| 深圳“12.20”渣土场远程流化滑坡动力过程分析 |
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| 引用本文： | 高杨,卫童瑶,李滨,贺凯,刘铮,王学良.深圳“12.20”渣土场远程流化滑坡动力过程分析[J].水文地质工程地质,2019,0(1):129-129. |
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| 作者姓名： | 高杨 卫童瑶 李滨 贺凯 刘铮 王学良 |
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| 作者单位： | 1.中国地质科学院地质力学研究所,北京100081；2.中国科学院地质与地球物理研究所/中国科学院页岩气与地质工程重点实验室,北京100029；3.长安大学地质工程与测绘学院，陕西 西安710054 |
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| 基金项目： | 中国科学院页岩气与地质工程重点实验室开放基金项目（KLSG201705）；国家重点研发计划“岩溶山区特大滑坡成灾模式与风险防范技术”（2018YFC1504806）;中国地质调查局地质调查项目“成渝城市群及邻区区域地壳稳定性调查”（DD20160268-4）。 |
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| 摘 要： | 文章采用DAN3D数值方法对深圳人工堆填体滑坡运动过程进行了模拟研究，探讨了深圳“12.20”滑坡远程动力成灾过程。通过研究得到以下几点结论:（1）滑坡后破坏运动主要分为两个阶段:前一阶段为滑源区内运动，体现了高孔隙水压力下滑剪切；后一阶段为在流通区和堆积区内运动，体现了高饱和度滑体流动（涌动）剪切。（2）饱水渣土滑坡远程流化运动分析中，摩擦模型适合模拟孔隙水压力作用下的滑源区渣土体的失稳下滑运动过程；宾汉姆模型适合模拟非牛顿流体饱和渣土体的流化剪切过程；摩擦-宾汉姆组合模型更适用于该类型滑坡全过程的反演运动分析。（3）深圳滑坡后破坏运动速度变化主要经历了“启动-加速-持速-减速”的运动过程，高含水渣土的固-流转化致使滑坡远程运动，并造成巨大伤亡损失。（4）模拟结果显示:堆积区平均堆积厚度为11 m，堆积范围为0.4 km 2，最大运动速度为30 m/s，最大速度发生于距滑坡后缘620 m处，堆积范围、堆积厚度和运动速度同滑坡实际值基本一致。上述研究思路和方法对城市地质中渣土滑坡灾害的危险区划和渣土场科学选址评估具有一定借鉴意义。
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| 关 键 词： | 深圳滑坡 远程滑波 人工堆填体 动力成灾 DAN3D 流变模型 数值模拟 |
| 收稿时间： | 2018-09-19 |
| 修稿时间： | 2018-11-10 |
Dynamics process simulation of long run-out catastrophic landfill flowslide on December 20 th，2015 in Shenzhen,China |
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| GAO Yang,WEI Tongyao,LI Bin,HE Kai,LIU Zheng,WANG Xueliang.Dynamics process simulation of long run-out catastrophic landfill flowslide on December 20 th，2015 in Shenzhen,China[J].Hydrogeology and Engineering Geology,2019,0(1):129-129. |
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| Authors: | GAO Yang WEI Tongyao LI Bin HE Kai LIU Zheng WANG Xueliang |
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| Institution: | 1.Institute of Geo-Mechanics, Chinese Academy of Geo-Sciences, Beijing100081，China；2.Key Laboratory of Shale Gas and Geoengineering/Institute of Geology and Geophysics, Chinese Academy of Sciences, Beijing100029，China；3.School of Geology Engineering and Geomatics， Chang’an University, Xi’an, Shaanxi710054，China |
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| Abstract: | In this paper, DAN3D numerical method is used to simulate the Shenzhen landfill landslide, and the dynamic disaster process is discussed. The conclusions are as follows: (1) the post failure movement of landslide was mainly divided into two stages: the previous stage was in the source area, which reflected the main body dynamic shear of high pore water pressure, and the latter stage is in the propagation area and accumulation area, which reflects the flow (surging) shear of the highly saturated sliding body. (2) In the analysis of the hydrodynamic movement of saturated soil landslide, the friction model is suitable for simulating the unstable sliding shear process under pore water pressure, and the Bingham model is suitable for simulating the fluidized shear process. The Friction-Bingham (FB) combined model is more suitable for the inversion or prediction of the whole process of the landslide. (3) the velocity change of the failure motion after the landslide in Shenzhen mainly goes through the process of starting-accelerating-holding-decelerating. The solid-flow conversion causes the huge casualty loss, in which the water is the key factor which the Shenzhen landslide dynamics causes the disaster. (4) The simulation result shows, the average stacking thickness is 11 m, the accumulation range is 0.4 km 2, the maximum velocity is 30 m/s, and the maximum velocity occurs at 620 m from the back edge of the landslide. The accumulation range, thickness and velocity are basically consistent with the actual value of the landslide. The above research ideas and methods can be used for reference in the hazard zoning of residual landslide in urban geology and the scientific site selection assessment of residual soil site. |
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