DAMAGE CAUSES AND STABILITY EVALUATION OF EXTREMELY HIGH REMOTE DANGEROUS ROCK GROUP: A case study of Wufeng Mountain area in northeast Yunnan
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摘要:
特高位远程危岩崩塌具有突发性强、速度快、势能大、摧毁力强、冲击性大、影响范围广等特征. 滇东北地区镇雄县5处危岩位于乌峰山南缘斜坡地带, 地层近水平, 崩塌区地形坡度达70°以上. 崩塌区和危岩区基岩裸露面积为0.07 km2, 坡脚与坡顶高差达222 m, 危岩体平均高差159 m, 落石水平最大位移216 m, 属典型特高位远程危岩群. 采用定性和定量方法, 结合内外部条件, 综合分析危岩的10项基本影响因子, 评价其稳定性. 5处危岩在不同工况下稳定性差, 破坏模式为倾倒式, 高速远程动力崩塌易产生碎屑流, 呈散态扇形高速冲击流动, 裸露区面积大, 生态环境脆弱, 亟待治理.
Abstract:Extremely high remote dangerous rock collapse is characterized by suddenness, fast speed, great potential energy, severe destruction force, strong impact and wide influence range. Five dangerous rock blocks are located on the southern slope of Wufeng Mountain in Zhenxiong County, northeast Yunnan. The strata are near horizontal and the topographic slope of collapse area is above 70°. The bare area of bedrock is 0.07 km2 in collapse and dangerous rock area, with the height difference of 222 m from slope toe to top, the average height difference of 159 m for dangerous rock mass, and the maximum horizontal displacement of rockfall of 216 m, belonging to typical extremely high remote dangerous rock group. The qualitative and quantitative methods are used to comprehensively analyze 10 basic influencing factors of dangerous rocks and evaluate the stability combined with internal and external conditions. The results show that the five dangerous rocks have poor stability with the toppling-type damage mode. The high-speed remote dynamic collapse easily generates debris flows, which impact and flow in high speed as scattered fans. The large bare area and fragile eco-environment are in urgent need of treatment.
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表 1 乌峰山危岩特征表
Table 1. Characteristics of dangerous rocks in Wufeng Mountain
危岩编号 长/m 宽/m 高/m 体积/m3 高程/m W1 24.51 5.13 30.21 3798.49 2020 W2 12.42 4.56 25.35 1435.70 2039 W3 26.12 5.61 13.14 1925.45 2044 W4 15.14 6.21 6.42 603.60 1974 W5 20.41 6.14 10.21 1279.49 1951 
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表 2 乌峰山崩塌落石特征表
Table 2. Characteristics of collapse rockfalls in Wufeng Mountain
编号 岩性 长/m 宽/m 厚/m 体积/m3 位置 K1 粉砂岩 0.7 0.77 0.55 0.30 坡脚 K2 粉砂岩 0.8 1.6 1.3 1.66 坡脚 K3 粉砂岩 0.53 1.1 0.54 0.31 坡脚 K4 粉砂岩 0.69 0.3 0.84 0.17 坡脚 K5 粉砂岩 1.3 1.28 0.56 0.93 坡脚 K6 细砂岩 1.66 0.81 1.13 1.52 坡脚 K7 细砂岩 2.21 1.72 0.37 1.41 坡脚 K8 粉砂岩 1.10 0.53 0.52 0.28 坡脚 K9 细砂岩 0.93 0.54 0.24 0.12 坡脚 K10 细砂岩 1.66 1.3 0.4 0.86 坡脚 K11 细砂岩 0.22 0.7 0.55 0.08 坡脚 K12 细砂岩 0.35 0.77 0.55 0.15 坡脚 K13 细砂岩 0.75 0.34 0.36 0.09 坡脚 K14 粉砂岩 0.34 0.7 0.85 0.20 坡脚 K15 细砂岩 0.7 0.5 0.5 0.18 坡脚 K16 细砂岩 2.4 1.3 3.3 10.30 坡脚
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表 3 岩土体力学参数取值
Table 3. Mechanical parameters of rock and soil mass
岩土体 重度/（kN/m3） C/kPa 内摩擦角ϕ0 /（°） 地基承载力q/kPa 碎石土 22.1 21.4 27.8 260 胶结碎石土 22.6 33.6 36.8 360
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表 4 岩石力学参数统计表
Table 4. Statistical table of rock mechanics parameters
岩石名称 密度/（g/cm3） 抗压强度
σ/MPa抗拉强度
σ/MPa黏聚力
C0/kPa内摩擦角
ϕ0 /（°）天然 饱和 强风化粉砂岩 2.70 32.2 25.2 2.20 9.0 31 中风化粉砂岩 2.75 35.1 30.1 3.20 12.0 34
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表 5 危岩体稳定性计算结果表
Table 5. Stability calculation results of dangerous rocks
编号 体积/m3 破坏模式 稳定系数K 安全系数 稳定性评价 天然 暴雨 地震 天然 暴雨 地震 W1 3798.49 倾倒式 1.878 0.409 0.387 1.5 稳定 不稳定 不稳定 W2 1435.70 倾倒式 2.426 1.096 0.973 1.5 稳定 欠稳定 不稳定 W3 1925.45 倾倒式 1.284 0.606 0.565 1.5 欠稳定 不稳定 不稳定 W4 603.60 倾倒式 1.914 1.429 1.256 1.5 稳定 基本稳定 欠稳定 W5 1279.49 倾倒式 9.344 1.507 1.365 1.5 稳定 稳定 基本稳定
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