内孤立波破碎后对斜坡沉积物的动力作用过程及特性实验研究

李逸冰; 刘乐军; 周庆杰; 惠扬

doi:10.12284/hyxb2022174

内孤立波破碎后对斜坡沉积物的动力作用过程及特性实验研究

doi: 10.12284/hyxb2022174

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.
自然资源部第一海洋研究所海洋地质与地球物理研究室，山东青岛 266061
3.
中国石油大学（华东）机电工程学院，山东青岛 266580

基金项目: 南海北部白云深水区现代海底峡谷内侵蚀地貌、沉积充填及其对峡谷演化的指示意义项目（41876061）；国家自然科学基金（41506071）。

详细信息

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

通讯作者:
刘乐军（1972-），男，山东省青岛市人，主要从事海洋工程地质与灾害地质方面研究。E-mail：liulj@fio.org.cn

中图分类号: P731.22；P737.2
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出版历程
- 收稿日期: 2021-09-16
- 修回日期: 2021-12-27
- 网络出版日期: 2022-06-20
- 刊出日期: 2022-08-15

Experimental study on the dynamic process and characteristics of slope sediments after breaking of internal solitary waves

1.
Marine Engineering Environment & Geomatic Center, First Institute of Oceanography, Ministry of Natural Resources, Qingdao 266061, China
2.
Laboratory of Marine Geology and Geophysics, First Institute of Oceanography, Ministry of Natural Resources, Qingdao 266061, China
3.
Mechanical and Electrical Engineering, China University of Petroleum School (Huadong), Qingdao 266580, China

摘要

摘要: 为完善内孤立波与海底斜坡沉积物相互作用研究，本文着眼于内孤立波破碎后在斜坡上继续运动的阶段，开展物理模拟实验，分析斜坡响应的土压力和超孔隙水压力的变化状况，揭示内波作用过程。研究发现：斜坡沉积物颗粒在内孤立波破碎引起的涡旋和渗流的共同作用下，会发生再悬浮，斜坡坡度变化不改变沉积物产生动力响应的主导动力作用；内孤立波振幅大小影响涡旋与渗流两者的比例，即在小振幅条件下由涡旋作用主导，在大振幅条件下由渗流作用主导；破碎流体在沿斜坡冲出坡顶位置后形成新的涡流，沉积物在新生涡流作用下的动力响应受斜坡坡度的影响。本文结果对于研究内孤立波再悬浮运移海底沉积物、改造海底地形地貌具有参考价值。
- 内孤立波 /
- 流速 /
- 海底斜坡 /
- 动力响应
Abstract: In order to improve the study of the interaction between internal solitary waves and submarine slope sediments, the stage of continued motion on the slope after internal solitary waves fragmentation is focused on in this paper, and conducts physical simulation experiments to analyse the changes in earth pressure and super-pore water pressure in response to the slope to reveal the process of internal wave action. The results show that the sediment particles on the slope are resuspended under the combined action of vortex and seepage caused by the internal solitary waves fragmentation, and the change in slope gradient does not change the dominant dynamic role of the sediment in generating the dynamic response; the amplitude of the internal solitary waves affect the ratio between vortex and seepage, i.e. the vortex is dominant under small amplitude conditions and the seepage is dominant under large amplitude conditions; the fragmented fluid forms a new dynamic role when it rushes out along the slope. The dynamic response of the sediment to the new vorticity is influenced by the slope of the slope. The results of this paper are useful for the study of internal solitary waves resuspension transporting seafloor sediments and modifying seafloor topography.
- internal solitary wave /
- velocity /
- submarine slope /
- dynamic response

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图 1 实验水槽示意图

Fig. 1 Schematic diagram of test sink

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图 2 DLW3101 孔和 DLW3102 孔位置和粒径级配曲线对比

A−D为测线；C6−C10为峡谷

Fig. 2 The location of boreholes DLW3101 and DLW3102 and comparison of soil size classification curves

A−D are survey lines; C6−C10 are canyons

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图 3 斜坡截面示意图

Fig. 3 Schematic diagram of slope section

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图 4 重力塌陷造波示意图

Fig. 4 Schematic diagram of gravity collapse wave making

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图 5 模拟试验ADV流速时程曲线

Fig. 5 ADV current rate time curves

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图 6 不同振幅作用下3°斜坡不同位置超孔隙水压力时程曲线

Fig. 6 Time-history curves of excess pore water pressure in the different locations on 3° slope under different amplitudes wave

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图 7 不同振幅作用下9°斜坡不同位置处超孔隙水压力时程曲线

Fig. 7 Time-history curves of excess pore water pressure in the different locations on 9° slope under different amplitudes wave

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图 8 内孤立波破碎时斜坡沉积物颗粒受力示意图

Fig. 8 Schematic diagram of the force on the slope sediment particles when the internal solitary wave breaks

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图 9 3°坡顶边缘和坡顶中部的土压时程曲线

Fig. 9 Soil-pressure time curves at the top edge and middle of the 3° slope

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图 10 9°斜坡坡顶边缘和坡顶中部土压时程曲线

Fig. 10 Soil-pressure time curves at the top edge and middle of the 9° slope

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图 11 9°斜坡顶部上方涡流生成

Fig. 11 Vortex generated above the 9° slope top

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图 12 3°斜坡坡顶部上方涡流生成

Fig. 12 Vortex generated above the 3° slope top

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表 1 实验工况

Tab. 1 Test conditions

实验组次	上层流体密度/(kg·m⁻³)	下层流体密度/(kg·m⁻³)	振幅/ cm	斜坡角度α/(°)	坡体长度L/ cm
实验1	998	1 020	12	3	622
实验2	998	1 028	15	3	622
实验3	998	1 020	12	9	239
实验4	998	1 028	15	9	239

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参考文献(15)

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