超强地震作用下深厚覆盖层场地重力坝抗震安全研究

王伟; 梁辉; 范建朋; 郭胜山

doi:10.11899/zzfy20210411

超强地震作用下深厚覆盖层场地重力坝抗震安全研究

doi: 10.11899/zzfy20210411

王伟^1,,
梁辉^2, ,,
范建朋¹,
郭胜山²

1.
中国电建集团西北勘测设计研究院有限公司, 西安 710065
2.
中国水利水电科学研究院, 工程抗震研究中心, 北京 100048

详细信息

作者简介:
王伟，男，生于1974年。正高级工程师。主要从事水工设计相关工作。E-mail：943810253@qq.com

通讯作者:
梁辉，男，生于1991年。博士、工程师。主要从事水工结构抗震计算等研究。E-mail：1054305889@qq.com

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出版历程
- 收稿日期: 2021-03-22
- 刊出日期: 2021-12-31

Seismic Safety Evaluation of a Gravity Dam in Deep Overburden Site Under Super Strong Earthquakes

1.
PowerChina Northwest Engineering Corporation Limited, Shaanxi 710065, China
2.
China Institute of Water Resources and Hydropower Research, Beijing 100048, China

摘要

摘要: 本文通过成层状地基地震动输入计算方法得到覆盖层边界自由场运动，采用粘弹性边界，考虑地基辐射阻尼效应及坝体和地基的接触非线性，针对强震区深厚覆盖层场地重力坝开展线性和非线性动力时程分析研究，结合需求能力比DCR评估其抗震性能。由线弹性动力时程分析可知，在运行基准地震OBE作用下，重力坝坝体应力均在允许范围内，其抗滑稳定安全系数不能满足要求；由非线性动力分析可知，在OBE和最大设计地震MDE作用下，重力坝发生较大滑动位移。通过在重力坝坝体下游坝后回填土加强重力坝抗震稳定性，结果表明，下游坝后回填土可有效减小坝体滑动位移，加强其抗震稳定性。本文针对深厚覆盖层场地重力坝开展的抗震安全研究为抗震设计提供了科学依据，为强震区深厚覆盖层场地重力坝的抗震分析提供参考。
- 重力坝 /
- 覆盖层场地 /
- 地基辐射阻尼效用 /
- DCR /
- 线性和非线性动力时程
Abstract: Based on the method for calculating the seismic input of a layered foundation, the free field motion is obtained. The viscoelastic boundary is adopted to consider the radiation damping effect and the contact nonlinearity between dam and foundation is considered. The linear and nonlinear dynamic time history analysis of a gravity dam in strong earthquake area is carried out, and its seismic performance is evaluated based on demand capacity ratio. The linear elastic dynamic time history analysis shows that the stress of gravity dam body is within the allowable range under OBE, while its seismic stability safety coefficient cannot meet the requirements; the nonlinear dynamic analysis shows that under OBE and MDE, the gravity dam appears obvious sliding. Furthermore, the backfill behind the gravity dam downstream is considered to enhance the seismic stability of the gravity dam. The results show that the backfill behind the downstream dam can effectively reduce the sliding, and enhance its seismic stability. In this paper, the research on seismic safety of the gravity dam under overburden site provides a scientific basis for its seismic design, and also provides a reference for seismic analysis of gravity dams under overburden sites in strong earthquake area.
- Gravity dam /
- Overburden /
- Radiation damping effect /
- DCR /
- Linear and nonlinear dynamic time history

HTML全文

图 1 一维波动系统

Figure 1. One dimensional wave system

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图 2 接触压力-过盈曲线

Figure 2. Contact pressure-overclosure

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图 3 几何模型

Figure 3. Geometric model

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图 4 重力坝坝体-地基有限元计算模型

Figure 4. Finite element model of a gravity dam-foundation

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图 5 地震动输入模型

Figure 5. Seismic input model

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图 6 地震加速度时程

Figure 6. Earthquake acceleration time history

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图 7 最大主应力云图

Figure 7. The maximum principal stress nephogram

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图 8 最小主应力云图

Figure 8. The minimum principal stress nephogram

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图 9 坝顶位移时程计算结果

Figure 9. Displacement time history of dam crest

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图 10 滑动安全系数时程计算结果

Figure 10. Sliding safety factor time history

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图 11 OBE滑移量时程计算结果

Figure 11. Slippage time history under OBE

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图 12 MDE滑移量时程计算结果

Figure 12. Slippage time history under MDE

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图 13 坝后回填土坝体-地基几何模型

Figure 13. Geometric model of the dam with backfill

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图 14 坝后回填土坝体-地基有限元模型

Figure 14. Finite element model of the dam with backfill

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图 15 OBE滑移量时程计算结果

Figure 15. Slippage time history under OBE

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图 16 MDE滑移量时程计算结果

Figure 16. Slippage time history under MDE

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表 1 混凝土及地基材料参数

Table 1. Material parameters of concrete and foundation

材料	容重γ/kN·m⁻³	剪切模量G/MPa	泊松比$ \mu $	弹性模量E/MPa	摩擦角φ/°	容许承载力/kPa	抗压/抗拉强度/MPa
砼C20	24.0	12000	0.167	28000	－	12500	20/2.40
毛石砼 C12	24.0	9500	0.167	22000	－	7500	12/1.71
覆盖层	19.0	－	0.200	25	32.5	400	－
岩石	26.5	1800	0.275	4500	－	－	－

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表 2 各类接触面参数

Table 2. Parameters of contact surfaces

接触面	粘聚力c/kPa	摩擦角φ/°
砼-砼	0	45.0
砼-毛石砼	0	40.0
砼-覆盖层	0	28.8
毛石砼-覆盖层	0	28.8

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