弱震情况下高土石坝坝料动力参数反演分析

王茂华; 迟世春; 相彪; 周雄雄

doi:10.11779/CJGE202002010

弱震情况下高土石坝坝料动力参数反演分析 English Version

王茂华^{1, 2,},
迟世春^{1, 2, ,},
相彪³,
周雄雄^{1, 2}

1.
大连理工大学海岸与近海工程国家重点实验室,辽宁　大连　116024
2.
大连理工大学建设工程学部水利工程学院工程抗震研究所,辽宁　大连　116024
3.
云南农业大学水利学院,云南　昆明　650201

基金项目:

国家重点研发计划项目 2016YFB0201001

详细信息

作者简介:
王茂华（1994— ）,男,博士研究生,主要从事高土石坝数值分析方面的研究工作。E-mail：wmhgryx1@163.com

通讯作者:
迟世春, E-mail：schchi@dlut.edu.cn

中图分类号: TU435
计量
- 文章访问数: 286
- HTML全文浏览量: 34
- PDF下载量: 134
出版历程
- 收稿日期: 2019-03-27
- 网络出版日期: 2022-12-07
- 刊出日期: 2020-01-31

Back analysis of dynamic parameters of high earth-rock dam materials under weak earthquakes

WANG Mao-hua^{1, 2,},
CHI Shi-chun^{1, 2, ,},
XIANG Biao³,
ZHOU Xiong-xiong^{1, 2}

1.
State Key Laboratory of Coastal and Offshore Engineering, Dalian University of Technology, Dalian 116024, China
2.
Institute of Earthquake Engineering, School of Hydraulic Engineering, Faculty of Infrastructure Engineering, Dalian University of Technology, Dalian 116024, China
3.
College of Water Resources and Hydraulic, Yunnan Agricultural University, Kunming 650201, China

摘要

摘要: 通过传递函数结合黏弹性人工边界模型实现了三维河谷地形下地震动的输入问题,不仅考虑了坝基相互作用和地基辐射阻尼的影响,而且较好地考虑了河谷地形的影响,保证了大坝动力计算的地震动输入的合理性。然后利用多输出支持向量机代替有限元计算,需要的样本数量相对较小,并且避免了传统单一支持向量机容易忽略监测数据间的相关性的问题,精度满足计算的要求,最后利用粒子群优化算法对反演参数进行优化选择。对糯扎渡心墙堆石坝动力参数的反演结果表明,测点加速度与实测值吻合较好。说明提出的方法是可行的,适用于弱震情况,可以为缺乏强震或震害资料的坝体动参数反演提供依据。最大动剪切模量系数C值与三轴试验方法和缩尺效应等有关,反演得到的堆石料最大剪切模量系数C值比室内动三轴试验值偏大,可以为室内试验值修正提供参考；并且由于受到上游蓄水的原因,反演得到上游堆石料最大动剪模量系数C值又比下游堆石料小40%左右,工程应用时室内试验值建议予以适当的修正。
- 弱震 /
- 动力参数 /
- 反演 /
- 黏弹性边界 /
- 传递函数 /
- 多输出支持向量机 /
- 粒子群算法
Abstract: In the case of weak earthquakes, a back analysis model considering interaction and radiation damping effects is proposed for dynamic parameters of earth-rock dams. In the model, the viscous-elastic artificial boundary combined with transfer function is used for achieving the wave motion input of valley topography, and the multiple output support vector machine (MSVM) and particle swarm optimization (PSO) are adopted. Using PSO to optimize the dynamic parameters of the dam can effectively get the optimal combination of parameters. The trained MSVM used to describe the mapping relationship between the model parameters and the acceleration reduces computing time of parametric inversion, avoiding the problem that the traditional single support vector machines easily ignore the correlation between monitoring data. The inversion results of Nuzhadu dam show that the calculated settlements agree well with the measured data. The proposed model is feasible in back-analysis of dynamic parameters of earth-rock dams. The study shows that the dynamic shear modulus coefficient C of the dam materials obtained from the indoor dynamic triaxial tests is small and should be revised.
- weak earthquake /
- dynamic parameter /
- back analysis /
- viscous-elastic boundary /
- transfer function /
- MSVM /
- PSO

HTML全文

图 1 三维一致黏弹性人工边界及边界单元

Figure 1. 3D consistent viscous-spring artificial boundaries and boundary unit

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图 2 有限带宽随机白噪声加速度时程及傅氏幅值谱

Figure 2. Acceleration-time curves and Fourier amplitude spectra of random white noise with limited band width

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图 3 模型底部顺河向输入加速度时程

Figure 3. Time histories of input stream direction acceleration at bottom of model

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图 4 河谷控制点顺河向实测和计算加速度时程和反应谱

Figure 4. Calculated and recorded time histories of stream direction acceleration and their response spectra at valley control point

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图 5 糯扎渡大坝简化的典型剖面图

Figure 5. Simplified typical section of Nuozhadu dam

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图 6 糯扎渡大坝三维有限元模型

Figure 6. 3D FEM of Nuozhadu dam

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图 7 每个训练好的MSVM的RMSE值

Figure 7. RMSE values of each trained MSVM

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图 8 坝顶T2测站实测和计算的加速度时程和反应谱

Figure 8. Calculated and recorded time histories of acceleration and their response spectra at T2 station of dam

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图 9 自由场T10测站实测和计算的加速度时程和反应谱

Figure 9. Calculated and recorded time histories of acceleration and their response spectra at T10 station of dam

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表 1 动力参数反演结果

Table 1 Back-analysis results of dynamic parameters

动力参数		心墙料	坝料分区
动力参数		心墙料	上游堆石料Ⅰ	上游堆石料Ⅱ	下游堆石料Ⅰ	下游堆石料Ⅱ
系数C	反演值	2661	2694	2300	4650	3555
系数C	室内试验值	1754	2455	2216	2455	2216
指数n	反演值	0.412	0.565	0.440	0.544	0.651
指数n	室内试验值	0.451	0.600	0.609	0.600	0.609

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表 2 坝体加速度放大倍数计算值与实测值对比

Table 2 Measured and calculated acceleration amplifications

方位	T2		T6		T7
方位	计算	实测	计算	实测	计算	实测
顺河向	3.48	3.36	1.53	2.06	1.78	2.03
竖向	2.93	3.18	2.45	2.57	1.59	1.53
横河向	2.12	1.66	1.83	1.17	2.47	1.74

下载: 导出CSV

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