2016年 第2卷 第2期
《工程（英文）》 >> 2016年 第2卷 第2期 doi: 10.1016/J.ENG.2016.02.005
深圳“12·20”渣土场灾难滑坡成灾机理与岩土工程风险控制研究
a. China Institute of Geo-Environment Monitoring, China Geological Survey, Beijing 100081, China
b. Institute of Geo-Mechanics, Chinese Academy of Geological Sciences, China Geological Survey, Beijing 100081, China
c. MOE Key Laboratory of Soft Soils and Geoenvironmental Engineering, Zhejiang University, Hangzhou 310058, China
d. Institute of Rock and Soil Mechanics, Chinese Academy of Sciences, Wuhan 430071, China
e. Urban Planning, Land & Resources Commission of Shenzhen Municipality, Shenzhen, Guangdong 518034, China
f. Shenzhen Geotechnical Investigation & Surveying Institute Co., Ltd., Shenzhen, Guangdong 518026, China
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摘要
2015 年12 月 20 日，广东省深圳市光明新区建筑渣土场发生滑坡，造成77人遇难、33栋建筑物被毁。现场勘察、无人机3D摄影测量、多期遥感影像动态分析表明，该滑坡源区滑带倾角仅4°，滑程长达1100 m，最大堆积宽度为630 m，体积约为2.73 × 106 m3，是目前世界上最大的渣土场滑坡。自2014 年3 月开始建设渣土场以来，堆填体积逐级增加、坡型不断变化，滑坡边界条件和水文特性具有不确定性。本文提出了多级建模方法以研究不同堆填阶段下坡体结构的变化特征，采用非稳定流理论模拟了地下水渗流场的演化特征。分析表明，渣土场可以划分为具有低含水率的前缘边坡和具有高含水率( 含底部积水) 的后缘渣土堆填体两个亚区。这种特殊的二元结构带来了两种 效应：第一，地表水入渗，后缘渣土堆填的地表水入渗位置随填土的增高而逐渐抬升，导致了前缘坡体超孔隙水压力水头逐渐增大；第二，固结渗流，在后缘渣土堆填区上部的渣土堆载导致下部饱水渣土体产生超静孔压，形成底部饱水软弱滑带，并促使地下水逐渐向前缘坡体渗流。两种效应的叠加导致了坡体稳定性降低，引发了前缘的液化失稳，最终导致了整体滑动。通过静力触探、 大型三轴和环剪试验获得了滑坡的土动力学参数，对远程滑动的成灾过程的模拟表明，滑体运动 的最大速度约为29.8 m·s–1，最大堆积厚度约为23 m，滑坡主体滑动时间约为130 s，视摩擦角为6°。 最后，对比分析了全球近期发生的多起渣土场滑坡灾难，从技术上看，这些风险大多是可预见的， 但是，由于非技术原因往往未被预见到，因此，需要加强城镇化岩土工程的技术和非技术风险的管控。
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