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浙江大学学报(工学版)
Journal of ZheJiang University (Engineering Science)  2026, Vol. 60 Issue (9): 2007-2014    DOI: 10.3785/j.issn.1008-973X.2026.09.018
    
Impact of newly built bridge pile foundation construction on existing underground utility
Qi GUO1(),Huaping WAN1,*(),Jianghai LIN2,Zhifeng LV2
1. College of Civil Engineering and Architecture, Zhejiang University, Hangzhou 310058, China
2. China Construction Seventh Engineering Division Limited Company, Zhengzhou 450003, China
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Abstract  

A systematic assessment method combining three-dimensional finite element model with global sensitivity analysis was proposed to analyze the multi-factor coupling mechanism involved in the impact of new bridge pile construction on adjacent existing underground utility. A 3D finite element model of the pile-soil-tunnel system was established based on a bridge project adjacent to underground utility in Wenzhou. The Morris method was employed to systematically quantify the influence degree, nonlinear characteristics, and the dynamic evolution of the dominance hierarchy of key factors, including the pile-tunnel clear distance, pile geometry parameters, and dewatering depth during construction. Results indicate that settlement is the predominant displacement response of the underground facility under all conditions. The pile-tunnel clear distance is the dominant factor controlling displacement when the clear distance is less than 3 times the tunnel diameter. The influence of the pile geometric parameter rises significantly and becomes the dominant factor as the clear distance increases. The pile length exhibits the strongest nonlinear effect among all parameters, and the influence of the pile length on displacement reaches a maximum when the pile tip is at a depth comparable to that of the underground facility.

Key words： bridge project      pile construction      underground facility      sensitivity analysis      Morris method     
Received: 29 October 2025      Published: 20 July 2026
CLC:  TU 473  
Fund:  国家自然科学基金资助项目（52561145240）；中央高校基本科研业务费专项资金资助项目（226-2025-00159）.
Corresponding Authors: Huaping WAN     E-mail: qi_guo@zju.edu.cn;hpwan@zju.edu.cn
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Qi GUO
Huaping WAN
Jianghai LIN
Zhifeng LV
Cite this article:

Qi GUO,Huaping WAN,Jianghai LIN,Zhifeng LV. Impact of newly built bridge pile foundation construction on existing underground utility. Journal of ZheJiang University (Engineering Science), 2026, 60(9): 2007-2014.

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https://www.zjujournals.com/eng/10.3785/j.issn.1008-973X.2026.09.018     OR     https://www.zjujournals.com/eng/Y2026/V60/I9/2007


新建桥梁桩基施工对既有地下设施的影响

为了分析新建桥梁桩基施工对邻近既有地下设施影响的多因素耦合作用机制，提出结合三维有限元模型与全局敏感性分析的系统评估方法. 以温州某邻近地下设施的桥梁工程为背景，建立桩-土-隧三维有限元模型，引入Morris方法，系统量化了桩-隧净距、桩基几何参数及施工过程中降水高度等关键因素的影响程度、非线性特性及其主次关系随距离的动态演变规律. 结果表明，在所有工况下，沉降均是地下设施的主要位移响应形式. 当桩-隧净距小于3倍隧道直径时，桩-隧净距是控制位移的主导因素. 随着桩-隧净距的增大，桩基几何尺寸的影响显著上升并成为主导因素. 各参数中，桩长对地下设施位移的影响呈现最强的非线性效应，且在桩尖位置与地下设施埋深相当时达到最大.


关键词： 桥梁工程,  桩基施工,  地下设施,  敏感性分析,  Morris法 
Fig.1 Location of bridge and underground utility
土层名称排水类型$ {\gamma }_{{\mathrm{sat}}} $/(kN·m?2)$ E_{50}^{\text{ref}} $/(kN·m?2)$ E_{\mathrm{oed}}^{\text{ref}} $/(kN·m?2)$ E_{\mathrm{ur}}^{\text{ref}} $/(kN·m?2)$ \nu _{{\mathrm{ur}}} $$ {c}^{\text{ref}} $/(kN·m?2)$ \varphi /({^{\circ}}) $$ \psi /({^{\circ}}) $$ {R}_{\text{inter}} $
杂填土排水20.0$ 2.2\times {10}^{4} $$ 2.2\times {10}^{4} $$ 6.60\times {10}^{4} $0.2013000.65
淤泥夹粉砂不排水18.0$ 0.9\times {10}^{4} $$ 0.9\times {10}^{4} $$ 2.70\times {10}^{4} $0.20102400.55
淤泥不排水17.0$ 1.0\times {10}^{4} $$ 1.0\times {10}^{4} $$ 3.00\times {10}^{4} $0.2061800.50
淤泥质黏土不排水17.5$ 0.5\times {10}^{4} $$ 0.5\times {10}^{4} $$ 1.50\times {10}^{4} $0.20131500.60
黏土不排水19.0$ 1.25\times {10}^{4} $$ 1.25\times {10}^{4} $$ 3.75\times {10}^{4} $0.20221900.65
卵石排水19.5$ 4.0\times {10}^{5} $$ 4.0\times {10}^{5} $$ 1.20\times {10}^{6} $0.1513880.70
粉砂排水20.0$ 0.9\times {10}^{4} $$ 0.9\times {10}^{4} $$ 2.55\times {10}^{4} $0.1823000.70
Tab.1 Parameter of hardening soil model
Fig.2 Finite element model of pile-soil-tunnel
Fig.3 Variation of pile shaft friction resistance with depth
Fig.4 Schematic of garlic-shaped shaft resistance distribution decomposition
Fig.5 Result of pile foundation settlement
参数$ L $$ D $$ S $$ W $
水平19.6250.9306.29.625
水平226.951.3959.326.95
水平342.351.86012.442.35
水平457.752.32515.557.75
Tab.2 Parameter value at four levels$ (S \lt 3d) $ m
参数$ L $$ D $$ S $$ W $
水平19.6250.93018.69.625
水平226.951.39521.726.95
水平342.351.86024.842.35
水平457.752.32527.957.75
Tab.3 Parameter value at four levels$ (S\geqslant 3d) $ m
Fig.6 Influence of parameters on tunnel displacement $ (S \lt 3d) $
Fig.7 Influence of parameters on tunnel displacement$ (S\geqslant 3d) $
Fig.8 Curve of maximum tunnel displacement under different pile length
Fig.9 Curve of maximum tunnel displacement under different pile diameter
Fig.10 Curve of maximum tunnel displacement under different horizontal pile-tunnel clear distance
Fig.11 Curve of maximum tunnel displacement under different dewatering condition
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