摘要
研究南昌地区典型二元地质条件下施工便道车辆荷载作用引起的邻近土体位移和桥梁桩基变形及内力分布特性,评估近接施工便道荷载对既有桥梁桩基安全的影响。采用Plaxis 3D有限元模型对比分析摩尔-库伦(M-C)和小应变刚度(HSS)两种土体本构模型计算结果的差异,在此基础上采用HSS模型进一步分析施工便道荷载作用下,邻近营业线既有桩基的附加变形及内力分布,对其安全性能进行评估验算。研究结果表明:采用M-C模型计算得到的土体位移分布范围过大,HSS模型计算结果更接近实际情况;在施工便道车辆荷载作用下,以6 mm为土体沉降变形允许值,其影响范围在便道中心线左右各3.2 m,邻近既有桥梁桩基的变形及内力均在安全范围之内,其安全性满足规范要求。
In order to investigate the soil displacement and pile foundation deformation and internal force distribution characteristics under adjacent construction access load in Nanchang binary strata,as well as evaluate the influence of adjacent construction access load on the safety of existing bridge pile foundations,a series of numerical simulations are conducted via Plaxis 3D.The difference of calculation results between two soil constitutive models of Mohr-Coulomb(M-C)and small strain stiffness(HSS)is compared.Besides,the HSS model is used to analyze the additional deformation and internal force of the existing pile foundation adjacent to the working line under the construction access load,and its safety performance are evaluated.The results show that the influence area of the soil displacement calculated by the M-C model is too large,and the calculation result by the HSS model is much closer to the practical situation.Considering 6 mm as the allowable value of soil settlement,the influence width is 3.2 m beyond the centerline of the construction access.The deformation and internal force of the adjacent existing bridge pile foundation are within the safety range,meeting the safety requirements specified by the codes or standards.
作者
丁志文
马斌
张艺瀚
车东霖
王加俊
Ding Zhiwen;Ma Bin;Zhang Yihan;Che Donglin;Wang Jiajun(China Railway NO.2 Engineering Group Co.,Ltd.,Chengdu 610032,China;School of Civil Engineering and Architecture,East China of Jiaotong University,Nanchang 330013,China)
出处
《华东交通大学学报》
2021年第5期30-39,共10页
Journal of East China Jiaotong University
基金
江西省主要学科学术和技术带头人资助计划(20194BCJ22009)。
关键词
桥梁桩基
施工便道
数值模拟
邻近荷载
影响范围
bridge pile foundation
construction access
numerical simulation
adjacent load
influence area
