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桩筏地基加固对紧邻既有线路基的影响

刘维正 徐林荣 左珅 刘长虹 陈鹏飞

刘维正, 徐林荣, 左珅, 刘长虹, 陈鹏飞. 桩筏地基加固对紧邻既有线路基的影响[J]. 交通运输工程学报, 2015, 15(3): 16-26. doi: 10.19818/j.cnki.1671-1637.2015.03.003
引用本文: 刘维正, 徐林荣, 左珅, 刘长虹, 陈鹏飞. 桩筏地基加固对紧邻既有线路基的影响[J]. 交通运输工程学报, 2015, 15(3): 16-26. doi: 10.19818/j.cnki.1671-1637.2015.03.003
LIU Wei-zheng, XU Lin-rong, ZUO Shen, LIU Zhang-hong, CHEN Peng-fei. Influence of pile-raft foundation reinforcement on subgrade of adjacent existing railway[J]. Journal of Traffic and Transportation Engineering, 2015, 15(3): 16-26. doi: 10.19818/j.cnki.1671-1637.2015.03.003
Citation: LIU Wei-zheng, XU Lin-rong, ZUO Shen, LIU Zhang-hong, CHEN Peng-fei. Influence of pile-raft foundation reinforcement on subgrade of adjacent existing railway[J]. Journal of Traffic and Transportation Engineering, 2015, 15(3): 16-26. doi: 10.19818/j.cnki.1671-1637.2015.03.003

桩筏地基加固对紧邻既有线路基的影响

doi: 10.19818/j.cnki.1671-1637.2015.03.003
基金项目: 

国家自然科学基金项目 51208517

国家自然科学基金项目 U1134207

中国博士后科学基金项目 2013M530360

详细信息
    作者简介:

    刘维正(1982-),男,湖南邵阳人,中南大学讲师,工学博士,从事特殊土工程性质与地基处理研究

  • 中图分类号: U213.1

Influence of pile-raft foundation reinforcement on subgrade of adjacent existing railway

More Information
  • 摘要: 在新建线桩筏地基加固过程中, 采用应力铲、水平向土应变计与测斜管对紧邻既有线路基的变形与应力进行原位监测, 分析了不同施工阶段紧邻既有线路基变形规律与受力特性。为减小测试误差, 建立了路基变形与稳定计算有限元模型, 得到了坡脚水平位移换算系数, 计算了不同开挖深度的路基最大剪应力与边坡安全系数。基于监测与计算结果, 提出了施工期跳槽浇筑、更换桩型与路基坡面喷浆挂网等既有线路基防护措施。为验证防护效果, 利用评分法与标准差法分析了轨检车数据。分析结果表明: 施工期间紧邻既有线路基累积坡脚水平位移为24.25mm, 平均每天的侧向位移小于0.59mm, 路基坡脚水平位移对施工过程反应敏感, 可作为监控既有线路基稳定状况的关键指标; 两线之间9m深度范围地基土水平应力随不同施工阶段出现挤压回缩变化, 压应力小于10kPa, 但不同施工阶段水平应力变化不明显; 浸泡条件下基坑开挖至2.2m时边坡安全系数由1.08减小为0.54, 路基失稳破坏, 因此, 施工现场必须采取既有线路基坡面防护。施工期间既有线轨检的轨道质量指数(TQI)增幅达129.58%, 既有线轨道几何线性波动较大, 但TQI小于安全限值, 即对路基防护优化后既有线路基变形得到有效控制。

     

  • 图  1  工程现场

    Figure  1.  Engineering field

    图  2  新建线施工对既有线路基影响

    Figure  2.  Influence of new line construction on existing line subgrade

    图  3  应变计埋设

    Figure  3.  Burying of strain gauge

    图  4  测试元件布置剖面

    Figure  4.  Layout profile of test components

    图  5  测试元件平面布置

    Figure  5.  Plane arrangement of test components

    图  6  深层地基土侧向位移

    Figure  6.  Lateral displacements of deep foundation soil

    图  7  新建线路基填土高度

    Figure  7.  Filling heights of new line subgrade

    图  8  坡脚水平位移变化曲线

    Figure  8.  Changing curves of slope foot's horizontal displacements

    图  9  基于有限元法的节点水平位移变化曲线

    Figure  9.  Changing curves of node horizontal displacements based on FEM

    图  10  换算系数

    Figure  10.  Conversion coefficients

    图  11  朝向既有线微应变曲线

    Figure  11.  Microstrain curves facing to existing line

    图  12  朝向新建线微应变曲线

    Figure  12.  Microstrain curves facing to new line

    图  13  微应变变化曲线

    Figure  13.  Changing curves of microstrains

    图  14  路基稳定性计算模型

    Figure  14.  Calculation model of subgrade stability

    图  15  桩模型

    Figure  15.  Pile model

    图  16  安全系数变化曲线

    Figure  16.  Changing curve of safety factor

    图  17  坡脚水平位移与路基最大剪应力变化曲线

    Figure  17.  Changing curves of slope foot's horizontal displacement and subgrade s maximum shear stress

    图  18  边坡喷浆挂网防护

    Figure  18.  Guniting-screening protection of slope

    图  19  边坡码砌防护

    Figure  19.  Dry building protection of slope

    图  20  筏板跳槽浇筑原理

    Figure  20.  Principal of pile-raft interval construction

    图  21  筏板跳槽浇筑施工过程

    Figure  21.  Process of pile-raft interval construction

    图  22  每公里扣分值分布

    Figure  22.  Distributions of deduct values per kilometer

    图  23  TQI值变化曲线

    Figure  23.  Changing cruve of TQI values

    表  1  土样物理力学性质

    Table  1.   Physical and mechanical properties of soil samples

    表  2  轨道质量指数标准值

    Table  2.   Standard values of TQI

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  • 收稿日期:  2015-01-13
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