Rockfall damage evaluation and treatment suggestions for mountain highways based on three-dimensional kinematic simulations
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摘要:
考虑斜坡地貌特征的运动学三维模拟是山区公路危岩崩塌灾害损伤评价的重要依据，其计算结果亦可支撑崩塌灾害治理。基于实地调查和无人机航测，分析了研究区危岩分布、物质组成和灾变特征，并采用RocPro3D软件进行危岩崩塌运动学三维模拟，对灾害损伤情况进行评价，并计算不同粒径落石和防护设施下的工程治理效果。结果表明，构造挤压和临空卸荷产生的组合节理切割形成了危岩，底部风化凹腔降低了危岩稳定性，后缘裂隙静水推力和裂隙渗水是危岩崩塌的典型诱因；危岩崩塌后运动速度和冲击能量先增大后减小，弹跳高度起伏波动且整体趋于降低；研究区危岩带对坡脚管理用房具有重大威胁，清方至危岩直径低于0.8 m，并采用高6.0 m、防护能级
1000 kJ的被动防护网是有效的处置措施；危岩崩塌运动迹线空间分布局部集中位置应适当增强防护。运动学三维模拟能够获取危岩崩塌运动迹线、速度、能量、弹跳高度和单元密度等信息，突破了二维剖面计算在空间上的局限性，对灾害损伤评价和地质灾害防治具有重要意义。Abstract:Objective Three-dimensional kinematic simulation, which takes into account the characteristics of slope topography, serves as a crucial foundation for assessing rockfall risks in mountainous highways. Additionally, its computational outcomes can significantly enhance management strategies for rockfall mitigation.
Methods Leveraging field investigations and Unmanned Aerial Vehicle (UAV) aerial surveys, we conducted a detailed analysis of the distribution, material composition, and disaster characteristics of hazardous rocks within the study area. Using RocPro3D software, we simulated the three-dimensional kinematics of rockfall to evaluate the disaster's impact and assess the effectiveness of engineering interventions for rockfalls of various particle sizes, complemented by protective measures.
Results Our findings indicate that joints formed due to tectonic compression and stress relief from unloading segment the precarious rock masses, while weathering cavities at their bases diminish stability. Hydrostatic thrust exerted by trailing edge cracks, along with water seepage through these fractures, are identified as typical triggers of rockfall events. Post-collapse, the velocity and impact energy of falling rocks initially increase and then decline, while bounce height exhibits variability before showing a decreasing trend. Hazardous rock zones within the study area pose a significant threat to management facilities situated at the foot of the slope. An effective remedial measure involves clearing areas adjacent to dangerous rocks with diameters less than 0.8 meters and implementing a passive protection net measuring 5.0 meters in height, designed to withstand an energy level of
1000 kJ. Localized concentration areas within the spatial distribution of rockfall movement traces should be appropriately reinforced.Conclusion Three-dimensional kinematic simulation provides detailed information on rockfall movement traces, velocity, energy, bounce height, and unit density. This approach transcends the spatial limitations inherent in two-dimensional cross-sectional analyses, proving immensely valuable for evaluating disaster damage and enhancing geological disaster prevention efforts.
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Key words:
- mountain highway /
- rockfall /
- kinematics /
- three-dimensional simulation /
- RocPro3D /
- damage evaluation /
- engineering treatment
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图 5 研究区崩塌灾变特征
a. 危岩形成阶段；b. 危岩稳定性降低阶段；c. 危岩崩塌灾变阶段
Figure 5. Damage formation characteristics of rockfalls in the study area
图 6 场区多年平均降雨量及气温月份分布
Figure 6. Monthly distributions of rainfall and temperature in the study area
图 8 斜坡数值模型地层划分
Figure 8. Stratigraphic lithologic area division of the slope simulation model
图 9 基于坡体单元高程与倾角的危岩源设置
Figure 9. Setting of dangerous rock sources based on slope unit elevation and dipangle
图 10 自然斜坡危岩崩塌迹线、能量及场区堆积
Figure 10. Rockfall trace, energy, and field accumulation of dangerous rock in natural slope
图 13 工程防护后危岩崩塌运动能量空间分布
Figure 13. Spatial distribution of the rockfall movement energy of dangerous rock after engineering protection
图 14 不同粒径（Dmax）落石运动特征
Figure 14. Motion characteristics of rockfalls with different particle sizes
图 15 工程防护后危岩崩塌迹线单元密度空间分布
Figure 15. Spatial distribution of the rockfall trace unit density of dangerous rock after engineering protection
表 1 研究区22处危岩基本特征统计
Table 1. Statistics of the basic characteristics of 22 dangerous rocks in the study area
危岩带 危岩
编号分布高
程/m危岩尺寸
（长×宽×厚）/ m3体积/
m3变形破坏
模式WY1 W01 697～703 6×6×2 72 拉裂−滑移 W02 705～707 2×2×1 4 拉裂−滑移 W03 718～720 2×1.5×1.5 4.5 拉裂−滑移 W04 718～722 6×4×4 96 拉裂−滑移 W05 738～740 4×4×4 64 拉裂−滑移 W06 723～731 8×8×4 256 拉裂−滑移 W07 718～722 2×3×1.5 9 拉裂−滑移 W08 725～729 5×4×1 20 拉裂−滑移 W09 720～725 6×5×1.5 45 拉裂−滑移 WY2 W10 775～780 4×5×2 40 拉裂−滑移 W11 777～780 8×3×1 24 拉裂−滑移 W12 802～814 3×12×2 72 拉裂−滑移 W13 840～843 3×3×2 18 拉裂−滑移 W14 843～845 1×2×1 2 拉裂−滑移 W15 843～846 4×3×1 12 拉裂−滑移 W16 840～843 6×3×2 36 拉裂−滑移 W17 885～910 5×25×2 250 拉裂−滑移 W18 885～910 2×3×2 12 滑移 W19 820～832 5×12×2 120 拉裂−滑移 W20 820～825 5×5×2 50 拉裂−滑移 WY4 W21 760～765 4×5×2 40 滑移 WY3 W22 760～763 3×3×2 18 拉裂−滑移 
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表 2 危岩体特征参数
Table 2. Characteristics parameters of the dangerous rock mass
危岩带 代表性危岩 块石密度/
（kg·m−3）形状 直径/m 危岩数量/个 WY1 W04 2700 球体 5.68 9 WY2 W12 2700 球体 5.16 11 WY3 W22 2700 球体 3.25 1 WY4 W21 2700 球体 4.24 1
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表 3 斜坡地表岩土体计算参数
Table 3. Calculation parameters of the rock and soil on the slope surface
参数分类 参数 岩土体 白云岩 崩坡积体 恢复系数 法向值Rn 0.44 0.32 切向值Rt 0.88 0.82 变化范围△_R/% 4 3 极限速度V_R(lim)/(m·s−1) 10 10 极限变化范围△_R(lim)/% 2 1 恢复系数的
横向偏差变化范围△_$\theta_{\mathrm{h}} $ /(°) 20 12.5 极限速度V_$\theta_{\mathrm{h}} $(lim)/(m·s−1) 10 10 极限变化范围△_$\theta_{\mathrm{h}} $(lim)/% 10 6.25 恢复系数的
竖向偏差变化范围△_$\theta_{\mathrm{v}} $/(°) 2 2 极限速度V_$\theta_{\mathrm{v}} $(lim)/(m·s−1) 10 10 极限变化范围△_$\theta_{\mathrm{v}} $(lim)/% 4 4 摩擦系数 k值 0.45 0.6 变化范围△_k/% 12 12 极限速度V_k(lim)/(m·s−1) 10 10 极限变化范围△_k (lim)/% 10 10 转换参数 角度β_lim/(°)[锐角] 2 5 角度β_lim/(°)[钝角] 25 40
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表 4 场区崩塌防治模拟计算
Table 4. Simulation calculations of rockfalls in the study area
工况编号 危岩规模 被动防护网 防护位置计算结果 防护效果 清方下限直径Dmax/m 数量 高度/ m 能级/ kJ 最大弹跳高度/ m 最大冲击能量/ kJ 1 1.2 危岩带WY1设置100处 5.0 1000 5.13 952 无效 2 1.0 5.0 5.03 551 无效 3 0.8 危岩带WY2设置200处 5.0 4.93 254 有效 4 0.8 4.5 4.93 282 无效
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