Dynamic Response of Marine Pile Foundation Under Combined Action of Wind and Wave Loads

doi:10.16183/j.cnki.jsjtu.2019.246

Abstract

Abstract:

In order to study the dynamic response of a single pile foundation under combined action of wind and wave loads in the marine environment, a three-dimensional unidirectional coupling numerical model of wind wave-seabed-single pile is established. The Reynolds average N-S equation and the Biot dynamic equation are used to control the wave motion and seabed response respectively. Based on the verification of the rationality of the model, the influence of wind and wave parameters (such as wind speed, wind shear coefficient, and wave height) on the response of fluid and pile foundation under combined action of wind and wave loads are explored. The results show that the increase of wind speed, wind shear coefficient, and wave height will aggravate the fluid deformation around the pile, accelerate the wave propagation, and then affect the horizontal displacement and bending moment of the pile. Therefore, when calculating the bearing capacity of offshore pile foundations, the combined effect of wind and wave loads on the pile foundation should be considered comprehensively. The results will provide an important theoretical basis for the study of the bearing performance of pile foundations in harsh marine environments.

Key words: wind and wave load, Biot’s dynamic equation, u-p model, interaction of wind and wave, monopile

CLC Number:

TU473
P751

LI Wanling, ZHANG Qi, ZHOU Xianglian. Dynamic Response of Marine Pile Foundation Under Combined Action of Wind and Wave Loads[J]. Journal of Shanghai Jiao Tong University, 2021, 55(9): 1116-1125.

Figures/Tables 11

Fig.1

Fig.2

Fig.3

Fig.4

Tab.1

Fig.5

Fig.6

Tab.2

$u_{x,max}$ and $u_{x,max} / u_{x0,max}$ under different conditions

条件	数值	u_x_,max/mm	$u x, max u x 0, max$ /%
W/(m·s^-1)	10	6.68	73.75
	15	9.05	100.00
	20	9.78	108.02
C'_D	0.1	5.39	59.52
	0.3	6.74	74.48
	0.5	9.05	100.00
H/m	2	3.99	44.07
	3	9.05	100.00
	4	10.61	117.16

Tab.2

Fig.7

Fig.8

Tab.3

$M_{x,max}$ 和$M_{x,max} / M_{x0,max}$ under different conditions

条件	数值	M_x_,max/ (kN·m^-1)	$M x, max M x 0, max$ /%	条件	数值	M_x_,max/ (kN·m^-1)	$M x, max M x 0, max$ /%	条件	数值	M_x_,max/ (kN·m^-1)	$M x, max M x 0, max$ /%
W/(m·s^-1)	10	19282.63	72.63	C'_D	0.1	15341.25	57.78	H/m	2	11792.34	44.41
	15	26550.86	100.00		0.3	19561.70	73.68		3	26550.86	100.00
	20	28672.24	107.99		0.5	26550.86	100.00		4	31406.79	118.29

Tab.3

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	参数	取值
风荷载	风速/(m·s^-1)	10,15,20
	风剪切系数	0.1,0.3,0.5
	空气密度/(kg·m^-3)	1.18
波浪荷载	水深/m	20
	周期/s	5
	波高/m	2,3,4
	波长/m	38.87
	体积模量/(kN·m^-3)	2×10⁹
海床土体	切变模量/(N·m^-2)	8×10⁶
	渗透系数/(m·s^-1)	0.01
	泊松比	0.25
	孔隙率	0.4
	土体密度/(kg·m^-3)	1.85×10³
	饱和度	0.98
单桩基础	密度/(kN·m^-3)	7.85×10³
	直径/m	6
	泊松比	0.25
	弹性模量/(N·m^-2)	2.7×10¹²