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基于地震变形易损性的高土石坝抗震安全分析

靳聪聪, 迟世春, 聂章博

靳聪聪, 迟世春, 聂章博. 基于地震变形易损性的高土石坝抗震安全分析[J]. 岩土工程学报, 2020, 42(2): 334-343. DOI: 10.11779/CJGE202002015
引用本文: 靳聪聪, 迟世春, 聂章博. 基于地震变形易损性的高土石坝抗震安全分析[J]. 岩土工程学报, 2020, 42(2): 334-343. DOI: 10.11779/CJGE202002015
JIN Cong-cong, CHI Shi-chun, NIE Zhang-bo. Seismic safety analysis of high earth-rockfill dams based on seismic deformational fragility[J]. Chinese Journal of Geotechnical Engineering, 2020, 42(2): 334-343. DOI: 10.11779/CJGE202002015
Citation: JIN Cong-cong, CHI Shi-chun, NIE Zhang-bo. Seismic safety analysis of high earth-rockfill dams based on seismic deformational fragility[J]. Chinese Journal of Geotechnical Engineering, 2020, 42(2): 334-343. DOI: 10.11779/CJGE202002015

基于地震变形易损性的高土石坝抗震安全分析  English Version

基金项目: 

国家重点研发计划项目 2016YFB0201001

详细信息
    作者简介:

    靳聪聪(1987— ),男,河南开封人,博士研究生,从事高土石坝地震易损性及抗震风险研究工作。E-mail:jincong3623@mail.dlut.edu.cn

    通讯作者:

    迟世春, E-mail:schchi@dlut.edu.cn

  • 中图分类号: TV641

Seismic safety analysis of high earth-rockfill dams based on seismic deformational fragility

  • 摘要: 基于性能的地震易损性分析可有效估计地震作用下结构损害,是抗震安全评估的重要方法之一。以坝顶沉降最大值和坝顶横向水平位移最大值为性能参数,通过考虑坝址区域地震情况确定输入地震动数量,并提出采用性能参数突变点确定性能水平。首先,根据糯扎渡高土石坝坝址区域地震情况合理确定输入地震动数量,并采用改进PZC弹塑性模型和动力固结有限元程序SWANDYNE II进行高土石坝动力分析。以坝顶沉降最大值和坝顶横向水平位移最大值作为性能参数,通过对60条地震动的动力分析,确定性能水平。然后采用弹塑性模型-非线性方法进行动力分析,结合MSA方法得到各性能参数地震易损性曲线。通过分析性能参数平均值和标准差的变异系数与地震动数量的关系,确定地震动数量超过30条时,性能参数的平均值和标准差的变异系数基本不发生波动。最后,以地震易损性和地震危险性曲线确定糯扎渡高土石坝的抗震安全性,成果可为高土石坝抗震性能研究提供依据。
    Abstract: The performance-based seismic fragility analysis can effectively estimate structural damage under earthquake action and become one of the important methods for seismic safety assessment. The maximum settlement and the horizontal maximum displacement of the dam crest are taken as the performance parameters. It is proposed to consider the seismic situation of the dam site to determine the number of input ground motions. The performance levels are determined based on the catastrophe point of the performance parameters. Firstly, the ground motion of Nuozhadu earth-rockfill dam site is reasonably determined to be suitable for the ground motion of the high earth-rockfill dam, and the dynamic analysis is carried out by using the improved PZC elastoplastic constitutive model and the dynamic consolidation finite element program SWANDYNE II. By regarding the maximum settlement and the horizontal maximum displacement of the crest as the performance parameters, the performance level of the high earth-rockfill dam is determined through the dynamic analysis of 60 selected ground motions. The elastoplastic model-nonlinear method is used for dynamic analysis, and the MSA method is used to obtain the seismic fragility curve of the performance parameters. By analyzing the relationship between the variation coefficients of the average and standard deviations of performance parameters and the number of ground motions, it is determined that the variation coefficients of the average and standard deviations of performance parameters almost do not fluctuate when the number of ground motions exceeds 30. Finally, the seismic safety of Nuozhadu high earth-rockfill dam is determined by the results of seismic fragility and the seismic risk curve. The results may provide a basis for the researches on the seismic performance of high earth-rockfill dams.
  • 图  1   60条地震波的分布图及加速度反应谱曲线

    Figure  1.   PGA distribution and acceleration spectrum curves of 60 earthquakes

    图  2   大坝有限元模型

    Figure  2.   Finite element model for dam

    图  3   高土石坝性能参数统计及趋势

    Figure  3.   Statistics and trends of performance parameters of high earth-rock dam

    图  4   坝顶沉降最大值与PGA关系的MSA水平条带

    Figure  4.   MSA level bands under relationship between maximum settlement of dam crest and PGA

    图  5   坝顶横向水平位移最大值与PGA关系的MSA水平条带

    Figure  5.   MSA level bands under relationship between horizontal maximum displacement of dam crest and PGA

    图  6   地震易损性曲线

    Figure  6.   Curves of earthquake fragility

    图  7   不同地震波数量下坝顶沉降量最大值的平均值变异系数

    Figure  7.   Mean coefficients of variation of maximum settlement of dam crest under different earthquake records

    图  8   不同地震波数量下坝顶沉降量最大值的标准值变异系数

    Figure  8.   Standard coefficients of variation of maximum settlement of dam crest under different earthquake records

    图  9   不同地震波数量下坝顶横向水平位移最大值的标准值变异系数

    Figure  9.   Mean coefficients of variation of horizontal maximum displacement of dam crest under different earthquake records

    图  10   不同地震波数量下坝顶横向水平位移最大值的标准差.变异系数

    Figure  10.   Standard coefficients of variation of horizontal maximum displacement of dam crest under different earthquake records

    图  11   坝址区地震危险性曲线

    Figure  11.   Seismic hazard curve of dam site

    图  12   高土石坝性能参数的年超越概率

    Figure  12.   Annual excess probability of performance parameters of high earth-rockfill dam

    表  1   历史破坏性地震统计表

    Table  1   Statistics of historical destructive earthquakes  (次)

    震级分档4.7≤M<55≤M<66≤M<77≤M<8
    地震数量3661226
    下载: 导出CSV

    表  2   地震动选择数量

    Table  2   Selected number of ground motion  (次)

    震级分档4.7≤M<55≤M<66≤M<77≤M<8
    地震数量1828113
    下载: 导出CSV

    表  3   改进PZC模型参数

    Table  3   Parameters of improved PZC model

    堆石料KoGoαfαgMfcMgcH0Hu0γγumgmbγdenβHeΓλcζ
    8205100.450.451.251.71400150010525220150.360.0150.63
    心墙料KoGoαMcH0μγmmbγdenβHeΓλc    
    1501240.451.230020010150.3550.003    
    下载: 导出CSV

    表  4   坝址场地的地震动危险性参数

    Table  4   Hazard parameters of ground motion of site

    概 率50 a超越概率100 a超越概率
    10%5%2%1%
    年超越概率2.1×10-31.03×10-32.02×10-41.005×10-4
    回归期/a47597549509950
    峰值加速度/g0.1130.150.2830.345
    下载: 导出CSV

    表  5   100 a内坝顶沉降最大值安全概率

    Table  5   Maximum safety probabilities of maximum settlement of dam crest in 100 years

    最大沉降/m0.41.02.7
    概率/%80.5417.981.48
    下载: 导出CSV

    表  6   100 a内坝顶横向水平位移最大值安全概率

    Table  6   Maximum safety probabilities of horizontal maximum displacement of dam crest in 100 years

    水平位移最大值/m0.10.31.0
    概率/%74.9323.491.58
    下载: 导出CSV
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出版历程
  • 收稿日期:  2019-04-07
  • 网络出版日期:  2022-12-07
  • 刊出日期:  2020-01-31

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