Numerical Simulation Analysis of Prefabricated Steel-Tubular and Larsen Steel-Sheet Pile Cofferdam Structure

doi:10.12068/j.issn.1005-3026.2025.20230335

Abstract

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

CLC Number:

TU 398

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.

Figures/Tables 22

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

Fig.2 1/4 of cofferdam structure

Fig.3 Riverbed of 20 m×20 m×20 m

Fig.4 1/2 of cofferdam structure

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

Fig.5 Maximum deformation nephograms of riverbed soil

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

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

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

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

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

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

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

Fig.13 Purlin deformation along depth under different working conditions

Fig.14 Stress nephogram of purlin under different working conditions

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

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

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

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

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

Fig.20 Deformation nephogram of the bottom sealing concrete

Fig.21 Stress nephogram of the bottom sealing concrete

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