it was 0.50 Gal and 2.83 Gal before and during the earthquake, respectively, along X direction. In addition, the maximum acceleration of the base point was 0.03 Gal and 1.18 Gal before and during the earthquake, respectively, in the X direction, while it was 0.03 Gal and 0.70 Gal before and during the earthquake, respectively, in Y direction. Furthermore, the maximum acceleration at the roof point was 0.04 Gal and 4.84 Gal in X direction and 0.05 Gal and 2.50 Gal in Y direction, before and during the earthquake, respectively.Figure 7
Linear fitting between the free-field response and the building different sensors responses.
(a)
Base point
(b)
Roof pointFigure7 illustrates the linear fitting between the peak acceleration responses of base and roof points, with the ground point in X and Y directions. In addition, Figure 7 demonstrates that the roof response linear fitting (TX and TY) with ground response (GX and GY) is shown to be greater than that for the base response (BX and BY) for the two directions. Moreover, it can be seen that the X direction responses have the lowest peak values and the highest linear slope. From the results, it can be presented that the slopes are smaller than one in X and Y direction for the base point and in Y direction for the roof point. Furthermore, the slope is shown to be greater than one for the roof point in the X direction. It indicates that the effective direction of the structural responses occurred in X direction during the earthquake shaking.Figure8 depicts the ellipse errors with confidence 95% for the relation between the ground and building responses. It can be noticed from Figure 8 that the ellipse errors for the roof responses are higher than for the base responses. Moreover, it can be shown that the angles between the x-axis and the largest eigenvector for the building base and roof responses are 3.1416 rad and 3.1412 rad before the earthquake, while they are 3.1414 rad and 1.5706 rad during the earthquake, in X and Y direction, respectively. It indicates that the roof responses increased by 50% during the earthquake shaking for the two directions, while the base responses can be neglected during the shaking.Figure 8
Ellipse error for the base and roof responses during the earthquake shaking.
(a)
X direction
(b)
Y directionThe covariance matrix of the base and roof acceleration responses is calculated with ground responses inX and Y directions. The results from the calculated covariance matrices show that the rotation occurred for the base point, while the hyperbolic rotation occurred for the roof point in the two directions. In addition, Table 3 illustrates the maximum eigenvalues and eigenvectors for the base and roof responses covariance matrices. From this table, it is shown that the roof eigenvalues and eigenvector are greater than for the base in the two directions, which assure the higher responses for the roof point under the earthquake shaking. From the previous statistical analysis, it is concluded that acceleration responses of the roof are higher and more effective in the X direction. In addition, the building rotation occurred at the base, while the hyperbolic rotation occurred at the roof. Finally, the previous statistical analysis results including ellipse errors, covariance, and linear fitting are sufficiently capable of investigating the performance of structures under earthquake loading, combined or separately.Table 3
Maximum eigenvalues and eigenvectors for covariance shaking point response matrix.
Parameters
Base point
Roof point
X
Y
X
Y
Eigenvalue
0.0072
0.0084
0.0229
0.0119
Eigenvector
[
-
1
;
1.45
e
-
4
]
[
-
1
;
7.33
e
-
5
]
[
1.55
e
-
4
;
1
]
[
7.24
e
-
4
;
1
]


## 3.2. Displacement and Torsion Analysis

Accelerometer sensors are used in monitoring static, semistatic, and dynamic structural performance [7]. The relations between acceleration, velocity, and displacement are governed by simple kinematics. The displacement is the integration of velocity, which in turn is the integration of acceleration. The high-pass filter is applied to the acceleration time histories, followed by double integration to extract the dynamic displacement. Sayed et al. [21] have applied 4th order Butterworth high-pass filter to efficiently extract the displacement from acceleration time history. Therefore, the 4th-order Butterworth high-pass filter is applied in this study with corner frequency 2 Hz, which exceeds the fundamental frequency of the building as will be described later.The extracted dynamic (high frequency) displacements from the acceleration responses for the base and roof points inX direction are shown in Figure 9. The statistical values of the dynamic displacement are described in Table 4. From Figure 9 and Table 4, it can be seen that the maximum displacement occurred in roof in X direction; in addition, the standard deviation (STD) calculations illustrate that the displacements for the different recording points are within the acceptable range. In reality, all three-dimensional structures have both planned and elevation irregularity; thus, they are prepared for coupled translational and torsional responses. Moreover, there is only limited information at present on how to surpass the coupled horizontal and torsional vibration of structures, simultaneously.Table 4
Dynamic displacement for the base and roof points (cm).
Parameters
Base point
Roof point
X
Y
X
Y
Max.
0.002
7.65
e
-
4
0.012
0.006
Min.
-
0.0015
-
8.43
e
-
4
-
0.012
-
0.006
Mean
8.4
e
-
10
5.74
e
-
10
1.7
e
-
10
1.32
e
-
9
STD
4.3
e
-
5
2.84
e
-
5
4.22
e
-
4
3.5
e
-
4Figure 9
Dynamic displacement inX direction during the earthquake shaking.
(a)
Base point
(b)
Roof pointIn fact, torsional response of structures subjected to dynamic earthquake or wind loading is applied for the real and experimental studies. Torsional motion is studied for the deck of long-span bridges such as Tacoma Narrows Bridges [19] and Zhujiang Huangpu Bridge [20]. Buildings are significantly vulnerable when subjected to torsional dynamic loads, especially those including asymmetric plan, which have been demonstrated from many destructive earthquake experiences. Therefore, it is important to consider this situation in the assessment of structures during earthquake shaking. However, the torsional displacement is measured to completely define the buildings movement under shaking loads. In this study, the torsional displacement of the building has been calculated with (1). Figure 10 demonstrates the diagram for the torsion displacement in X and Y directions for the building:(1)
∅
=
arcsin
⁡
D
L
×
180
π
,where ∅ is a torsion angle (α) for X and (β) for Y directions as shown in Figure 10; D is the interstorey displacement for two symmetrical points in X or Y direction, as shown in Figure 10; D value equals (X
1
-
X
2) for elevation and (Y
3
-
Y
1) for plan. L is the distance between the two monitoring points, which is 33.8 m for X direction and 17.2 m for Y direction.Figure 10
Torsional angle diagram view for the building.Figure11 presents the torsional deformation of the roof point in the vertical plan (elevation direction or X direction) and horizontal plan (roof plan or Y direction) during the earthquake shaking. It can be seen that the significant torsional direction of building is the elevation direction with X direction. In addition, the maximum torsional deformation for the roof floor is 0.02 rad in X direction, while it is a negligible value (0.005 rad) in Y direction. The results prove that the vibration of the building in the X direction is higher and more dominant on the rotation of building in the longitudinal direction.Figure 11
Torsional deformation of the building during shaking.
(a)
X direction
(b)
Y direction


## 3.3. Wavelet and Frequency Analysis

Wavelet analysis is suitable for analyzing variations of power within signals [22]. The wavelet transform is not completely different from Fourier transform [22–24]. However, it is well-suited for analyzing signals with sharp discontinuities [23]. Windowed Fourier Transform or Short Time Fourier Transform (STFT) is more suitable for nonstationary signals. STFT basically maps a time series into a two-dimensional time series in both time and frequency domains. However, fixed frequency resolution for all frequencies is considered the main shortcoming of STFT [22–24]. The power spectrum method is considered a type of STFT for mapping frequencies changing in cyclist through time.In the power spectrum, the signal is divided into segments, while the Fourier transform is calculated for these segments. The segments are multiplied by positive smooth bell-shape curves windows to avoid spectral leakage. The original signal can be reformed from the details only without any loss of information [23]. The reconstructed signal is illustrated as follows:(2)
S
0
t
=
∑
j
=
1
n
d
j
t
,where n is the total number of decomposition levels; and the detail components (d) of the original signal (S) can be expressed by the linear combination of the wavelet basis function (mother wavelet) as follows:(3)
d
j
t
=
∑
-
∞
∞
C
j
,
k
ψ
j
,
k
,where k represents an index of time scale, C
j
,
k are the corresponding wavelet coefficients, and ψ
j
,
k are the basis wavelet functions, which are expressed as(4)
ψ
j
,
k
=
2
j
/
k
ψ
2
j
t
-
k
.Finally, the original signal which has a time interval 0
t can be expressed:(5)
S
0
t
=
∑
j
=
1
n
∑
k
=
0
t
C
j
,
k
ψ
j
,
k
.There are many types of mother wavelets that can be defined. For discrete wavelet analysis, orthogonal wavelets (Daubechies and least-asymmetric wavelets) and B-spline biorthogonal wavelets have been commonly used [25]. In this study, the 10th-order Daubechies has been chosen. The choice to use Daubechies wavelets is motivated by their resemblance to the original signals [13]. Furthermore, the previous studies found that the Daubechies mother wavelet is suitable for the seismic performance analyses [12, 13]. Explicit form of the selected wavelet is shown in Figure 12, while the decomposition level calculations can be found in [25, 26]. In addition, the order of wavelet is used for its orthogonality and satisfactory resolution in both time and frequency domains [24, 27]. A high level of decomposition is selected in this study to present the full power performance of signal as shown in [26]. Therefore, the 9th decomposition level is selected to investigate the effectiveness of wavelet levels on the responses of the case study building due to earthquake shaking.Figure 12
Daubechies basis function (db10).The recorded acceleration responses of the base and roof points inX direction are illustrated in Figure 13. From this Figure, it is shown that the peak recorded acceleration at the base point is 1.40 Gal, while it is 4.84 Gal for the roof point. In addition, the detail functions of the selected nine decomposition levels of the reconstructed details of the original recorded acceleration responses for the base and roof points during the earthquake in X direction from level 1 to level 9 are presented from top to bottom in Figure 14.Figure 13
Acceleration response measurements inX direction during the earthquake shaking.
(a)
Base point
(b)
Roof pointFigure 14
Decomposition levels of the reconstructed details for the base and roof points inX direction during earthquake shaking.
(a)
Base point
(b)
Roof pointThe total energy of a discrete signal is the sum of the squares of its absolute values and, therefore, the total energy of the original signal can be expressed as follows [28]:(6)
E
=
Δ
t
∑
t
=
0
t
S
0
2
t
.In addition, the total energy can be represented in the form of details only at each decomposition level:(7)
E
=
∑
j
=
1
n
∑
t
=
0
t
d
j
2
t
.The energy content of the decomposition levels of the acceleration response measurements at the different monitoring points during the earthquake shaking are demonstrated in Figure15. From this Figure, it can be noticed that the energy distribution of the acceleration responses suffer slight changes between X and Y direction for the three monitoring points. Furthermore, Figure 15(a) illustrates that level 3, which represents the frequency content (12.5–25 Hz), contains 65% of the whole energy of the acceleration response of the ground point in both directions during the earthquake shaking. Moreover, levels 3 and 4, which represent (6.25–25 Hz), contain more than 95% of the energy. Furthermore, the energy distribution of the base point in Figure 15(b) demonstrates that level 4 (6.25–12.5 Hz) contains about 50% of the acceleration response energy.Figure 15
Energy distribution of the decomposition levels of the measurements points during the earthquake.
(a)
Ground (free-field) point
(b)
Base point
(c)
Roof pointSimilarly, the energy distribution of the roof point in Figure15(c) illustrates that level 5 (3.125–6.25 Hz) contains about 60% of the whole energy of the acceleration response measurements in both directions. Therefore, during the earthquake shaking, it can be concluded that the higher the monitoring point elevation, the lower the dominant frequency range. Furthermore, the performance of various monitoring points can be compared based on the wavelet energy contents analysis.Convenient methods such as FFT [25, 29] and wavelet spectrum [29, 30] are considered to estimate the frequency modes for the building. In wavelet spectrum analysis, scales numbers are first defined. These numbers outline the amount of stretch or compression that the wavelet achieves to map the variability of the signal in time domain at various wavelengths, where higher frequencies correspond to lower scales and vice versa. In this study, the wavelet analysis for more than 120 various scales is assumed. Consequently, the real or complex continuous components of wavelet coefficients are computed. Finally, the converts scale to pseudo-frequencies, using the sampling period of the recorded acceleration and the computed wavelet coefficients.Figure16 illustrates the frequency models and wavelet spectrum for the acceleration measurements at the roof point. The fundamental frequency of the measurements is 2.54 Hz. In addition, the first and fourth mode frequencies are clearly visible at the measurements in X direction; while, modes one, four, and six are visible in Y direction.Figure 16
Frequency models and wavelet spectrum of roof point forX and Y direction.
(a)
X direction
(b)
Y directionThe roof vibration is more noticeable compared to the base point vibration which is based on the power spectrum density comparison between the modes of the base and roof measurements. Moreover, the wavelet spectrum results show that the dominant frequency of both base and roof points is the fundamental (first mode) frequency. This result implies the elasticity of the deformation responses of the building during the earthquake event. Finally, the wavelet and frequency methods results verify the energy contents of wavelet analysis to be an efficient tool in investigating the effect of earthquake events on the frequency content of structural responses and hence it is a powerful tool in structural performance assessment.


## 4. Conclusions

This study proposes a low cost acceleration SHM system to assess the structural performance of the administration building in Seoul National University of Education, South Korea. The statistical (ellipse errors and covariance and linear fitting analyses) and wavelet analysis (power content and frequency analyses) methods are applied to investigate and assess the performance of the building during an earthquake shaking. The conclusions drawn from this study are as follows.The statistical analysis results illustrated that the roof acceleration responses are higher than for the base point. Moreover, the roof torsional deformations are increased by 50% during the earthquake shaking in the two directions, while the base torsional deformations are small during the earthquake shaking. The rotation occurred for the base point, while the hyperbolic rotation occurred for the roof point in the two directions. In addition, the roof eigenvalues and eigenvector are greater than for the base in the two directions, which assure the higher responses for the roof under the earthquake shaking. Finally, the statistical calculations and analysis illustrated that the displacements of the different recording points are within the acceptable range, which indicate building safety during the earthquake event.
The wavelet analysis results showed that the monitoring points frequency contents suffer slight changes betweenX and Y directions. In addition, it can be seen that the dominant frequency ranges are shown as 12.5–25 Hz, 6.25–25 Hz, and 3.125–6.25 Hz in both directions for ground, base, and roof points, respectively. Furthermore, it can be observed that the dominant frequency range (6.25–25 Hz) contains more than 95% of the energy. In addition, it can be concluded that the higher the monitoring point elevation, the lower the dominant frequency range that occurred during the earthquake shaking. Therefore, during earthquake shaking, it is understood that higher the elevation reveals lower dominant frequency range.
The roof vibration is more noticeable compared to the base point vibration which is based on the power spectrum density comparison between the modes of the base and roof measurements. Moreover, the wavelet spectrum results show that the dominant frequency of both base and roof points is the fundamental (first mode) frequency. This result implies the elasticity of the deformation responses of the building during the earthquake event. Furthermore, the wavelet and frequency methods results verify the energy contents of wavelet analysis to be an efficient tool in investigating the effect of earthquake events on the frequency content of structural responses and hence it is a powerful tool in structural performance assessment.
Finally, the aforementioned results indicated that the proposed low cost acceleration monitoring system which consists of three acceleration sensors, data-loggers, and a storage PC has proven its efficiency in investigating and assessing the structural performance of the building during the earthquake shaking.



---

*Source: 8902727-2016-01-12.xml*