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浙江大学学报(工学版)
浙江大学学报(工学版)  2019, Vol. 53 Issue (12): 2342-2347    DOI: 10.3785/j.issn.1008-973X.2019.12.011
土木工程、水利工程     
海底碎屑流对海洋桩的冲击
李东黎1,2(),晏鄂川1,*(),冯斌3,蔡袁强3
1. 中国地质大学 工程学院，湖北 武汉 430000
2. 中铁第四勘察设计院集团有限公司，湖北 武汉 430000
3. 浙江工业大学 建筑工程学院，浙江 杭州 310014
Impact of submarine debris flow on offshore piles
Dong-li LI1,2(),E-chuan YAN1,*(),Bin FENG3,Yuan-qiang CAI3
1. Faculty of Engineering, China University of Geosciences, Wuhan 430000, China
2. China Railway Siyuan Survey and Design Group Co. LTD, Wuhan 430000, China
3. Department of Architecture Engineering, Zhejiang University of Technology, Hangzhou 310014, China
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摘要：

通过改变坡度和高岭土的质量分数，进行12组模型试验. 采用H-B模型和幂率模型描述泥浆流变性质，得到适用于非牛顿流体的修正雷诺数；根据流体力学理论，建立无量纲阻力系数与非牛顿流体雷诺数之间的关系式. 结果表明：不同配比的泥浆黏度有较大的差异，采用幂率模型或H-B模型可以描述泥浆的剪切稀释特性. 桩身弯矩在水土界面处达到最大值，受到桩周土反力作用，桩身弯矩沿埋深减小；海洋桩的桩阻力系数随非牛顿流体雷诺数的增大而减小.
关键词： 海底碎屑流;  冲击;  桩基;  非牛顿流体;  H-B模型;  幂率模型    
Abstract:

Twelve sets of experiments were carried out by changing the slope and mass fraction of kaolin. The rheological properties of debris flow were described by H-B model and power rate model; the modified Reynolds number for non-Newtonian fluids was obtained. According to the theory of fluid mechanics, the relationship between the dimensionless drag coefficient and the Reynolds number of non-Newtonian fluid was established. Results show that the debris flow viscosity varies greatly among different proportions, and the shear dilution characteristics of the debris flow can be described by power-law model or H-B model. The bending moment of pile reaches the largest at the water-soil interface. Because of the soil reaction around the pile, the bending moment of pile decreases along the buried depth. The drag coefficient decreases with the increase of the Reynolds number of non-Newtonian fluids.
Key words: submarine debris flow    impact    pile    non-Newtonian fluids    H-B model    power rate model
收稿日期: 2018-10-26 出版日期: 2019-12-17
CLC:  TU 411  
基金资助: 国家社会科学基金资助项目（17BTQ069）；浙江省自然科学基金资助项目（LY19F020007）
通讯作者: 晏鄂川     E-mail: 985203319@qq.com;13907199600@139.com
作者简介: 李东黎（1981—），男，硕士，从事高速铁路、普速铁路、重载铁路的勘察设计以及地灾和路基工程的设计. orcid.org/0000-0002-8536-9450. E-mail： 985203319@qq.com
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引用本文:

李东黎,晏鄂川,冯斌,蔡袁强. 海底碎屑流对海洋桩的冲击[J]. 浙江大学学报(工学版), 2019, 53(12): 2342-2347.

Dong-li LI,E-chuan YAN,Bin FENG,Yuan-qiang CAI. Impact of submarine debris flow on offshore piles. Journal of ZheJiang University (Engineering Science), 2019, 53(12): 2342-2347.

链接本文:

http://www.zjujournals.com/eng/CN/10.3785/j.issn.1008-973X.2019.12.011    或    http://www.zjujournals.com/eng/CN/Y2019/V53/I12/2342

图 1  海底滑坡模型槽示意图
图 2  海底滑坡装置局部图
图 3  桩基试验方案示意图
泥浆编号 wc / % ws / % ww / % ρ /（kg·m?3）
1 15 57 28 1 729
2 20 52 28 1 745
3 25 47 28 1 766
4 30 42 28 1 776
5 35 37 28 1 791
6 40 32 28 1 804
表 1  泥浆配比及参数
图 4  不同黏土质量分数下泥浆的流变曲线
泥浆编号 幂率模型 H-B 模型
1 ${\rm{\tau }} = 4.4{\dot \gamma ^{0.43}}$ ${\rm{\tau }} = 0.6 + 3.9{\dot \gamma ^{0.46}}$
2 ${\rm{\tau }} = 6.3{\dot \gamma ^{0.36}}$ ${\rm{\tau }} = 2.0 + 4.5{\dot \gamma ^{0.43}}$
3 ${\rm{\tau }} = 6.8{\dot \gamma ^{0.35}}$ ${\rm{\tau }} = 2.3 + 4.7{\dot \gamma ^{0.42}}$
4 ${\rm{\tau }} = 7.2{\dot \gamma ^{0.38}}$ ${\rm{\tau }} = 5.9 + 2.3{\dot \gamma ^{0.64}}$
5 ${\rm{\tau }} = 7.5{\dot \gamma ^{0.45}}$ ${\rm{\tau }} = 7.1 + 2.5{\dot \gamma ^{0.69}}$
6 ${\rm{\tau }} = 7.8{\dot \gamma ^{0.48}}$ ${\rm{\tau }} = 9.5 + 1.6{\dot \gamma ^{0.85}}$
表 2  不同黏土质量分数下泥浆的流变模型
图 5  桩身弯矩时程曲线
图 6  坡度为12°时的桩身实测弯矩
图 7  陆地滑坡下桩身弯矩
α 泥浆编号 u/（m·s?1） H/cm Re q/（N·m?1） Cd
12° 1 0.54 7.1 33.8 0.003 0 0.372
2 0.58 7.6 38.2 0.003 8 0.405
3 0.62 7.2 42.3 0.004 2 0.393
4 0.50 6.8 30.4 0.003 4 0.487
5 0.44 5.6 25.9 0.002 7 0.565
6 0.52 6.9 33.2 0.003 6 0.463
8° 1 0.25 6.9 10.8 0.002 1 1.122
2 0.26 7.6 11.2 0.002 7 1.387
3 0.28 7.7 12.2 0.001 6 0.760
4 0.24 8.0 10.1 0.001 2 0.703
5 0.21 7.3 8.1 0.001 5 1.168
6 0.26 8.0 11.6 0.002 1 1.039
表 3  泥浆对桩均布力及相应参数
图 8  阻力系数与雷诺数的关系式（H-B流变模型）
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