CNP1000核电厂安全壳1:10模型拟动力试验
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摘要
由半球形穹顶、筒体和2根扶壁柱组成的预应力混凝土安全壳是我国最新开发的CNP1000先进核电厂的标志建筑物。为验证其在峰值加速度为0.2 g的设计地震水平SL-2工况下的安全,为该安全壳的技术系统集成提供模型结构动态试验依据,完成了该安全壳一个11∶0预应力混凝土模型的单自由度拟动力试验。试验分两个阶段,加载方向分别与安全壳的扶壁柱连线垂直和一致;在有限元分析的基础上,确定了两个阶段试验单自由度体系的理论质量。采用人工波作为地震输入;每个阶段分别进行3个工况试验,地震峰值加速度分别为1 g、2 g和3 g,根据相似关系,对应于实体结构分别为0.1 g、0.2 g和0.3 g;模型结构阻尼比分别取为0.02、0.05和0.05。结果表明,在峰值加速度2 g地震作用下,筒体底部个别测点达到混凝土开裂应变,模型等效抗侧刚度降低仅5%;在峰值加速度3 g地震作用下,除筒体底部外的筒壁测点的应变都小于混凝土开裂应变,模型等效抗侧刚度降低约14%,结构处于弹性阶段。半球形穹顶安全壳具有大的抗震安全储备。
CNP1000 is the latest developed nuclear power plant in China.The pre-stressed concrete containment vessel(PCCV),consisting of a semi-spherical dome,a cylinder and two buttresses,is a symbolic structure for CNP1000.In order to verify the seismic safety of this new type of PCCV under the design earthquake level of SL-2(peak acceleration 0.2 g)and to provide the dynamic test data for earthquake resistant design of the structure and technical integration of the PCCV,a series of single-degree of freedom(SDOF)pseudo-dynamic tests of a 1∶10 model were carried out.Based on the loading direction,the test was carried out in two stages.For test stage 1,the loading was applied perpendicular to the connection line of the two buttresses,and for test stage 2 the loading was applied along the connection line of the two buttresses.Theoretical mass of the SDOF system for each test stage was determined based on finite element analysis of the test model.An artificial earthquake wave was employed as the input.There were three load cases for each test stage with the peak acceleration being 1 g,2 g and 3 g,respectively,corresponding to 0.1 g,0.2 g and 0.3 g for the prototype PCCV structure,and the corresponding damping ratio of the test model was assumed to be 0.02,0.05 and 0.05,respectively.The test results indicate that under earthquake excitation of a peak acceleration 2 g(corresponding to design earthquake level SL-2),the tensile strain at some concrete monitoring points near the fixed bottom of the model reached cracking level.The equivalent lateral stiffness of the model is decreased by 5% of its initial value.When the peak acceleration was 3 g,the maximum principal tensile strains at monitoring points on the cylinder,except the monitoring points near the bottom,were less than the cracking strain.The equivalent lateral stiffness of the model is decreased by 14% of its initial value.The test PCCV model as a whole was within the elastic range.The PCCV with semi-spherical dome has sufficient seismic resisting safety.
CNP1000 is the latest developed nuclear power plant in China.The pre-stressed concrete containment vessel(PCCV),consisting of a semi-spherical dome,a cylinder and two buttresses,is a symbolic structure for CNP1000.In order to verify the seismic safety of this new type of PCCV under the design earthquake level of SL-2(peak acceleration 0.2 g)and to provide the dynamic test data for earthquake resistant design of the structure and technical integration of the PCCV,a series of single-degree of freedom(SDOF)pseudo-dynamic tests of a 1∶10 model were carried out.Based on the loading direction,the test was carried out in two stages.For test stage 1,the loading was applied perpendicular to the connection line of the two buttresses,and for test stage 2 the loading was applied along the connection line of the two buttresses.Theoretical mass of the SDOF system for each test stage was determined based on finite element analysis of the test model.An artificial earthquake wave was employed as the input.There were three load cases for each test stage with the peak acceleration being 1 g,2 g and 3 g,respectively,corresponding to 0.1 g,0.2 g and 0.3 g for the prototype PCCV structure,and the corresponding damping ratio of the test model was assumed to be 0.02,0.05 and 0.05,respectively.The test results indicate that under earthquake excitation of a peak acceleration 2 g(corresponding to design earthquake level SL-2),the tensile strain at some concrete monitoring points near the fixed bottom of the model reached cracking level.The equivalent lateral stiffness of the model is decreased by 5% of its initial value.When the peak acceleration was 3 g,the maximum principal tensile strains at monitoring points on the cylinder,except the monitoring points near the bottom,were less than the cracking strain.The equivalent lateral stiffness of the model is decreased by 14% of its initial value.The test PCCV model as a whole was within the elastic range.The PCCV with semi-spherical dome has sufficient seismic resisting safety.
引文
[1]Toshihiko Hirama,Masashi Goto,Keiji Shiba,et al.Seismicproof test of a reinforced concrete containment vessel Part2:Result of shaking table tests[J].Nuclear Engineering andDesign,2005,235(13):1349-1371
[2]Dameron R A,Rashid Y R,Hessheimer M F,et al.Posttest analysis of a 1:4-scale pre-stressed concrete con-tainment vessel mode[l R]//Proceedings of 17th InternationalConference on Structural Mechanics in Reactor Technology.Praque:International Association for Structural Mechanics inReactor Technology,2003
[3]束伟农,徐海翔,王永焕,等.先进核电厂安全壳结构模型试验研究[J].工业建筑,2001,31(9):33-35(ShuWeinong,Xu Haixiang,Wang Yonghuan,et al.Experi-mental research on advanced containment model of nuclearpower plan[t J].Industrial Construction,2001,31(9):33-35(in Chinese))
[4]陈勤,钱稼茹.内压荷载下安全壳1:10模型结构非线性有限元分析[J].工程力学,2002,19(6):73-77(ChenQin,Qian Jiaru.Nonlinear finite element analysis of 1:10containment model structure subjected to internal pressure[J].Engineering Mechanics,2002,19(6):73-77(inChinese))
[5]邱法维,钱稼茹,陈志鹏.结构抗震试验方法[M].北京:科学出版社,2000(Qiu Fawei,Qian Jiaru,Chen Zhipeng.Experimental methods for earthquake resistance ofstructures[M].Beijing:Science Press,2000(in Chinese))
[6]王娴明.建筑结构试验[M].北京:清华大学出版社,2000(Wang Xianming.Tests for building structures[M].Beijing:Tsinghua University Press,2000(in Chinese))
[7]林松涛,谢永金,程大业,等.CNP1000安全壳结构动态试验模型制作竣工报告[R].北京:清华大学,2006(LinSongtao,Xie Yongjin,Cheng Daye,et al.Report onconstruction of the dynamic test model of CNP1000containment[R].Beijing:Tsinghua University,2006(inChinese))
[8]Computer&Structures,Inc.SAP2000 Linear and nonlinearstatic and dynamic analysis and design of three-dimensionalstructures,Basic analysis reference manual[M].Berkeley:Computer&Structures,Inc.,2005
[9]过镇海.混凝土的强度与本构关系——原理与应用[M].北京:中国建筑工业出版社,2004(Guo Zhenhai.Strengthand constitutive relationship of concrete-Principle andapplication[M].Beijing:China Architecture&BuildingPress,2004(in Chinese))
[10]夏祖讽,王明弹.CNP1000安全壳结构动态试验设计任务书[R].北京:清华大学,2005(Xia Zufeng,Wang Mingtan.Design requirements of dynamic test model of CNP1000containment[R].Beijing:Tsinghua University,2005(inChinese))
[11]GB50010—2002混凝土结构设计规范[S](GB50010—2002 Code for design of concrete structures[S](in Chinese))
[2]Dameron R A,Rashid Y R,Hessheimer M F,et al.Posttest analysis of a 1:4-scale pre-stressed concrete con-tainment vessel mode[l R]//Proceedings of 17th InternationalConference on Structural Mechanics in Reactor Technology.Praque:International Association for Structural Mechanics inReactor Technology,2003
[3]束伟农,徐海翔,王永焕,等.先进核电厂安全壳结构模型试验研究[J].工业建筑,2001,31(9):33-35(ShuWeinong,Xu Haixiang,Wang Yonghuan,et al.Experi-mental research on advanced containment model of nuclearpower plan[t J].Industrial Construction,2001,31(9):33-35(in Chinese))
[4]陈勤,钱稼茹.内压荷载下安全壳1:10模型结构非线性有限元分析[J].工程力学,2002,19(6):73-77(ChenQin,Qian Jiaru.Nonlinear finite element analysis of 1:10containment model structure subjected to internal pressure[J].Engineering Mechanics,2002,19(6):73-77(inChinese))
[5]邱法维,钱稼茹,陈志鹏.结构抗震试验方法[M].北京:科学出版社,2000(Qiu Fawei,Qian Jiaru,Chen Zhipeng.Experimental methods for earthquake resistance ofstructures[M].Beijing:Science Press,2000(in Chinese))
[6]王娴明.建筑结构试验[M].北京:清华大学出版社,2000(Wang Xianming.Tests for building structures[M].Beijing:Tsinghua University Press,2000(in Chinese))
[7]林松涛,谢永金,程大业,等.CNP1000安全壳结构动态试验模型制作竣工报告[R].北京:清华大学,2006(LinSongtao,Xie Yongjin,Cheng Daye,et al.Report onconstruction of the dynamic test model of CNP1000containment[R].Beijing:Tsinghua University,2006(inChinese))
[8]Computer&Structures,Inc.SAP2000 Linear and nonlinearstatic and dynamic analysis and design of three-dimensionalstructures,Basic analysis reference manual[M].Berkeley:Computer&Structures,Inc.,2005
[9]过镇海.混凝土的强度与本构关系——原理与应用[M].北京:中国建筑工业出版社,2004(Guo Zhenhai.Strengthand constitutive relationship of concrete-Principle andapplication[M].Beijing:China Architecture&BuildingPress,2004(in Chinese))
[10]夏祖讽,王明弹.CNP1000安全壳结构动态试验设计任务书[R].北京:清华大学,2005(Xia Zufeng,Wang Mingtan.Design requirements of dynamic test model of CNP1000containment[R].Beijing:Tsinghua University,2005(inChinese))
[11]GB50010—2002混凝土结构设计规范[S](GB50010—2002 Code for design of concrete structures[S](in Chinese))
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