18-5临界装置厂房楼层响应谱计算研究
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摘要
根据18-5临界装置某机柜抗震试验分析的要求,利用ANSYS大型通用有限元程序,建立临界装置厂房结构的有限元模型。在其地基处输入给定的位移时程,对结构进行动力分析,计算得到厂房结构中机柜位置处的位移时程、加速度时程等力学量。用该关键位置处的加速度时程计算其相应的加速度响应谱,分别给出了运行基准地震(OBE)和安全停堆地震(SSE)作用下该厂房标高3.50 m主控制室位置处阻尼比为2%、4%、5%和7%的楼层响应谱。
Background: Seismic test analysis of a cabinet in 18-5 citical device building is requried for safety inspection of zero power reactor,however,the floor response spectra at the height of 3.5 m where the cabinet is located are lacking.Purpose: For seismic test analysis of the cabinet in 18-5 citical device building,dynamic analysis is performed for the building,with the purpose to obtain the floor response spectra at the height of 3.5 m where the cabinet is located.Methods: The displacement time history and acceleration time history on the given height floor are calculated by using transient dynamic time history method with the software ANSYS under the load of foundation displacement time history,then acceleration response spectrum on the floor that the cabinet locates is calculated with the corresponding acceleration time history obtained on the cabinet floor.Results: The design floor response spectra under load OBE and SSE at the height of 3.5 m are offered with damping ratios of 2%,4%,5% and 7%,respectively.Conclusions: The design floor response spectra are credible and have been adopted by test analysis of the cabinet.
Background: Seismic test analysis of a cabinet in 18-5 citical device building is requried for safety inspection of zero power reactor,however,the floor response spectra at the height of 3.5 m where the cabinet is located are lacking.Purpose: For seismic test analysis of the cabinet in 18-5 citical device building,dynamic analysis is performed for the building,with the purpose to obtain the floor response spectra at the height of 3.5 m where the cabinet is located.Methods: The displacement time history and acceleration time history on the given height floor are calculated by using transient dynamic time history method with the software ANSYS under the load of foundation displacement time history,then acceleration response spectrum on the floor that the cabinet locates is calculated with the corresponding acceleration time history obtained on the cabinet floor.Results: The design floor response spectra under load OBE and SSE at the height of 3.5 m are offered with damping ratios of 2%,4%,5% and 7%,respectively.Conclusions: The design floor response spectra are credible and have been adopted by test analysis of the cabinet.
引文
1 ANSYS program user manual[Z]
2国家地震局,核电厂抗震设计规范[S].GB50267-97,1997-7-31China earthquake administration,code for seismic designof nuclear power plants[S].GB50267-97,1997-7-31
3 American society of mechanical engineers[S].Boiler andPressure Vessel Code,2010
2国家地震局,核电厂抗震设计规范[S].GB50267-97,1997-7-31China earthquake administration,code for seismic designof nuclear power plants[S].GB50267-97,1997-7-31
3 American society of mechanical engineers[S].Boiler andPressure Vessel Code,2010
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