1000 MW核电站SEC系统鼓型滤网抗震计算
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摘要
采用反应谱抗震计算方法,用SRSS方法组合鼓型滤网结构的各阶固有模态,并将多种地震波放大系数组成的包络线作为输入地震载荷,对1000 MW核电站重要厂用水(SEC)系统鼓型滤网结构进行了多种地震波输入的抗震计算。计算得到鼓型滤网应力最大响应发生在主轴与A型主辐条连接处,为69.75 MPa;位移最大响应发生在主横梁端部,为12.50 mm。按第三强度理论校核,强度满足抗震要求,但侧密封设计间隙(12 mm)小于位移最大响应,不满足抗震要求,需加大侧密封间隙以提高鼓型滤网抗震水平。
SEC drum-shaped filter structure in 1000 MW nuclear power plant was seismic analyzed by the seismic analysis method of response spectrum and the natural modes of each structure order combined using SRSS and the curves,and taking the amplify coefficient of several seismic waves as the input seismic load.The calculation results show that the maximal response for drum-shaped filter stress was 69.75 MPa at the connection between the main shaft and the A main spoke;the maximal response for displacement was 12.50 mm at the end of the main cross-beam.The strength meets the seismic requirement when checked by the third strength theory,but the limit of side sealing gap was 12 mm that did not meet the seismic requirement when the response value was bigger than the limit.To improve Seismic level of the drum-shaped,the side sealing gap should be increased.
SEC drum-shaped filter structure in 1000 MW nuclear power plant was seismic analyzed by the seismic analysis method of response spectrum and the natural modes of each structure order combined using SRSS and the curves,and taking the amplify coefficient of several seismic waves as the input seismic load.The calculation results show that the maximal response for drum-shaped filter stress was 69.75 MPa at the connection between the main shaft and the A main spoke;the maximal response for displacement was 12.50 mm at the end of the main cross-beam.The strength meets the seismic requirement when checked by the third strength theory,but the limit of side sealing gap was 12 mm that did not meet the seismic requirement when the response value was bigger than the limit.To improve Seismic level of the drum-shaped,the side sealing gap should be increased.
引文
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[3]李永安.西安脉冲堆抗震设计计算[J].核动力工程,2002,23(6):12-15.
[4]盛选禹,雒晓卫,傅激扬.反应堆主泵抗震强度的三维实体模型计算[J].核动力工程,2005,26(5):471-474.
[5]胡少卿,孙柏涛.核电站用三相异步电机的抗震力学性能计算分析[J].地震工程与工程振动,2006,26(6):133-137.
[6]Victor V Kostarev,Andrei V etrenko,Peter S Vasilyev.An advanced Seismic Analysis of an NPP PowerfulTurbogenerator on an Isolation Pedestal[J].NuclearEngineering and Design,2007,237:1315-1324.
[7]刘玉民,孙开明,张帆.核电站鼓型滤网设备抗地震设计研究[J].机械强度,1998,20(3):223-226.
[8]国家地震局.GB 50267-97核电厂抗震设计规范[S].1998.
[9]Nuclear Regulatory Commission.Combining ModalResponses and Spatial Components in Seismic ResponseAnalysis[S].Regulatory Guide 1.92,Rev.2,Washington,DC,2006.
[10]Nuclear Regulatory Commission.Damping Values forSeismic Design of Nuclear Power Plants[S].RegulatoryGuide 1.61,Rev.1,Washington,DC,2007.
[11]NRC.NRC Standard Review Plan[S].NUREG-0800.1989.
[12]ASME.Boiler and Pressure Vessel Code,SectionⅢ:Rules for Construction of Nuclear Power PlantComponents,Division 1,Subsection NC:Class 2Components[S].2004.
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