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首页> 外文期刊>Soils and foundations >BEHAVIOUR OF PILE GROUP BEHIND A SHEET PILE QUAY WALL SUBJECTED TO LIQUEFACTION-INDUCED LARGE GROUND DEFORMATION OBSERVED IN SHAKING TEST IN E-DEFENSE PROJECT
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BEHAVIOUR OF PILE GROUP BEHIND A SHEET PILE QUAY WALL SUBJECTED TO LIQUEFACTION-INDUCED LARGE GROUND DEFORMATION OBSERVED IN SHAKING TEST IN E-DEFENSE PROJECT

机译：电子防御项目振动试验中液化引起大地基变形的板桩码头墙后的桩组行为

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References(28) Cited-By(2) This paper aims to illustrate a large-scale test on a pile group and a sheet pile quay wall which were subjected to liquefaction-induced large ground deformation. The sheet pile quay wall was displaced laterally and the 2×3 pile group was forced by the flow of liquefied soil. This experiment was conducted in March 2006 at the National Research Institute for Earth Science and Disaster Prevention (NIED), Hyogo Earthquake Engineering Research Center, Japan. Liquefaction-induced lateral spreading was achieved, and soil moved laterally about 1.1 m behind the sheet pile quay wall. Lateral soil displacement was measured by the inclinometers, and results were in close agreement with the directly observed values. Soil lateral displacement and velocity of soil flow decreased as the distance from the quay wall increased toward the landside. Bending strain records were able to explain the damages to the piles, yielding at the top and buckling at the middle height. Lateral force of the liquefied soil exerted on the piles was obtained using earth pressure (EP) sensors and it is shown that rear row piles (close to the quay wall) received larger lateral forces than front row piles (far from the quay wall). This behaviour is explained by the distribution of displacement and velocity of the liquefied soil throughout the shaking. In addition, the lateral soil force was back calculated from strain gauge data and the results are compared with the ones directly measured by the EP sensors. Then, the limitations and advantages of the back-calculation approach are elaborated in this study. Moreover, the time history of lateral soil force showed no correlation with either soil or pile displacements, while it demonstrated a fairly close correlation with the relative velocity until a specific time. This interesting finding would confirm the rate-dependent behaviour of the liquefied soil, though more data from large scale experiments, field testing and centrifuge model tests are needed in this regard.
机译：参考文献（28）Cited-By（2）本文旨在对液化引起的大地面变形的桩组和板桩码头墙进行大规模试验。板桩码头的墙向侧面移动，而2×3桩组在液化土壤流的作用下受力。该实验于2006年3月在日本兵库地震工程研究中心的国立地球科学与防灾研究所（NIED）进行。液化引起的横向扩展得以实现，土壤在板桩码头壁后方约1.1 m处横向移动。用测斜仪测量土壤的横向位移，其结果与直接观测的值非常吻合。随着距码头壁向陆地的距离增加，土壤侧向位移和土壤流速降低。弯曲应变记录能够解释桩的损坏，在顶部屈服，在中间高度屈曲。使用土压力（EP）传感器获得施加在桩上的液化土壤的侧向力，结果表明，后排桩（靠近码头壁）比前排桩（远离码头壁）承受更大的侧向力。这种现象可以通过整个振动过程中液化土壤的位移和速度分布来解释。此外，从应变仪数据反算了土壤侧向力，并将其结果与由EP传感器直接测量的结果进行了比较。然后，在本研究中阐述了反向计算方法的局限性和优势。此外，横向土力的时间历程与土体或桩的位移均无相关性，而在特定时间之前，其与相对速度具有相当密切的相关性。这个有趣的发现将证实液化土壤的速率依赖性行为，尽管在这方面还需要来自大规模实验，现场测试和离心模型测试的更多数据。

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