地震研究

针对我国西部水利工程结构面临的地震安全问题,特别是混凝土高拱坝的抗震安全设计,以小湾水电站混凝土高拱坝为研究对象,进行了库水-淤砂层-坝体-坝基体系的耦合动力分析,同时考虑了复杂的坝基地形、正常蓄水位的库水以及常年运行而堆积的淤沙层的影响。主要内容有:①基于传递矩阵法及二维有限元,实现了复杂峡谷地形的自由场计算; ②基于水-饱和多孔介质-固体的统一计算框架,实现了库水-淤沙层-坝体-坝基体系的三维地震响应分析算法。最后,分别以脉冲波和地震波作为输入,探讨了小湾拱坝的地震响应规律及库水淤沙层对拱坝地震响应的影响。结果表明:坝体顶部中心区域会承受较大的拉、压应力; 而库水底部淤砂层对坝体的位移及应力影响并不显著。

Aiming at the seismic safety problems confronting the hydraulic engineering structures in western China,especially the aseismic design of high concrete arch dams,this paper makes a case study of the concrete high arch dam of Xiaowan Hydropower Station,carries out the coupled dynamic analysis of the water-sediment-dam-foundation system of the reservoir,and considers the effects of the complex topography,the reservoir water at the normal storage level,and the sediment due to the year-round operation.The main contents include:① The free field calculation of complex canyon terrain based on the transfer matrix method and 2D FEM of coupled system of reservoir water-sediment-base; ②The 3D seismic analysis algorithm of the reservoir water-sediment-foundation-dam system based on the unified framework of fluid-saturated porous media-solid.Finally,this paper discusses the seismic response laws of the arch dam and the influence of the sediments on the results under the action of the loads of impulse wave and seismic wave,respectively.The results show that the central part of the dam crest will bear larger tensile and compressive stress,while the sediment does not have a significant effect on the displacement and stress of the dam.

引言
1 基本原理
2 小湾拱坝地震响应分析研究
3 结论

图1 库水-淤砂层-坝体-坝基体系的波动散射问题分解<br/>Fig.1 Decomposition of wave scattering for water-sediment-dam-foundation system

图1 库水-淤砂层-坝体-坝基体系的波动散射问题分解
Fig.1 Decomposition of wave scattering for water-sediment-dam-foundation system

图2 库水-淤砂层-坝体-坝基体系自由场分解(a)及计算步骤(b)示意图<br/>Fig.2 Schematic diagrams of the free field decomposition(a)and the calculation steps(b)of water-sediment-dam-foundation system

图2 库水-淤砂层-坝体-坝基体系自由场分解(a)及计算步骤(b)示意图
Fig.2 Schematic diagrams of the free field decomposition(a)and the calculation steps(b)of water-sediment-dam-foundation system

图3 三维峡谷河流地形模型及其前、后边界(a),以及二维和三维河道中心处波场对比图(b)<br/>Fig.3 3D model of canyon terrain and its front and back boundaries(a)and comparisonof 2D and 3D wavefields at the center of the river(b)

图3 三维峡谷河流地形模型及其前、后边界(a),以及二维和三维河道中心处波场对比图(b)
Fig.3 3D model of canyon terrain and its front and back boundaries(a)and comparisonof 2D and 3D wavefields at the center of the river(b)

图4 小湾拱坝计算模型(a)、库水-淤砂层-坝体-坝基有限元模型(b)及坝体有限元模型及观测点(c)<br/>Fig.4 Computational model of Xiaowan Dam(a),FEM of reservoir-sediment-dam-foundation(b)and FEM of the dam and its observation points(c)[KH*2D]

图4 小湾拱坝计算模型(a)、库水-淤砂层-坝体-坝基有限元模型(b)及坝体有限元模型及观测点(c)
Fig.4 Computational model of Xiaowan Dam(a),FEM of reservoir-sediment-dam-foundation(b)and FEM of the dam and its observation points(c)[KH*2D]

表1 材料力学特性参数表<br/>Tab.1 Mechanical parameters of the materials

表1 材料力学特性参数表
Tab.1 Mechanical parameters of the materials

图5 库水-淤砂层-坝体-坝基体系有限元模型分区示意图<br/>Fig.5 Schematic diagram of the FEM of the partitioned water-sediment-dam-foundation system

图5 库水-淤砂层-坝体-坝基体系有限元模型分区示意图
Fig.5 Schematic diagram of the FEM of the partitioned water-sediment-dam-foundation system

图6 单位脉冲波时程(a)及频谱图(b)<br/>Fig.6 Time history(a)and spectrum(b)of the unit pulse wave

图6 单位脉冲波时程(a)及频谱图(b)
Fig.6 Time history(a)and spectrum(b)of the unit pulse wave

图7 脉冲波输入下坝体A(a)、B(b)、C(c)、D(d)和E(e)观测点的位移响应<br/>Fig.7 Displacement histories of the monitoring points A(a),B(b),C(c),D(d)and E(e)of the dam when inputting the pluse wave

图7 脉冲波输入下坝体A(a)、B(b)、C(c)、D(d)和E(e)观测点的位移响应
Fig.7 Displacement histories of the monitoring points A(a),B(b),C(c),D(d)and E(e)of the dam when inputting the pluse wave

图8 A(a)、D(b)、E(c)观测点的位移放大系数<br/>Fig.8 Amplification factors of the displacement for monitoring points A(a),D(b)and E(c)

图8 A(a)、D(b)、E(c)观测点的位移放大系数
Fig.8 Amplification factors of the displacement for monitoring points A(a),D(b)and E(c)

图9 目标设计谱与选取地震波反应谱(a)及 Iwate_Japan地震记录(b)<br/>Fig.9 Target design spectrum and response spectrums of records(a)and Iwate_Japan seismic records(b)

图9 目标设计谱与选取地震波反应谱(a)及 Iwate_Japan地震记录(b)
Fig.9 Target design spectrum and response spectrums of records(a)and Iwate_Japan seismic records(b)

图10 地震波输入下坝体A(a)、B(b)、C(c)、D(d)和E(e)观测点的位移响应<br/>Fig.10 Seismic response of monitoring points A(a),B(b),C(c),D(d)and E(e)of the dam when inputting the earthquake ground motion

图10 地震波输入下坝体A(a)、B(b)、C(c)、D(d)和E(e)观测点的位移响应
Fig.10 Seismic response of monitoring points A(a),B(b),C(c),D(d)and E(e)of the dam when inputting the earthquake ground motion

图11 不考虑(a)和考虑(b)淤砂层时坝体最大和最小主应力包络图<br/>Fig.11 Maximum or minimum stress envelope of the dam without involving sediment(a)and involving sediment(b)

图11 不考虑(a)和考虑(b)淤砂层时坝体最大和最小主应力包络图
Fig.11 Maximum or minimum stress envelope of the dam without involving sediment(a)and involving sediment(b)

表2 坝体各点最大、最小主应力<br/>Tab.2 Maximum and minimum stresses at themonitoring points of the dam

表2 坝体各点最大、最小主应力
Tab.2 Maximum and minimum stresses at themonitoring points of the dam

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备注

引言

1 基本原理

2 小湾拱坝地震响应分析研究

3 结论

期刊信息