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浙江大学学报(工学版)
浙江大学学报(工学版)  2021, Vol. 55 Issue (12): 2252-2259    DOI: 10.3785/j.issn.1008-973X.2021.12.004
土木工程、交通工程     
内隔墙长度对抽水引发基坑围挡侧移的影响
曾超峰1,2(),廖欢1,李淼坤1,薛秀丽1,梅国雄2
1. 湖南科技大学 岩土工程稳定控制与健康监测湖南省重点实验室，湖南 湘潭 411201
2. 广西大学 工程防灾与结构安全教育部重点实验室，广西 南宁 530004
Effect of buttress wall length on retaining wall deflection induced by dewatering
Chao-feng ZENG1,2(),Huan LIAO1,Miao-kun LI1,Xiu-li XUE1,Guo-xiong MEI2
1. Hunan Provincial Key Laboratory of Geotechnical Engineering for Stability Control and Health Monitoring, Hunan University of Science and Technology, Xiangtan 411201, China
2. Key Laboratory of Disaster Prevention and Structural Safety of Ministry of Education, Guangxi University, Nanning 530004, China
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摘要：

结合实际工程地质条件，开展三维数值分析，研究内隔墙对限制开挖前抽水引发基坑围挡变形的有效性，探究在不同抽水深度与不同围挡嵌固比条件下，内隔墙长度对基坑围挡变形控制效果的影响. 结果表明：随内隔墙长度增大，内隔墙对基坑围挡变形的控制效果增强. 在不同抽水深度条件下，内隔墙对基坑围挡变形的控制效率不同，当抽水深度大于20 m时，内隔墙长度须大于基坑宽度的0.75倍或者采用全贯通式内隔墙，以取得较好的变形控制效果；当抽水深度小于10 m时，可将内隔墙长度设置为基坑宽度的0.25~0.50倍，预期也可取得较可观的变形控制效果. 在不同围挡嵌固深度条件下，内隔墙对变形的控制效率不同，延长基坑围挡嵌固深度能增强内隔墙在抽水深度范围内的变形控制效果.
关键词： 软土地基;  基坑抽水;  围护结构侧移;  内隔墙;  有限元计算;  嵌固比    
Abstract:

A series of three-dimensional finite element numerical models were developed, on the basis of practical engineering geological conditions, to explore the effectiveness of buttress wall in reducing retaining wall deflection caused by pre-excavation dewatering. The influence of the buttress wall length on its deformation control effect under different dewatering depth and different penetration ratios were revealed. Results show that the deformation control effect of buttress wall on retaining wall is enhanced with the increase of the buttress wall length. The control efficiency of buttress wall on retaining wall deformation is different under different dewatering depth. When the dewatering depth is greater than 20 m, the length of the buttress wall should be over 0.75 B or set cross wall to totally connect two opposite retaining walls to achieve a satisfactory deformation control effect, where B is the foundation pit width. However, when the pumping depth is less than 10 m, the buttress wall length can be set as 0.25-0.5 B, and at this moment, a significant deformation control effect can be also achieved. Besides, control efficiency of buttress wall on deformation is different under different penetration depth of retaining wall. Extending the penetration depth of the retaining wall can enhance the deformation control effect of the buttress wall in the range of dewatering depth.
Key words: soft soil    foundation pit dewatering    wall deflection    buttress wall    finite element calculation    penetration ratios
收稿日期: 2021-01-04 出版日期: 2021-12-31
CLC:  TU 473  
基金资助: 国家自然科学基金资助项目（51708206,51978261）；湖南省自然科学基金资助项目（2020JJ5193,2020JJ4300）；湖南省教育厅资助项目（20A190, 17B097）
作者简介: 曾超峰（1987—），男，副教授，博导，从事岩土工程方面的研究. orcid.org/0000-0002-0917-9815. E-mail： cfzeng@hnust.edu.cn
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曾超峰
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引用本文:

曾超峰,廖欢,李淼坤,薛秀丽,梅国雄. 内隔墙长度对抽水引发基坑围挡侧移的影响[J]. 浙江大学学报(工学版), 2021, 55(12): 2252-2259.

Chao-feng ZENG,Huan LIAO,Miao-kun LI,Xiu-li XUE,Guo-xiong MEI. Effect of buttress wall length on retaining wall deflection induced by dewatering. Journal of ZheJiang University (Engineering Science), 2021, 55(12): 2252-2259.

链接本文:

https://www.zjujournals.com/eng/CN/10.3785/j.issn.1008-973X.2021.12.004    或    https://www.zjujournals.com/eng/CN/Y2021/V55/I12/2252

图 1  天津某地铁车站基坑布置方案
图 2  C3测斜孔处侧移实测值与计算值对比
土性 H/m γ/(kN·m?3) ω /% e N ES /MPa c'/ kPa φ'/(°) K0/(m·d?1)
粉质黏土 5.5 19.35 29.90 0.811 4.4 4.00 18 20 0.49
黏质粉土 11 19.30 26.50 0.792 11.2 8.26 15 26 0.43
粉质黏土 19 20.10 26.40 0.696
7.5 5.80 20 21 0.50
砂质粉土 24 20.15 21.90 0.640 22.4 8.71 16 27 0.42
黏土 27 19.75 30.40 0.764 16.1 5.98 25 15 0.55
砂质粉土 33 20.65 20.20 0.583 26.7 8.29 14 27 0.35
粉质黏土 37 20.50 22.40 0.611 16.0 7.26 24 19 0.39
粉砂 42 20.50 18.20 0.585 49.3 10.50 8 37 0.30
粉质黏土 50 19.30 23.80 0.864 ? 6.20 17 23 0.39
表 1  土层分布及物理力学参数
土性 H/m λ κ M KV /(m·d?1) KH /(m·d?1)
粉质黏土 5.5 0.055 3 0.006 5 0.979 0.1 0.1
黏质粉土 11.0 0.031 2 0.003 6 1.192 0.5 0.5
粉质黏土 19.0 0.044 5 0.005 2 0.979 1.0×10?4 5.0×10?4
砂质粉土 24.0 0.029 3 0.003 4 1.202 1.0 1.0
黏土 27.0 0.039 7 0.004 6 0.800 1.0×10?5 5.0×10?5
砂质粉土 33.0 0.028 3 0.003 3 1.202 0.7 1.0
粉质黏土 37.0 0.032 0 0.003 7 0.900 3.0×10?4 5.0×10?4
粉砂 42.0 0.019 1 0.002 2 1.382 1.5 2.5
粉质黏土 50.0 0.030 5 0.003 5 0.900 2.0×10?4 5.0×10?4
表 2  数值模型中主要土层分布及物理力学参数
构件 E/GPa v Δs/mm μ 模拟单元
围护结构 30 0.2 5 0.3 C3D8I
降水井 210 0.2 5 0.3 S4
表 3  围护结构和降水井的计算参数
图 3  模型中内隔墙布置方案
工况组 B/m l/m Hd/m d/m R
20?0 20 0 11,16,19,21.5 27,33,37,41 0.534,0.875,1.102,1.386
20?5 20 5 11,16,19,21.5 — —
20?10 20 10 11,16,19,21.5 — —
20?15 20 15 11,16,19,21.5 27,33,37,41 0.534,0.875,1.102,1.386
20?20 20 20 11,16,19,21.5 — —
表 4  含内隔墙模型的计算工况
图 4  工况20−10模型围护结构与内隔墙有限元网格图
图 5  2#围护结构顶端侧移沿基坑水平方向分布
图 6  内隔墙位置处2#围护结构侧移沿深度分布
图 7  内隔墙位置处围护结构最大侧移与l/B的关系
图 8  归一化围护结构侧移与l/B关系
图 9  嵌固比与内隔墙位置处围护结构最大侧移关系
图 10  2#围护结构顶端侧移沿基坑水平方向分布
图 11  内隔墙位置处2#围护结构侧移沿深度分布
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