直墙式黄土隧道围岩结构的地震动稳定性分析——底脚处应力集中对安全系数的影响
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摘要
为了验证直墙式黄土隧道(洞)底脚处应力集中现象对围岩结构安全系数的影响,本文根据静力和动力分析模型,应用抗剪强度折减法和ANSYS软件,在现有研究的基础上,分析了底脚为直角时重力和地震作用下塑性区和安全系数的变化规律,并通过数值算例,研究了底脚为不同半径圆弧时围岩结构安全系数的变化情况。结果表明:在重力作用下塑性区最先出现在底脚偏上,直角的应力集中现象对围岩结构安全系数没有影响,地震作用下塑性区虽然最先出现在底脚处,但安全系数的降低并非底脚处应力集中现象的影响,从而为以后工程结构中直墙式隧道(洞)的成型和工程应用提供了理论依据。
The impact of stress concentration at the feet of vertical ridge loess tunnel(hole) on the rock structure safety factor was examined,according to the static and dynamic analysis model,by using the shear strength reduction method and the ANSYS software.Based on the existing study results,the change of plastic zone and the safety factor were analyzed under the action of gravity and seism with right angles feet of vertical ridge loess tunnel(hole),and through numerical examples the change rules of rock structure safety factor were studied with arc angles feet of different radius.The results show that: the plastic zone under the gravity action appears initially at the upper foot of the tunnel(hole),the stress concentration at right angles feet has no effect on wall rock safety factor;the plastic zone under earthquake action appears initially at the right foot of the tunnel(hole),but the decrease of safety factor is not mainly due to the stress concentration.So a theory basis will be provided,the study provides a theoretical base for the construction of vertical ridge loess tunnel and its engineering application.
The impact of stress concentration at the feet of vertical ridge loess tunnel(hole) on the rock structure safety factor was examined,according to the static and dynamic analysis model,by using the shear strength reduction method and the ANSYS software.Based on the existing study results,the change of plastic zone and the safety factor were analyzed under the action of gravity and seism with right angles feet of vertical ridge loess tunnel(hole),and through numerical examples the change rules of rock structure safety factor were studied with arc angles feet of different radius.The results show that: the plastic zone under the gravity action appears initially at the upper foot of the tunnel(hole),the stress concentration at right angles feet has no effect on wall rock safety factor;the plastic zone under earthquake action appears initially at the right foot of the tunnel(hole),but the decrease of safety factor is not mainly due to the stress concentration.So a theory basis will be provided,the study provides a theoretical base for the construction of vertical ridge loess tunnel and its engineering application.
引文
[1]熊启钧.隧洞[M].北京:中国水利出版社,2005.
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[7]李浩,朱向阳,徐永福,等.断面形状对隧洞围岩位移和应力的影响分析[J].隧道建设,2009,29(1):38-44.
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[11]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.
[12]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.
[13]Yang X L,Huang F.Stability analysis of shallow tunnelssubjected to seepage with strength reduction theory[J].Journal of Central South University of Technology,2009,16(6):1001-1005.
[14]Sterpil D,Cividini A.A physical and numerical investigationon the stability of shallow tunnels in strain softening media[J].Rock Mechanics and Rock Engineering,2004,37(4):277-298.
[15]Zaretskiil Y K,Karabaevl M L,Khachaturyan N S.Construction monitoring of a shallow tunnel in the lefortovodistrict of moscow[J].Soil Mechanics and FoundationEngineering,2004,41(2):45-51.
[16]陈国兴.岩土地震工程学[M].北京:科学出版社,2007.
[17]陈国兴,张克绪,谢君斐.黄土崖窑洞抗震性能分析[J].哈尔滨建筑大学学报,1995,28(1):16-21.
[18]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.
[19]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.
[20]张华兵,倪玉山,赵学勐.黄土隧道围岩稳定性粘弹塑性有限元分析[J].岩土力学,2009,25(增),247-250.
[21]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.
[22]程选生,郑颖人.地震作用下无衬砌黄土隧道围岩结构安全系数的计算探讨[J].岩土力学,2011,32(3):761-766.
[2]王毅才.隧道工程[M].北京:人民交通出版社,2000.
[3]于学馥,郑颖人,刘怀恒,等.地下工程围岩稳定分析[M].北京:煤炭工业出版社,1983.
[4]于学馥.现代工程岩土力学基础[M].北京:科学出版社,1995.
[5]杨志法,丁恩保,张三旗.地下工程平面问题弹性有限元图谱[M].北京:科学出版社,1989.
[6]赵兴东,段进超,唐春安,等.不同断面形式隧道破坏模式研究[J].岩石力学与工程学报,2004,23(增2):4921-4925.
[7]李浩,朱向阳,徐永福,等.断面形状对隧洞围岩位移和应力的影响分析[J].隧道建设,2009,29(1):38-44.
[8]Kolymbas D.Tunnelling and tunnel mechanics:a rationalapproach to tunnelling[M].Springer BerlinHeidelberg,2005.
[9]Zhang Z,Tang C A,Li L C,et al.Strength reduction methodon stability analysis of tunnel[C].Proceedings ofInternational Symposium on Computational Mechanics,2007.
[10]郑颖人,邱陈瑜,张红,等.关于土体隧洞围岩稳定性分析方法的探索[J].岩石力学与工程学报,2008,27(10):254-260.
[11]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.
[12]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.
[13]Yang X L,Huang F.Stability analysis of shallow tunnelssubjected to seepage with strength reduction theory[J].Journal of Central South University of Technology,2009,16(6):1001-1005.
[14]Sterpil D,Cividini A.A physical and numerical investigationon the stability of shallow tunnels in strain softening media[J].Rock Mechanics and Rock Engineering,2004,37(4):277-298.
[15]Zaretskiil Y K,Karabaevl M L,Khachaturyan N S.Construction monitoring of a shallow tunnel in the lefortovodistrict of moscow[J].Soil Mechanics and FoundationEngineering,2004,41(2):45-51.
[16]陈国兴.岩土地震工程学[M].北京:科学出版社,2007.
[17]陈国兴,张克绪,谢君斐.黄土崖窑洞抗震性能分析[J].哈尔滨建筑大学学报,1995,28(1):16-21.
[18]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.
[19]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.
[20]张华兵,倪玉山,赵学勐.黄土隧道围岩稳定性粘弹塑性有限元分析[J].岩土力学,2009,25(增),247-250.
[21]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.
[22]程选生,郑颖人.地震作用下无衬砌黄土隧道围岩结构安全系数的计算探讨[J].岩土力学,2011,32(3):761-766.
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