Stability analysis and hazard prediction of dangerous rock masses in karst mountainous area: A case study of Changchong dangerous rock mass in Songtao County, Guizhou Province
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摘要:
岩溶地区山体岩石裸露，地形坡度陡，其发育的危岩体一旦失稳，将对威胁区的居民生命财产造成严重危害，故及时准确地分析灾体的稳定及危害性极具意义。文中以贵州省松桃县和平社区长冲组危岩体为对象，结合工程勘查成果，分析了危岩体区的地形地貌、地质构造和水文特征等孕灾背景，并结合危岩体发育特征深入分析论证危岩体变形破坏模式及影响因素。在此基础上对危岩体稳定性进行定性及定量分析，评估了危岩体的危害程度及发展趋势。结果表明：发育于岩溶山区的危岩体，独特的喀斯特地貌、岩溶特征及复杂的结构面是控制其稳定性的关键因素，降雨、风化等作用为主要诱发因素。提出了初步防治方案建议，为后续采取治理措施提供参考依据。
Abstract:In karst areas, the mountains are bare and the terrain is steep. Once the dangerous rock mass developed instability, it will threaten the lives and properties of the residents. So it is significant to analyze the stability and hazards of the disasters in a timely and accurate manner. Taking the dangerous rock mass of Changchong Group in Heping Community, Songtao County, Guizhou Province as the object, combined with the results of engineering survey, the disaster-generating background of the dangerous rock mass areas, such as topography, geological structure and hydrology, were analyzed, and the development characteristics of the dangerous rock mass were analyzed deeply. The failure mode and influencing factors of dangerous rock mass was demonstrated. On this basis, qualitative and quantitative analysis of the stability of the dangerous rock mass was carried out, and the hazard degree and development trend of the dangerous rock mass are evaluated. The results show that the unique karst landforms, karst features and complex structural planes of the dangerous rock mass developed in karst mountainous areas are the key factors controlling the stability, and rainfall and weathering are the main inducing factors. A preliminary prevention plan has been proposed to provide a reference for subsequent treatment measures.
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表 1 危岩体的结构面特征
Table 1. Structural surface characteristics of dangerous rock mass
编号 位置 倾向/（°） 倾角/（°） 切割深度/m 张开度/cm 充填物 裂面形态 裂面粗糙度 裂隙间距/m L1 正面 254 15 2～4 2～10 岩屑、腐殖土 平直 较光滑 1～3 L2 正面 250 14 2～5 2～10 岩屑、腐殖土 平直 较光滑 1～3 L3 正面 315 20 3～6 1～8 岩屑、腐殖土 平直 较粗糙 2～5 L4 正面 24 81 5～9 4～20 岩屑 弯曲 粗糙 1～2 L5 后缘 112 57 3～7 20～30 岩屑、腐殖土 平直 粗糙 1～4 L6 后缘上部 300 42 2～5 10～30 岩屑、腐殖土 平直 较粗糙 2～4 L7 后缘 295 38 2～4 5～20 岩屑、腐殖土 弯曲 较粗糙 1～4 L8 控滑面 321 50 7～9 5～30 泥、岩屑、腐殖土 平直 较光滑 — 
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表 2 结构面组合与坡面关系稳定性定性评价结果
Table 2. The stability qualitative evaluation results of the relationship between structural plane combination and the slope surface
组合交梭线 交线产状 坡面产状 交线与坡面
倾角的关系稳定性判别 BP∧L4 303°∠45° 302°∠45° 倾角＝坡角 较稳定 BP∧L8 253°∠34° 倾角＜坡角 欠稳定 L1∧L3 270°∠14° 倾角＜坡角 不稳定 L1∧L8 240°∠15° 倾角＜坡角 不稳定 L2∧L4 296°∠10° 倾角＜坡角 不稳定 L3∧L4 297°∠19° 倾角＜坡角 不稳定 L4∧L6 302°∠42° 倾角＜坡角 欠稳定 L4∧L7 301°∠38° 倾角＜坡角 欠稳定 L4∧L8 310°∠50° 倾角＞坡角 稳定 L6∧L7 239°∠24° 倾角＜坡角 不稳定 L7∧L8 249°∠29° 倾角＜坡角 不稳定
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表 3 危岩体稳定状态划分表
Table 3. Classification table of stability state of dangerous rock mass
危岩类型 危岩稳定状态 不稳定 欠稳定 基本稳定 稳定 滑移式危岩 k<1.0 1.0≤k<1.2 1.2≤k<1.3 k≥1.3
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表 4 危岩体力学性能试验数据统计表
Table 4. Statistical table of mechanical performance testing data of dangerous rock mass
土样编号 密度/（g·cm−3） 黏聚力/kPa 摩擦角/（°） 天然 饱和 天然 饱和 天然 饱和 TY-1 1.71 1.78 36.9 24.4 7.9 6.1 TY-2 1.70 1.77 37.7 25.6 7.3 4.5 TY-3 1.69 1.75 37.5 25.5 8.1 5.7 TY-4 1.69 1.77 36.2 23.9 7.7 5.8 TY-5 1.72 1.78 36.8 24.3 8.0 6.2 TY-6 1.70 1.76 36.0 23.6 5.9 5.2 TY-7 1.71 1.80 37.0 24.5 6.4 4.5 TY-8 1.73 1.81 38.9 26.4 8.7 5.8 TY-9 1.70 1.76 37.8 26.3 7.0 5.6 参数统计 最大值 1.69 1.75 36.00 23.60 5.90 4.50 最小值 1.73 1.81 38.90 26.40 8.70 6.20 平均值 1.70 1.76 37.20 24.94 7.44 5.49 标准值 1.69 1.75 36.64 24.30 6.89 5.10
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表 5 危岩体力学性质指标
Table 5. Mechanical property indexes of dangerous rock mass
岩土类型 重度/（kN·m−3） 黏聚力/kPa 摩擦角/（°） 天然 饱和 天然 饱和 天然 饱和 黏土 17.0 17.6 37.2 25.0 7.5 5.5 中风化基岩（白云岩） 26.7 27.0 1500.0 1350.0 34.2 32.3
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表 6 危岩体稳定性计算结果表
Table 6. Stability calculation resultsof of dangerous rock mass
失稳方式 计算工况 稳定系数 设防安全系数 稳定性评价 滑移 工况1 1.13 1.5 欠稳定 滑移 工况2 1.01 1.5 欠稳定 滑移 工况3 0.99 1.5 不稳定
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表 7 恢复系数取值表
Table 7. Recovery coefficient value
坡面材料 法向恢复系数 切向恢复系数 白云岩 0.42 0.82 含粉质黏土残积层 0.25 0.85 含块石土崩积层 0.3 0.8
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