Evaluation and Analysis of Reuse of A Decompression Drainage Dock

doi:10.16183/j.cnki.jsjtu.2023.S1.12

Abstract

Abstract:

Based on the overall relocation and protection project of “Yangtze River Estuary II” ancient ship in 2022, aimed at the failure of the decompression drainage behind the dock wall of No. 1 Shipyard, the short-term working conditions of the salvage ship in and out of the dock and the permanent working conditions in the later period are simulated. The displacement and stress of the dock wall and pile foundation are analyzed and calculated. It is found that when Dock No. 1 is re-used, the load increment mainly comes from the groundwater pressure behind the dock wall that cannot be drained. The calculation shows that the original pile foundation structure of the dock wall has a reasonable design force, and the installation of a decompression drainage system can greatly reduce the water pressure behind the dock wall. In the short-term working conditions of the salvage ship entering and leaving the dock, the water pressure behind the newly added wall is small, and the displacement and bearing capacity of the pile foundation are not exceeded. In the long-term working condition, if the decompression drainage system completely fails and the new water pressure behind the wall is large, the uplift bearing capacity of the inclined pile may exceed the limit. Therefore, in order to ensure the long-term safety and durability of the dock and reduce the impact on the surrounding environment, reasonable measures should be taken to ensure that the drainage channel behind the dock wall is smooth and the groundwater level is maintained below the bottom of the lower beam in combination with the situation of dock reuse in the future.

Key words: dock walls, decompression drainage, batter pile, evaluation

CLC Number:

U673.33

LI Hongqiao, YUAN Jian, LI Ke, PAN Yingwang, ZHOU Dongrong, WEI Liangmeng, DAI Qing, CAI Li. Evaluation and Analysis of Reuse of A Decompression Drainage Dock[J]. Journal of Shanghai Jiao Tong University, 2023, 57(S1): 190-197.

Figures/Tables 9

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层次	土层名称	层面标高/m	重度/ (kN·m^-3)	天然孔隙比 e	固快直剪
层次	土层名称	层面标高/m	重度/ (kN·m^-3)	天然孔隙比 e	黏聚力,c/kPa	内摩擦角,φ/(°)
②	灰色黏质粉土	0.26	18.4	1.00	8	27.6
④	灰色淤泥质黏土	-6.75	17.1	1.41	13	10.7
⑤₁	灰色黏土	-12.15	17.8	1.20	13	15.3
⑤₂	灰色粉质黏土	-15.88	18.5	0.98	19	21.2
⑥	暗绿色粉质黏土	-20.45	19.9	0.71	45	24.6
⑦₁	灰色砂质粉土	-24.7	19.1	0.82	7	32.7
⑦₂	灰黄色粉砂	-36.5	19.3	0.79	4	34.6

工况列表	左侧横梁下桩基				右侧横梁下桩基				单桩抗拔承载力设计值/ kN	单桩抗压承载力设计值/ kN
工况列表	最大拉桩轴力/kN	对应桩号	最大压桩轴力/kN	对应桩号	最大拉桩轴力/kN	对应桩号	最大压桩轴力/kN	对应桩号	单桩抗拔承载力设计值/ kN	单桩抗压承载力设计值/ kN
工况1 减压排水失效现状下,打捞船进入1#船坞时,注水至2.6 m标高	397	#5	1170	#2			858	#8	831	2054
工况2 古船进驻1#船坞内后,坞室再抽干	719	#5	1542	#2			859	#8	831	2054
工况3 坞墙背后地下水水位4.2 m,且坞室为抽干状态	1040	#5	1761	#2			869	#8	831	2054
工况4 坞墙背后地下水水位4.2 m,坞室抽干,且钢板桩因钢材锈蚀导致刚度折减30%	1081	#5	1793	#2			872	#8	831	2054

工况列表	位移分布图	桩基侧向位移/mm
工况列表	位移分布图	最大值	限值
工况1		6.151	10
工况2		0.114	10
工况3		8.491	10
工况4		9.858	10

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