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摘要:
山区高速铁路受线路平顺性及地形的限制，部分危岩发育地段无法绕避，给工程建设及运营安全提出了严峻挑战。文章在无人机三维倾斜摄影的基础上利用数字地质调绘技术对拟建济南至枣庄铁路杏花峪隧道进口危岩体的发育特征、规模、变形破坏模式进行了准确的判识，通过将3DEC数值模拟与层次分析法结合，获得了崩塌落石的影响范围和危险性分区图，开展了危险性分区评价，提出了防治措施。研究表明：三维倾斜摄影模型识别出的12处危岩带中，只有5号危岩带威胁隧道洞口和桥台安全，并建议采用“被动防护网+明洞”方式进行综合防治。研究成果为危岩落石灾害的危险性分区评价提供参考，为铁路选线及防灾减灾提供依据。
Abstract:Restricted by the surface smoothness and topography, it is impossible for some high-speed railways on mountainous regions to avoid parts of rockfall development sections, posing great safety challenges to construction projects and railway operations. In light of that, this paper laid its focus on the rockfall situated by the entrance of Xinghuayu Tunnel along the proposed Jinan-Zaozhuang Railway project, and leveraged the power of drone-captured 3D aerial photography to perform digital geological survey and mapping so as to accurately identify the development characteristics, scale, as well as modes of deformation and failure of said rockfall. Next, by cross-referencing the results of 3DEC numerical simulation with those from analytic hierarchy process (AHP), color-coded maps highlighting the scope of influence and danger levels of potential rockfalls induced were obtained. Using said maps, zone-by-zone hazard and risk assessment were then performed, based on which corresponding prevention and control measures were put forward. The findings show that among the 12 dangerous rock belts identified from the drone-captured 3D aerial photography model, only Belt No. 5 would threaten the safety of the tunnel entrance and bridge abutments, for which the combination of anti-rockfall passive protective netting and an open-cut tunnel structure was recommended as a comprehensive solution. By virtue of the solution’s effectiveness, this study can offer reliable references for not only zone-by-zone hazard and risk assessment for rockfalls, but also railway route selection and disaster prevention and mitigation.
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表 1 危岩带基本特征
Table 1. Basic characteristics and scale of rockfall
分带编号 危岩体体积/m³ 落石块径/m 相对高度/m 破坏模式 WY-01 12.12 0.2～1.12 44～48 滑移式 WY-03 960 0.4～1.3 0～10 坠落式 WY-04 1.4 0.5 114 滑移式 WY-05 73.2 0.3～1.3 5 坠落式 WY-06 736 0.8～4.3 121～146 倾倒式 WY-07 1 600 0.2～2.2 109～149 倾倒式 WY-08 1 823 0.14～2.12 156～198 倾倒式、滑移式 
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表 2 结构面基本特征
Table 2. Basic characteristics of joint surface
结构面编号 产状 延伸长度
/m间距
/m起伏度 张开或
闭合充填情况 1号原生
结构面246°∠78° 3.24 0.86 平直 张开 无充填 2号节理面 66°∠88° 2.66 1.72 波状起伏 张开 无充填 3号节理面 314°∠30° 4.56 1.75 平直 张开 充填 4号节理面 155°∠80° 1.32 0.35 波状起伏 闭合 无充填
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表 3 危岩体稳定性计算结果
Table 3. Stability calculation results of rockfall
工况危岩编号 天然工况 暴雨工况 地震工况 K 稳定性评价 K 稳定性评价 K 稳定性评价 1号危岩体 1.23 基本稳定 1.19 欠稳定 0.99 不稳定 3号危岩体 1.31 基本稳定 1.22 欠稳定 1.06 欠稳定 4号危岩体 1.15 欠稳定 1.14 欠稳定 0.94 不稳定 5号危岩体 1.24 欠稳定 1.08 欠稳定 0.86 不稳定 6号危岩体 1.23 基本稳定 1.02 欠稳定 0.94 不稳定 7号危岩体 1.61 稳定 1.08 欠稳定 0.73 不稳定 8号危岩体 1.07 欠稳定 0.99 不稳定 0.77 不稳定
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表 4 模型计算参数统计表
Table 4. Model calculation parameter
岩土体名称 密度
/（g·cm−3）弹性模量
/MPa剪切模量
/MPa抗拉强度
/MPa内摩擦角
/（°）花岗岩 2.7 58 000 29 000 3.2 65 花岗岩W3
结构面（天然）− − − − 50 花岗岩W3
结构面（暴雨）− − − − 30 花岗岩
碎块石（暴雨）− − − − 20
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表 5 评价指标打分表及权重值
Table 5. Evaluation index score and weight value
评价指标（i） 低危险性0～25（S） 中危险性25～50（S） 高危险性50～75（S） 极高危险性75～100（S） 权重值 危岩稳定性 稳定 基本稳定 欠稳定 不稳定 0.402 落石运动速度/（m·s−1） S<0.5 0.5≤S<5 5≤S<15 15≤S 0.235 落石数量/个 0 0≤N<3 3≤N<5 5≤N 0.146 危岩体体积/m3 V≤10 10<V≤100 100<V≤10 000 10 000<V 0.083 落石块径/m <0.1 0.1≤D<0.5 0.5≤D<1 1≤D 0.083 下垫面特征 松散土质，
植被极茂盛较中等密实的土质，
植被较茂盛较密实坚硬的土质，
有植被坚硬岩质，
植被稀少0.051
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表 6 综合评分值与危险性分区的对应关系
Table 6. The corresponding relationship between comprehensive score value and hazard zone
危险性分区
及综合
评分值F极高危险区
75＜F≤100高危险区
50＜F≤75中危险区
25＜F≤50低危险区
0＜F≤25危岩编号 无 3、5、6、7、8号 1、4号 无
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