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桩-土-钢、砼结构动力相互作用试验对比研究

余佳科 景立平 王展 陆新宇 齐文浩

余佳科,景立平,王展,陆新宇,齐文浩,2024. 桩-土-钢、砼结构动力相互作用试验对比研究. 震灾防御技术,19(1):151−159. doi:10.11899/zzfy20240115. doi: 10.11899/zzfy20240115
引用本文: 余佳科,景立平,王展,陆新宇,齐文浩,2024. 桩-土-钢、砼结构动力相互作用试验对比研究. 震灾防御技术,19(1):151−159. doi:10.11899/zzfy20240115. doi: 10.11899/zzfy20240115
Yu Jiake, Jing Liping, Wang Zhan, Lu Xinyu, Qi Wenhao. Comparative Experimental Study on Dynamic Interaction of Piles-Soil-Steel and Piles-Soil-Concrete Structures[J]. Technology for Earthquake Disaster Prevention, 2024, 19(1): 151-159. doi: 10.11899/zzfy20240115
Citation: Yu Jiake, Jing Liping, Wang Zhan, Lu Xinyu, Qi Wenhao. Comparative Experimental Study on Dynamic Interaction of Piles-Soil-Steel and Piles-Soil-Concrete Structures[J]. Technology for Earthquake Disaster Prevention, 2024, 19(1): 151-159. doi: 10.11899/zzfy20240115

桩-土-钢、砼结构动力相互作用试验对比研究

doi: 10.11899/zzfy20240115
基金项目: 中国地震局工程力学研究所基本科研业务费专项(2019B10)
详细信息
    作者简介:

    余佳科,男,生于1997年。硕士研究生。主要从事桩-土-结构相互作用方面研究。E-mail:928665173@qq.com

    通讯作者:

    景立平,男,生于1963年。博士,研究员。主要从事岩土工程和工程地震方面的研究。E-mail:jing_liping@126.com

Comparative Experimental Study on Dynamic Interaction of Piles-Soil-Steel and Piles-Soil-Concrete Structures

  • 摘要: 为了分析不同上部结构-桩-土相互作用规律,分别进行了钢框架结构-桩-土模型和混凝土结构-桩-土模型的振动台试验,并对试验模型进行了相应的有限元数值模拟分析。试验采用三维叠层剪切模型箱,土体为均匀粉质黏土,钢结构和混凝土结构模型为简化的3层框架结构,桩基为3×3根群桩,桩径为10 cm,桩长为200 cm,输入为人工地震动时程,按时间相似比压缩1/5。振动台对比试验结果表明,相同几何尺寸的结构试验模型,混凝土结构的整体刚度大于钢结构,因此振动频率大于钢结构;相同地震作用下,钢框架结构模型加速度反应明显大于混凝土结构,桩身加速度放大系数前者为后者1.15~1.2倍,上部结构可达2倍,钢框架结构模型反应谱的卓越周期更长。有限元数值模拟的结果定性地验证了试验结果的合理性。
  • 图  1  结构模型

    Figure  1.  Structure model

    图  2  压缩1/5的人工地震动时程与反应谱

    Figure  2.  Compressed 1/5 earthquake motion time history and response spectrum

    图  3  数值模拟模型

    Figure  3.  Numerical simulation model

    图  4  不同输入幅值下结构3、4层实测加速度反应谱

    Figure  4.  Response spectra with different input amplitudes

    图  5  压缩1/5的天然地震动时程与反应谱

    Figure  5.  Compressed 1/5 earthquake motion time history and response spectrum

    图  6  各工况加速度反应谱对比

    Figure  6.  Comparison of acceleration response spectrum of working conditions

    图  7  桩身内力分布图

    Figure  7.  Internal force distribution of pile shaft

    图  8  桩顶位移时程

    Figure  8.  Time history of pile top displacement

    图  9  桩身相对变形

    Figure  9.  Relative deformation of pile shaft

    图  10  上部结构相对位移

    Figure  10.  Relative displacement of superstructure

    表  1  土体参数

    Table  1.   Soil parameters

    结构模型深度/m土样密度/(g·cm−3最大动剪切模量/MPa剪切波速/(m·s−1
    钢框架模型2.151.8081.664212.9
    混凝土模型2.301.8081.664212.9
    下载: 导出CSV

    表  2  结构模型振动特性

    Table  2.   Measurement of vibration characteristics of model structure by white noise method

    结构模型长轴方向频率/Hz短轴方向频率/Hz阻尼比/%
    混凝土模型20.6717.755.57
    钢结构模型4.955.735.80
    下载: 导出CSV

    表  3  上部结构自振周期

    Table  3.   Natural vibration period of superstructure

    结构模型1阶/Hz2阶/Hz3阶/Hz
    混凝土模型16.17519.37926.016
    钢结构模型5.1615.2489.118
    下载: 导出CSV

    表  4  均方根加速度放大系数对比

    Table  4.   Amplification factor of root mean square acceleration

    测点位置0.05 g工况0.1 g工况
    钢框架结构混凝土结构钢框架结构混凝土结构
    试验计算试验计算试验计算试验计算
    S46.2685.5962.6922.6395.9405.7022.4242.640
    S34.6633.8462.0272.0124.4063.9171.8292.013
    S23.0112.5071.6601.4552.8102.5281.5141.456
    Z51.4891.2951.2761.2311.3171.2951.1671.232
    Z41.3061.2041.0971.1681.2001.2051.0191.169
    Z31.2761.1211.1431.0991.2491.1211.0751.099
    Z21.2091.0381.1561.0311.1751.0381.0951.031
    Z11.0001.0001.0001.0001.0001.0001.0001.000
    下载: 导出CSV
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出版历程
  • 收稿日期:  2022-09-17
  • 刊出日期:  2024-03-31

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