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| Refined analysis for damage catastrophe of shielding building of AP1000 nuclear reactor under sequence earthquake |
| WANG Dayang1,2, BAO Sihai1,2, CHEN Wanruo1,2, ZHU Yong1,2, ZHANG Yongshan1,2 |
1. School of Civil Engineering, Guangzhou University, Guangzhou 510006, China;
2. Research Center for Structural Mechanical Analysis and Testing, Guangzhou University, Guangzhou 510006, China |
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Abstract Taking the structure of the shield building of the AP1000 nuclear reactor as the research object, the damage assessment of the whole dynamic catastrophic behavior of the shield building is carried out under the action of single and sequential ground motions. Based on the concept of zoning, the shield building is divided into nine zones along the height direction (BS-1, BS-2, MS-1 ~ MS-7) and 24 sub-regions (C1 ~ C24) are divided with an interval of 15 ° along the ring direction. Under the action of sequence design and exceeding design earthquake, the dynamic catastrophic behavior and damage development of each refined sub-region are discussed in depth. The research shows that the damage and deformation characteristics of the shield building structure under the action of design, beyond design and even huge earthquake, are mainly shear-type damage. With the increase of PGA, the damage first extends to the ring belt direction of the height of the portal and then continues to extend up and down. The damage degree is the most serious in the ring belt of the gate portal, followed by the ring belt of the upper portal, and the base area and The area between the upper and lower openings, and finally the top water tank area; the aggravating effect of aftershock on the structural damage after the main earthquake is still concentrated in the damaged area, and the aggravating effect increases first and then decreases with the increase of ground motion PGA; the damage of the gate opening area directly affects the damage development of the shield plant, and the catastrophic behavior in this area should be described by the maximum damage value, and the rest areas can be described by the damage value The average value describes that the gate opening should be strengthened in the design.
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Received: 17 June 2020
Published: 15 January 2022
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[1] Kasuga Y, Kambayashi A, et al. Nonlinear Seismic Response of a PWR-type Reactor Building Simulated by a 3-D FEM Model[C]. Proceedings of the 12th WCEE, 2000, paper No. 1091.
[2] Daogang Lv, Yu Liu, Xiaojia Zeng. AP1000 Shield Building Dynamic Response for Different Water Levels of PCCWST Subjected to Seismic Loading Considering FSI[J]. Science and Technology of Nuclear Installations, 2015, 67: 8-15.
[3] 李小军, 王晓辉, 贺秋梅, 刘爱文. 非基岩核电厂结构地震响应振动台试验研究[J]. 核动力工程, 2017, 38(04): 31-35.
Li Xiaojun, Wang Xiaohui, He Qiumei, Liu Aiwen. Shaking table test study on seismic response of non-bedrock nuclear power plant structure [J]. Nuclear Power Engineering, 2017, 38(04): 31-35.
[4] 钱稼茹, 赵作周, 段安, 等. CNP1000核电厂安全壳1:10模型拟动力试验[J]. 土木工程学报, 2007, 40(6): 7-13.
Qian J.R., Zhao Z.Z, Duan A., et al. 1:10 model pseudo-dynamic test of CNP1000 nuclear power plant containment [J]. China Civil Engineering Journal, 2007, 40 (6): 7-13.
[5] 段安, 钱稼茹. CNP1000核电厂安全壳模型结构抗震安全分析[J]. 工程力学, 2009, 26(04): 153-157.
Duan A., Qian J.R., Seismic safety analysis of CNP1000 nuclear power plant containment model structure [J]. Engineering Mechanics, 2009, 26 (04): 153-157.
[6] 刘燕军,林皋,李建波,钟红.计算核电厂楼层反应谱的直接法及其对比分析[J].世界地震工程,2011,27(02):93-99.
Liu Y.J., Lin G., Li J.b., Zhong H., Direct method and comparative analysis for calculating the floor response spectrum of nuclear power plants [J] .World Earthquake Engineering, 2011,27 (02): 93-99.
[7] Wang D Y, Wu C Q, Zhang Y S. Elastic-plastic behavior of AP1000 nuclear island structure under mainshock-afteBShock sequences[J]. Annals of Nuclear Energy. 2018, 10: 1-17.
[8] Chen W. R., Zhang Y. S., Wang D. Y., Investigation on damage development of AP1000 nuclear power plant in strong ground motions with numerical simulation, Nuclear Engineering and Technology, 1669-1680
[9] S. Popvics, A numerical approach to the complete stress-strain curve of concrete, Cement Concr. Res. 3 (1973) 583e599.
[10] W.K. Yip, Generic form of stress-stain equations for concrete, Cement Concr. Res. 28 (1998) 499e508.
[11] Sidoroff, F. (1981) “Description of anisotropic damage application to elasticity.” Physical Non-linearities in Structural Analysis, 237-244.
[12] GB 50010-2010, 混凝土结构设计规范[S]. 北京: 中国建筑工业出版社, 2011.
GB 50010-2010, Code for design of concrete structures [S]. Beijing: China Building Industry Press, 2011.
[13] 汪天雷. 序列型地震下AP1000核岛结构动力响应与损伤演化分析[D]. 广州大学, 2019.
Wang T.L., Analysis of dynamic response and damage evolution of AP1000 nuclear island structure under sequential earthquakes [D]. Guangzhou University, 2019.
[14]GB50627-97, 核电厂抗震设计规范[S]. 北京: 中国计划出版社, 1998.
[15] U.S. Automic Energy Commission. Regulatory Guide1.60: Design Response Spectra for Seismic Design of Nuclear Plants[S]. 1973.
[16] Hatzigeorgiou G D. Ductility Demand Spectra for Multiple Near-and Far-fault Earthquakes[J]. Soil Dynamics and Earthquake Engineering, 2010, 30(4): 170-183.
[17]莊初立, 张永山, 汪大洋. 超设计地震作用下核岛结构三维震动响应与控制研究[J]. 振动与冲击, 2017, 36(16): 234-240.
Zhuang C.L., Zhang Y.S., Wang D.Y., Research on Three-dimensional Vibration Response and Control of Nuclear Island Structure under Ultra Design Earthquake [J]. Vibration and Shock, 2017, 36 (16): 234-240.
[18] Zhai C. H., Zheng Z., Li S., Xie L. L. Seismic analyses of a RCC building under mainshock–aftershock seismic sequences[J]. Soil Dynamic and Earthquake Engineering, 2015, 74: 46-55
[19] ABAQUS Ver. 6.16, Abaqus/CAE user's manual.
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