›› 2014, Vol. 35 ›› Issue (S1): 382-390.

• 数值分析 • 上一篇    下一篇

岩溶区高速公路路堤及溶洞顶板稳定性数值分析

戴自航1, 2,范夏玲1,卢才金3   

  1. 1. 福州大学 岩土工程研究所,福州 350108;2. 卧龙岗大学 土木、采矿与环境工程学院,澳大利亚 新南威尔士洲 2522; 3. 福建省交通规划设计院,福州 350004
  • 收稿日期:2013-08-31 出版日期:2014-06-10 发布日期:2014-06-20
  • 作者简介:戴自航,男,1966年生,博士,教授,博士生导师,从事边坡稳定分析、滑坡治理、建筑基础、深基坑支护等岩土工程方面的教学和研究工作。
  • 基金资助:

    福建省交通规划设计院合作研究项目资助(No. 2011J01308)。

Numerical analysis of stability of highway embankments and karst cave roofs in karst region

DAI Zi-hang1, 2,FAN Xia-ling1,LU Cai-jin3   

  1. 1. Institute of Geotechnical Engineering, Fuzhou University, Fuzhou 350108, China; 2. School of Civil, Mining and Environmental Engineering, University of Wollongong, NSW 2522, Australia; 3. Fujian Design Institute of Communication, Fuzhou 350004, China
  • Received:2013-08-31 Online:2014-06-10 Published:2014-06-20

摘要: 采用大型通用有限元软件ABAQUS对某室内模型试验进行了数值模拟,验证了三维有限元法进行洞室结构稳定性分析的可靠性。结合永武(永安-武平)高速公路A11合同段岩溶地质资料,将溶洞近似为与实际相近的椭球状,建立岩溶区路堤的三维有限元模型,分析溶洞顶板厚度、填方高度、溶洞位置以及溶洞充填状况对路堤及溶洞顶板稳定性的影响。为与现行顶板安全厚度确定方法进行比较,进行二维平面应变有限元分析。研究表明,对于较完整的顶板岩层,按顶板受拉破坏稳定安全系数为4确定的安全厚度过于保守,按梁板理论弯曲受拉破坏确定的安全厚度也偏于保守,是由于实际顶板岩层并不完全符合梁板理论的简化假设,而以有限元分析所得最大弯矩按梁板弯曲受拉破坏确定的安全厚度最为经济;实际工程中三维效应明显的溶洞,现行理论简化和二维数值分析法都较为粗糙,宜采用三维数值分析法。通过对上述问题的分析,为该高速公路岩溶区填方路段的设计和溶洞的处治与否提出指导性意见,已创造较好的经济效益和社会效益,可供类似工程应用时参考。

关键词: 岩溶区, 路堤, 顶板厚度, 填方高度, 溶洞位置

Abstract: Firstly, an indoor model test was modeled by using the large-scale all-purpose finite element software, ABAQUS and 3D finite element method to verify the reliability of the stability analysis of cave structures. Then, based on the karst geological data of the contract section A11 in Yongan-Wuping highway, the karst caves were approximately regarded as the ellipsoids and the 3D finite element models were established to analyze how the stability of the embankment and the karst cave roof is influenced by roof thicknesses, filled heights, karst cave locations and filling conditions of karst caves. Also, the 2D plain strain finite element method was adopted to make a comparison with the prevailing method for safe thicknesses of karst cave roofs. Research shows that,for cave roof strata which are relatively intact, the safe thicknesses of cave roofs obtained by using 4 as the stability factor of safety of roof tensile failure are too conservative. The safe thicknesses of cave roofs obtained by the beam-slab theory of bending tensile failure are inclined to be conservative too. This is because the actual roof strata do not coincide completely with simplified hypothesises of the beam-slab theory. However, based on the beam-slab theory of bending tensile failure, the safe thicknesses calculated by the maximum bending moments obtained from the finite element analysis are the most economical. For actual karst caves which have obvious 3D effects,the prevailing simplified theory and 2D numerical analysis method are relatively coarse and the 3D numerical analysis method should be adopted. Through analyzing the above problems, the research work offers guidance to the embankments design and karst cave treatment of the highway in the karst regions. Good socioeconomic benefits are obtained. It can be used as a reference for similar engineering application.

Key words: karst region, embankment, roof thickness, filled height, location of karst cave

中图分类号: 

  • U 49
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