装配式钢管-拉森钢板桩围堰结构数值模拟分析

doi:10.12068/j.issn.1005-3026.2025.20230335

摘要/Abstract

摘要：

为解决常规钢板桩围堰遇坚硬土层插打难度大及锁口钢管桩围堰止水效果差的问题，提出一种装配式钢管-钢板桩围堰，充分利用了钢管桩刚度大、钢板桩止水效果好的优点.通过ABAQUS对该结构进行数值分析表明，角部的钢管桩极大改善了钢板桩围堰角部剥脱以及对支撑依赖度高的不足，增加钢管桩数量可以改善结构受力情况.3道支撑尤其是封底混凝土对抑制钢板桩变形的发展最有效.同时，该结构可以有效抑制河床土体的变形.土体最大水平和竖向变形集中在抽水初始阶段和清淤阶段，分别占最大变形的89.9%和65.2%，结构的3道支撑与封底混凝土可以很好地抑制抽水与清淤阶段变形.

关键词: 钢管-拉森钢板桩围堰, 数值模拟, 受力性能分析, 封底混凝土, 模型对比

Abstract:

To address the challenges faced by conventional steel-sheet pile cofferdams when driving into hard soil layers and the poor water-stopping effect of interlocking steel-tubular piles， a prefabricated steel-tubular and steel-sheet pile cofferdam was proposed， which fully utilized the advantages of high stiffness of steel-tubular piles and good water-stopping effect of steel-sheet piles. The numerical analysis of the structure using Abaqus shows that the steel-tubular piles at the corners greatly improve the peeling of the steel-sheet pile cofferdam corners and the high dependence on support. Increasing the number of steel-tubular piles can greatly improve the structural stress condition. Three supports， especially the bottom sealing concrete， are the most effective in suppressing the development of steel-sheet pile deformation. At the same time， this structure can effectively suppress the deformation of the riverbed soil. The maximum horizontal and vertical deformation of the soil occur mainly during the initial pumping stage and the dredging stage， accounting for 89.9% and 65.2% of the maximum deformation， respectively. The three supports and bottom sealing concrete of the structure can effectively suppress deformation during the pumping and dredging stages.

Key words: steel-tubular and Larsen steel-sheet pile cofferdam, numerical simulation, stress performance analysis, bottom sealing concrete, model comparison

中图分类号:

TU 398

陈百玲, 牛金辉, 王连广, 许刚. 装配式钢管-拉森钢板桩围堰结构数值模拟分析[J]. 东北大学学报（自然科学版）, 2025, 46(6): 102-112.

Bai-ling CHEN, Jin-hui NIU, Lian-guang WANG, Gang XU. Numerical Simulation Analysis of Prefabricated Steel-Tubular and Larsen Steel-Sheet Pile Cofferdam Structure[J]. Journal of Northeastern University(Natural Science), 2025, 46(6): 102-112.

图/表 22

图1 钢管-拉森钢板桩围堰示意图（a）—平面图；（b）—立面图.

Fig.1 Schematic diagram of steel-tubular and Larsen steel-sheet pile cofferdam

图2 1/4围堰结构

Fig.2 1/4 of cofferdam structure

图3 20 m×20 m×20 m河床

Fig.3 Riverbed of 20 m×20 m×20 m

图4 1/2围堰结构（a）—模型A2立面布置；（b）—模型A3立面布置.

Fig.4 1/2 of cofferdam structure

表1 围堰施工工况

Table 1 Working conditions of cofferdam

施工工况	深度/m	施工概况
工况1	—	地应力平衡
工况2	2.0	降水至2.0 m深处
工况3	1.5	在1.5 m深处安装第1道支撑
工况4	5.0	降水至5.0 m深处
工况5	4.5	在4.5 m深处安装第2道支撑
工况6	8.0	降水至8.0 m深处
工况7	7.5	在7.5 m深处安装第3道支撑
工况8	10.0	降水至10.0 m深处
工况9	12.0	清淤至12.0 m深处
工况10	12.0	浇筑2.0 m厚封底混凝土

图5 河床土体最大变形云图（a）—最大水平位移；（b）—最大竖向位移.

Fig.5 Maximum deformation nephograms of riverbed soil

图6 不同施工工况下土体最大位移变化曲线

Fig.6 Curves of maximum displacement of soil under different working conditions

图7 坑底隆起位移随工况变化曲线

Fig.7 Curves of uplift displacement at the bottom of the pit under different working conditions

图8 各工况下钢板变形曲线（a）—钢板沿跨度变形曲线；（b）—钢板沿深度变形曲线.

Fig.8 Deformation curves of steel plates under different working conditions

图9 钢管桩以及钢板桩沿深度位移变化云图（a）—模型A2；（b）—模型A3.

Fig.9 Displacement nephogram of steel-tubular pile and steel-sheet pile along depth

图10 钢管桩以及钢板桩沿深度位移变化曲线

Fig.10 Displacement curves of steel-tubular pile and steel-sheet pile along depth

图11 钢板桩最大应力随施工工况变化曲线

Fig.11 Maximum stress of steel-sheet pile under different working conditions

图12 钢管桩和钢板桩应力云图（a）—模型A2；（b）—模型A3.

Fig.12 Stress nephogram of steel-tubular pile and steel-sheet pile

图13 不同工况下围檩变形随深度变化曲线

Fig.13 Purlin deformation along depth under different working conditions

图14 不同施工工况下围檩应力云图（a）—工况3，4；（b）—工况5，6；（c）—工况7，8；（d）—工况9；（e）—工况10.

Fig.14 Stress nephogram of purlin under different working conditions

图15 不同施工工况下钢管支撑变形云图（a）—工况3，4；（b）—工况5，6；（c）—工况7，8；（d）—工况9；（e）—工况10.

Fig.15 Deformation nephogram of steel-tubular support under different working conditions

图16 不同施工工况下钢管支撑应力云图（a）—工况3，4；（b）—工况5，6；（c）—工况7，8；（d）—工况9；（e）—工况10.

Fig.16 Stress nephogram of steel-tubular support under different working conditions

图17 不同施工工况下支撑连接件应力云图（a）—工况3，4；（b）—工况5，6；（c）—工况7，8；（d）—工况9；（e）—工况10.

Fig.17 Stress nephogram of supporting connectors under different working conditions

图18 不同施工工况下钢管桩变形云图（a）—工况3，4；（b）—工况5，6；（c）—工况7，8；（d）—工况9；（e）—工况10.

Fig.18 Deformation nephogram of steel-tubular pile under different working conditions

图19 不同施工工况下钢管桩应力云图（a）—工况3，4；（b）—工况5，6；（c）—工况7，8；（d）—工况9；（e）—工况10.

Fig.19 Stress nephogram of steel-tubular pile under different working conditions

图20 封底混凝土变形云图（a）—总变形量；（b）—在y方向的变形.

Fig.20 Deformation nephogram of the bottom sealing concrete

图21 封底混凝土应力云图

Fig.21 Stress nephogram of the bottom sealing concrete

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