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湖北赤壁东洲大道工程边坡渐进破坏机理分析

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黄波, 鲁志雄, 何英东, 卢应发. 湖北赤壁东洲大道工程边坡渐进破坏机理分析[J]. 中国地质灾害与防治学报, 2022, 33(5): 20-28. doi: 10.16031/j.cnki.issn.1003-8035.202205012
引用本文: 黄波, 鲁志雄, 何英东, 卢应发. 湖北赤壁东洲大道工程边坡渐进破坏机理分析[J]. 中国地质灾害与防治学报, 2022, 33(5): 20-28. doi: 10.16031/j.cnki.issn.1003-8035.202205012
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HUANG Bo, LU Zhixiong, HE Yingdong, LU Yingfa. Analysis of progressive failure mechanism of engineering slope at Dongzhou Avenue, Chibi of Hubei Province[J]. The Chinese Journal of Geological Hazard and Control, 2022, 33(5): 20-28. doi: 10.16031/j.cnki.issn.1003-8035.202205012
Citation: HUANG Bo, LU Zhixiong, HE Yingdong, LU Yingfa. Analysis of progressive failure mechanism of engineering slope at Dongzhou Avenue, Chibi of Hubei Province[J]. The Chinese Journal of Geological Hazard and Control, 2022, 33(5): 20-28. doi: 10.16031/j.cnki.issn.1003-8035.202205012
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湖北赤壁东洲大道工程边坡渐进破坏机理分析

  • 1.

    湖北省地质环境总站，湖北 武汉, 430034

  • 2.

    湖北省地质局武汉水文地质工程地质大队，湖北 武汉　430050

  • 3.

    湖北工业大学土木建筑与环境学院，湖北 武汉　430068

  • 基金项目: 国家自然科学基金面上项目（41372363；41641027）；三峡后续工作地质灾害防治项目（0001212015CC0005）
详细信息
    作者简介: 黄　波（1975-），男，汉族，湖北黄陂人，学士，研究方向为边坡工程。E-mail：344761893@qq.com
    通讯作者: 卢应发（1964-），男，汉族，湖北应城人，工学博士，教授，研究方向为岩土力学及边坡工程。E-mail：lyf77@126.com

  • 中图分类号: P642.22

Analysis of progressive failure mechanism of engineering slope at Dongzhou Avenue, Chibi of Hubei Province

  • 1.

    Geological Environmental Center of Hubei Province, Wuhan, Hubei　430034, China

  • 2.

    Wuhan hydrogeology engineering geology brigade of Hubei Geological Bureau, Wuhan, Hubei　430050, China

  • 3.

    School of Civil Engineering and Environment, Wuhan, Hubei　430068, China

More Information

    摘要

  • 东洲大道工程边坡处于褶皱断裂复合部位，是典型降雨和工程施工扰动引起的渐进变形破坏。本文在剖析其特殊边坡工程地质结构基础上，并建立边坡计算水文地质模型，提出了牵引式边坡稳定分析的部分强度折减不平衡拉力法，其稳定性分析结果表明：首次破坏是由于边坡开挖，表层植被被剥落，水沿着断层进入滑体，从而产生了推移式破坏；二次破坏是在首次破坏产生的临空面基础上，致使滑体产生了牵引式的破坏模式；且部分强度折减不平衡拉力法计算结果与现场破坏形式一致。本文在牵引式边坡不平衡拉力法计算的基础上，建立了牵引式边坡破坏后以残余强度整体推移式控制力的计算法，并提出了相应的控制措施，多年的控制措施运行结果表明：该治理效果良好。

    The engineering slope of Dongzhou Avenue is located in the complex zone with folds and fractures, which is a typical form of progressive deformation failure caused by the rainfall and engineering construction. Based on the analysis of its special slope engineering geological structure, a hydro-geological model is established in this paper, an unbalanced tension method of partial strength reduction for the pull-type slope is proposed to analyze the safety factor. The results of stability analysis show that: a thrust-type failure happen at first under the conditions, which an excavation is carried out, the water enters the sliding body along the fault, and the surface vegetation is peeled off. The second failure is based on the free surface caused by the first failure, a pull-type failure mode occurs from the middle part to the trailing edge of the sliding body, the calculated results of the unbalanced tension method of partial strength reduction are consistent with the field failure form. In this paper, based on the calculation of the traction slope unbalanced tension method, the calculation method of the overall pushing type control force with residual strength after the traction slope damage is established, and the corresponding control measures are proposed, and the operation results of the control measures for many years show that the management effect is good.

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  • 图 1  C段边坡加固及变形特征图

    Figure 1. 

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    图 2  C段边坡二次变形特征及结构特征图

    Figure 2. 

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    图 3  区域地质构造纲要图

    Figure 3. 

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    图 4  工程边坡剖面岩体类型与特征图

    Figure 4. 

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    图 5  工程边坡剖面结构特征

    Figure 5. 

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    图 6  边坡不平衡推力法条块划分图

    Figure 6. 

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    图 7  边坡局部推移式破坏条块计算图

    Figure 7. 

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    图 8  边坡牵引式破坏条块计算划分图

    Figure 8. 

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    图 9  边坡整体稳定分析图

    Figure 9. 

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    表 1  推移式局部破坏计算结果

    Table 1.  Calculation results of push-type local failure

    条块
    序号    		条块底边长
    /m    		条块底边角
    /（°）    		下滑力
    /kN    		摩阻力
    /kN    		剩余下拉力
    /（kN·m−1）
    13.6757.0198.1479.6561.1
    22.1017.9877.5167.6526.1
    32.1017.9869.6165.5413.9
    42.1521.7871.5566.3720.6
    52.1622.4473.9367.3726.6
    62.1421.1176.5368.7530.8
    72.1320.1378.2270.5332.8
    82.1118.5380.1871.3738.9
    92.0715.4278.0570.9337.6
    102.0715.4275.5369.2439.0
    112.0310.4471.8266.8931.3
    122.028.9866.1262.6023.3
    132.003.5158.8857.069.8
    142.001.0849.1349.13−0.1
    下载: 导出CSV

    表 2  边坡牵引式破坏计算结果

    Table 2.  Calculation results of slope traction failure

    条块
    序号    		条块底边长
    /m    		条块底边角
    /（°）    		下滑力
    /kN    		摩阻力
    /kN    		剩余下拉力
    /（kN·m−1）
    13.002.2993.9992.991.00
    23.015.53103.0098.294.71
    33.0611.22122.53114.318.21
    43.0913.63147.50134.1013.40
    53.1316.70161.08143.1127.96
    63.1417.13165.10143.8631.24
    73.1819.35167.15141.3445.81
    83.2321.61169.34138.3051.04
    93.2924.26169.25133.6075.65
    103.1316.47196.26156.2591.01
    113.1316.57151.50186.420.00
    123.1316.67215.67195.0120.65
    133.1316.77245.50203.5941.91
    143.1416.88264.63205.3159.32
    153.1416.97290.57210.0288.55
    163.1417.08195.99216.290.00
    173.1417.18223.42215.537.89
    183.1417.29232.53215.5812.96
    193.1417.39238.67215.2316.45
    203.1517.49244.47213.5120.95
    213.1517.60250.86212.7122.15
    223.1517.70257.45212.0925.36
    233.1517.80266.56212.5828.98
    243.1517.90274.46213.9530.51
    253.1517.99280.96212.8738.10
    263.1618.13284.68209.1845.50
    273.1618.46285.97202.8353.15
    288.6078.86288.19197.8860.30
    下载: 导出CSV

    表 3  边坡整体稳定性计算结果

    Table 3.  Calculation results of the overall stability of the slope

    条块
    序号    		条块底边长
    /m    		条块底边角
    /（°）    		下滑力
    /kN    		摩阻力
    /kN    		剩余下拉力
    /（kN·m−1）
    13.002.2993.9992.99106.1
    23.015.53103.0098.29385.2
    33.0611.22122.53114.31443.6
    43.0913.63147.50134.10293.9
    53.1316.70161.08143.11309.7
    63.1417.13165.10143.86318.3
    73.1819.35167.15141.34291.9
    83.2321.61169.34138.30302.0
    93.2924.26169.25133.60288.8
    103.1316.47196.26156.25292.8
    113.1316.57151.50186.42305.1
    123.1316.67215.67195.01294.3
    133.1316.77245.50203.59296.9
    143.1416.88264.63205.31325.0
    153.1416.97290.57210.02292.1
    163.1417.08195.99216.29307.6
    173.1417.18223.42215.53298.0
    183.1417.29232.53215.58266.3
    193.1417.39238.67215.23300.2
    203.1517.49244.47213.51220.5
    213.1517.60250.86212.71223.0
    223.1517.70257.45212.09241.5
    233.1517.80266.56212.58250.6
    243.1517.90274.46213.95231.1
    253.1517.99280.96212.87219.8
    263.1618.13284.68209.18191.3
    273.1618.46285.97202.83132.5
    288.6078.86288.19197.8847.4
    下载: 导出CSV
    • 参考文献(16)
  • [1]

    BISHOP A W. The use of the slip circle in the stability analysis of slopes[J]. Géotechnique,1955,5(1):7 − 17.

    [2]

    Janbu. Slope stability computations: In Embankment-dam Engineering. Textbook. Eds. R.C. Hirschfeld and S.J. Poulos. JOHN WILEY AND SONS INC., PUB., NY, 1973, 40P[J]. International Journal of Rock Mechanics and Mining Sciences & Geomechanics Abstracts, 1975, 12（4）.

    [3]

    KELESOGLU M K. The evaluation of three-dimensional effects on slope stability by the strength reduction method[J]. KSCE Journal of Civil Engineering,2016,20(1):229 − 242. doi: 10.1007/s12205-015-0686-4

    [4]

    NIAN T K,HUANG R Q,WAN S,et al. Three-dimensional strength-reduction finite element analysis of slopes:Geometric effects[J]. Canadian Geotechnical Journal,2012,49(5):574 − 588. doi: 10.1139/t2012-014

    [5]

    殷跃平,王文沛,张楠,等. 强震区高位滑坡远程灾害特征研究—以四川茂县新磨滑坡为例[J]. 中国地质,2017,44(5):827 − 841. [YIN Yueping,WANG Wenpei,ZHANG Nan,et al. Long runout geological disaster initiated by the ridge-top rockslide in a strong earthquake area:A case study of the Xinmo landslide in Maoxian County,Sichuan Province[J]. Geology in China,2017,44(5):827 − 841. (in Chinese with English abstract) doi: 10.12029/gc20170501

    [6]

    殷跃平, 朱赛楠. 李滨青藏高原高位远程地质灾害[M]. 北京: 科学出版社, 2021

    YIN Yueping, ZHU Sainan, LI Bin. High-level remote geological disasters in Qinghai-Tibet Plateau[M]. Beijing: Science Press, 2021. （in Chinese）

    [7]

    黄波林,殷跃平. 水库区滑坡涌浪风险评估技术研究[J]. 岩石力学与工程学报,2018,37(3):621 − 629. [HUANG Bolin,YIN Yueping. Risk assessment research on impulse wave generated by landslide in reservoir[J]. Chinese Journal of Rock Mechanics and Engineering,2018,37(3):621 − 629. (in Chinese with English abstract) doi: 10.13722/j.cnki.jrme.2017.1047

    [8]

    CHEN H R,QIN S Q,XUE L,et al. A physical model predicting instability of rock slopes with locked segments along a potential slip surface[J]. Engineering Geology,2018,242:34 − 43. doi: 10.1016/j.enggeo.2018.05.012

    [9]

    XUE L,QIN S Q,PAN X H,et al. A possible explanation of the stair-step brittle deformation evolutionary pattern of a rockslide[J]. Geomatics,Natural Hazards and Risk,2017,8(2):1456 − 1476. doi: 10.1080/19475705.2017.1345793

    [10]

    杨百存,秦四清,薛雷,等. 锁固段损伤过程中的能量转化与分配原理[J]. 东北大学学报(自然科学版),2020,41(7):975 − 981. [YANG Baicun,QIN Siqing,XUE Lei,et al. Energy Conversion and Allocation Principle During the Damage Process of Locked SegmentFull text replacement[J]. Journal of Northeastern University (Natural Science),2020,41(7):975 − 981. (in Chinese with English abstract)

    [11]

    LU Y F. Deformation and failure mechanism of slope in three dimensions[J]. Journal of Rock Mechanics and Geotechnical Engineering,2015,7(2):109 − 119. doi: 10.1016/j.jrmge.2015.02.008

    [12]

    卢应发. 一种新的本构模型及参数标定[J]. 岩土力学,2016,37(8):2138 − 2144. [LU Yingfa. A new constitutive model and its parameter calibration[J]. Rock and Soil Mechanics,2016,37(8):2138 − 2144. (in Chinese with English abstract) doi: 10.16285/j.rsm.2016.08.002

    [13]

    闫亚景,文宝萍,黄志全. 可溶盐对兰州非饱和重塑黄土抗剪强度的影响[J]. 岩土力学,2017,38(10):2881 − 2887. [YAN Yajing,WEN Baoping,HUANG Zhiquan. Effect of soluble salts on shear strength of unsaturated remoulded loess in Lanzhou City[J]. Rock and Soil Mechanics,2017,38(10):2881 − 2887. (in Chinese with English abstract) doi: 10.16285/j.rsm.2017.10.014

    [14]

    吴顺川,韩龙强,李志鹏,等. 基于滑面应力状态的边坡安全系数确定方法探讨[J]. 中国矿业大学学报,2018,47(4):719 − 726. [WU Shunchuan,HAN Longqiang,LI Zhipeng,et al. Discussion on the methods for determining slope safety factor based on stress state of the sliding surface[J]. Journal of China University of Mining & Technology,2018,47(4):719 − 726. (in Chinese with English abstract) doi: 10.13247/j.cnki.jcumt.000879

    [15]

    卢应发,黄学斌,刘德富. 边坡力的分布特征和稳定性分析[J]. 岩土工程学报,2017,39(7):1321 − 1329. [LU Yingfa,HUANG Xuebin,LIU Defu. Distribution characteristics of force and stability analysis of slope[J]. Chinese Journal of Geotechnical Engineering,2017,39(7):1321 − 1329. (in Chinese with English abstract) doi: 10.11779/CJGE201707019

    [16]

    卢应发, 刘德富, 石峻峰. 基于牵引式斜坡变形破坏机理的稳定性分析和预测预警方法: 中国, CN103942446B[P]. 2017-02-22.

    LU Yingfa, LIU Defu, SHI Junfeng. Stability analysis and prediction and early warning method based on the deformation failure mechanism of traction slope: China, CN103942446B[P]. 2017-02-22. （in Chinese）

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收稿日期:  2022-05-09
修回日期:  2022-07-09
刊出日期:  2022-10-25

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