无衬砌圆形黄土隧洞围岩地震稳定系数
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摘要
为得到地震下无衬砌圆形黄土隧洞的围岩稳定安全系数,应用抗剪强度折减法,建立静力与动力分析模型,采用ANSYS软件分别对圆形无衬砌黄土隧洞进行重力和地震下的动力响应分析,得到地震下无衬砌圆形黄土隧洞的剪切破坏规律,讨论了隧洞直径、覆土厚度以及地震烈度对无衬砌圆形黄土隧洞围岩抗剪强度安全系数的影响.结果表明,在重力和地震作用下,对介于1.15~2.00的无衬砌圆形黄土隧洞的抗剪强度安全系数只能满足初次衬砌要求,不能满足使用阶段要求.为保证结构的安全可靠,建议开挖之后尽快进行二次衬砌.
In order to obtain the stability safety factors of soil surrounding unlined circular loess cave under earthquake action,using shear strength reduction method,taking the static and dynamic analysis model,and applying the ANSYS software,the static stability analysis and the earthquake dynamic response analysis about the soil surrounding the unlined circular loess cave were performed.So the shear failure laws of the surrounding soil under earthquake action are obtained.The effects of the cave diameter and coverage soil thickness of cave and seismic intensity on the shear strength safety factor were discussed.The results show that under the gravity and seismic action,the shear strength safety factors of unlined circular caves are generally greater than 1.15 and smaller than 2.00.Therefore the requirements of initial lining can be met,but the requirements of the using phase can not.It is suggested that,in order to ensure the structure safety,the second lining after excavation should be done as soon as possible.
In order to obtain the stability safety factors of soil surrounding unlined circular loess cave under earthquake action,using shear strength reduction method,taking the static and dynamic analysis model,and applying the ANSYS software,the static stability analysis and the earthquake dynamic response analysis about the soil surrounding the unlined circular loess cave were performed.So the shear failure laws of the surrounding soil under earthquake action are obtained.The effects of the cave diameter and coverage soil thickness of cave and seismic intensity on the shear strength safety factor were discussed.The results show that under the gravity and seismic action,the shear strength safety factors of unlined circular caves are generally greater than 1.15 and smaller than 2.00.Therefore the requirements of initial lining can be met,but the requirements of the using phase can not.It is suggested that,in order to ensure the structure safety,the second lining after excavation should be done as soon as possible.
引文
[1]刘祖典.黄土力学与工程[M].西安:陕西科技出版社,1997.
[2]高峰,任侠.黄土窑洞地震反应分析[J].兰州铁道学院学报:自然科学版,2001,20(3):12-18.
[3]陈立伟,彭建兵,范文.地震作用下黄土暗穴的稳定性[J].长安大学学报自然科学版,2007,27(6):34-36.
[4]陈国兴.岩土地震工程学[M].北京:科学出版社,2007.
[5]邱陈瑜,郑颖人,宋雅坤.采用ANSYS软件讨论无衬砌黄土隧洞安全系数[J].地下空间与工程学报,2009,5(2):291-296.
[6]张红,郑颖人,杨臻,等.黄土隧洞安全系数初探[J].地下空间与工程学报,2009,5(2):297-306.
[7]谷兆祺,彭守拙,李仲奎.地下洞室工程[M].北京:清华大学出版社,1994.
[8]王峻,王兰民,李兰.永登5.8级地震中黄土震陷灾害的探讨[J].地震研究,2005,28(4):393-397.
[9]彭建兵,李庆春,陈志新,等.黄土洞穴灾害[M].北京:科学出版社,2008.
[10]郑颖人,陈祖煜,王恭先,等.边坡与滑坡工程治理[M].北京:人民交通出版社,2007.
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[12]郑颖人,赵尚毅,邓楚键,等.限元极限分析法发展及其在岩土工程中的应用[J].中国工程科学,2006,8(12):39-61.
[13]GB 50011-2001.建筑抗震设计规范[S].
[1]LIU Zu-dian.Mechanics of Loess and Engineering[M].Xi an:Shaanxi Science and Technology Press,1997.(inChinese)
[2]GAO Feng,REN Xia.Seimic responses analysis of a loesscave[J].Journal of Lanzhou Railway University NaturalSciences,2001,20(3):12-18.(in Chinese)
[3]CHEN Li-wei,PENG Jian-bing,FAN Wen.Stability ofloess hidden hole under earthquake[J].Journal ofChang an University Natural Science Edition,2007,27(6):34-36.(in Chinese)
[4]CHEN Guo-xing.Geotechnical Earthquake Engineering[M].Beijing:Science Press,2007.(in Chinese)
[5]QIU Chen-yu,ZHENG Ying-ren,SONG Ya-kun.Explo-ring the safety factors of unlined loess tunnel by ANSYS[J].Under Ground Space and Engineering,2009,5(2):291-296.(in Chinese)
[6]ZHANG Hong,ZHENG Ying-ren,YANG Zhen,et al.Exploration of safety factors of the loess tunnel[J].Un-derground Space and Engineering,2009,5(2):297-306.(in Chinese)
[7]GU Zhao-qi,PENG Shou-zhuo,LI Zhong-kui.Under-ground Tunel Engineering[M].Tsinghua UniversityPress,1994.(in Chinese)
[8]WANG Jun,WANG Lan-min,LI Lan.Discussion on theloess subsidence disaster caused by the Yongdeng M5.8earthquake[J].Journal of Seimological Research,2005,28(4):393-397.(in Chinese)
[9]PENG Jian-bing,LI Qing-chun,CHEN Zhi-xin.LoessCave Disaster[M].Beijing:Science Press,2008.(inChinese)
[10]ZHENG Ying-ren,CHEN Zu-yu,WANG Gong-xian,etal.Engineering Treatment of Slope&Landslide[M].Beijing:China Communications Press,2007.(in Chi-nese)
[11]ZHNG Ying-ren,ZHAO Shang-yi,ZHANG Lu-yu.Slopestability analysis by strength reduction FEM[J].Engi-neering Science,2002,4(10):57-62.(in Chinese)
[12]ZHENG Ying-ren,ZHAO Shang-yi,DENG Chu-jian,etal.Development of finite element limit analysis methodand its applications in geotechnical engineering[J].En-gineering Sciences,2006,8(12):39-61.(in Chinese)
[13]GB 50011-2001.Code for seismic design of buildings[S].(in Chinese)
[2]高峰,任侠.黄土窑洞地震反应分析[J].兰州铁道学院学报:自然科学版,2001,20(3):12-18.
[3]陈立伟,彭建兵,范文.地震作用下黄土暗穴的稳定性[J].长安大学学报自然科学版,2007,27(6):34-36.
[4]陈国兴.岩土地震工程学[M].北京:科学出版社,2007.
[5]邱陈瑜,郑颖人,宋雅坤.采用ANSYS软件讨论无衬砌黄土隧洞安全系数[J].地下空间与工程学报,2009,5(2):291-296.
[6]张红,郑颖人,杨臻,等.黄土隧洞安全系数初探[J].地下空间与工程学报,2009,5(2):297-306.
[7]谷兆祺,彭守拙,李仲奎.地下洞室工程[M].北京:清华大学出版社,1994.
[8]王峻,王兰民,李兰.永登5.8级地震中黄土震陷灾害的探讨[J].地震研究,2005,28(4):393-397.
[9]彭建兵,李庆春,陈志新,等.黄土洞穴灾害[M].北京:科学出版社,2008.
[10]郑颖人,陈祖煜,王恭先,等.边坡与滑坡工程治理[M].北京:人民交通出版社,2007.
[11]郑颖人,赵尚毅,张鲁渝.用有限元强度折减法进行边坡稳定分析[J].中国工程科学,2002,4(10):57-62.
[12]郑颖人,赵尚毅,邓楚键,等.限元极限分析法发展及其在岩土工程中的应用[J].中国工程科学,2006,8(12):39-61.
[13]GB 50011-2001.建筑抗震设计规范[S].
[1]LIU Zu-dian.Mechanics of Loess and Engineering[M].Xi an:Shaanxi Science and Technology Press,1997.(inChinese)
[2]GAO Feng,REN Xia.Seimic responses analysis of a loesscave[J].Journal of Lanzhou Railway University NaturalSciences,2001,20(3):12-18.(in Chinese)
[3]CHEN Li-wei,PENG Jian-bing,FAN Wen.Stability ofloess hidden hole under earthquake[J].Journal ofChang an University Natural Science Edition,2007,27(6):34-36.(in Chinese)
[4]CHEN Guo-xing.Geotechnical Earthquake Engineering[M].Beijing:Science Press,2007.(in Chinese)
[5]QIU Chen-yu,ZHENG Ying-ren,SONG Ya-kun.Explo-ring the safety factors of unlined loess tunnel by ANSYS[J].Under Ground Space and Engineering,2009,5(2):291-296.(in Chinese)
[6]ZHANG Hong,ZHENG Ying-ren,YANG Zhen,et al.Exploration of safety factors of the loess tunnel[J].Un-derground Space and Engineering,2009,5(2):297-306.(in Chinese)
[7]GU Zhao-qi,PENG Shou-zhuo,LI Zhong-kui.Under-ground Tunel Engineering[M].Tsinghua UniversityPress,1994.(in Chinese)
[8]WANG Jun,WANG Lan-min,LI Lan.Discussion on theloess subsidence disaster caused by the Yongdeng M5.8earthquake[J].Journal of Seimological Research,2005,28(4):393-397.(in Chinese)
[9]PENG Jian-bing,LI Qing-chun,CHEN Zhi-xin.LoessCave Disaster[M].Beijing:Science Press,2008.(inChinese)
[10]ZHENG Ying-ren,CHEN Zu-yu,WANG Gong-xian,etal.Engineering Treatment of Slope&Landslide[M].Beijing:China Communications Press,2007.(in Chi-nese)
[11]ZHNG Ying-ren,ZHAO Shang-yi,ZHANG Lu-yu.Slopestability analysis by strength reduction FEM[J].Engi-neering Science,2002,4(10):57-62.(in Chinese)
[12]ZHENG Ying-ren,ZHAO Shang-yi,DENG Chu-jian,etal.Development of finite element limit analysis methodand its applications in geotechnical engineering[J].En-gineering Sciences,2006,8(12):39-61.(in Chinese)
[13]GB 50011-2001.Code for seismic design of buildings[S].(in Chinese)
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