Evaluation of landslide treatment effect by numerical simulation analysis
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摘要: 龙腾北路K6+590—K6+770段边坡于2022年6月发生严重滑动变形，根据现场调查情况和勘察成果，应用Morgenstern-Price法对3个典型断面进行稳定性计算，通过分析滑坡成因和稳定性计算结果，采用应急抢险措施和永久治理措施相结合的滑坡治理方案。应急抢险措施为坡顶设置4排微型桩+预应力锚索，永久治理措施为削坡卸载+预应力锚索框架+预应力锚索抗滑桩+抗滑挡墙。为验证治理措施的效果，以稳定系数最小的主轴断面（Ⅱ-Ⅱ’断面）进行建模分析，利用有限元法分别分析了该断面在天然工况和暴雨工况下的坡体位移量，对比治理前后不同工况的坡体位移量可知，治理后坡体位移显著减小，滑坡工后实际位移监测成果表明坡体位移已收敛，滑坡处于稳定状态，滑坡治理措施合理、有效。Abstract: A severe sliding deformation occurred on the slope of the Longteng North Road section K6+590–K6+770 in June 2022. Based on the field investigation and prospecting results, the Morgenstern-Price method was adopted to conduct stability calculations for three typical sections. Through the analysis of landslide causes and stability calculation results, a landslide treatment scheme combining emergency rescue measures and permanent control measures was proposed. The emergency measures included setting 4 rows of micro-piles with prestressed anchor cables at the slope top, while the permanent measures consisted of slope cutting and unloading, prestressed anchor cable frames, prestressed anchor cable anti-slide piles, and anti-slide retaining walls. To verify the effectiveness of the treatment measures, the main axis section (Section Ⅱ-Ⅱ') with the minimum stability coefficient was selected for modeling and analysis. The finite element method was used to analyze the slope displacement under natural and rainstorm conditions, respectively. A comparison of slope displacement before and after treatment under different working conditions showed that the slope displacement was significantly reduced after treatment. The post-construction displacement monitoring results indicated that the slope displacement had converged and the landslide was in a stable state, demonstrating that the adopted landslide treatment measures are reasonable and effective.
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图 6 Ⅱ-Ⅱ’断面加固后稳定系数（天然工况）
Figure 6. Stability factor of section Ⅱ-Ⅱ’ after reinforcement (normal conditions)
图 7 Ⅱ-Ⅱ’断面加固后稳定系数（暴雨工况）
Figure 7. Stability factor of section Ⅱ-Ⅱ’ after reinforcement (rainstorm conditions)
图 10 暴雨工况下塑性破坏区（治理前）
Figure 10. Failure zone under rainstorm conditions (before treatment)
图 11 天然工况下水平位移云图（治理前）
Figure 11. Horizontal displacement contour under normal conditions (before treatment)
图 12 暴雨工况下水平位移云图（治理前）
Figure 12. Horizontal displacement contour under rainstorm conditions (before treatment)
图 13 天然工况下竖向位移云图（治理前）
Figure 13. Vertical displacement contour under normal conditions (before treatment)
图 14 暴雨工况下竖向位移云图（治理前）
Figure 14. Vertical displacement contour under rainstorm conditions (before treatment)
图 15 天然工况下总位移云图（治理前）
Figure 15. Total displacement contour under normal conditions (before treatment)
图 16 暴雨工况下总位移云图（治理前）
Figure 16. Total displacement contour under rainstorm conditions (before treatment)
图 17 天然工况下塑性破坏区（治理后）
Figure 17. Failure zone under normal conditions (after treatment)
图 18 暴雨工况下塑性破坏区（治理后）
Figure 18. Failure zone under rainstorm conditions (after treatment)
图 19 天然工况下水平位移云图（治理后）
Figure 19. Horizontal displacement contour under normal conditions (after treatment)
图 20 暴雨工况下水平位移云图（治理后）
Figure 20. Horizontal displacement contour under rainstorm conditions (after treatment)
图 21 天然工况下竖向位移云图（治理后）
Figure 21. Vertical displacement contour under normal conditions (after treatment)
图 22 暴雨工况下竖向位移云图（治理后）
Figure 22. Vertical displacement contour under rainstorm conditions (after treatment)
图 23 天然工况下总位移云图（治理后）
Figure 23. Total displacement contour under normal conditions (after treatment)
图 24 暴雨工况下总位移云图（治理后）
Figure 24. Total displacement contour under rainstorm conditions (after treatment)
表 1 视倾角转换一览表
Table 1. Viewing angle conversion
代号 结构面名称 倾向/(°) 倾角/(°) 视倾角/(°) P 坡面 261 45 C 层理 250 18 18 J1 节理1 190 85 75 J2 节理2 295 55 50 
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表 2 岩土体力学参数表
Table 2. Mechanical parameters of rock-soil mass
土层名称 重度/（kN·m-3） 黏聚力c/kPa 内摩擦角φ/（°） 泊松比 杨氏模量
/MPa天然 饱和 天然 饱和 天然 饱和 残积土 18.5 19.0 20 18 15 12 0.30 20 土状强风化泥岩 23 23.5 23 19 25 21 0.25 20 块状强风化泥岩 24 24.5 30 25 30 25 0.20 20 中等风化泥岩 24.5 24.8 100 90 70 63 0.10 50
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表 3 滑坡治理前后位移对比分析表
Table 3. Comparative analysis table before and after landslide treatment
工况 治理阶段 稳定
系数最大水平
位移/mm最大竖向
位移/mm最大总
位移/mm天然工况 治理前 0.947 36.0 25.5 40.0 治理后 1.292 0.0 0.0 0.0 提高或降低幅度 36.4% 暴雨工况 治理前 0.842 81.0 63.0 100.0 治理后 1.140 27.0 12.4 30.0 提高或降低幅度 35.4% 66.7% 80.3% 70.0%
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[1] 黄润秋, 张伟锋, 裴向军. 大光包滑坡工程地质研究[J]. 工程地质学报, 2014, 22(4): 557-585. (HUANG R Q, ZHANG W F, PEI X J. Engineering geological study on Daguangbao landslide[J]. Journal of Engineering Geology, 2014, 22(4): 557-585. (in Chinese)HUANG R Q, ZHANG W F, PEI X J. Engineering geological study on Daguangbao landslide[J]. Journal of Engineering Geology, 2014, 22（4）: 557-585. (in Chinese) [2] 邢 军, 董小波, 贺晓宁. 隧道洞口滑坡工程地质问题与变形机理研究[J]. 灾害学, 2018, 33(S1): 14-17, 29. (XING J, DONG X B, HE X N. Study on engineering geological problems and deformation mechanism of tunnel portal landslide[J]. Journal of Catastrophology, 2018, 33(S1): 14-17, 29. (in Chinese)XING J, DONG X B, HE X N. Study on engineering geological problems and deformation mechanism of tunnel portal landslide[J]. Journal of Catastrophology, 2018, 33（S1）: 14-17, 29. (in Chinese) [3] 蒋 鑫, 高小峰, 邱延峻. 斜坡软弱地基路堤复式滑面的极限平衡法判识[J]. 铁道学报, 2014, 36(8): 91-97. (JIANG X, GAO X F, QIU Y J. Judgement of composite slip surface of embankment over sloped weak ground with limit equilibrium method[J]. Journal of the China Railway Society, 2014, 36(8): 91-97. (in Chinese) doi: 10.3969/j.issn.1001-8360.2014.08.015JIANG X, GAO X F, QIU Y J. Judgement of composite slip surface of embankment over sloped weak ground with limit equilibrium method[J]. Journal of the China Railway Society, 2014, 36（8）: 91-97. (in Chinese) doi: 10.3969/j.issn.1001-8360.2014.08.015 [4] 乔 翔. 基于极限平衡法的高边坡稳定性分析及处治措施[J]. 铁道建筑, 2017, 57(8): 89-93. (QIAO X. Stability analysis and treatment measures of high slope based on limit equilibrium method[J]. Railway Engineering, 2017, 57(8): 89-93. (in Chinese) doi: 10.3969/j.issn.1003-1995.2017.08.23QIAO X. Stability analysis and treatment measures of high slope based on limit equilibrium method[J]. Railway Engineering, 2017, 57（8）: 89-93. (in Chinese) doi: 10.3969/j.issn.1003-1995.2017.08.23 [5] 朱维伟, 黄 新. 边坡稳定有限元分析中相对网格大小对安全系数的影响[J]. 河南科学, 2011, 29(6): 703-706. (ZHU W W, HUANG X. Influence of relative grid height on safety factor in slope stability analysis with finite element method[J]. Henan Science, 2011, 29(6): 703-706. (in Chinese) doi: 10.3969/j.issn.1004-3918.2011.06.020ZHU W W, HUANG X. Influence of relative grid height on safety factor in slope stability analysis with finite element method[J]. Henan Science, 2011, 29（6）: 703-706. (in Chinese) doi: 10.3969/j.issn.1004-3918.2011.06.020 [6] 王新龙, 潘旦光, 吴顺川. 强度折减法在土质边坡有限元分析中的应用[J]. 路基工程, 2014(4): 98-101,107. (WANG X L, PAN D G, WU S C. Application of strength reduction method in FEM analysis of soil slope[J]. Subgrade Engineering, 2014(4): 98-101,107. (in Chinese)WANG X L, PAN D G, WU S C. Application of strength reduction method in FEM analysis of soil slope[J]. Subgrade Engineering, 2014（4）: 98-101,107. (in Chinese) [7] 张坤勇, 李广山, 李旺林, 等. 南水北调南干渠边坡有限元稳定性分析[J]. 河北工程大学学报(自然科学版), 2016, 33(4): 27-32. (ZHANG K Y, LI G S, LI W L, et al. Finite element stability analysis on slope of south main canal of south to north water diversion project[J]. Journal of Hebei University of Engineering (Natural Science Edition), 2016, 33(4): 27-32. (in Chinese)ZHANG K Y, LI G S, LI W L, et al. Finite element stability analysis on slope of south main canal of south to north water diversion project[J]. Journal of Hebei University of Engineering (Natural Science Edition), 2016, 33（4）: 27-32. (in Chinese) [8] 罗根传, 何忠明, 曾 铃. 高速公路改扩建工程边坡抗滑桩加固效果数值分析[J]. 中南大学学报(自然科学版), 2015, 46(6): 2244-2249. (LUO G C, HE Z M, ZENG L. Numerical analysis of reinforcement effect of slope anti-slide pile on expressway reconstruction projection[J]. Journal of Central South University (Science and Technology), 2015, 46(6): 2244-2249. (in Chinese)LUO G C, HE Z M, ZENG L. Numerical analysis of reinforcement effect of slope anti-slide pile on expressway reconstruction projection[J]. Journal of Central South University (Science and Technology), 2015, 46（6）: 2244-2249. (in Chinese) [9] 陈建峰, 陈思贤, 杜长城, 等. 抗滑桩-锚索框架组合结构受力机制研究[J]. 铁道工程学报, 2021, 38(5): 7-12. (CHEN J F, CHEN S X, DU C C, et al. Research on the mechanical mechanism of composite structure of anti-slide pile and anchor cable frame beam[J]. Journal of Railway Engineering Society, 2021, 38(5): 7-12. (in Chinese) doi: 10.3969/j.issn.1006-2106.2021.05.002CHEN J F, CHEN S X, DU C C, et al. Research on the mechanical mechanism of composite structure of anti-slide pile and anchor cable frame beam[J]. Journal of Railway Engineering Society, 2021, 38（5）: 7-12. (in Chinese) doi: 10.3969/j.issn.1006-2106.2021.05.002 [10] 柴贺军. 关于公路路堑边坡治理工程的若干思考[J]. 公路交通技术, 2004, 20(3): 11-14,22. (CHAI H J. Analyses on issues of road slope treatment engineering[J]. Technology of Highway and Transport, 2004, 20(3): 11-14,22. (in Chinese) doi: 10.3969/j.issn.1009-6477.2004.03.004CHAI H J. Analyses on issues of road slope treatment engineering[J]. Technology of Highway and Transport, 2004, 20（3）: 11-14,22. (in Chinese) doi: 10.3969/j.issn.1009-6477.2004.03.004 [11] 阿布都赛米·阿布都热西提. 基于FEM抗滑桩对土质和岩质边坡稳定性影响分析[J]. 水科学与工程技术, 2019(3): 71-74. (ABDUREXITI A. Analysis of soil and rock slope stability influence by anti-slide piles position based on FEM[J]. Water Sciences and Engineering Technology, 2019(3): 71-74. (in Chinese)ABDUREXITI A. Analysis of soil and rock slope stability influence by anti-slide piles position based on FEM[J]. Water Sciences and Engineering Technology, 2019（3）: 71-74. (in Chinese) [12] 徐文刚, 辛 力, 余旭荣, 等. FLAC3D桩结构单元模拟抗滑桩参数取用探讨[J]. 岩土工程技术, 2023, 37(2): 168-173. (XU W G, XIN L, YU X R, et al. Discussion of parameters setting for pile structural element in anti-slide pile simulation with FLAC3D[J]. Geotechnical Engineering Technique, 2023, 37(2): 168-173. (in Chinese)XU W G, XIN L, YU X R, et al. Discussion of parameters setting for pile structural element in anti-slide pile simulation with FLAC3D[J]. Geotechnical Engineering Technique, 2023, 37（2）: 168-173. (in Chinese) [13] 杨和平. 极限平衡法与有限元强度折减法对某公路边坡挡土墙稳定性分析[J]. 公路工程, 2012, 37(3): 180-183. (YANG H P. Stability analysis of the retaining wall for highway slope based on the limit equilibrium method and the strength reduction finite element method[J]. Highway Engineering, 2012, 37(3): 180-183. (in Chinese) doi: 10.3969/j.issn.1674-0610.2012.03.041YANG H P. Stability analysis of the retaining wall for highway slope based on the limit equilibrium method and the strength reduction finite element method[J]. Highway Engineering, 2012, 37（3）: 180-183. (in Chinese) doi: 10.3969/j.issn.1674-0610.2012.03.041 [14] 余寿全, 鲁 明, 王 良, 等. 某高岩质边坡治理与监测实例分析[J]. 地下空间与工程学报, 2017, 13(S2): 784-790. (YU S Q, LU M, WANG L, et al. Case analysis on treatment and monitoring of a high rock slope[J]. Chinese Journal of Underground Space and Engineering, 2017, 13(S2): 784-790. (in Chinese)YU S Q, LU M, WANG L, et al. Case analysis on treatment and monitoring of a high rock slope[J]. Chinese Journal of Underground Space and Engineering, 2017, 13（S2）: 784-790. (in Chinese) [15] 汤鹏举, 阙宏宇, 王诗元, 等. 降雨工况下超高黄土边坡稳定性分析[J]. 路基工程, 2023(6): 59-65. (TANG P J, QUE H Y, WANG S Y, et al. Stability analysis of ultra-high loess slopes under rainfall condition[J]. Subgrade Engineering, 2023(6): 59-65. (in Chinese)TANG P J, QUE H Y, WANG S Y, et al. Stability analysis of ultra-high loess slopes under rainfall condition[J]. Subgrade Engineering, 2023（6）: 59-65. (in Chinese) -
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