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关键块体失稳表征系数与岩坡稳定性评价

王斐笠,  王述红,  高红岩,  修占国

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文章导航 > 交通运输工程学报  > 2018 >  18(4): 44-52
王斐笠, 王述红, 高红岩, 修占国. 关键块体失稳表征系数与岩坡稳定性评价[J]. 交通运输工程学报, 2018, 18(4): 44-52. doi: 10.19818/j.cnki.1671-1637.2018.04.005
引用本文: 王斐笠, 王述红, 高红岩, 修占国. 关键块体失稳表征系数与岩坡稳定性评价[J]. 交通运输工程学报, 2018, 18(4): 44-52. doi: 10.19818/j.cnki.1671-1637.2018.04.005
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WANG Fei-li, WANG Shu-hong, GAO Hong-yan, XIU Zhan-guo. Instability characterization coefficient of key block and evaluation of rock slope stability[J]. Journal of Traffic and Transportation Engineering, 2018, 18(4): 44-52. doi: 10.19818/j.cnki.1671-1637.2018.04.005
Citation: WANG Fei-li, WANG Shu-hong, GAO Hong-yan, XIU Zhan-guo. Instability characterization coefficient of key block and evaluation of rock slope stability[J]. Journal of Traffic and Transportation Engineering, 2018, 18(4): 44-52. doi: 10.19818/j.cnki.1671-1637.2018.04.005
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关键块体失稳表征系数与岩坡稳定性评价

doi: 10.19818/j.cnki.1671-1637.2018.04.005

  • 东北大学资源与土木工程学院, 辽宁 沈阳 110819

基金项目: 

国家自然科学基金项目 51474050

国家自然科学基金项目 U1602232

地质灾害防治与地质环境保护国家重点实验室开放基金项目 SKLGP2014K011

辽宁省高等学校优秀人才支持计划 LN2014006

详细信息
    作者简介:

    王斐笠(1990-), 女, 山东临沂人, 东北大学工学博士研究生, 从事岩坡灾变失稳研究

    王述红(1969-), 男, 江苏泰州人, 东北大学教授, 工学博士

  • 中图分类号: TU457

Instability characterization coefficient of key block and evaluation of rock slope stability

  • School of Resource and Civil Engineering, Northeastern University, Shenyang 110819, Liaoning, China

More Information

    摘要
  • 摘要: 建立了一种关键块体判别方法, 实现了岩坡整体稳定性的准定量化评价; 综合考虑关键块体的几何特性和受力特征, 定义了关键块体失稳表征系数; 利用团队自主研发的GeoSMA-3D平台, 开发出基于失稳表征系数的关键块体搜索模块, 可视化了包括块体搜索、可移动块体判断、关键块体确定、块体失稳和滑落的关键块体失稳全过程; 引入层次分析法, 利用关键块体失稳表征系数计算出各关键块体的权重, 应用关键块体的安全系数及其计算权重, 联合确定了岩坡稳定性表征安全系数, 应用关键块体信息定量表征了岩坡的整体稳定性; 提出了一种考虑岩体结构面和关键块体的岩坡稳定性评价方法; 以辽宁省建昌岩坡工程为例, 应用该方法进行了关键块体的确定和可视化再现, 判断了岩坡的整体稳定性, 并与数值流形元法(NMM) 的模拟结果和现场实测结果进行了对比分析, 以验证应用关键块体表征岩坡稳定性评价方法的可行性和适用性。研究结果表明: 控制该岩坡稳定性的关键块体有6个, 基于所提出方法计算的岩坡稳定性表征安全系数为0.566 9 (不稳定岩坡), 与现场监测数据所得结果的相对误差为7.066%;在NMM模拟结果中, 采用安全系数法确定的最不利关键块体的滑落没有引起岩坡失稳, 而基于所提出方法确定的最不利关键块体的滑落导致了岩坡的整体失稳, 因此, 同时考虑关键块体体积和安全系数2个因素的岩坡稳定性评价方法更合理, 基于层次分析法, 应用关键块体信息表征的岩坡稳定性与工程实际吻合。

     

    Abstract: A key block determination method was established to realize the quasi-quantitative evaluation of rock slope stability. The concept of instability characterization coefficient of key block was defined by comprehensively considering the geometric characteristics and mechanical properties of key blocks. The program GeoSMA-3 Ddeveloped by the authors'team was used to develop the search module for key blocks based on the instability characterization coefficient. The entire instability process of key blocks, including the search for blocks, judgment of moveable blocks, determination of key blocks, slide and instability of blocks was visualized. Using the instability characterization coefficient of key blocks, the weight of each key block was calculated through the introduction of the analytic hierarchy process. The characterization safety factor ofrock slope stability was determined through the combination of the safety factors and weights of key blocks. Key block information was used to characterize rock slope stability, and a method for evaluating the rock slope stability was proposed by considering rock structural planes and key blocks. Taking the Jianchang Rock Slope in Liaoning Province as an example, the determination and visualization of key blocks were carried out by using the proposed method to examine the rock slope stability. The results were compared with those of the numerical manifold method (NMM) and the on-site monitoring data to verify the applicability and feasibility of the proposed method. Research result shows that there are six controlling key blocks for the rock slope stability. The characterization safety factor of rock slope stability calculated through the proposed method is0.566 9 (an unstable rock slope). The relative difference between the calculated results and those from on-site monitoring is 7.066%. In the simulation results from NNM, the slippage of the most unfavorable key block determined by the safety factor method does not cause the instability of the rock slope, while the most unfavorable key block determined by the proposed method contributes to the overall instability of the rock slope. Therefore, the evaluation of rock slope stability by simultaneously considering the volumes and safety factors of key blocks is more reasonable. The rock slope stability characterized by key block information agrees well with the engineering practice.

     

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  • 图  1  单面滑动块体

    Figure  1.  Single sliding block

    下载: 全尺寸图片 幻灯片

    图  2  双面滑动块体

    Figure  2.  Double sliding block

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    图  3  四面体模型

    Figure  3.  Models of tetrahedron

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    图  4  确定关键块体权重流程

    Figure  4.  Determination process of key block weight

    下载: 全尺寸图片 幻灯片

    图  5  确定岩坡稳定性流程

    Figure  5.  Determination process of rock slope stability

    下载: 全尺寸图片 幻灯片

    图  6  结构面的赤平投影及其分布

    Figure  6.  Stereographic projections of structural planes and their distributions

    下载: 全尺寸图片 幻灯片

    图  7  岩坡的关键块体

    Figure  7.  Key blocks in rock slope

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    图  8  关键块体6的滑落

    Figure  8.  Slide of key block 6

    下载: 全尺寸图片 幻灯片

    图  9  关键块体4的滑落

    Figure  9.  Slide of key block 4

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    表  1  标度体系

    Table  1.   Scale system
    下载: 导出CSV

    表  2  岩坡节理产状

    Table  2.   Joint formation of rock slope
    下载: 导出CSV

    表  3  关键块体的数据

    Table  3.   Data of key blocks
    下载: 导出CSV

    表  4  关键块体失稳表征系数

    Table  4.   Instability characterization coefficients of key blocks
    下载: 导出CSV

    表  5  Mi计算结果

    Table  5.   Calculation result of Mi
    下载: 导出CSV

    表  6  Wi计算结果

    Table  6.   Calculation result of Wi
    下载: 导出CSV

    表  7  ωi计算结果

    Table  7.   Calculation result of ωi
    下载: 导出CSV

    表  8  gi计算结果

    Table  8.   Calculation result of gi
    下载: 导出CSV

    表  9  平均随机一致性指标

    Table  9.   Average random consistency index
    下载: 导出CSV
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