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二维饱和沉积盆地地震动响应非线性分析

张彦 程鹏 赵瑞斌 孟庆领 黄磊 刘中宪

张彦,程鹏,赵瑞斌,孟庆领,黄磊,刘中宪,2024. 二维饱和沉积盆地地震动响应非线性分析. 震灾防御技术,19(1):1−13. doi:10.11899/zzfy20240101. doi: 10.11899/zzfy20240101
引用本文: 张彦,程鹏,赵瑞斌,孟庆领,黄磊,刘中宪,2024. 二维饱和沉积盆地地震动响应非线性分析. 震灾防御技术,19(1):1−13. doi:10.11899/zzfy20240101. doi: 10.11899/zzfy20240101
Zhang Yan, Cheng Peng, Zhao Ruibin, Meng Qingling, Huang Lei, Liu Zhongxian. Nonlinear Seismic Response Analysis of Two-dimensional Depositional Basins[J]. Technology for Earthquake Disaster Prevention, 2024, 19(1): 1-13. doi: 10.11899/zzfy20240101
Citation: Zhang Yan, Cheng Peng, Zhao Ruibin, Meng Qingling, Huang Lei, Liu Zhongxian. Nonlinear Seismic Response Analysis of Two-dimensional Depositional Basins[J]. Technology for Earthquake Disaster Prevention, 2024, 19(1): 1-13. doi: 10.11899/zzfy20240101

二维饱和沉积盆地地震动响应非线性分析

doi: 10.11899/zzfy20240101
基金项目: 中国地震局地震工程与工程振动重点实验室重点专项(2020EEEVL0302);国家自然科学基金(52278516)
详细信息
    作者简介:

    张彦,女,生于1980年。硕士,工程师,实验师。主要从事岩土工程、地震工程工作。E-mail:zy_801010@163.com

    通讯作者:

    刘中宪,男,生于1982年。博士后,教授,博士生导师。主要从事地震工程与结构抗震方面的研究。E-mail:zhongxian1212@163.com

Nonlinear Seismic Response Analysis of Two-dimensional Depositional Basins

  • 摘要: 沉积盆地对地震动具有明显的放大效应。利用ABAQUS软件及二次开发平台,编写了基于Davidenkov骨架曲线的VUMAT子程序,对饱和沉积盆地进行了非线性反应模拟。建立不同基岩面坡度的二维T型沉积盆地,输入4条不同频谱特性及幅值的近断层地震波,研究不同盆地基岩面坡度、饱和介质特性、地震波强度等因素对沉积盆地非线性反应规律的影响。研究结果表明,地震波作用可造成饱和沉积盆地发生局部液化,地震波强度越大,液化区分布范围越广,地表处出现了永久塑性变形;地震波强度的增大导致地表土层发生液化的时间提前,且下层土的液化会减弱地震波的传播速度,导致上层地表土发生液化的时间延后;盆地内地表最不利位置随着基岩面坡度的增大逐渐向中心处移动,不同工况下速度峰值放大系数为1.18~3.33。
  • 图  1  二维沉积盆地模型

    Figure  1.  Two-dimensional sedimentary basin model

    图  2  输入地震动调幅记录

    Figure  2.  Input seismic amplitude modulation record

    图  3  地震波加速度反应谱

    Figure  3.  Seismic wave acceleration response spectrum

    图  4  VUMAT计算流程

    Figure  4.  VUMAT calculation flowchart

    图  5  节点控制边长(二维)

    Figure  5.  Node control side length(Two-dimensional)

    图  6  模型示意

    Figure  6.  Schematic diagram of the model

    图  7  试验与仿真孔压时程曲线对比

    Figure  7.  Comparison of experimental and simulated pore pressure time-histories

    图  8  滞回曲线

    Figure  8.  Hysteresis curves

    图  9  应变时程曲线

    Figure  9.  Strain time-history curves

    图  10  基岩面坡度为30°时孔压比分布

    Figure  10.  Distribution of pore pressure ratio with the slope of the bedrock surface of 30°

    图  11  基岩面坡度为45°时孔压比分布

    Figure  11.  Distribution map of pore pressure ratio with the slope of the bedrock surface of 45°

    图  12  基岩面坡度为60°时孔压比分布

    Figure  12.  Distribution map of pore pressure ratio with the slope of the bedrock surface of 60°

    图  13  测点水平向反应谱(集集WGK0.2 g,5%阻尼比)

    Figure  13.  Response spectrum of measurement points ①~⑦ in horizontal direction(Jiji WGK0.2 g, 5% damping ratio)

    图  14  测点竖向加速度反应谱(集集WGK0.2 g,5%阻尼比)

    Figure  14.  Measurement points ①~⑦ vertical direction acceleration response spectrum (Jiji WGK0.2 g, 5% damping ratio)

    表  1  场地模型参数

    Table  1.   Site model parameters

    位置层数厚度/mS波波速/(m·s−1网格类型密度/(kg·m−3弹性模量E/MPa静泊松比$ \mathrm{\vartheta } $动泊松比$ {\mathrm{\vartheta }}_{\mathrm{d}} $
    盆地内第1层30205.8CPE4 R2 1202310.4440.49
    第2层403001 8004530.4
    第3层304001 9008510.4
    盆地外2006002 0001 9200.334
    下载: 导出CSV

    表  2  模型参数

    Table  2.   Model parameter

    直径D/m 高度H/m 相对密度Dr 网格类型 单元数/个 天然孔隙比 初始有效围压/kPa 动剪应力比
    0.0391 0.08 0.5 C3 D8 R 96 0.885 100 1.05
    下载: 导出CSV

    表  3  子程序参数

    Table  3.   Subprogram parameters

    $ \rho $/(kg·m−3${V}_{{\rm{s}}}$/(m·s−1A/B$ {\mathrm{\vartheta }}_{\mathrm{d}} $/$ \mathrm{\vartheta } $$ {\gamma }_{0} $aC1/C2m/nk/b
    2 1200.081.02/0.360.49/0.4440.000 380.50.73/0.4750.43/0.620.002 5/0.5
    下载: 导出CSV

    表  4  仿真与试验对比

    Table  4.   Comparison between simulation and experiment

    对比结果 试验 仿真
    轴向应变峰/% 3.2 2.9
    破坏时间/s 70 71.4
    下载: 导出CSV
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出版历程
  • 收稿日期:  2023-11-07
  • 刊出日期:  2024-03-31

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