金江滑坡地震工况稳定分析与探讨
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摘要
现阶段滑坡稳定计算大多采用拟静力方法中的极限平衡法,也是现行规范中推荐采用的计算方法。对于大多数滑坡持久工况和短暂工况该方法计算结果与地质理论评价结果基本一致,但对地震工况下的多数计算结果则与实际地质分析结果相差甚远。金江滑坡是白鹤滩水电站近坝区的一个巨型滑坡,在对该滑坡进行极限平衡法分析计算时,首先根据《水工建筑物抗震设计规范》(DL5073-2000)土石坝抗震稳定计算中对地震效应的处理方法,计算出滑坡体不同高度上的动态分布系数及相应高度上的水平向地震力和动态分布系数等效值,进而求解出地震力作用于整个滑坡体上的水平加速度折减值,然后再利用该水平加速度折减值进行稳定性计算。结果表明:在地震工况下金江滑坡整体稳定,稳定性系数为1.23～1.45,与实际地质理论分析结果具有较高的一致性,避免了完全按拟静力法计算结果与地质理论分析结果不符的问题出现。
The limit equilibrium method from mimetic statics numeric method,a recommended method in current specifications,is adopted at present in most calculations to the stability of landslide.To most permanent and transient operating conditions in landslides,the result calculated with this method is in accordance with the result evaluated by geologic theory;but to the operating conditions in earthquakes,most results are quite different with each other.The Jinjiang landslide is a giant one near the dam of the Baihetan power plant.In the calculations to the slide with limit equilibrium method,3 steps are adopted in the study.Firstly,based on the calculation ways for anti-seismic stability of the earth-rock dam specified by "The Seismic Design of Hydraulic Structure DL5073-2000",values such as the dynamic distribution coefficients at different heights and the horizontal seismic force component and the dynamic distribution coefficient at the corresponding heights are figured out by means of the handling method to earthquake effect.Secondly,the horizontal acceleration value of the earthquake force that acting on the whole landslide mass is solved.Lastly,the stability calculation is done with the horizontal acceleration value.The results prove that,under seismic operating conditions,the Jinjiang slide is stable as a whole with the stability coefficient being 1.23~1.45,which is not only quite in accordance with the results by geologic analysis,but also avoids the discrepancy between the mimetic statics numeric method calculating results and practical geologic analysis results.
The limit equilibrium method from mimetic statics numeric method,a recommended method in current specifications,is adopted at present in most calculations to the stability of landslide.To most permanent and transient operating conditions in landslides,the result calculated with this method is in accordance with the result evaluated by geologic theory;but to the operating conditions in earthquakes,most results are quite different with each other.The Jinjiang landslide is a giant one near the dam of the Baihetan power plant.In the calculations to the slide with limit equilibrium method,3 steps are adopted in the study.Firstly,based on the calculation ways for anti-seismic stability of the earth-rock dam specified by "The Seismic Design of Hydraulic Structure DL5073-2000",values such as the dynamic distribution coefficients at different heights and the horizontal seismic force component and the dynamic distribution coefficient at the corresponding heights are figured out by means of the handling method to earthquake effect.Secondly,the horizontal acceleration value of the earthquake force that acting on the whole landslide mass is solved.Lastly,the stability calculation is done with the horizontal acceleration value.The results prove that,under seismic operating conditions,the Jinjiang slide is stable as a whole with the stability coefficient being 1.23~1.45,which is not only quite in accordance with the results by geologic analysis,but also avoids the discrepancy between the mimetic statics numeric method calculating results and practical geologic analysis results.
引文
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[17]张加桂.三峡库区巫山县新城址巴东组三段形成的大型复杂滑坡特征及成因机制[J].地球学报,2001,22(2):145-148.
[18]张加桂.三峡库区巫山县城秀峰寺—大块子古滑坡特征及形成过程[J].吉林大学学报,2008,38(3):448-453.
[19]张加桂.三峡库区巫山县新城址王家屋场滑坡研究[J].地质力学学报,1999,5(2):21-28.
[2]王成虎,何满潮,刘墨山.某水电站高边坡在地震作用下的稳定性分析[J].地震工程与工程振动,2006,26(3):248-249.
[3]张丽华,张力,伍承彦.区域性地震滑坡预测方法研究进展[J].岩土工程界,2009,12(8):48-51.
[4]刘春玲,祁生文,童立强.利用FLAC3D分析某边坡地震稳定性[J].岩石力学与工程学报,2004,23(16):2730-2733.
[5]孙青兰,彭荣,刘聪元.三峡库区野猫面滑坡体工程地质特征及稳定性分析[J].资源环境与工程,2004,18(3):39-40.
[6]黄显贵,陈植华,郭英丽.基于地震力的滑坡稳定性分析[J].安全与环境工程,2005,12(1):82-84.
[7]苏有锦,秦嘉政.川滇地区强地震活动与区域新构造运动的关系[J].中国地震,2001,17(1):24-27.
[8]宋方敏,汪一鹏,俞维贤,等.小江断裂活动带[M].北京:地震出版社,1998:209-232.
[9]程建武,郭桂红,岳志军,等.安宁河断裂带晚第四纪活动的基本特征及强震危险性分析[J].地震研究,2010,33(3):265-270.
[10]韩渭宾,蒋国芳.大凉山断裂带与安宁河—则木河断裂带的地震活动性分析[J].地震研究,2005,28(3):207-212.
[11]龙思胜,陈银.安宁河—则木河断裂带近期7次地震的震源机制解[J].四川地震,2003,(2):21-25.
[12]韩渭宾,蒋国芳.川滇地区强震活动分布特征及其与地壳块体构造背景关系的研究[J].地震学报,2004,26(2):211-222.
[13]张超然,陈先明,朱红兵.金沙江下游梯级水电站抗震安全分析[J].四川大学学报(工程科学版),2009,(3):1-6.
[14]祁生文,伍法权,刘春玲,等.地震边坡稳定性的工程地质分析[J].岩石力学与工程学报,2004,23(16):2792-2794.
[15]丁彦慧.中国西部地区地震滑坡预测方法研究[D].硕士学位论文,北京,中国地质大学,1997.
[16]张永双,石菊松,孙萍,等.汶川地震内外动耦合及灾害实例[J].地质力学学报,2009,15(2):131-139.
[17]张加桂.三峡库区巫山县新城址巴东组三段形成的大型复杂滑坡特征及成因机制[J].地球学报,2001,22(2):145-148.
[18]张加桂.三峡库区巫山县城秀峰寺—大块子古滑坡特征及形成过程[J].吉林大学学报,2008,38(3):448-453.
[19]张加桂.三峡库区巫山县新城址王家屋场滑坡研究[J].地质力学学报,1999,5(2):21-28.
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