# Vibration Control of Nuclear Power Plant Piping System Using Stockbridge Damper under Earthquakes

Authors: Seongkyu Chang; Weipeng Sun; Sung Gook Cho; Dookie Kim
Journal: Science and Technology of Nuclear Installations
 (2016)

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## Abstract

Generally the piping system of a nuclear power plant (NPP) has to be designed for normal loads such as dead weight, internal pressure, temperature, and accidental loads such as earthquake. In the proposed paper, effect of Stockbridge damper to mitigate the response of piping system of NPP subjected to earthquake is studied. Finite element analysis of piping system with and without Stockbridge damper using commercial software SAP2000 is performed. Vertical and horizontal components of earthquakes such as El Centro, California, and Northridge are used in the piping analysis. A sine sweep wave is also used to investigate the control effects on the piping system under wide frequency range. It is found that the proposed Stockbridge damper can reduce the seismic response of piping system subjected to earthquake loading.


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## Body

## 1. Introduction

Usually nuclear power plant (NPP) piping system needs to be designed for various loads such as dead weight, internal pressure, temperature, and accidental loads as well as for seismic loads. These loads can occur inside the nuclear power plant piping system and affect the operation of the plant. Researchers have investigated ways to reduce pipe vibration using various devices, including snubbers, pipe hangers, support systems, and isolators. Kunieda et al. [1] proposed three control devices for piping systems to increase the damping ratio: a direct damper, vibration absorber, and connecting damper. Olson and Tang [2] proposed snubber and seismic stops to suppress the vibration of a nuclear power plant piping system; however, it is very difficult to frequently inspect snubbers in the high-radiation conditions in a nuclear power plant, and the cost for installation was prohibitively expensive. Shimuzu et al. [3] developed a seismic response analysis procedure of the piping system and performed an evaluation of the piping response by comparing simulated results and tested results. Park et al. [4] performed the shaking table test and simulation for the main steam and feedwater lines with conventional snubbers and energy absorbing supports. Parulekar et al. [5] performed analytical and experimental research to reduce the vibration of the piping and equipment of a nuclear power plant using elastoplastic dampers (EPD). Abe et al. [6] conducted the seismic proving test of Lead Extrusion Damper (LED) and developed the characteristic evaluation formula for LED. Moreover, Fujita et al. [7] proposed a method of nonlinear seismic response analysis for a piping system using a combination of the Finite Element Method (FEM) and the Differential Algebraic Equations (DAE). Bakre et al. [8] inspected the effectiveness of sliding friction dampers for piping systems using analytical and experimental methods. Bakre et al. [9] attempted to optimize x-plate dampers and the seismic effectiveness of these dampers for a piping system in industrial installations.In this study, a Stockbridge damper (SBD), originally developed by Stockbridge in 1925 [10], is suggested to suppress the vibration of a nuclear power plant piping system under earthquakes. Wagner et al. [11] established a theoretical analysis of the response characteristics of SBD to verify a theoretical predictions experimental test. The SBD was used to reduce the vibration of slender structures in wind, such as overhead transmission lines and stayed cables [12–15]. Vecchiarelli et al. [12] performed numerical analysis to predict the vertical, steady-state, aeolian vibration of a single conductor span attached with a Stockbridge-type damper. Thereafter, Barry [13] developed a finite element model to evaluate the vibrational response of a single conductor with a Stockbridge damper and investigate the effects of the Stockbridge damper. Urushadze et al. [14] conducted experimental and numerical verification of wind-induced vibration of hangers on the pedestrian bridge and suggested to equip the hangers with Stockbridge dampers. To investigate the linear and nonlinear dynamic behavior of asymmetric Stockbridge damper, an experimental test and a numerical analysis were performed by N. Barbieri and R. Barbieri [15].In this study, a piping system (ASCE CLASS1 SA312 GRADE TP316 SCH) was installed in identical conditions to those in a real nuclear power plant and was used to investigate the control performance of the SBD. Finite element analysis of piping system with and without Stockbridge damper was performed using commercial software SAP2000. A sine sweep wave was used to investigate the control effects on the piping system under wide frequency range. In order to confirm the control effects of the Stockbridge damper under random earthquake vibration, the three selective (El Centro, California, and Northridge) earthquakes were used in this investigation.


## 2. Piping System

### 2.1. Outline of Piping System

The nuclear power plant piping system was composed of 2- and 3-inch sized pipes; the length of the axis of ordinates is 17.8 m; the end of the pipe tip was fixed; and 2 reducers were modeled as hinge conditions. It is assumed that the inner space of the pipe was filled with water. The water was modeled as an additional mass.Figure1 shows the piping system modeled by SAP2000. The material properties and cross-sectional properties of the pipe are shown in Tables 1 and 2. All properties were applied as the values suggested by the design criteria.Table 1
Material properties.
Item Value Unit Young’s modulus 199,000 MPa Poisson’s ratio 0.31 — Steel density 7,850 kg/m3 Water density 1,000 kg/m3Table 2
Section properties.
Pipe size (in) External diameter (mm) Internal diameter (mm) Thickness (mm) 2 60.3 42.8 8.74 3 88.9 66.6 11.13Figure 1
Nuclear power plant piping system for earthquake analysis.
(a)
3D view (b)
Plane view (c)
Elevation view


### 2.2. Free Vibration Analysis

A free vibration analysis was performed with respect to the piping system in order to calculate the parameters of the damper such as mass, frequency ratio, and damping ratio. From the free vibration analysis, the first to third modes show very complex modal shapes which are a combination of horizontal and vertical shapes as shown in Figures2–4. The first and third mode shapes are predominantly horizontal mode shaped, and the second mode shape is predominantly vertical mode shaped. The maximum amplitudes of where the damping device will be installed were marked using a red color dot. The dynamic properties of the piping system calculated from free vibration analysis results are shown in Table 3.Table 3
Dynamic properties of the piping system.
Mode Period (sec) Frequency (Hz) ⁢Modal participating mass ratio Generalized mass (kg) x y z 1st 0.575 1.741 0.0003 0.3800 0.0642 182 2nd 0.471 2.125 0.0000 0.0641 0.4100 170 3rd 0.190 5.254 0.0020 0.0185 0.0002 166 4th 0.173 5.779 0.0007 0.0001 0.0005 — 5th 0.102 9.806 0.0280 0.0091 0.0000 — 6th 0.086 11.563 0.0000 0.0003 0.0183 — 7th 0.074 13.426 0.0128 0.1200 0.0004 — 8th 0.059 16.869 0.3000 0.0096 0.0211 —Figure 2
First mode shape.
(a)
Plane view (b)
Elevation viewFigure 3
Second mode shape.
(a)
Plane view (b)
Elevation viewFigure 4
Third mode shape.
(a)
Plane view (b)
Elevation viewSince the main control target modes are the first to third modes, each generalized mass was calculated up to the third mode.


## 2.1. Outline of Piping System

The nuclear power plant piping system was composed of 2- and 3-inch sized pipes; the length of the axis of ordinates is 17.8 m; the end of the pipe tip was fixed; and 2 reducers were modeled as hinge conditions. It is assumed that the inner space of the pipe was filled with water. The water was modeled as an additional mass.Figure1 shows the piping system modeled by SAP2000. The material properties and cross-sectional properties of the pipe are shown in Tables 1 and 2. All properties were applied as the values suggested by the design criteria.Table 1
Material properties.
Item Value Unit Young’s modulus 199,000 MPa Poisson’s ratio 0.31 — Steel density 7,850 kg/m3 Water density 1,000 kg/m3Table 2
Section properties.
Pipe size (in) External diameter (mm) Internal diameter (mm) Thickness (mm) 2 60.3 42.8 8.74 3 88.9 66.6 11.13Figure 1
Nuclear power plant piping system for earthquake analysis.
(a)
3D view (b)
Plane view (c)
Elevation view


## 2.2. Free Vibration Analysis

A free vibration analysis was performed with respect to the piping system in order to calculate the parameters of the damper such as mass, frequency ratio, and damping ratio. From the free vibration analysis, the first to third modes show very complex modal shapes which are a combination of horizontal and vertical shapes as shown in Figures2–4. The first and third mode shapes are predominantly horizontal mode shaped, and the second mode shape is predominantly vertical mode shaped. The maximum amplitudes of where the damping device will be installed were marked using a red color dot. The dynamic properties of the piping system calculated from free vibration analysis results are shown in Table 3.Table 3
Dynamic properties of the piping system.
Mode Period (sec) Frequency (Hz) ⁢Modal participating mass ratio Generalized mass (kg) x y z 1st 0.575 1.741 0.0003 0.3800 0.0642 182 2nd 0.471 2.125 0.0000 0.0641 0.4100 170 3rd 0.190 5.254 0.0020 0.0185 0.0002 166 4th 0.173 5.779 0.0007 0.0001 0.0005 — 5th 0.102 9.806 0.0280 0.0091 0.0000 — 6th 0.086 11.563 0.0000 0.0003 0.0183 — 7th 0.074 13.426 0.0128 0.1200 0.0004 — 8th 0.059 16.869 0.3000 0.0096 0.0211 —Figure 2
First mode shape.
(a)
Plane view (b)
Elevation viewFigure 3
Second mode shape.
(a)
Plane view (b)
Elevation viewFigure 4
Third mode shape.
(a)
Plane view (b)
Elevation viewSince the main control target modes are the first to third modes, each generalized mass was calculated up to the third mode.


## 3. Design of Dampers

We utilized a two-step process to design a damper to reduce the vibration of the piping system. The first step is the calculation of the mass ratio, frequency ratio, and damping ratio of the damper. Then, in the second step, the specific design of the SBD is done. The design parameters of the damper are determined from the eigenvalue analysis results. According to Den Hartog’s formula, the mass ratio, optimum frequency ratio, and optimum damping ratio are calculated as follows [16]:(1)μ=8ξeff21-4ξeff2,γopt=11+μ,ξopt=123μ/21+3μ,where ξeff is the effective damping ratio of the piping system, μ is the mass ratio, γopt is the optimum frequency ratio, and ξopt is the optimum damping ratio of the damper.


### 3.1. Stockbridge Damper

The SBD is composed of a mass part and messenger cable parts, as shown in the SBD cross section in Figure5. The messenger cable is comprised of several steel wire strands and can dissipate the energy of the vibration through strand friction. In this paper, both sides of the SBD play a different role. The left part of the SBD reduces the y-direction vibration of the piping system, while the right part of the SBD suppresses the z-direction vibration of the piping system.Figure 5
Components of a Stockbridge damper.The equation of motion for SBD is given as(2)Mx¨+Cx˙+Kx=0,where M is the mass matrix, C is the damping matrix, and K is the stiffness matrix; and x¨, x˙, and x are the acceleration, velocity, and displacement of the SBD, respectively.Undamped natural frequencies of the SBD system are obtained by [11](3)ω1=h-a2mρ1/2,ω2=h+a2mρ1/2,ρ=rl2,h=1+ρk11+k22l2-2k12l,a=h2-4ρl2k11k22-k122,where ωi is the frequency of the SBD, m is the mass, r is the radius of gyration of mass, l is the distance between the attachment point and the center of gravity of the mass, and kij is the bending stiffness of messenger cable (where i,j=1,2,3,…). The basic design for the SBD was calculated using the above equations, and the target frequency was then adjusted by fine tuning. The properties of the SBD are shown in Table 4.Table 4
Properties of SBD.
Parameters SBD (y-direction) SBD (z-direction) Mass ratio 0.022 0.024 Mass (kg) 4.0 4.0 Frequency ratio 0.978 0.977 Damping ratio 0.15 0.15 Messenger cable length (m) 0.24 0.21


## 3.1. Stockbridge Damper

The SBD is composed of a mass part and messenger cable parts, as shown in the SBD cross section in Figure5. The messenger cable is comprised of several steel wire strands and can dissipate the energy of the vibration through strand friction. In this paper, both sides of the SBD play a different role. The left part of the SBD reduces the y-direction vibration of the piping system, while the right part of the SBD suppresses the z-direction vibration of the piping system.Figure 5
Components of a Stockbridge damper.The equation of motion for SBD is given as(2)Mx¨+Cx˙+Kx=0,where M is the mass matrix, C is the damping matrix, and K is the stiffness matrix; and x¨, x˙, and x are the acceleration, velocity, and displacement of the SBD, respectively.Undamped natural frequencies of the SBD system are obtained by [11](3)ω1=h-a2mρ1/2,ω2=h+a2mρ1/2,ρ=rl2,h=1+ρk11+k22l2-2k12l,a=h2-4ρl2k11k22-k122,where ωi is the frequency of the SBD, m is the mass, r is the radius of gyration of mass, l is the distance between the attachment point and the center of gravity of the mass, and kij is the bending stiffness of messenger cable (where i,j=1,2,3,…). The basic design for the SBD was calculated using the above equations, and the target frequency was then adjusted by fine tuning. The properties of the SBD are shown in Table 4.Table 4
Properties of SBD.
Parameters SBD (y-direction) SBD (z-direction) Mass ratio 0.022 0.024 Mass (kg) 4.0 4.0 Frequency ratio 0.978 0.977 Damping ratio 0.15 0.15 Messenger cable length (m) 0.24 0.21


## 4. Base Excitation

### 4.1. Sine Sweep Wave

In order to investigate the frequency ranges of the piping system, a sine sweeping wave with peak acceleration of 1.0 m/sec2 varying from 0.1 Hz to 20 Hz was applied to the nuclear power plant piping system with and without the SBD for y- and z-directions (Figure 6).Figure 6
Sine sweep wave and its FFT.
(a)
Sweep wave (b)
FFT


### 4.2. Earthquake Ground Motion

In this study, recorded earthquakes were used to verify that the proposed SBD can reduce the vibration response of the nuclear power plant piping system. El Centro, California, and Northridge earthquakes were selected for dynamic analysis. El Centro earthquakes of thex-, y-, and z-axis direction were used to check the horizontal and vertical behavior of the piping system. The earthquake time history has a 50-second duration and 0.02-second time steps. Peak ground accelerations were scaled to 0.34 g, 0.21 g, and 0.21 g for the x-, y-, and z-axis directions, respectively. The time history acceleration and response spectrum of the ground motion in each direction were shown in Figure 7. While the horizontal earthquakes have an energy distribution between 1 Hz and 5 Hz, vertical earthquakes have more vibration energy in 10 Hz.Figure 7
El Centro earthquake and its FFT.
(a)
El Centro earthquake (b)
Response spectrumVertical earthquakes were scaled to fit 1/2 of PGA of the horizontal ground motion for California and Northridge earthquakes. Therefore, the PGAs of California and Northridge earthquakes were scaled from 0.15 g to 0.075 g and from 0.34 g to 0.17 g in the vertical direction, respectively. The ground motion of each direction and response spectrum are shown in Figures8 and 9.Figure 8
California earthquake and its response spectrum.
(a)
California earthquake (b)
Response spectrumFigure 9
Northridge earthquake and its response spectrum.
(a)
Northridge earthquake (b)
Response spectrum


## 4.1. Sine Sweep Wave

In order to investigate the frequency ranges of the piping system, a sine sweeping wave with peak acceleration of 1.0 m/sec2 varying from 0.1 Hz to 20 Hz was applied to the nuclear power plant piping system with and without the SBD for y- and z-directions (Figure 6).Figure 6
Sine sweep wave and its FFT.
(a)
Sweep wave (b)
FFT


## 4.2. Earthquake Ground Motion

In this study, recorded earthquakes were used to verify that the proposed SBD can reduce the vibration response of the nuclear power plant piping system. El Centro, California, and Northridge earthquakes were selected for dynamic analysis. El Centro earthquakes of thex-, y-, and z-axis direction were used to check the horizontal and vertical behavior of the piping system. The earthquake time history has a 50-second duration and 0.02-second time steps. Peak ground accelerations were scaled to 0.34 g, 0.21 g, and 0.21 g for the x-, y-, and z-axis directions, respectively. The time history acceleration and response spectrum of the ground motion in each direction were shown in Figure 7. While the horizontal earthquakes have an energy distribution between 1 Hz and 5 Hz, vertical earthquakes have more vibration energy in 10 Hz.Figure 7
El Centro earthquake and its FFT.
(a)
El Centro earthquake (b)
Response spectrumVertical earthquakes were scaled to fit 1/2 of PGA of the horizontal ground motion for California and Northridge earthquakes. Therefore, the PGAs of California and Northridge earthquakes were scaled from 0.15 g to 0.075 g and from 0.34 g to 0.17 g in the vertical direction, respectively. The ground motion of each direction and response spectrum are shown in Figures8 and 9.Figure 8
California earthquake and its response spectrum.
(a)
California earthquake (b)
Response spectrumFigure 9
Northridge earthquake and its response spectrum.
(a)
Northridge earthquake (b)
Response spectrum


## 5. Results and Discussion

### 5.1. Response of Piping System Subjected to Sine Sweep Excitation

The accelerations of the piping system were measured in the maximum amplitude when the SBD was not installed on the piping system (red spot in Figures2–4). Figure 10 shows the time history response and response spectrum of the y-directional response after inputting the signal in the y-direction. This shows that the first mode (1.9 Hz) is dominant. However, in the case of Figure 11, the z-direction response of the piping system after applying the y-directional wave is shown. This simultaneously shows the peak in the first mode shape at 1.9 Hz (y-directional mode) and the second mode shape at 2.3 Hz (z-directional mode) of the piping system under the sine sweep wave because the modal shape of the piping system was mixed. Figure 13 also shows the same trend with inverse load conditions from those in Figure 11. Figure 12 shows the same trend with Figure 10. From the results of the sine sweep wave, it is confirmed that the proposed SBD can reduce the vibration in all frequency domains (0.1 Hz to 20 Hz). Based on the given results, it is evident that having a wide frequency range is one advantage of the SBD.Figure 10
Response of piping system subjected to sine sweep wave (y-direction load and response).
(a)
Acceleration response (b)
Response spectrumFigure 11
Response of piping system subjected to sine sweep wave (y-direction load versus z-direction response).
(a)
Acceleration response (b)
Response spectrumFigure 12
Response of piping system subjected to sine sweep wave (z-direction load and response).
(a)
Acceleration response (b)
Response spectrumFigure 13
Response of piping system subjected to sine sweep wave (z-direction load versus y-direction response).
(a)
Acceleration response (b)
Response spectrum


### 5.2. Response of Piping System Subjected to Earthquakes

An earthquake analysis was performed to investigate the applicability with respect to the piping system and to confirm the vibration mitigation of the piping system with and without the SBD under the recorded earthquakes. The accelerations of the piping system were measured for the maximum amplitude when the SBD was not installed on the piping system (red spot in Figures2–4). Figure 14 shows the time history response and frequency domain response of the piping system with and without the SBD in the x-, y-, and z-axis directions when El Centro earthquake was applied to the system.Figure 14
Response of piping system subjected to El Centro earthquake.
(a)
x-direction (b)
y-direction (c)
z-directionThex-directional vibration of the piping system appeared to be almost invisible when the SBD was installed (Figure 14(a)). The maximum acceleration decreased from 1.58 m/s2 to 0.02 m/s2, and the root mean square (RMS) was reduced from 0.13 m/s2 to 0.002 m/s2 in the x-direction. Each decreasing ratio was 99.0% and 98.5%, respectively. In the case of the y-direction response, the maximum acceleration decreased from 6.52 m/s2 to 1.97 m/s2, and RMS was reduced from 1.24 m/s2 to 0.29 m/s2 when the SBD was applied. Table 5 shows the maximum acceleration, RMS response, and its decreasing ratio where the SBD was installed. In this paper, the maximum acceleration and RMS were used to evaluate the vibration of the piping system. The RMS are calculated as follows: (4)RMS=1N∑n=1Naccn2,where N is the length of data and accn is the acceleration of nth time step. The RMS represents the amplitude related with an energy amount, which indicates the destructive ability of the vibration.Table 5
Results for El Centro earthquake.
Direction Maximum acceleration (m/s2) RMS acceleration (m/s2) Uncontrolled Controlled Decreasing ratio (%) Uncontrolled Controlled Decreasing ratio (%) x 1.577 0.016 99.0 0.126 0.002 98.5 y 6.523 1.973 69.8 1.237 0.285 76.9 z 3.538 3.145 11.1 0.460 0.260 43.5Thez-directional El Centro earthquake shows a large amount of energy on the adjacent 10 Hz, unlike earthquakes of the other directions (Figure 7(a)). Although the proposed SBD was not designed with respect to that frequency area, nevertheless the control effects of the damper can be confirmed based on the peak acceleration and response spectrum. Since the SBD was not designed for x-directional response, the control system has some effects on the responses of x-directions. This phenomenon can be explained by the reason of the piping system having complex modal shapes and coupled responses. In other words, if y-direction and z-direction responses of the piping system can occur by earthquake in x-direction, then it is obvious that the SBD can be capable of suppressing the vibration in x-direction with the other both directions instead of not being designed for x-direction.Figures15 and 16 show the time history response and frequency domain response of the nuclear power plant piping system with and without the SBD in the y- and z-axis directions under California and Northridge earthquakes. The acceleration response of both earthquakes was considerably suppressed by the proposed SBD. With respect to California earthquake, the maximum acceleration of the piping system decreased from 3.22 m/s2 to 1.17 m/s2, and RMS response was reduced from 0.67 m/s2 to 0.19 m/s2 in the y-direction. Each decreasing ratio was 63.8% and 71.6%, respectively. In the case of the z-direction, the decreasing ratio of the maximum acceleration and RMS response decreased by 74.3% and 73.4%, respectively.Figure 15
Response of piping system subjected to California earthquake.
(a)
y-direction (b)
z-directionFigure 16
Response of piping system subjected to Northridge earthquake.
(a)
y-direction (b)
z-directionThis demonstrates the good control performance of the SBD for Northridge earthquake, as shown in Figure16. The maximum acceleration and RMS response decreased by 60.2% and 74.0% in the y-direction, respectively, and 58.5% and 71.9% in the z-direction, respectively. The maximum acceleration and RMS response for each earthquake are shown in Tables 6 and 7.Table 6
Results for California earthquake.
Direction Maximum acceleration (m/s2) RMS acceleration (m/s2) Uncontrolled Controlled Decreasing ratio (%) Uncontrolled Controlled Decreasing ratio (%) y 3.217 1.165 63.8 0.667 0.190 71.6 z 2.256 0.580 74.3 0.350 0.093 73.4Table 7
Results for Northridge earthquake.
Direction Maximum acceleration (m/s2) RMS acceleration (m/s2) Uncontrolled Controlled Decreasing ratio (%) Uncontrolled Controlled Decreasing ratio (%) y 7.252 2.889 60.2 1.190 0.310 74.0 z 3.576 1.484 58.5 0.545 0.153 71.9Figure17 shows the response of the piping system in the z-direction under the y-directional El Centro earthquake and the response of the piping system in the y-direction under the z-directional El Centro earthquake. It can be seen that the response reduction of the piping system in Figure 17 is more noticeable than the trend shown in Figures 14–16. While the control effects of the SBD in Figures 14–16 show extremely effective behavior at tuned frequencies (first and second mode), the frequency response of Figure 17 is 2 Hz, which shows a wide range of frequency response. The response decreasing ratio of the piping system was large when the load direction and response direction were different. This is because the SBD in this paper was actually designed for first and second frequency modes; therefore, the SBD extremely suppressed the vibration of the piping system. However, that the SBD can also reduce vibrations beyond the design frequency range was already confirmed in our previous results. The results of California earthquake also show a similar trend with those of El Centro earthquake (Figure 18). The directional results for both earthquakes are summarized in Tables 8 and 9. The reduction ratio of all responses is more than 90%.Table 8
Directional results for El Centro earthquake.
Direction Maximum acceleration (m/s2) RMS acceleration (m/s2) Load Resp. Uncontrolled Controlled Decreasing ratio (%) Uncontrolled Controlled Decreasing ratio (%) z y 0.838 0.082 90.3 0.169 0.008 95.2 y z 3.132 0.114 96.3 0.618 0.018 97.1Table 9
Directional results for California earthquake.
Direction Maximum acceleration (m/s2) RMS acceleration (m/s2) Load Resp. Uncontrolled Controlled Decreasing ratio (%) Uncontrolled Controlled Decreasing ratio (%) z y 0.745 0.043 94.2 0.151 0.006 96.0 y z 1.527 0.085 94.5 0.306 0.012 96.1Figure 17
Response of piping system subjected to El Centro earthquake.
(a)
y-direction response under z-direction load (b)
z-direction response under y-direction loadFigure 18
Response of piping system subjected to California earthquake.
(a)
y-direction response under z-direction load (b)
z-direction response under y-direction load


## 5.1. Response of Piping System Subjected to Sine Sweep Excitation

The accelerations of the piping system were measured in the maximum amplitude when the SBD was not installed on the piping system (red spot in Figures2–4). Figure 10 shows the time history response and response spectrum of the y-directional response after inputting the signal in the y-direction. This shows that the first mode (1.9 Hz) is dominant. However, in the case of Figure 11, the z-direction response of the piping system after applying the y-directional wave is shown. This simultaneously shows the peak in the first mode shape at 1.9 Hz (y-directional mode) and the second mode shape at 2.3 Hz (z-directional mode) of the piping system under the sine sweep wave because the modal shape of the piping system was mixed. Figure 13 also shows the same trend with inverse load conditions from those in Figure 11. Figure 12 shows the same trend with Figure 10. From the results of the sine sweep wave, it is confirmed that the proposed SBD can reduce the vibration in all frequency domains (0.1 Hz to 20 Hz). Based on the given results, it is evident that having a wide frequency range is one advantage of the SBD.Figure 10
Response of piping system subjected to sine sweep wave (y-direction load and response).
(a)
Acceleration response (b)
Response spectrumFigure 11
Response of piping system subjected to sine sweep wave (y-direction load versus z-direction response).
(a)
Acceleration response (b)
Response spectrumFigure 12
Response of piping system subjected to sine sweep wave (z-direction load and response).
(a)
Acceleration response (b)
Response spectrumFigure 13
Response of piping system subjected to sine sweep wave (z-direction load versus y-direction response).
(a)
Acceleration response (b)
Response spectrum


## 5.2. Response of Piping System Subjected to Earthquakes

An earthquake analysis was performed to investigate the applicability with respect to the piping system and to confirm the vibration mitigation of the piping system with and without the SBD under the recorded earthquakes. The accelerations of the piping system were measured for the maximum amplitude when the SBD was not installed on the piping system (red spot in Figures2–4). Figure 14 shows the time history response and frequency domain response of the piping system with and without the SBD in the x-, y-, and z-axis directions when El Centro earthquake was applied to the system.Figure 14
Response of piping system subjected to El Centro earthquake.
(a)
x-direction (b)
y-direction (c)
z-directionThex-directional vibration of the piping system appeared to be almost invisible when the SBD was installed (Figure 14(a)). The maximum acceleration decreased from 1.58 m/s2 to 0.02 m/s2, and the root mean square (RMS) was reduced from 0.13 m/s2 to 0.002 m/s2 in the x-direction. Each decreasing ratio was 99.0% and 98.5%, respectively. In the case of the y-direction response, the maximum acceleration decreased from 6.52 m/s2 to 1.97 m/s2, and RMS was reduced from 1.24 m/s2 to 0.29 m/s2 when the SBD was applied. Table 5 shows the maximum acceleration, RMS response, and its decreasing ratio where the SBD was installed. In this paper, the maximum acceleration and RMS were used to evaluate the vibration of the piping system. The RMS are calculated as follows: (4)RMS=1N∑n=1Naccn2,where N is the length of data and accn is the acceleration of nth time step. The RMS represents the amplitude related with an energy amount, which indicates the destructive ability of the vibration.Table 5
Results for El Centro earthquake.
Direction Maximum acceleration (m/s2) RMS acceleration (m/s2) Uncontrolled Controlled Decreasing ratio (%) Uncontrolled Controlled Decreasing ratio (%) x 1.577 0.016 99.0 0.126 0.002 98.5 y 6.523 1.973 69.8 1.237 0.285 76.9 z 3.538 3.145 11.1 0.460 0.260 43.5Thez-directional El Centro earthquake shows a large amount of energy on the adjacent 10 Hz, unlike earthquakes of the other directions (Figure 7(a)). Although the proposed SBD was not designed with respect to that frequency area, nevertheless the control effects of the damper can be confirmed based on the peak acceleration and response spectrum. Since the SBD was not designed for x-directional response, the control system has some effects on the responses of x-directions. This phenomenon can be explained by the reason of the piping system having complex modal shapes and coupled responses. In other words, if y-direction and z-direction responses of the piping system can occur by earthquake in x-direction, then it is obvious that the SBD can be capable of suppressing the vibration in x-direction with the other both directions instead of not being designed for x-direction.Figures15 and 16 show the time history response and frequency domain response of the nuclear power plant piping system with and without the SBD in the y- and z-axis directions under California and Northridge earthquakes. The acceleration response of both earthquakes was considerably suppressed by the proposed SBD. With respect to California earthquake, the maximum acceleration of the piping system decreased from 3.22 m/s2 to 1.17 m/s2, and RMS response was reduced from 0.67 m/s2 to 0.19 m/s2 in the y-direction. Each decreasing ratio was 63.8% and 71.6%, respectively. In the case of the z-direction, the decreasing ratio of the maximum acceleration and RMS response decreased by 74.3% and 73.4%, respectively.Figure 15
Response of piping system subjected to California earthquake.
(a)
y-direction (b)
z-directionFigure 16
Response of piping system subjected to Northridge earthquake.
(a)
y-direction (b)
z-directionThis demonstrates the good control performance of the SBD for Northridge earthquake, as shown in Figure16. The maximum acceleration and RMS response decreased by 60.2% and 74.0% in the y-direction, respectively, and 58.5% and 71.9% in the z-direction, respectively. The maximum acceleration and RMS response for each earthquake are shown in Tables 6 and 7.Table 6
Results for California earthquake.
Direction Maximum acceleration (m/s2) RMS acceleration (m/s2) Uncontrolled Controlled Decreasing ratio (%) Uncontrolled Controlled Decreasing ratio (%) y 3.217 1.165 63.8 0.667 0.190 71.6 z 2.256 0.580 74.3 0.350 0.093 73.4Table 7
Results for Northridge earthquake.
Direction Maximum acceleration (m/s2) RMS acceleration (m/s2) Uncontrolled Controlled Decreasing ratio (%) Uncontrolled Controlled Decreasing ratio (%) y 7.252 2.889 60.2 1.190 0.310 74.0 z 3.576 1.484 58.5 0.545 0.153 71.9Figure17 shows the response of the piping system in the z-direction under the y-directional El Centro earthquake and the response of the piping system in the y-direction under the z-directional El Centro earthquake. It can be seen that the response reduction of the piping system in Figure 17 is more noticeable than the trend shown in Figures 14–16. While the control effects of the SBD in Figures 14–16 show extremely effective behavior at tuned frequencies (first and second mode), the frequency response of Figure 17 is 2 Hz, which shows a wide range of frequency response. The response decreasing ratio of the piping system was large when the load direction and response direction were different. This is because the SBD in this paper was actually designed for first and second frequency modes; therefore, the SBD extremely suppressed the vibration of the piping system. However, that the SBD can also reduce vibrations beyond the design frequency range was already confirmed in our previous results. The results of California earthquake also show a similar trend with those of El Centro earthquake (Figure 18). The directional results for both earthquakes are summarized in Tables 8 and 9. The reduction ratio of all responses is more than 90%.Table 8
Directional results for El Centro earthquake.
Direction Maximum acceleration (m/s2) RMS acceleration (m/s2) Load Resp. Uncontrolled Controlled Decreasing ratio (%) Uncontrolled Controlled Decreasing ratio (%) z y 0.838 0.082 90.3 0.169 0.008 95.2 y z 3.132 0.114 96.3 0.618 0.018 97.1Table 9
Directional results for California earthquake.
Direction Maximum acceleration (m/s2) RMS acceleration (m/s2) Load Resp. Uncontrolled Controlled Decreasing ratio (%) Uncontrolled Controlled Decreasing ratio (%) z y 0.745 0.043 94.2 0.151 0.006 96.0 y z 1.527 0.085 94.5 0.306 0.012 96.1Figure 17
Response of piping system subjected to El Centro earthquake.
(a)
y-direction response under z-direction load (b)
z-direction response under y-direction loadFigure 18
Response of piping system subjected to California earthquake.
(a)
y-direction response under z-direction load (b)
z-direction response under y-direction load


## 6. Conclusion

From the study performed, SBD is recommended to control the seismic response of NPP piping system. Effect of SBD to control the seismic response of piping system is demonstrated considering El Centro, California, and Northridge earthquake excitations. The piping system (ASCE CLASS1 SA312 GRADE TP316 SCH) was modeled under the same conditions as in an actual nuclear power plant. The SBD was designed for low order frequency modes using free vibration analysis results. The controlled responses of the time and frequency domain were compared with uncontrolled responses of the piping system under horizontal and vertical earthquakes. It was confirmed through sine sweep wave analysis that the proposed damper can reduce wide frequency vibration responses.In the earthquake results, the maximum acceleration declined by about 99%, 69%, and 11% in each direction under El Centro earthquake, respectively. The maximum accelerations decreased by 63% iny-direction and 74% in z-direction under California earthquake. In the case of the Northridge earthquake, reductions of each acceleration were found to be 60% and 58% in y-direction and z-direction, successively.From the earthquake response analysis results, it was found that the proposed SBD can reduce not only the targeted vibration modes of the piping system but also other modes under earthquakes. Most importantly, it was also confirmed that the proposed SBD can effectively reduce the vibration of a nuclear power plant piping system under earthquakes.



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*Source: 5014093-2016-12-13.xml*