沉管隧道三维地震响应动力时程分析
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摘要
为研究大回淤软基地区沉管隧道的地震动力响应,以港珠澳沉管隧道为背景,建立起土体-止水带-沉管隧道体系的精细化三维有限元模型,并采用有限元软件Midas-GTS进行动力时程分析,得到沉管的位移、加速度、应力结果。结果表明,沉管隧道E12和E13管节接头区域为薄弱地带,其动力反应明显,相对位移和相对加速度都比较偏大;接头位置设置GINA止水带柔性连接结构,使得地震后产生的应力得到一定程度释放。
To study the seismic dynamic response of an immersed tunnel in a large backfill and soft ground area,the Hong Kong-Zhuhai-Macao immersed tunnel is taken as background,a refined threedimensional finite element model of soil-water stop-immersed tube tunnel systems is established and finite element software Midas-GTS is used for dynamic time history analysis,and the results of displacement,acceleration and stress of immersed tube are obtained.The results show:(1)the joint area of the E12 and E13 segment of the immersed tunnel is a weak zone,its dynamic response is obvious,relative displacement and relative acceleration are larger.(2)The flexible connection structure of the GINA water stop is set at the joint,so the stress generated after the earthquake is released to some extent.
To study the seismic dynamic response of an immersed tunnel in a large backfill and soft ground area,the Hong Kong-Zhuhai-Macao immersed tunnel is taken as background,a refined threedimensional finite element model of soil-water stop-immersed tube tunnel systems is established and finite element software Midas-GTS is used for dynamic time history analysis,and the results of displacement,acceleration and stress of immersed tube are obtained.The results show:(1)the joint area of the E12 and E13 segment of the immersed tunnel is a weak zone,its dynamic response is obvious,relative displacement and relative acceleration are larger.(2)The flexible connection structure of the GINA water stop is set at the joint,so the stress generated after the earthquake is released to some extent.
引文
[1]李贞新,徐国平,袁勇,等.节段式沉管隧道抗震关键技术研究[J].公路,2015,(4):8-14.
[2]徐国平,苏权科,李贞新,等.外海超长沉管隧道设计关键技术研究[J].公路,2015,(4):1-7.
[3]陈贵红.沉管隧道抗震数值分析[D].成都:西南交通大学,2002.
[4] Okamoto,Shunzo.Introduction to earthquake engineering 2nd ed[R].1984.
[5]程新俊,景立平,崔杰,等.不同场地沉管隧道振动台模型试验研究[J].西南交通大学学报,2017,52(6):1113-1120.
[6]张学明,闫维明,陈彦江,等.考虑行波效应的沉管隧道抗震性能:振动台阵试验研究[J].振动与冲击,2018,37(2).
[7]禹海涛,袁勇,徐国平,等.超长沉管隧道抗震设计及其关键性问题分析[J].上海交通大学学报,2012,46(1):94-98.
[8]刘鸿哲,黄茂松.超长沉管隧道纵向地震响应频域分析方法[J].岩土工程学报,2015,37(11):1971-1978.
[9]袁勇,申中原,禹海涛.沉管隧道纵向地震响应分析的多体动力学方法[J].工程力学,2015,32(5):76-83.
[10]严松宏,潘昌实.沉管隧道地震响应分析[J].现代隧道技术,2006,43(2):15-21.
[11]高峰,关宝树.沉管隧道三维地震反应分析[J].兰州交通大学学报,2003,22(1):6-10.
[12]袁勇,禹海涛,燕晓,等.超长沉管隧道多点振动台试验模拟与分析[J].中国公路学报,2016,29(12):157-165.
[13] Kuesel T R.Earthquake design criteria for subways[J].Journal of the Structural Division,1969,95:1213-1231.
[14]严松宏,高波,潘昌实.地震作用下沉管隧道接头力学性能分析[J].岩石力学与工程学报,2003,22(2):286-289.
[15]丁峻宏,金先龙,郭毅之,等.沉管隧道地震响应的三维非线性数值模拟方法及应用[J].振动与冲击,2005,24(5):18-22.
[16]李秀地,耿振刚,郑颖人,等.海底隧道强震动力响应及其极限状态研究[J].后勤工程学院学报,2016,32(4):1-6.
[17]刘晶波,杜修力.结构动力学[M].北京:机械工业出版社,2005.
[18]彭海阔,孟光,李鸿光.沉管隧道结构有限元建模及模型有效性研究[J].噪声与振动控制,2007,27(6):1-3.
[19] GB 50011-2010建筑抗震设计规范[S].
[2]徐国平,苏权科,李贞新,等.外海超长沉管隧道设计关键技术研究[J].公路,2015,(4):1-7.
[3]陈贵红.沉管隧道抗震数值分析[D].成都:西南交通大学,2002.
[4] Okamoto,Shunzo.Introduction to earthquake engineering 2nd ed[R].1984.
[5]程新俊,景立平,崔杰,等.不同场地沉管隧道振动台模型试验研究[J].西南交通大学学报,2017,52(6):1113-1120.
[6]张学明,闫维明,陈彦江,等.考虑行波效应的沉管隧道抗震性能:振动台阵试验研究[J].振动与冲击,2018,37(2).
[7]禹海涛,袁勇,徐国平,等.超长沉管隧道抗震设计及其关键性问题分析[J].上海交通大学学报,2012,46(1):94-98.
[8]刘鸿哲,黄茂松.超长沉管隧道纵向地震响应频域分析方法[J].岩土工程学报,2015,37(11):1971-1978.
[9]袁勇,申中原,禹海涛.沉管隧道纵向地震响应分析的多体动力学方法[J].工程力学,2015,32(5):76-83.
[10]严松宏,潘昌实.沉管隧道地震响应分析[J].现代隧道技术,2006,43(2):15-21.
[11]高峰,关宝树.沉管隧道三维地震反应分析[J].兰州交通大学学报,2003,22(1):6-10.
[12]袁勇,禹海涛,燕晓,等.超长沉管隧道多点振动台试验模拟与分析[J].中国公路学报,2016,29(12):157-165.
[13] Kuesel T R.Earthquake design criteria for subways[J].Journal of the Structural Division,1969,95:1213-1231.
[14]严松宏,高波,潘昌实.地震作用下沉管隧道接头力学性能分析[J].岩石力学与工程学报,2003,22(2):286-289.
[15]丁峻宏,金先龙,郭毅之,等.沉管隧道地震响应的三维非线性数值模拟方法及应用[J].振动与冲击,2005,24(5):18-22.
[16]李秀地,耿振刚,郑颖人,等.海底隧道强震动力响应及其极限状态研究[J].后勤工程学院学报,2016,32(4):1-6.
[17]刘晶波,杜修力.结构动力学[M].北京:机械工业出版社,2005.
[18]彭海阔,孟光,李鸿光.沉管隧道结构有限元建模及模型有效性研究[J].噪声与振动控制,2007,27(6):1-3.
[19] GB 50011-2010建筑抗震设计规范[S].