悬挂式TRD帷幕深基坑地下水控制优化设计与实践

刘雪珠; 方庆; 张军; 王迎丰; 庄晓杰; 徐灿林

doi:10.20265/j.cnki.issn.1007-2993.2025-0004

悬挂式TRD帷幕深基坑地下水控制优化设计与实践

doi: 10.20265/j.cnki.issn.1007-2993.2025-0004

刘雪珠^{1, 2,},
方庆^{1, 2, ,},
张军³,
王迎丰^{1, 2},
庄晓杰³,
徐灿林²

1.
江苏省岩土工程公司，江苏南京　210019
2.
江苏省地质局第一地质大队，江苏南京　210042
3.
中国建筑一局（集团）有限公司，北京　100080

基金项目: 江苏省地质局基金项目（2020KY15）

详细信息

作者简介:
刘雪珠，男，1970年生，博士，正高级工程师，主要从事岩土工程、地质灾害治理设计施工技术研究工作。E-mail：1792960738@qq.com

通讯作者:
方　庆，男，1987年生，硕士，高级工程师，主要从事岩土工程、地质灾害治理设计与研究工作。E-mail：283868166@qq.com

中图分类号: TU473
计量
- 文章访问数: 78
- HTML全文浏览量: 14
- PDF下载量: 22
- 被引次数: 0
出版历程
- 收稿日期: 2025-01-06
- 修回日期: 2025-02-26
- 录用日期: 2025-04-09
- 网络出版日期: 2026-06-08
- 刊出日期: 2026-06-08

Optimization design and practice of suspended TRD waterproof curtain for groundwater control in deep foundation pit

LIU Xuezhu^{1, 2
,},
FANG Qing^{1, 2
, ,},
ZHANG Jun³,
WANG Yingfeng^{1, 2},
ZHUANG Xiaojie³,
XU Canlin²

1.
Jiangsu Geotechnical Engineering Company, Nanjing 210019, Jiangsu, China
2.
The First Geological Brigade of Jiangsu Geological Bureau, Nanjing 210042, Jiangsu, China
3.
China Construction First (Group) Co., Ltd., Beijing 100080, China

摘要

摘要: 长江漫滩区地下水丰富、承压水头高、第四纪沉积层深厚，对于周边存在重大敏感建构筑物的深大基坑工程，常规采用落底式地下连续墙全截断止水，施工难度大、工程造价高。依托南京扬子江智慧中心临江深大基坑工程，基于现场抽水试验数据，分别利用公式法计算和数值法拟合获得了场地详细的水文地质参数；通过建立三维渗流数值模型，优化并确定了合理的悬挂式止水帷幕地下水控制方案，通过数值分析预测了悬挂式止水帷幕基坑降水对周边地铁和隧道的影响，数值模拟预测结果与监测数据基本吻合。基坑工程实施效果与监测数据表明，所采取的地下水控制方案有效地保护了地铁、隧道等周边环境，相比于地下连续墙全截断方案，降低了工程造价，较好地平衡了周边环境影响和社会经济效益，可为类似复杂环境下深大基坑地下水控制提供参考。
- 深基坑 /
- TRD /
- 悬挂式止水帷幕 /
- 长江漫滩 /
- 现场抽水试验 /
- 地铁隧道
Abstract: The Yangtze River floodplain area is rich in groundwater, has high confined water head, and thick Quaternary sedimentary strata. For deep and large foundation pits surrounding significant sensitive structures, the conventional method is to use bottom-sealing continuous walls for complete water cutoff, which is very difficulty and costly. Based on the deep foundation pit project of Nanjing Yangtze River Smart Center along the river, detailed hydrogeological parameters of the site were obtained through on-site pumping tests by using formula method calculation and numerical method fitting respectively. By establishing a three-dimensional seepage numerical model, a reasonable groundwater control scheme for the suspended water-stop curtain was optimized and determined. The impact of suspended water-stop curtain foundation pit dewatering on subways and tunnels under different foundation pit conditions was predicted. The numerical simulation prediction results were basically consistent with the monitoring data. The implementation effect and monitoring data of foundation pit engineering show that the adopted groundwater control scheme effectively protects the surrounding environment of subways, tunnels, etc. Compared with the full cut-off scheme of underground continuous walls, it reduces the project cost and better balances the impact of the surrounding environment and social and economic benefits. It can provide a reference for groundwater control in deep and large foundation pits in similar complex environments.
- deep foundation pit /
- TRD /
- suspended waterproof curtain /
- the Yangtze River floodplain /
- field pumping test /
- subway tunnel

HTML全文

图 1 基坑平面与周边环境关系图

Figure 1. Foundation pit plan and surrounding environment relationship diagram

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图 2 典型地质剖面图

Figure 2. Typical geological section drawing

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图 3 现场抽水试验布井图（单位：mm）

Figure 3. Site pumping test well layout diagram (Unit: mm)

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图 4 单井抽水试验水位降深与时间关系曲线

Figure 4. The relationship curve between water level drop depth and time in the pumping test

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图 5 三维模型图

Figure 5. Three-dimensional model diagram

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图 6 模型俯视图

Figure 6. Top view of the model

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图 7 实测观测井水位与数值计算拟合图

Figure 7. Measured observation well water level and numerical calculation fitting diagram

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图 8 基坑降水井平面布置图

Figure 8. Layout plan of dewatering wells for foundation pits

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图 9 开挖至坑底承压水安全水位标高等值线图（单位：m）

Figure 9. Contour map of the safe water level elevation of confined water up to the bottom of the pit (Unit: m)

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图 10 开挖至坑底沉降等值线图（单位：mm）

Figure 10. Contour map of settlement from excavation to the bottom of the pit (Unit: mm)

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图 11 底板完成后承压水安全水位标高等值线图

Figure 11. Contour map of safe water level elevation of pressurized water excavated to the bottom of the pit

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图 12 底板完成后沉降等值线图（单位：mm）

Figure 12. Contour map of settlement after the completion of the base plate (Unit: mm)

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图 13 承压水水位变化

Figure 13. The variation of confined water level over time

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图 14 基坑开挖到底实景图

Figure 14. Realistic picture of excavation of foundation pit to the end

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图 15 TRD现场取芯试样

Figure 15. TRD on-site core sampling sample

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图 16 浦滨路隧道沉降

Figure 16. The relationship between settlement of Pubin Road Tunnel and time

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图 17 地铁结构拱底沉降

Figure 17. The relationship between the settlement of the bottom of the subway structure arch and time

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表 1 土层物理力学参数表

Table 1. Physical and mechanical parameters of soil layer

土层编号	地层名称	土的状态	重度 γ/(kN·m⁻³)	黏聚力 c_cq/kPa	内摩擦角 φ_cq/(°)	土层渗透系数/(cm·s⁻¹)
土层编号	地层名称	土的状态	重度 γ/(kN·m⁻³)	黏聚力 c_cq/kPa	内摩擦角 φ_cq/(°)	K_v(垂直)	K_h(水平)
①_-2	素填土	软塑—可塑	18.8	（10）	（10）	1.87×10^–4	2.55×10^–4
②_-2	淤泥质粉质黏土	流塑	17.9	10.8	13.0	7.12×10^–6	8.85×10^–6
②_-3	粉质黏土夹粉砂	流塑—软塑	17.9	9.0	13.5	1.62×10^–4	2.19×10^–4
②_-4	粉砂	中密，局部稍密	18.3	1.0	29.5	4.00×10^–3	4.20×10^–3
②_-4A	粉质黏土	流塑—软塑	17.9	10.2	13.8	4.27×10^–5	6.34×10^–5
②_-5	粉细砂	密实，局部中密	18.4	1.2	31.1	7.50×10^–3	8.50×10^–3
④_-1	含砾中粗砂	密实	19.0	2.0	32.0	5.00×10^–3	5.00×10^–3

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表 2 抗突涌稳定性分析结果

Table 2. Analysis results of surge resistance stability

序号	基坑位置	抗突涌系数	安全水位标高/m	水位降深/m	备注
1	塔楼A	0.18	–14.4	16.0	减压
2	塔楼B	0.56	–10.2	11.8	减压
3	地下三层底	0.68	–5.5	7.00	减压
4	塔楼C/D	0.62	–6.05	7.60	减压
5	地下二层底	1.21	安全	0	不减压

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表 3 公式法计算渗透系数结果

Table 3. The result of calculating the permeability coefficient by the formula method

渗透系数k/(cm·s⁻¹)				渗透系数平均值/(cm·s⁻¹)
GC1,GC2	GC1,GC3	GC4,GC5	GC4,GC6	渗透系数平均值/(cm·s⁻¹)
3.9×10^–2	3.6×10^–2	3.9×10^–2	3.8×10^–2	3.8×10^–2

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表 4 不同方法计算水文地质参数结果

Table 4. The results of hydrogeological parameter calculations by different methods

计算方法	层位	水平渗透系数/(cm·s⁻¹)	垂直渗透系数/(cm·s⁻¹)	贮水率 /m⁻¹
公式法	②_-4、②_-5 ④_-1、④_-2	3.8×10^–2
数值模拟	②_-4、②_-5	3.0×10^–2	5.0×10^–3	5×10^–5
数值模拟	④_-1、④_-2	3.3×10^–2	1.65×10^–2	5×10^–5

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表 5 不同TRD止水帷幕方案对比分析

Table 5. Comparative analysis of different TRD waterstop curtain schemes

序号	总抽水量 /(m³·d⁻¹)	坑内最大稳定水位降深/m	浦滨路隧道最大水位降深/m	地铁区间最大水位降深/m	工程造价	施工难度	风险程度
方案一	35200	16.0	10.6	9.6	低	简单	大
方案二	26800	16.0	8.6	7.1	低	简单	一般
方案三	24800	16.0	7.9	6.4	较低	难度较大	一般
方案四	23300	16.0	7.5	6.0	较高	难度大	较小
方案五	25600	16.0	8.1	6.6	高	简单	一般
方案六	21800	16.0	7.1	5.6	高	难度大	较小

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