地震研究

某核级后备盘台设备地震响应分析与振动台试验研究

胡利鸿¹,王东伟²,郭涛¹

(1.四川省星时代智能卫星科技有限公司制造业创新中心,四川成都 610041; 2.中国核动力研究设计院核反应堆系统设计技术重点试验室,四川成都 610041)

Seismic Response Analysis and Qualification Test of a Nuclear-grade Back-up Panel

HU Lihong¹,WANG Dongwei²,Guo Tao¹

(1.Sichuan Xingshidai Intelligent Satellite Technology Co.,Ltd. Manufacturing Innovation Center,Chengdu 610041,Sichuan,China)(2.Science and Technology on Reactor System Design Technology Laboratory,Nuclear Power Institute of China,Chengdu 610213,Sichuan,China)

Keywords：nuclear power; back-up panel; aseismic; qualification test

DOI: 10.20015/j.cnki.ISSN1000-0666.2024.0055

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参考文献

对核电站主控制室内的后备盘台在地震作用下的地震响应特性进行仿真分析和试验研究。反应谱分析结果表明,后备盘台的最大Mises应力为91.89 MPa,小于结构材料的最大屈服极限,即后备盘台具有良好的抗震性能。时程分析结果表明,随着高度的增加,结构的最大响应加速度幅值逐渐增加,且横向振动幅值增益最为明显。对后备盘台显示屏安装区域的振动信号进行时频分析,得到同一点3个方向的能量峰值均位于2～3 Hz,但出现的时间段各不相同,横向的能量峰值接近于纵向和垂向能量峰值的2倍。地震试验分析结果表明,随着高度增加,振动加速度幅值逐步增大,且在横向上的振动信号放大最为显著,因此抑制后备盘台横向运动是改善结构抗震性能的关键。地震试验后,后备盘台整体结构无变形和破裂,各连接件无松动和脱落,被试盘台通过了地震试验。

Both the numerical analysis and seismic qualification test of the response characteristics of the back-up panel(BUP)in the control room of the nuclear power plant subjected to the earthquake are carried out.The response-spectrum analysis shows that the maximum Mises stress of the BUP is 91.89 MPa,less than the maximum yield limit stress of structural material.Thus,the BUP has ideal aseismic performance.The time-history analysis shows that with the increase of the structure's height,the maximum response of the structure gradually increases,and the vibration amplitude in the lateral direction is the most obvious.Further,time-frequency analysis of the vibration signals in the installation area of the display screen is carried out,revealing that the peak energy in three directions at the same point is mainly located in 2-3 Hz,but the time interval is deferent.The lateral peak energy is about 2 times of the longitudinal and vertical ones.The seismic test and analysis show that with the increase of the height,the amplitude of the vibration acceleration increases gradually,and the vibration signal amplification in the lateral direction is the most significant.Therefore,inhibiting the lateral movement of the BUP is the key to improving the aseismic performance of the structure.After the seismic test,the overall structure of the BUP has no visible deformation or rupture,and the connectors do not loosen or fall off,suggesting that the BUP has passed the seismic test.

引言
1 后备盘台有限元模型
2 反应谱分析结果及讨论
3 时程分析
4 地震试验分析
5 结论

图1 后备盘台三维模型(a)和有限元模型(b)<br/>Fig.1 The 3D model(a)and the finite modle(b) of the back-up panel

图1 后备盘台三维模型(a)和有限元模型(b)
Fig.1 The 3D model(a)and the finite modle(b) of the back-up panel

表1 部件网格特征<br/>Tab.1 The mesh features of the parts

表1 部件网格特征
Tab.1 The mesh features of the parts

表2 有限元模型零部件材料参数<br/>Tab.2 Material parameters of the components of the finite element model

表2 有限元模型零部件材料参数
Tab.2 Material parameters of the components of the finite element model

图2 后备盘台自然频率分布图<br/>Fig.2 The frequency distribution of the back-up panel

图2 后备盘台自然频率分布图
Fig.2 The frequency distribution of the back-up panel

图3 盘台前三阶模态阵型<br/>Fig.3 The first three mode shapes

图3 盘台前三阶模态阵型
Fig.3 The first three mode shapes

图4 OBE(a)和SSE(b)地震反应谱曲线<br/>Fig.4 Earthquake response spectrum curves of OBE(a)and SSE(b)

图4 OBE(a)和SSE(b)地震反应谱曲线
Fig.4 Earthquake response spectrum curves of OBE(a)and SSE(b)

图5 盘台整体应力云图(a)、框架应力云图(b)和位移响应云图(c)<br/>Fig.5 Stress nephogram of the back-up panel(a)and the frame(b), displacement nephogram of back-up panel(c)

图5 盘台整体应力云图(a)、框架应力云图(b)和位移响应云图(c)
Fig.5 Stress nephogram of the back-up panel(a)and the frame(b), displacement nephogram of back-up panel(c)

图6 OBE(a)和SSE(b)3个方向地震试验输入时程<br/>Fig.6 Input time-histories in 3 directions in the seismic test of OBE(a)and SSE(b)

图6 OBE(a)和SSE(b)3个方向地震试验输入时程
Fig.6 Input time-histories in 3 directions in the seismic test of OBE(a)and SSE(b)

表3 OBE和SSE 3个方向之间的相关系数<br/>Tab.3 Correlation coefficient between three components of OBE and SSE

表3 OBE和SSE 3个方向之间的相关系数
Tab.3 Correlation coefficient between three components of OBE and SSE

图7 仿真测试点位置<br/>Fig.7 Location of test points in simulation

图7 仿真测试点位置
Fig.7 Location of test points in simulation

图8 各测试点的三向加速度时程图<br/>Fig.8 Acceleration time-histories in 3 directions at the test points

图8 各测试点的三向加速度时程图
Fig.8 Acceleration time-histories in 3 directions at the test points

表4 时程分析各测试点的加速度响应最大值<br/>Tab.4 Maximum acceleration response at each test point in time-history analysis

表4 时程分析各测试点的加速度响应最大值
Tab.4 Maximum acceleration response at each test point in time-history analysis

图9 F5测试点3个方向的时频图<br/>Fig.9 Time-frequency graphs in X-direction(a),Y-direction(b),Z-direction(c)at F5 test point

图9 F5测试点3个方向的时频图
Fig.9 Time-frequency graphs in X-direction(a),Y-direction(b),Z-direction(c)at F5 test point

图10 马赛克显示盘面上关键设备及测试点示意图<br/>Fig.10 Location of observation points on mosaic display panel

图10 马赛克显示盘面上关键设备及测试点示意图
Fig.10 Location of observation points on mosaic display panel

图11 盘台地震试验示意图(a)和试验照片(b)<br/>Fig.11 Seismic test schematic diagram(a) and the picture(b)

图11 盘台地震试验示意图(a)和试验照片(b)
Fig.11 Seismic test schematic diagram(a) and the picture(b)

图12 核级电气设备地震试验流程图<br/>Fig.12 Flow chart of the seismic test of the nuclear-grade electrical equipment

图12 核级电气设备地震试验流程图
Fig.12 Flow chart of the seismic test of the nuclear-grade electrical equipment

图13 试验前盘台动态特性<br/>Fig.13 Dynamic characteristics of the back-up panel before the seismic test

图13 试验前盘台动态特性
Fig.13 Dynamic characteristics of the back-up panel before the seismic test

表5 仿真结果与试验结果相对误差<br/>Tab.5 Relative error between the simulation results and the test results

表5 仿真结果与试验结果相对误差
Tab.5 Relative error between the simulation results and the test results

表6 台面加速度时程与要求加速度时程的相关系数<br/>Tab.6 Correlation coefficient between the test table acceleration time-history and the required acceleration time-history

表6 台面加速度时程与要求加速度时程的相关系数
Tab.6 Correlation coefficient between the test table acceleration time-history and the required acceleration time-history

表7 地震试验中各测点的响应最大值<br/>Tab.7 Maximum acceleration response at the test points in the seismic test

表7 地震试验中各测点的响应最大值
Tab.7 Maximum acceleration response at the test points in the seismic test

表8 试验前、后盘台的动态特性<br/>Tab.8 Dynamic characteristics of the back-up panel before and after the seismic test

表8 试验前、后盘台的动态特性
Tab.8 Dynamic characteristics of the back-up panel before and after the seismic test

图14 5次OBE试验中盘台各测试点X(a)、Y(b)、Z(c)3个方向最大加速度幅值<br/>Fig.14 Maximum acceleration amplitudes in X direction(a),Y direction(b),and Z direction(c)at the the test points in 5 OBE tests

图14 5次OBE试验中盘台各测试点X(a)、Y(b)、Z(c)3个方向最大加速度幅值
Fig.14 Maximum acceleration amplitudes in X direction(a),Y direction(b),and Z direction(c)at the the test points in 5 OBE tests