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FORMATION CHARACTERISTICS AND KINEMATICS 3-D SIMULATION OF ROCKFALL EVOLVED FROM SHATTERED MOUNTAIN—CASE STUDY OF SANGUANMIAO VILLAGE ROCKFALL IN WENCHUAN COUNTY
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摘要: 三官庙村震裂山体位于汶川强震区，又于2018年7月20日和2019年8月22日发生了两次震后崩塌灾害，严重威胁坡脚居民生命财产安全。通过对震裂山体危岩现场地质调查、无人机航测和室内三维数值模拟，阐述了震裂山体-崩塌发生的成因机理和动力学过程，并对潜在危岩区的危险性进行了分析评价。研究结果认为，此类崩塌形成过程可划分为3个阶段：即潜在危岩体坡体早期构造及卸荷裂隙发育、震裂山体(危岩体)形成、崩塌失稳。崩塌源区岩体在岷江下切过程中形成卸荷裂隙，受“5·12”强震及其余震作用下形成震动拉裂缝，单薄山脊发生变形形成震裂山体，在雨季强降雨触发下发生崩塌。运用三维模拟软件RocPro3D模拟已发生崩塌块石堆积位置、优势运动路径，并与既有崩塌堆积区进行对比验证，综合得出岩土体表面特征参数。根据所得参数进一步模拟预测了危岩区可能发生崩塌的运动特征，对其优势运动路径、运动速度、运动能量和弹跳高度进行分析，得出崩塌危害影响范围和程度。论文的研究成果对强震区震裂山体灾害隐患点的减灾防灾工作具有重要的指导意义。Abstract: Sanguanmiao shattered mountain is located in Wenchuan earthquake area,where two post-earthquake rockfalls had occurred on July 20,2018 and August 22,2019,respectively. They caused considerable economic losses and threatened the safety of residents. Therefore,this paper performs a detailed analysis on study area by using field investigation of dangerous rocks in shattered mountains,unmanned aerial vehicle survey and three-dimensional numerical simulation,clarifying the mechanisms and kinematic processes of the rockfall evolved from shattered mountain. Meanwhile,the risk of potentially dangerous rock area has been assessed. The results suggest the following findings. The formation process of this type of rockfall could be divided into three stages,including early structure and unloading crack development of potentially dangerous rock slope,formation of shattered mountains(dangerous rock mass) and occurrence of post-earthquake rockfalls. Firstly,the rock masses in the source area formed unloading fissures during the incision of the Minjiang River,and then under the role of the "5.12" strong earthquake and aftershocks,tensile fissures formed and the ridge top deformed and shattered,forming shattered mountains. Eventually,heavy rainfall in the rainy season directly triggered the rockfalls. The three-dimensional simulation software RocPro3D is used to simulate the accumulation range and the dominant moving trajectory,which are compared and verified with the existing accumulation area,comprehensively obtain the rock and soil characteristic parameters,and further simulated and predicted the possibility of the dangerous rock area based on the validated parameters. The movement characteristics,dominant moving trajectory,moving velocity,energy and bounce height are analyzed to obtain the impact extent of the rockfall. The results can provide an insight into potential disasters reduction and prevention of shattered mountain failure in the strong earthquake area.
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Key words:
- Wenchuan Earthquake /
- Rockfall /
- Formation mechanism /
- Numerical simulation /
- RocPro3D
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图 1 危岩分区及岩体结构赤平投影图
Figure 1. Dangerous rock zoning and stereographic projection of rock mass structure
图 4 强震区危岩崩塌变形破坏各阶段示意
a. 潜在危岩体坡体早期构造及卸荷裂隙形成阶段; b震裂山体(危岩体)形成阶段; c崩塌失稳阶段
Figure 4. Schematic diagram of each stage of deformation and failure of dangerous rocks in strong earthquake area
图 8 危岩崩塌与沿途崩落堆积部位三维空间分布
Figure 8. Three-dimensional spatial distribution of rockfall and accumulation area along the way
图 9 基于数值模拟的各危岩区崩塌落石堆积空间分布位置示意图
Figure 9. Schematic diagram of spatial distribution of rockfall accumulation in each dangerous rock area based on numerical simulation
图 10 危岩区崩塌落石运动速度、冲击能量与弹跳高度数值模拟空间分布示意图
a. 运动速度；b. 冲击能量；c. 弹跳高度分布
Figure 10. Schematic diagram of spatial distribution of numerical simulation of movement velocity,impact energy and jumping height of rockfall in dangerous rock area
图 11 优势路径下各区落石运动速度、冲击能量、弹跳高度与运动位置关系曲线
a. Ⅰ号危岩区；b. Ⅱ号危岩区；c. Ⅲ号危岩区；d. Ⅳ号危岩区
Figure 11. Relationship curve between movement velocity,impact energy,jumping height and movement position of rockfall in different dangerous rock areas under dominant path
表 1 不同危岩区内各危岩带岩体结构面特征
Table 1. Characteristics of rock mass structural plane in different dangerous rock zones
位置 结构面组数 结构面产状 Ⅰ号危岩区 ⅠW1危岩带 4 300°∠46°、331°∠82°、266°∠16°、209°∠68° ⅠW2危岩带 3 315°∠82°、156°∠60°、283°∠25° Ⅱ号危岩区 ⅡW1危岩带 5 328°∠36°、190°∠58°、137°∠86°、108°∠57°、230°∠46° ⅡW2危岩带 3 288°∠72°、210°∠70°、5°∠54° ⅡW3~5危岩带 5 274°∠60°、135°∠85°、70°∠57°、8°∠59°、350°∠42° ⅡW6危岩带 3 232°∠16°、239°∠48°、52°∠40° Ⅲ号危岩区 ⅢW1、3危岩带 4 304°∠78°、130°∠54°、298°∠22°、129°∠73° ⅢW4危岩带 3 233°∠60°、295°∠30°、129°∠73° ⅢW2、5危岩带 5 6°∠72°、288°∠72°、98°∠83°、295°∠30°、230°∠60° Ⅳ号危岩区 ⅣW1危岩带 4 290°∠70°、50°∠62°、112°∠88°、250°∠72° ⅣW2危岩带 3 260°∠84°、30°∠60°、15°∠13° ⅣW3危岩带 3 270°∠78°、86°∠74°、15°∠13° 
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表 2 各危岩区危岩体特征参数
Table 2. Characteristic parameters of dangerous rock mass in each dangerous rock area
危岩分区 块石密度/kg·m-3 形状 直径/m Ⅰ号危岩区 2600 球体 1.5 Ⅱ号危岩区 Ⅲ号危岩区 Ⅳ号危岩区
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表 3 崩塌落石沿途岩土体表面特征参数
Table 3. Surface characteristic parameters of rock and soil along rockfall
参数 花岗闪长岩 崩坡积物 残坡积物 恢复系数 标准值Rn 0.75 0.65 0.45 正切值Rt 0.85 0.70 0.50 变化范围Δ_R/% 4 5 8 极限速度V_R(lim)/m·s-1 10 10 10 极限变化范围Δ_R(lim)/% 2 3 6 横向偏差 变化范围Δ_θh/(°) 20.0 17.5 15.0 极限速度V_θh(lim)/m·s-1 10 10 10 极限变化范围V_θh(lim)/(°) 10.0 8.5 7.5 竖向偏差 变化范围Δ_θv/(°) 2 2 2 极限速度V_θv(lim)/m·s-1 10 10 10 极限变化范围V_θv(lim)/(°) 4 4 4 摩擦系数 k值 0.40 0.75 0.80 变化范围Δ_k/% 12 15 15 极限速度V_k(lim)/m·s-1 10 10 10 极限变化范围Δ_k(lim)/% 10 10 10 转换参数 角度β_lim/(°)(锐角情况下) 2 3 4 角度β_lim/(°)(钝角情况下) 25 30 35
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Bourrier F,Lambert S,Baroth J. 2015. A reliability-based approach for the design of rockfall protection fences[J]. Rock Mechanics and Rock Engineering,48 (1): 247-259. doi: 10.1007/s00603-013-0540-2 Cheng L X, Su S R, Li S, et al. 2012. Analysis of formation mechanisms on highway slope collapse after Wenchuan earthquake[J]. Journal of Engineering Geology, 20 (2): 249-258. Cheng Y G, Fan A J, Li B, et al. 2018. Mechanism and prevention of collapse dangerous rock in Wen(chuan) Ma(Er Kang) section of Sichuan Tibet expressway[J]. Journal of Water Resources and Architectural Engineering, 16 (6): 18-24. Feng W K, Huang R Q, Xu Q, et al. 2009a. Study on formation mechanism and deformation failure models of shatter slopes[J]. Hydrogeology & Engineering Geology, 36 (6): 42-48. Feng W K, Xu Q, Huang R Q. 2009b. Preliminary study on mechanical mechanism of slope earthquake-induced deformation[J]. Chinese Journal of Rock Mechanics and Engineering, 28 (S1): 3124-3130. Feng W K, Hu Y P, Xie J Z, et al. 2016. Disaster mechanism and stability analysis of shattered bedding slopes triggered by rainfall─A case study of Sanxicun landslide[J]. Chinese Journal of Rock Mechanics and Engineering, 35 (11): 2197-2207. Fan X M, Scaringi G, Korup O, et al. 2019. Earthquake-induced chains of geologic hazards: Patterns, mechanisms, and impacts[J]. Reviews of Geophysics, 57 (2): 421-503. doi: 10.1029/2018RG000626 Hu X W, Luo G, Huang R Q, et al. 2009. Study of stability of remnant mountain body in back scarp of Tangjiashan landslide after"5 ·12"Wenchuan earthquake[J]. Chinese Journal of Rock Mechanics and Engineering, 28 (11): 2349-2359. Huang R Q. 2011. After effect of geohazards induced by the Wenchuan earthquake[J]. Journal of Engineering Geology, 19 (2): 145-151. Huang R Q, Pei X J, Luo J. 2016. Collapse Mechanism and Stability Evaluation of Shattered Slope under Wind Loading[J]. Journal of Southwest Jiaotong University, 51 (5): 958-970. Hu X W, Mei X F, Yang Y, et al. 2019. Dynamic response of pile-plate rock retaining wall under impact of rockfall[J]. Journal of Engineering Geology, 27 (1): 123-133. He K, Hu X W, Ma G T, et al. 2020. The reactivated mechanism of Boli Village giant ancient basalt landslide in Yanyuan, Sichuan[J]. Rock and Soil Mechanics, 41 (10): 3443-3455. He K, Li Y J, Ma G T, et al. 2020. Failure mode analysis of post-seismic rockfall in shattered mountains exemplified by detailed investigation and numerical modelling[J]. Landslides, 18 : 425-446. Liang Q G, Han W F. 2009. Characteristics of rock mass failure under seismic loads at strong earthquake areas[J]. Northwestern Seismological Journal, 31 (1): 15-20. Liu H J, Lan H X. 2012. Rockfall disaster simulation and risk assessment on the Dujiangyan-Wenchuan highway after"5 ·12"Earthquake[J]. Resources Science, 34 (2): 345-352. Liu H Y, Wang X L, Li L H, et al. 2017. Application of UAV aerial photogrammetry for rockfall disaster survey[J]. Journal of Engineering Geology, 25 (S1): 82-87. Liu Y, Pei X J, Luo J, et al. 2018. Analysis on the stability of seismic-slope in Wangjiapo under earthquake and strong raining[J]. The Chinese Journal of Geological Hazard and Control, 29 (1): 23-33. Liu B, Hu X W, He K, et al. 2020. The starting mechanism and movement process of the co-seismic rockslide: A case study of the Laoyingyan rockslide induced by the"5 ·12"Wenchuan earthquake[J]. Journal of Mountain Science, 17 (5): 1188-1205. doi: 10.1007/s11629-019-5775-2 Radtke A, Toe D, Berger F, et al. 2014. Managing coppice forests for rockfall protection: lessons from modeling[J]. Annals of Forest Science, 71 (4): 485-494. doi: 10.1007/s13595-013-0339-z RocPro3D(2014)RocPro3D software[CP]. http://www.rocpro3d.com/rocpro3d_en.php Su S R, Li S, Cheng Q. 2012. Characteristics of the post-earthquake rockfalls of highway slopes in Wenchuan-earthquake-stricken areas[J]. Journal of Mountain Research, 30 (3): 321-327. Sun Q H, Ma F S, Liu G, et al. 2021. Deformation failure mode and stability analysis of Kanuna unstable rock mass in Lhasa-Yangbajing section of G109 national highway[J]. Journal of Engineering Geology, 29 (2): 495-507. Wu Y, He S M, Li X P, et al. 2010. Failure mechanism and diagnosis method of dangerous crack rock after earthquake[J]. Journal of Sichuan University(Engineering Science Edition), 42 (5): 185-190. Wang S, Zhang L Q, Zhou J, et al. 2020. Characteristic analysis and kinematic simulation of rockfall along Shexing village section of Qinghai-Tibet Railway[J]. Journal of Engineering Geology, 28 (4): 784-792. Yuan J K, Pei X J. 2015. Study on deformation characteristics and dynamic mechanism of shattered mountain fractures in Wenchuan earthquake[J]. Journal of Disaster Prevention and Mitigation Engineering, 35 (6): 848-855. Zhao W H, Huang R Q, Zhao J J, et al. 2011. Rockfall mechanism of cataclastic rock mass and influence of back wall upon the stability of accumulation under strong earthquake[J]. Journal of Engineering Geology, 19 (2): 205-212. Zhang J Q, Fan J R, Hu K H. 2012. Comparison of landslide distribution and susceptibility before and after the Wenchuan earthquake[J]. Bulletin of Soil and Water Conservation, 32 (3): 208-210, 276. Zhong Y L, Xiang X Q. 2019. Rockfall simulation based on Rockyfor3D[J]. Water Conservancy Science and Technology and Economy, 25 (5): 15-18. 成良霞, 苏生瑞, 李松, 等. 2012. 震后公路边坡崩塌地质灾害形成机理分析[J]. 工程地质学报, 20 (2): 249-258. doi: 10.3969/j.issn.1004-9665.2012.02.014 冯文凯, 黄润秋, 许强, 等. 2009a. 震裂斜坡形成机理及变形破坏模式研究[J]. 水文地质工程地质, 36 (6): 42-48. https://www.cnki.com.cn/Article/CJFDTOTAL-SWDG200906009.htm 冯文凯, 许强, 黄润秋. 2009b. 斜坡震裂变形力学机制初探[J]. 岩石力学与工程学报, 28 (S1): 3124-3130. https://www.cnki.com.cn/Article/CJFDTOTAL-YSLX2009S1081.htm 冯文凯, 胡云鹏, 谢吉尊, 等. 2016. 顺层震裂斜坡降雨触发灾变机制及稳定性分析——以三溪村滑坡为例[J]. 岩石力学与工程学报, 35 (11): 2197-2207. https://www.cnki.com.cn/Article/CJFDTOTAL-YSLX201611004.htm 胡卸文, 罗刚, 黄润秋, 等. 2009. 唐家山滑坡后壁残留山体震后稳定性研究[J]. 岩石力学与工程学报, 28 (11): 2349-2359. doi: 10.3321/j.issn:1000-6915.2009.11.026 胡卸文, 梅雪峰, 杨瀛, 等. 2019. 落石冲击荷载作用下的桩板拦石墙结构动力响应[J]. 工程地质学报, 27 (1): 123-133. doi: 10.13544/j.cnki.jeg.2019-004 黄润秋. 2011. 汶川地震地质灾害后效应分析[J]. 工程地质学报, 19 (2): 145-151. doi: 10.3969/j.issn.1004-9665.2011.02.001 黄润秋, 裴向军, 罗璟. 2016. 风载作用下震裂山体崩塌机制及稳定性评价方法[J]. 西南交通大学学报, 51 (5): 958-970. doi: 10.3969/j.issn.0258-2724.2016.05.020 何坤, 胡卸文, 马国涛, 等. 2020. 四川省盐源玻璃村特大型玄武岩古滑坡复活机制[J]. 岩土力学, 41 (10): 3443-3455. https://www.cnki.com.cn/Article/CJFDTOTAL-YTLX202010031.htm 梁庆国, 韩文峰. 2009. 强震区岩体地震动力破坏特征[J]. 西北地震学报, 31 (1): 15-20. https://www.cnki.com.cn/Article/CJFDTOTAL-ZBDZ200901002.htm 刘洪江, 兰恒星. 2012. "5 ·12" 震后都江堰-汶川公路崩塌灾害模拟及危险性评价[J]. 资源科学, 34 (2): 345-352. https://www.cnki.com.cn/Article/CJFDTOTAL-ZRZY201202021.htm 刘海洋, 王学良, 李丽慧, 等. 2017. 无人机航空摄影测量技术在崩塌灾害调查中的应用[J]. 工程地质学报, 25 (S1): 82-87. doi: 10.13544/j.cnki.jeg.2017.s1.089 刘洋, 裴向军, 罗璟, 等. 2018. 地震与强降雨条件下云南鲁甸王家坡震裂山体稳定性分析[J]. 中国地质灾害与防治学报, 29 (1): 23-33. https://www.cnki.com.cn/Article/CJFDTOTAL-ZGDH201801005.htm 苏生瑞, 李松, 程强. 2012. 汶川地震后公路边坡崩塌灾害发育规律[J]. 山地学报, 30 (3): 321-327. https://www.cnki.com.cn/Article/CJFDTOTAL-SDYA201203010.htm 孙琪皓, 马凤山, 刘港, 等. 2021. G109国道拉萨-羊八井段喀努纳危岩体变形破坏模式及稳定性分析[J]. 工程地质学报, 29 (2): 495-507. doi: 10.13544/j.cnki.jeg.2019-093 吴永, 何思明, 李新坡, 等. 2010. 震后裂缝危岩体的失稳机理与诊断方法[J]. 四川大学学报(工程科学版), 42 (5): 185-190. https://www.cnki.com.cn/Article/CJFDTOTAL-SCLH201005028.htm 王颂, 张路青, 周剑, 等. 2020. 青藏铁路设兴村段崩塌特征分析与运动学模拟[J]. 工程地质学报, 28 (4): 784-792. doi: 10.13544/j.cnki.jeg.2019-519 袁进科, 裴向军. 2015. 汶川地震震裂山体裂缝变形特征与动力机制研究[J]. 防灾减灾工程学报, 35 (6): 848-855. https://www.cnki.com.cn/Article/CJFDTOTAL-DZXK201506022.htm 赵伟华, 黄润秋, 赵建军, 等. 2011. 强震条件下碎裂岩体崩塌机理及崩塌后壁对堆积体稳定性影响研究[J]. 工程地质学报, 19 (2): 205-212. doi: 10.3969/j.issn.1004-9665.2011.02.010 张建强, 范建容, 胡凯衡. 2012. 汶川地震前后崩塌和滑坡分布特征与敏感性对比分析[J]. 水土保持通报, 32 (3): 208-210, 276. https://www.cnki.com.cn/Article/CJFDTOTAL-STTB201203044.htm 钟焰梨, 向喜琼. 2019. 基于Rockyfor3D的滚石模拟[J]. 水利科技与经济, 25 (5): 15-18. doi: 10.3969/j.issn.1006-7175.2019.05.003 -
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