文章摘要
陈亚光.宝兰客专天水市王家墩滑坡地震稳定性分析[J].地震工程学报,2019,41(6):1607-1614. CHEN Yaguang.Stability Analysis of Wangjiadun Landslide in Tianshui City under Earthquake Load[J].China Earthquake Engineering Journal,2019,41(6):1607-1614.
宝兰客专天水市王家墩滑坡地震稳定性分析
Stability Analysis of Wangjiadun Landslide in Tianshui City under Earthquake Load
投稿时间:2019-06-17  
DOI:10.3969/j.issn.1000-0844.2019.06.1607
中文关键词: 地震荷载;王家墩滑坡;强度折减法;稳定性;动力安全系数
英文关键词: seismic load;Wangjiadun landslide;strength reduction method;stability;dynamic safety factor
基金项目:家自然科学基金项目(41472297);南京工业大学引进人才科研启动经费项目
作者单位
陈亚光 中铁十七局三公司, 河北 石家庄 050000 
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中文摘要:
      天水市秦安县王家墩滑坡为宝兰客专沿线巨型古滑坡群,宝兰客运专线秦安隧道穿其而过。以王家墩滑坡为研究对象,围绕工程中静、动力抗滑稳定性问题,通过室内试验、现场调查对影响王家墩古滑坡稳定性的地质构造、场地工程条件等内在因素进行分析评价,在此基础上通过有限元动力分析,对王家墩古滑坡在地震载荷下的动力响应进行分析,明确地震荷载作用下,王家墩古滑坡失稳影响因素、地震荷载与滑坡失稳破坏间的关系。采用动力有限元法和强度折减法相结合的方法,开展动力抗滑稳定性分析方法研究;采用位移突变的方法来确定边坡动力失稳及动力安全系数,分析结果表明:地震作用时的水平推力对王家墩古滑坡的稳定性有很大影响,表现为上部坡体的整体滑移和隧道入口段黄土堆积层局部失稳滑塌;在天然状态下坡体处于稳定状态,在遭遇未来该区域中强地震作用时,该斜坡会发生失稳,黄土斜坡的整体滑动最容易出现在第三阶坡体,沿着塑性应变最大的滑移面整体滑移;给出了坡体动力稳定性安全系数Fs=0.92。
英文摘要:
      The Wangjiadun landslide in Qin'an County of Tianshui City passes through the Qin'an tunnel and is a giant ancient landslide group along the Baoji-Lanzhou PDL. This study selects the Wangjiadun landslide to assess the static and dynamic anti-sliding stability problems in the project. Internal factors such as geological structure and site engineering condition, which affect the stability of the Wangjiadun ancient landslide, are evaluated through laboratory tests and field investigation. The dynamic response of the Wangjiadun ancient landslide under seismic load is analyzed by dynamic finite element method. The dynamic anti-sliding stability is studied using the combination of dynamic finite element method and strength reduction method. Displacement mutation is employed to determine the dynamic instability and dynamic safety factor of the slope. Results show that the horizontal thrust of the earthquake has a great influence on the stability of the Wangjiadun ancient landslide. The effect is represented by the overall slip of the upper slope and the collapse of the loess deposit in the entrance section of the tunnel. In the natural state, the slope is in the stable state. In the event of strong earthquakes in the region in the future, the slope will be unstable. The overall sliding surface of the loess slope is most likely to occur in the third slope body, along with the sliding surface with the maximum plastic strain. The safety factor FS is 0.92.
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