Calculation methods of the collapse influence range of a simple rock slope in the Guangzhou area
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摘要: 边坡危岩体产生的岩质崩塌灾害突发性强、破坏能力强，是一种危害极大的地质灾害。防治边坡危岩体的关键在于划定危岩体的影响范围，准确评估边坡危岩体影响范围，提升边坡危岩体灾害防治能力，降低崩塌威胁，目前亟需完善边坡危岩体影响范围的计算模型。依据广州市危岩体调查成果归纳出常见边坡危岩体的类型和坡形特征，分类建立危岩体影响范围物理几何模型，综合考虑坡面摩擦力、块体碰撞、弹跳、碎裂、接触面覆盖物性质和恢复系数、地形条件、地震等崩塌运动过程的主要影响因素，通过概化运动过程要素建立起直线型、曲线型边坡在不同坡度条件下崩塌影响范围的计算模型，并根据地震力对崩塌体动能的影响求得地震工况下崩塌影响范围的扩大系数。该模型在前人研究基础上进一步归纳出坡形分类形成几何模型，依据运动过程推求出常见工况不同地形条件下边坡危岩体最大影响范围的计算模型，获取坡高、坡度和地表特征后可依据该模型计算得出危岩体影响范围。通过实际案例验证比对，计算结果相对误差较小，且能预留一定的安全距离，可用于常见坡形边坡危岩体影响范围评价，为边坡危岩体防治提供依据。Abstract: The rock collapse disaster caused by the dangerous rock mass of slope is a geological disaster with strong sudden occurrence and destructive ability. The key to prevent and control the dangerous rock mass of slope is to delineate the influence range of the dangerous rock mass. In order to accurately assess the influence range of the dangerous rock mass of slope, improve the disaster prevention ability of the dangerous rock mass of slope and reduce the collapse threat, it is urgent to improve the calculation model of the influence range of the dangerous rock mass of slope. Based on the survey results of dangerous rock mass in Guangzhou, the types and slope shape characteristics of common dangerous rock mass in slope are summarized, and the physical and geometric model of the influence range of dangerous rock mass is established. The main factors affecting the collapse movement process, such as slope friction, block collision, bounce, fragmentation, properties of contact surface covering and coefficient of restitution, terrain conditions and earthquake, are comprehensively considered. The calculation model of collapse influence range of linear and curved slope under different slope conditions is established by generalized motion process elements, and the expansion coefficient of collapse influence range under earthquake conditions is obtained according to the influence of earthquake force on the kinetic energy of collapse body. On the basis of previous studies, this model further summarizes the geometric model of slope shape classification and formation, and calculates the calculation model of the maximum influence range of dangerous rock mass under common working conditions and different terrain conditions according to the movement process. After obtaining the slope height, slope and surface characteristics, the influence range of dangerous rock mass can be calculated according to this model. Through the verification and comparison of actual cases, the relative error of calculation results is small, and a certain safety distance can be reserved, which can be used for the evaluation of the influence range of dangerous rock mass in common slope slope, and provide a basis for the prevention and control of dangerous rock mass in slope.
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Key words:
- rock collapse /
- movement distance /
- scope of influence /
- coefficient of restitution
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图 1 广州市南沙区大井天山石场边坡
Figure 1. Slope of the Dajing Tianshan Stone Farm in Nansha District of Guangzhou
图 2 广州市南沙区芦湾上街63号后侧边坡
Figure 2. Side slope behind No.63 Luwan Street in Nansha District of Guangzhou
图 3 广州市南沙区大岗镇砂岩质陡坡
Figure 3. Sandstone steep slope near Dagang Town in Nansha District of Guangzhou
图 4 直线型边坡崩塌块体运动过程概化图
Figure 4. Schematic diagram of motion process of a collapse block in the linear slope
图 5 地面向边坡方向倾斜运动过程概化图
Figure 5. Schematic diagram of the inclined movement process of the threatened area towards the slope
图 6 地面向远离边坡方向倾斜运动过程概化图
Figure 6. Schematic diagram of the tilted movement process of the threatened area away from the slope
图 8 曲线型边坡地面向边坡方向倾斜运动过程概化图
Figure 8. Generalized diagram of the sloping motion process of curved slope facing the slope direction
图 9 曲线型边坡地面向远离边坡方向倾斜运动过程概化图
Figure 9. Generalized diagram of the sloping motion process of the curved slope away from the slope
图 11 南沙区进港大道北侧边坡剖面图
Figure 11. The north side slope section of the Jingang Avenue in Nansha District
表 1 常见坡面岩块滚动摩擦系数
Table 1. Rolling friction coefficients of common slope blocks
坡面特征 滚动摩擦系数 光滑岩面、混凝土表面 0.30～0.60 软岩面、强风化硬岩面 0.40～0.60 块石堆积坡面 0.55～0.70 密实碎石堆积坡面、硬土坡面、（植被灌木从）发育 0.55～0.85 密实碎石堆积坡面、硬土坡面、植被不发育或少量杂草 0.50～0.75 松散碎石坡面、软土坡面、植被（灌木丛为主）发育 0.50～0.85 软土坡面、植被不发育或少量杂草 0.50～0.85 
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表 2 崩塌防治工程勘察规范推荐岩块恢复系数
Table 2. Block springback coefficient recommended by the investigation code of collapse prevention engineering
碰撞系数 地面岩性 硬岩 软岩 硬土 普通土 松土 ${R}_{{\rm{n}}}$ 0.4 0.35 0.30 0.26 0.22 ${R}_{{\rm{t}}}$ 0.86 0.84 0.81 0.75 0.65
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表 3 铁道部运输局推荐岩块恢复系数
Table 3. Rock springback coefficient recommended by the Transportation Bureau of the Ministry of Railways
坡面特征 ${{R} }_{\rm{n} }$ 光滑而坚硬的表面和铺砌面，如人行道或光滑的基岩面 0.37～0.42 多数为基岩和砾岩区的斜面 0.33～0.37 硬土边坡 0.30～0.33 软土边坡 0.28～0.30 坡面特征 ${{R} }_{\rm{t} }$ 光滑而坚硬的表面和铺砌面，如人行道或光滑的基岩面 0.87～0.92 多数为基岩和无植被覆盖的斜坡 0.83～0.87 多数为有少量植被的斜坡 0.82～0.85 植被覆盖的斜坡和有稀少植被覆盖的土质边坡 0.80～0.83 灌木林覆盖的土质边坡 0.78～0.82
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表 4 不同计算方法所得影响范围对照表
Table 4. Comparison of the influence range obtained with different calculation methods
边坡名称 南沙区大角一路北侧 南沙进港大道北侧 模型计算运动距离/m 1.54 2.32 模型计算影响范围/m 5.52 3.7 RocFall模型影响范围/m 4.65 8.9 实际崩塌体堆积范围/m 3.65 2.6
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