陆架斜坡对内孤立波的动力响应特性试验研究

李逸冰; 刘乐军; 高珊; 张毅; 熊学军

doi:10.12284/hyxb2021001

陆架斜坡对内孤立波的动力响应特性试验研究

doi: 10.12284/hyxb2021001

李逸冰^1,,
刘乐军^1, ,,
高珊¹,
张毅²,
熊学军¹

1.
自然资源部第一海洋研究所海洋工程环境研究中心，山东青岛 266061
2.
中国海洋大学海洋环境与工程学院，山东青岛 266100

基金项目: 全球变化与海气相互作用专项（GASI-GEOGE-05-03）；国家自然科学基金面上项目（4876061）

详细信息

作者简介:
李逸冰（1996—），男，山东省潍坊市人，从事海洋灾害地质与工程地质方面研究。E-mail：yibing_l@163.com

通讯作者:
刘乐军，男，研究员，主要从事海洋灾害地质与工程地质方面研究。E-mail：liulj@fio.org.cn

中图分类号: P731.2
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- 被引次数: 0
出版历程
- 收稿日期: 2020-09-28
- 修回日期: 2020-11-04
- 网络出版日期: 2021-03-27
- 刊出日期: 2021-04-23

Experimental study on dynamic response characteristics of continental shelf slope to internal solitary waves

1.
First Institute of Oceanography, Ministry of Natural Resources, Qingdao 266061, China
2.
School of Marine Environment and Engineering, Ocean University of China, Qingdao 266100, China

摘要

摘要: 针对内孤立波在行进过程中遇到海底斜坡会对海底产生力的作用，不同坡度斜坡对内孤立波的动力响应应该存在差异。本文通过水槽中制造内波，对不同角度的斜坡对内孤立波的动力响应过程进行了研究。结果表明，内孤立波通过陆架斜坡上方，会造成斜坡沉积物超孔隙水压力的积累；在相同振幅条件下，缓坡沉积物动力响应的幅度比陡坡沉积物大；随着振幅的增加，缓坡发生动力破坏程度大于陡坡；在斜坡沉积物稳定性受到破坏之前，超孔隙水压力的积累和释放同时存在，内孤立波振幅的增大会加剧超孔隙水压力的释放。该结果对于斜坡沉积物在内孤立波作用下失稳破坏的动力学研究和斜坡稳定性分析将起到指导作用。
- 陆架斜坡 /
- 斜坡沉积物 /
- 内孤立波 /
- 动力响应 /
- 坡度
Abstract: In view of the effect of internal solitary waves on the seafloor when encountering the seabed slope during their travel, the dynamic response of different slopes to internal solitary waves should be different. This paper studies the dynamic response process of internal solitary waves of slopes with different angles by creating internal waves in a flume. The results show that the internal solitary waves passing over the shelf slope will cause the accumulation of excess pore water pressure in the slope sediments; under the same amplitude conditions, the dynamic response amplitude of the gentle slope sediments is larger than that of the steep slope sediments; as the amplitude increases, gentle slopes occur the degree of dynamic damage is greater than that of steep slopes; the accumulation and release of excess pore water pressure exist at the same time before the stability of slope sediments is destroyed, and the increase of the amplitude of internal solitary waves will aggravate the release of excess pore water pressure. The results will play a guiding role in the dynamic study of the failure of slope sediment under the action of internal solitary waves and the analysis of slope stability.
- shelf slope /
- slope sediment /
- internal solitary wave /
- dynamic response /
- slope

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图 1 实验水槽设计示意图

Fig. 1 Schematic diagram of experimental water sink design

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图 2 实验用土粒径级配曲线

Fig. 2 Gradation curve of soil particle size for experiment

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图 3 斜坡坡形及传感器布置示意图

Fig. 3 Schematic diagram of slope shape and sensor layout

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图 4 振幅为12 cm时不同坡度坡脚与坡中处超孔隙水压力时程曲线

Fig. 4 Time-history curve of excess pore water pressure at the toe of different slopes and the middle of the slope with an amplitude of 12 cm

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图 5 振幅15 cm内孤立波破碎引起9°斜坡坡顶沉积物悬浮

Fig. 5 Breaking of solitary waves within 15 cm amplitude causes suspension of 9° slope top sediment

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图 6 振幅15 cm时9°斜坡坡顶超孔隙水压力时程曲线

Fig. 6 Time-history curve of excess pore water pressure at the top of 9° slope with an amplitude of 15 cm

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图 7 不同振幅作用下3°斜坡坡脚与坡中处超孔隙水压力时程曲线

Fig. 7 Time-history curve of excess pore water pressure at the foot of the slope and the middle of the slope under different amplitudes

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图 8 模拟内波通过各角度斜坡坡脚处的孔压响应时程曲线

Fig. 8 Time history curve of pore pressure response of simulated internal waves passing through the slope toe of various angles

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图 9 不同振幅作用下不同坡度坡脚和坡中超孔压响应对比曲线

Fig. 9 Comparison curves of response of excess pore pressure in toe slopes with different slopes under different amplitudes

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图 10 不同振幅作用下9°坡超孔隙水压力时程曲线

Fig. 10 Time-history curve of 9° slope excess pore water pressure under different amplitudes

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图 11 不同振幅作用下6°坡坡脚超孔隙水压力时程曲线

Fig. 11 Time-history curve of excess pore water pressure at the foot of the 6° slope under different amplitudes

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图 12 不同振幅作用下3°斜坡坡脚与坡中处表面压强变化对比曲线

Fig. 12 Comparison curves of surface pressure changes at the toe of the 3° slope and the middle of the slope under different amplitudes

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表 1 实验室模拟内孤立波的设计参数

Tab. 1 Design parameter of laboratory simulation internal solitary wave

振幅/cm 上层流体密度${\rho _1}$/（kg·m⁻³）下层流体密度${\rho _2}$/（kg·m⁻³）

12 998 1020
14 998 1024
15 998 1028

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