混凝土衬砌土质隧洞抗震稳定性分析
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摘要
目前混凝土衬砌隧洞抗震设计主要采用拟静力法,存在无法考虑地震动作用对衬砌隧洞的影响。为了分析混凝土衬砌后的土质隧洞动力响应,采用有限元强度折减法对某土质深埋衬砌隧洞进行了动力计算。结果表明:①在地震作用下,抗震性差的衬砌隧洞周围土体单元塑性区向45°发展,在隧洞破坏时塑性区范围不断增大,而抗震性能较好的衬砌隧洞周围土体塑性区在地震时程中变化不大。②在地震作用下,衬砌及周围土体出现应力集中现象,且随着地震时程的延长,应力集中范围逐渐增大。隧洞位移最大点出现在底拱和两拱脚位置。衬砌应力集中现象出现在顶拱和两侧拱脚处,周围土体应力集中主要分布在顶拱及底拱处。
At present, the seismic design of concrete lining tunnels mainly adopts the pseudo-static method, but there is a problem that the influence of ground motion on the lining tunnel cannot be considered. In order to calculate the dynamics of a soil-buried deep lining tunnel, the finite element strength reduction method was used. The results show that: a) under the action of earthquake, the plastic zone of the soil unit around the lining tunnel with poor earthquake resistance develops to 45°, and the plastic zone continues continuously during the tunnel failure. The soil plastic zone around the lining tunnel with better seismic performance has little change during the seismic time history. b) under the action of earthquake, stress concentration occurs in the lining and surrounding soil, and the stress concentration range increases gradually with the increase of seismic time history. The maximum displacement of the tunnel appears at the bottom arch and the two arches. The lining stress concentration phenomenon appears in the top arch and the arches on both sides, and the stress concentration around the soil is mainly distributed in the top arch and the bottom arch.
At present, the seismic design of concrete lining tunnels mainly adopts the pseudo-static method, but there is a problem that the influence of ground motion on the lining tunnel cannot be considered. In order to calculate the dynamics of a soil-buried deep lining tunnel, the finite element strength reduction method was used. The results show that: a) under the action of earthquake, the plastic zone of the soil unit around the lining tunnel with poor earthquake resistance develops to 45°, and the plastic zone continues continuously during the tunnel failure. The soil plastic zone around the lining tunnel with better seismic performance has little change during the seismic time history. b) under the action of earthquake, stress concentration occurs in the lining and surrounding soil, and the stress concentration range increases gradually with the increase of seismic time history. The maximum displacement of the tunnel appears at the bottom arch and the two arches. The lining stress concentration phenomenon appears in the top arch and the arches on both sides, and the stress concentration around the soil is mainly distributed in the top arch and the bottom arch.
引文
[1] 汪成兵,朱合华.隧道塌方机制及其影响因素离散元模拟[J].岩土工程学报,2008,30(3):450-456.
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[6] 郑颖人,胡文清,王敬林.强度折减有限元法及其在隧道与地下洞室工程中的应用[C]//中国土木工程学会第十一届、隧道及地下工程分会第十三届年会论文集.[S.1.]:[s. n.],2004:239-243.
[7] 郑颖人,赵尚毅,邓楚键,等.有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.
[8] ZIENKIEWICZ O C, HUMPHESON C, LEWIS R W. Associated and Non-Associated Visco-Plasticity and Plasticity in Soil Mechanics[J].Geo Technique,1975,25(4):671-689.
[9] 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.
[10] 张玉娥,白宝鸿,张耀辉,等.地铁区间隧道震害特点、震害分析方法及减震措施的探讨[J].振动与冲击,2003,22(1):70-71,74.
[11] 郑颖人,邱陈瑜,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.
[2] 于学馥,郑颖人,刘怀恒,等.地下工程围岩稳定性[M].北京:煤炭工业出版社,1983:20-35.
[3] 郑颖人,肖强,叶海林,等.地震隧洞稳定性分析探讨[J].岩石力学与工程学报,2010,29(6):1081-1088.
[4] 胡云进,钟振,黄东军,等.压力隧洞衬砌结构型式选择准则[J].浙江大学学报(工学版),2011,45(7):1314-1318.
[5] 张黎明,郑颖人,王在泉,等.有限元强度折减法在公路隧道中的应用探讨[J].岩土力学,2007,28(1):97-101.
[6] 郑颖人,胡文清,王敬林.强度折减有限元法及其在隧道与地下洞室工程中的应用[C]//中国土木工程学会第十一届、隧道及地下工程分会第十三届年会论文集.[S.1.]:[s. n.],2004:239-243.
[7] 郑颖人,赵尚毅,邓楚键,等.有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.
[8] ZIENKIEWICZ O C, HUMPHESON C, LEWIS R W. Associated and Non-Associated Visco-Plasticity and Plasticity in Soil Mechanics[J].Geo Technique,1975,25(4):671-689.
[9] 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.
[10] 张玉娥,白宝鸿,张耀辉,等.地铁区间隧道震害特点、震害分析方法及减震措施的探讨[J].振动与冲击,2003,22(1):70-71,74.
[11] 郑颖人,邱陈瑜,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.
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