疏浚吹填泥沙静态间歇沉降行为及其稳态宏观评价标准

鲍树峰; 董志良; 莫海鸿; 周睿博; 张劲文

doi:10.11779/CJGE20221361

疏浚吹填泥沙静态间歇沉降行为及其稳态宏观评价标准 English Version

鲍树峰^{1, 2,},
董志良^{3, 4},
莫海鸿⁵,
周睿博⁶,
张劲文^{1, 2, ,}

1.
广州交通大学(筹)/广州航海学院土木与工程管理学院, 广东广州 510725
2.
广东省近海基础设施绿色建造与智能运维重点实验室, 广东广州 510725
3.
中交四航工程研究院有限公司, 广东广州 510230
4.
中交集团交通基础工程环保与安全重点实验室, 广东广州 510230
5.
华南理工大学土木与交通学院, 广东广州 510641
6.
中交四航局港湾工程设计院有限公司, 广东广州 510220

基金项目:

广东省普通高校创新团队项目 2022KCXTD024

广东省重点建设学科科研能力提升项目 2022ZDJS091

详细信息

作者简介:
鲍树峰(1982—)，男，江西婺源人，博士研究生，正高级工程师、教授，主要从事海洋岩土工程、水利岩土工程、智慧岩土工程等方面的研究工作。E-mail: baoshufeng@gzmtu.edu.cn

通讯作者:
张劲文, E-mail: zjw@gzmtu.edu.cn

中图分类号: TU43
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出版历程
- 收稿日期: 2022-11-03
- 网络出版日期: 2024-03-14
- 刊出日期: 2024-02-29

Static batch settling behaviors of dredged and filled sediment and its steady-state macroscopic evaluation criteria

BAO Shufeng^{1, 2,},
DONG Zhiliang^{3, 4},
MO Haihong⁵,
ZHOU Ruibo⁶,
ZHANG Jinwen^{1, 2, ,}

1.
School of Civil & Engineering Management, Guangzhou Jiaotong University /Guangzhou Maritime University, Guangzhou 510725, China
2.
Guangdong Provincial Key Laboratory of Green Construction and Intelligent Operation & Maintenance for Offshore Infrastructure, Guangzhou 510725, China
3.
CCCC Fourth Harbor Engineering Institute Co., Ltd., Guangzhou 510230, China
4.
CCCC Key Lab of Environmental Protection & Safety in Foundation Engineering of Transportation, Guangzhou 510230, China
5.
School of Civil Engineering & Transportation, South China University of Technology, Guangzhou 510641, China
6.
CCCC FHEC Harbor Engineering Design Co., Ltd., Guangzhou 510220, China

摘要

摘要: 关于疏浚吹填泥沙的静态间歇沉降行为与机理及其稳态宏观评价标准，目前暂未深入研究。这是当今疏浚吹填泥沙地基采用真空过滤排水固结技术进行处理时无法科学判断最佳启动时间的主要原因之一。鉴于此，先对疏浚吹填泥沙的静态间歇沉降行为进行理论研究，建立了颗粒悬浮液的沉降速度与平均孔隙比的理论关系式。然后，获取典型工程现场的疏浚吹填泥沙，配制典型浓度试样，开展静态间歇沉降模型试验研究。研究结果表明：①黏粒（d＜0.005 mm）含量是影响疏浚吹填泥沙静态间歇沉降行为与机理的关键因素之一；②颗粒通量最大值G_max往往出现在试验难以测出的非常低的浓度条件下，且黏粒含量越高，越难通过试验方式测得；③对于黏粒含量为40%~60%的疏浚吹填泥沙，建议将“平均孔隙比累计变化率为60%~75%”作为静态间歇沉降稳定状态的宏观评价标准。
- 疏浚吹填泥沙 /
- 静态间歇沉降行为 /
- 稳态评价标准
Abstract: The static batch settling behaviors and mechanism of dredged and filled sediment and its steady-state macroscopic evaluation criteria have not been studied in depth yet. This is one of the main reasons why the optimal start-up time cannot be scientifically judged when the dredged and filled sediment foundations are treated by the vacuum filtration drainage consolidation technology today. In view of this, a theoretical study on the static batch settling behaviors of the dredged and filled sediment is conducted, and the theoretical relationship between the settling velocity of particle suspension and the average pore ratio is established. Based on the dredged and filled sediment from typical engineering sites and the configured typical concentration specimens, the experimental researches on the static batch settling model are carried out. The results indicate that: (1) The content of clay particles (d < 0.005 mm) is one of key factors affecting the static batch settling behaviors and mechanism of the dredged and filled sediment. (2) The maximum particle flux Gmax often occurs at very low concentrations that are difficult to measure experimentally. The higher the viscous content, the more difficult it is to measure experimentally the maximum particle flux during static batch settlement. (3) For the dredged sediment whose clay content is within 40% to 60%, the cumulative change rate of the average porosity ratio of 60% to 75% can be taken as the criterion for evaluating the steady state of its batch settling process.
- dredged and filled sediment /
- static intermittent settlement behavior /
- steady-state evaluation criterion

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图 1 静态间歇沉降过程示意图

Figure 1. Schematic diagram of static batch settling process

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图 2 间歇沉降过程中颗粒通量的变化

Figure 2. Change in particle flux during batch settlement

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图 3 自制沉积筒

Figure 3. Self-developed deposition tube

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图 4 高精度微型十字板剪切仪

Figure 4. High-precision micro cross plate shearing instrument

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图 5 固液分界面沉降值-沉降时间变化曲线

Figure 5. Variation curves of settlement-time of solid-liquid interface

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图 6 颗粒通量-固液分界面高度的变化曲线

Figure 6. Variation curves of particle flux-height of solid-liquid interface

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图 7 颗粒通量-固相浓度的变化曲线

Figure 7. Variation curves of particle flux-solid phase concentration

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图 8 界面沉降速度-平均孔隙比的变化曲线

Figure 8. Variation curves of settling velocity-mean pore ratio of interface

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图 9 不同沉积时间含水率-深度的曲线

Figure 9. Moisture content-depth curves at different deposition time

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图 10 不同沉积时间湿密度-深度的曲线

Figure 10. Wet density-depth curves at different deposition time

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图 11 不同沉积时间孔隙比-深度的曲线

Figure 11. Void ratio-depth curves at different deposition time

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图 12 不同沉积时间原位抗剪强度-深度的曲线

Figure 12. In-situ shear strength-depth curves at different deposition time

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图 13 不同沉积时间黏粒含量-深度的曲线

Figure 13. Clay content-depth curves at different deposition time

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图 14 固液界面沉降值-平均孔隙比曲线

Figure 14. Sedimentation-average pore ratio curves of solid-liquid interface

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图 15 平均含水率-平均孔隙比曲线

Figure 15. Average water content-average void ratio curves

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图 16 平均湿密度-平均孔隙比曲线

Figure 16. Average wet density-average void ratio curves

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图 17 不同条件下平均孔隙比累计变化率-沉积时间曲线

Figure 17. Cumulative change rate of average void ratio-deposition time curve under different conditions

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表 1 配制试样的基本物理指标

Table 1 Basic physical indices for preparation of specimens

试样	物理性质		界限含水率			颗粒组成/%
试样	颗粒比重G_s	含水率/%	液限w_L/%	塑限 w_P/%	塑性指数I_P	砾粒 (角砾) ＞2.00 mm	粗砂 2.00~0.50 mm	中砂 0.50~0.25 mm	细砂 0.25~0.075 mm	粉粒 0.075~ 0.005 mm	黏粒＜ 0.005 mm
Ⅰ组-南沙	2.712	380	50.8	24.4	26.4	0.00	0.00	1.45	20.75	37.10	40.70
Ⅱ组-惠州	2.703	548	56.9	40.6	30.3	0.00	0.00	1.25	0.90	36.95	60.90

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表 2 不同条件下平均孔隙比累计变化率统计值

Table 2 Statistical values of cumulative change rate of average void ratio under different conditions

试样名称	黏粒含量/% d＜0.005 mm	沉积环境	沉积筒直径	初始含水率/%	初始密度 /(g·cm^-3)	沉积时间 /d	初始孔隙比	沉积稳定时孔隙比	平均孔隙比累计变化率/%
南水北调东线—淮安四站	53.4	淡水+海水	3.1 cm	424.0	1.140	30	11.53	3.51	69.6
南水北调东线—淮安四站	53.4	淡水+海水	3.1 cm	530.0	1.110	30	14.42	3.53	75.5
南水北调东线—白马湖	47.0	海水	3.2 cm	380.0	1.149	80	10.07	5.992	40.5
	47.0	淡水+海水	3.2 cm	570.0	1.102	80	15.105	6.548	56.7
	47.0	淡水+海水	3.2 cm	760.0	1.078	80	20.14	6.599	67.2
	47.0	淡水+海水	3.2 cm	950.0	1.063	80	25.175	6.678	73.5
	47.0	海水	4.3 cm	369.5	1.150	21	10.1	6.1	39.6
	47.0	海水	5.3 cm	369.5	1.150	21	10.1	5.7	43.6
	47.0	海水	6.0 cm	369.5	1.150	21	10.1	5.7	43.6
天津滨海新区	47.0	海水	高2 m 直径80 cm	400.0	1.120	366	11.6	3.2	72.4
I组南沙试样	40.7	海水	高1.3 m 直径33.4 cm	380.0	1.150	240	10.311	2.714	73.7
II组惠州试样	60.9	海水	高1.3 m 直径33.4 cm	547.0	1.115	240	14.667	5.331	63.7

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