沿海港口岸坡淤积条件下码头桩基开裂机制分析

任婧毓, 王坤鹏, 崔春义, 赵敏, 刘海龙, 熊琦

doi:10.16411/j.cnki.issn1006-7736.2025.01.016

大连海事大学学报 >

2025 , Vol. 51 >Issue 1: 151 - 162

DOI: https://doi.org/10.16411/j.cnki.issn1006-7736.2025.01.016

沿海港口岸坡淤积条件下码头桩基开裂机制分析

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(1.大连海事大学交通运输工程学院，辽宁大连 116026；2.中交第三航务工程勘察设计院有限公司，上海 200000)

任婧毓（1998 — ），女，硕士研究生，研究方向：淤积岸坡-码头桩基相互作用。 E-mail: ren-jy@outlook.com 王坤鹏（1992 — ），男，博士，讲师，研究方向：海洋岩土与基础工程。 E-mail: wkp@dlmu.edu.cn

网络出版日期: 2024-04-20

基金资助

国家重点研发计划项目(2021YFB2601102)

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Analysis of the cracking mechanism of pile foundations in piled wharf at coastal port under siltation condition of the bank slope

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（1.Transportation Management College, Dalian Maritime University, Dalian 116026, China；2. CCCC Third Harbor Consultants Co., LTD., Shanghai 200000, China)

Online published: 2024-04-20

Supported by

国家重点研发计划项目(2021YFB2601102)

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摘要

我国沿海港口高桩码头普遍存在岸坡淤积问题及桩基开裂损伤现象，严重威胁码头安全运行。为有效采取岸坡清淤和桩基修复等维护措施，首要任务是揭示岸坡淤积条件下码头桩基开裂机制。调研了江浙地区16个主要沿海港口岸坡淤积现状及7座典型码头桩基开裂受损情况，结合具体工程建立了淤积岸坡-码头桩基相互作用有限元模型，分析了桩-土体系受力变形特征；以内力组合值判定桩基塑性变形状态，与码头桩基开裂轴线实际位置基本相符，验证了建模合理性；选取岸坡工程地质条件和高桩码头结构参数两方面共7个因素进行正交试验，采用极差分析法得到各因素对桩基内力的敏感性。结果表明，海洋环境中泥沙不断回淤在桩基码头下方与后方，海相软土层持续变形引发被动桩问题：岸坡淤积条件下码头下方土体向海侧移动趋势显著，邻近桩体被挤压产生较大水平位移，导致桩基轴力与弯矩激增，进而诱发部分桩基顶部或位移最大处超过塑性变形界限；淤积过程中，码头后方向岸斜桩附加内力更大，更易发生开裂破坏；岸坡淤积条件下，码头桩顶轴力和弯矩对结构参数和岸坡坡度较敏感。

关键词： 高桩码头; 淤积岸坡; 桩基开裂; 被动桩

本文引用格式

任婧毓, 王坤鹏, 崔春义, 赵敏, 刘海龙, 熊琦 . 沿海港口岸坡淤积条件下码头桩基开裂机制分析[J]. 大连海事大学学报, 2025 , 51(1) : 151 -162 . DOI: 10.16411/j.cnki.issn1006-7736.2025.01.016

Abstract

Bank slope siltation and pile foundation cracking damage are common issues in coastal port high-piled wharves in China, posing a significant threat to the safe operation of the wharves. To implement effective maintenance measures, such as bank slope desilting and pile repair, the primary task is to understand the cracking mechanism of wharf piles under bank slope siltation. The paper investigated the siltation status of bank slopes of 16 major coastal ports in Jiangsu and Zhejiang regions, as well as the cracking of pile foundations of 7 typical wharves. Based on specific engineering, finite element models of the interaction between silted bank slope and wharf pile foundations were established, and the force and deformation characteristics of the pile-soil system were analyzed. The plastic deformation state of the pile foundation, as determined by the internal force combination value, was largely consistent with the actual location of the wharf pile cracking axis. This confirmed the validity of the modeling approach. A total of seven factors were selected for orthogonal testing in terms of both the engineering geological conditions of the bank slope and the structural parameters of the piled wharf, and the sensitivity of each factor to the internal force of the pile foundation was determined using extreme deviation analysis. The main conclusions are as follows. In marine environment, sediment continues to silt back under and behind piled wharf can cause sustained deformation of soft soil layers, leading to the passive pile problem. As the bank slope is silted, the soil beneath the wharf moves significantly towards the sea, causing large horizontal displacement of neighboring piles. This leads to a surge in the axial force and bending moment of the pile foundations, which in turn induces the top or the maximum pile displacement of some piles to exceed the limit of elastic-plastic deformation. Moreover, during the siltation process, the shoreward sloping piles at the rear of the wharf have greater additional internal forces, making them more susceptible to cracking and damage. The axial force and bending moment at the top of the piles under siltation conditions are more sensitive to the structure parameters and the slope of the bank slope.

Key words： piled wharf; silted bank slope; pile foundation cracking; passive pile

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