Influence of Block Structure on Dock Floor and Foundation Under Moonpool of Docks

doi:10.16183/j.cnki.jsjtu.2023.S1.10

Abstract

Abstract:

In order to study the influence of the whole dock block on dock floor and foundation, the force condition of dock floor and foundation is calculated and compared under working conditions of independent block. From different thicknesses, the structure of whole block is analyzed and optimized, and the force condition of dock floor and foundation is calculated under working conditions of the whole block. The influence of pile-soil co-reaction on pile foundation is analyzed. The results show that the force condition of dock floor and foundation cannot meet the requirements when using independent block. The whole block can make the load more uniform, improve the force condition, and make force and cracks meet the requirements. When pile-soil co-reaction is considered, the pile force will be reduced. When the longitudinal line load is greater than that designed for the original dock, priority should be given to the whole block. The results can provide reference for similar projects in the future.

Key words: whole dock block, independent dock block, uniform load

CLC Number:

CHE Yue, LI Yun, ZHOU Bing, JIN Guolong, ZHU Xiaodong, ZHOU Dongrong. Influence of Block Structure on Dock Floor and Foundation Under Moonpool of Docks[J]. Journal of Shanghai Jiao Tong University, 2023, 57(S1): 80-86.

Figures/Tables 20

Fig.1

Fig.2

Tab.1

Fig.3

Tab.2

Tab.3

Calculation results of crack of baseboard

参数	正常使用极限状态
参数	$M k x x +$	$M k x x -$	$M k y y +$	$M k y y -$
ω_max/mm	0.70	0.59	0.14	0.74
ω_lim/mm	0.30	0.30	0.30	0.30

Tab.3

Fig.4

Fig.5

Tab.4

Tab.5

Fig.6

Tab.6

Calculation results of crack of baseboard

板厚/mm	ω_max/mm				ω_lim/mm
板厚/mm	$M k x x +$	$M k x x -$	$M k y y +$	$M k y y -$	ω_lim/mm
700	0.15	0.32	0.02	0.22	0.30
900	0.16	0.32	0.04	0.24	0.30
1100	0.14	0.29	0.04	0.20	0.30
1600	0.16	0.248	0.08	0.20	0.30

Tab.6

Tab.7

Fig.7

Fig.8

Tab.8

Tab.9

Calculation results of crack of baseboard

参数	正常使用极限状态
参数	$M k x x +$	$M k x x -$	$M k y y +$	$M k y y -$
M_max/(kN·m)	188.77	-222.66	161.37	-256.02
ω_max/mm	0.18	0.21	0.09	0.13
ω_lim/mm	0.30	0.30	0.30	0.30

Tab.9

Fig.9

Fig.10

Fig.11

References 7

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土层名称	极限侧摩压力/kPa	桩端压力/MPa	厚度/m
江滩土	20		0.18
淤泥质黏土	25		6.3
黏土	40		3.4
粉质黏土	45		3.2
粉质黏土	75		5.3
砂质粉土	100	6	1.62

参数	承载能力极限状态
参数	M_xx₊	M_xx_-	M_yy₊	M_yy_-
弯矩,M_max/(kN·m)	979.03	-830.55	336.81	-1863.72
计算配筋,A/mm²	4211.86	3540.93	1395.77	8513.69
实际配筋,A'/mm²	2534.22	2534.22	4230.68	4230.68

板厚/ mm	M_max/(kN·m)				最大沉降/mm
板厚/ mm	M_xx₊	M_xx_-	M_yy₊	M_yy_-	最大沉降/mm
700	205.41	-443.07	63.59	-556.44	6
900	209.42	-423.42	157.95	-529.97	6
1 100	200.54	-410.00	97.78	-509.97	6
1 600	209.17	-376.60	187.18	-470.61	5

板厚/mm	M_xx₊		M_xx_-		M_yy₊		M_yy_-		桩基反力/kN
板厚/mm	A/mm²	A'/mm²	A/mm²	A'/mm²	A/mm²	A'/mm²	A/mm²	A'/mm²	桩基反力/kN
700	845.17	2534.22	1846.99	2534.22	259.68	4230.68	2334.51	4230.68	2567.09
900	866.89	2534.22	1776.99	2534.22	648.78	4230.68	2234.61	4230.68	2430.38
1100	824.91	2534.22	1705.98	2534.22	400.01	4230.68	2133.90	4230.68	2406.17
1600	860.81	2534.22	1564.10	2534.22	769.41	4230.68	1964.83	4230.68	2296.12

参数	承载能力极限状态
参数	M_xx₊	M_xx_-	M_yy₊	M_yy_-
M_max/(kN·m)	241.26	-517.63	290.54	-648.66
A/mm²	994.60	2166.89	1200.97	2735.92
A'/mm²	2534.22	2534.22	4230.68	4230.68