深大基坑悬挂式止水帷幕减压降水模型解

孟旭; 陈东霞; 陈波; 袁博

doi:10.12454/j.jsuese.202400396

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深大基坑悬挂式止水帷幕减压降水模型解

深地科学与工程 | 更新时间：2026-07-22

- 深大基坑悬挂式止水帷幕减压降水模型解
- Solution of the Model for Decompression Dewatering in Deep and Big Foundation Pits with Suspended Waterproof Curtain
- 工程科学与技术 2026年58卷第4期页码：136-144
- 作者机构：
  
  1.厦门大学土木工程系福建省滨海土木工程数字仿真重点实验室，福建厦门 361005
  2.中铁南方投资集团有限公司，广东深圳 518000
- 作者简介：
  
  孟旭（2000—），男，硕士. 研究方向：地下水渗流场及基坑稳定性. E-mail：1031988334@qq.com
  陈东霞，助理教授，E-mail：dongxiachen@xmu.edu.cn
- 基金信息：
  
  福建省自然科学基金项目(2021J01010;2021J02003);中铁南方2022年科技创新计划课题(202208);厦门市科技局项目(2024CXY0115)
- DOI：10.12454/j.jsuese.202400396
  中图分类号： TU43
- 收稿：2024-05-29，
  
  修回：2024-07-11，
  
  网络首发：2024-08-05，
  
  纸质出版：2026-07-20
- 稿件说明：
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孟旭,陈东霞,陈波,等.深大基坑悬挂式止水帷幕减压降水模型解[J].工程科学与技术,2026,58(4):136‒144.

Meng Xu,Chen Dongxia,Chen Bo,et al.Solution of the model for decompression dewatering in deep and big foundation pits with suspended waterproof curtain[J].Advanced Engineering Sciences,2026,58(4):136‒144.
孟旭,陈东霞,陈波,等.深大基坑悬挂式止水帷幕减压降水模型解[J].工程科学与技术,2026,58(4):136‒144. DOI： 10.12454/j.jsuese.202400396.

Meng Xu,Chen Dongxia,Chen Bo,et al.Solution of the model for decompression dewatering in deep and big foundation pits with suspended waterproof curtain[J].Advanced Engineering Sciences,2026,58(4):136‒144. DOI： 10.12454/j.jsuese.202400396.

摘要

止水帷幕结合坑内抽水井形成的墙‒井系统是深大基坑常用的减压降水方法。现行的设计规范中由于未考虑止水帷幕和土层渗透系数各向异性对承压地下水渗流的影响，计算结果与实际并不相符。针对这种误差，本文将深大基坑等效成相同面积的承压非完整井，建立考虑止水帷幕隔水作用和土层渗透系数各向异性的减压降水模型。通过有限傅里叶变换、线性变换、逆变换建立坑外水位降深与坑外流量的解析解。依照达西定律，引入等效渗流路径推导坑内涌水量，利用渗流连续条件即可建立基坑涌水量与坑外水位降深的动态联系。将模型解得出的坑外水位降深和基坑涌水量分别与已知文献解、多个实际工程案例进行对比分析，验证了模型解的可行性，分析模型解的影响参数。结果表明：止水帷幕的设置改变了基坑附近渗流场的流态，随着插入比的增加，坑内涌水量与坑外最大水位降深均有明显减少；承压层渗透系数各向异性程度越大，坑内涌水量与坑外最大水位降深随之减少；基坑尺寸比越大，相同条件下坑内涌水量与坑外最大水位降深也显著增加；当基坑附近存在稳定水源时，需加大坑内抽水量才能达到设计要求，坑外最大水位降深减少并不显著，建议采取阻断措施降低影响。模型解可为开展悬挂式止水帷幕下深大基坑减压降水优化设计提供合理的计算方法和理论支撑。

Abstract

Objective

The wall-well system formed by a hanging water curtain combined with pumping wells in a pit is a common decompression and dewatering method for deep and large foundation pits. However

the current standard design does not consider the influence of the sealing curtain on confined groundwater seepage. In addition

due to the influence of stratum deposition under actual engineering geological conditions

the permeability coefficient of the bearing layer is mostly anisotropic

rather than the isotropic condition assumed by the standard. These factors make the calculated results of the standard not fully consistent with actual conditions. In addition

current research often focuses only on water withdrawal in the foundation pit or changes in the groundwater level outside the foundation pit

and rarely establishes the relationship between the two. Therefore

this study further improves the dewatering design of the bearing layer of deep foundation pits by constructing a new model and using an analytical solution method.

Methods

Firstly

the wall-well system formed by the hanging water curtain combined with the pumping well in the pit was equivalent to a pressurized incomplete well with the same area. A three-dimensional stable axisymmetric model of decompression and precipitation was established by considering the water insulation effect of the water curtain and the anisotropy of soil permeability. Based on the model

the top and bottom of the confined aquifer were assumed to be impervious boundaries

and the second-type boundary conditions were constructed. Based on the assumption that the outer boundary was not affected by pumping

the first-type boundary condition was constructed. Based on the hydraulic connection inside and outside the foundation pit

the second-type boundary condition was constructed based on Darcy's law. The basic differential equation of groundwater movement was transformed into a zero-order virtual scalar Bessel equation and a second-order homogeneous differential equation using the finite Fourier cosine transform and linear transform. Then

using the inverse Fourier cosine transform and linear transform

the relationship between the extractable water quantity and the drawdown outside the foundation pit was solved. Based on Darcy's law

the equivalent seepage path was introduced to derive the calculation formula for water inflow in the foundation pit. The relationship between the amount of water pumped from the foundation pit and the maximum water-level drawdown outside the foundation pit was established by using the continuous condition of groundwater seepage and the equal pumping amount inside and outside the foundation pit. Finally

the foundation pit drainage of five engineering cases was compared to the model formula

and the degradation of the model solution was compared to the known solution in the literature to verify the rationality of the model solution.

Results and Discussions

The calculated values of the model solution were in good agreement with the field-measured values

and all errors were within 10%

which met the actual requirements of general engineering. Compared to the field-measured values

the error was very large when the waterproof effect of the curtain and the anisotropy of soil permeability were not considered. Although project safety was ensured

excessive precipitation cost was consumed

which was not conducive to project management. The solution for the water-level drawdown outside the pit in this study was in good agreement with the formula in the literature under different radial distances and showed certain applicability by changing the value of the pumping amount. Compared to several engineering measured parameters

the parameters affecting seepage around the deep foundation pit mainly included the insertion ratio of the suspended water curtain

the anisotropy of the permeability coefficient of the bearing layer

the dimension ratio of the foundation pit

and the fixed recharge distance

. The fixed recharge was regarded as a stable water source that was not affected by pumping and did not change with time. The influence radius was used when no fixed recharge existed. Therefore

the above four parameters were mainly considered f

or the model sensitivity analysis. The setting of the water-sealing curtain changed the seepage state of confined water around the deep foundation pit. An increase in the water curtain insertion ratio reduced the water inflow of the foundation pit and the maximum water-level drawdown outside the foundation pit

and the cut-off point for the decreasing trend was approximately between 0.5 and 0.6. As the anisotropy of the confined soil layer increased

the water inflow of the foundation pit and the maximum water-level drawdown outside the foundation pit slowed down

with approximately 4 as the cut-off point. With the increase in the dimension ratio of the foundation pit

the water inflow of the foundation pit under the same conditions continued to increase

and the maximum water-level drawdown outside the foundation pit also increased. However

the growth rate slowed significantly after the cut-off point of 0.8. The closer the foundation pit was to the fixed recharge

the smaller the delay effect of recharge was. Under the same conditions

the pumping amount of the foundation pit had to be increased to meet the requirements

and at this time

the maximum water level outside the pit deepened and decreased.

Conclusions

The results of the preceding parameter analysis show that the decompression and dewatering design of actual deep and large foundation pits should consider the influence of the water-seal curtain and the anisotropy of the permeability coefficient. For large foundation pits and foundation pits close to fixed recharge boundaries

corresponding blocking measures should be adopted to ensure the effectiveness of decompression and dewatering. The model solution derived in this study can provide a reasonable calculation method and theoretical reference for the optimal design of decompression and dewatering in deep and large foundation pits under a hanging water curtain.

关键词

Keywords

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