城际铁路盾构联络通道冻结法施工技术
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摘要
以珠机(珠海市区—珠海机场)城际铁路橫琴隧道金融岛车站—3号工作井区间3~#联络通道(与泵房合建)为工程背景,针对联络通道冻结法施工形成的形状复杂的冻土帷幕结构,利用FLAC 3D对冻结法施工进行了数值模拟,并与现场监测数据进行对比分析,得出冻结帷幕的变形特性、应力分布特性以及开挖造成的隧道周围管片应力的重新分布情况。研究结果表明:联络通道开挖前对通道内土体预加固能有效改善拱顶和拱底的受力状态;喇叭口是整个冻土帷幕的最薄弱处所,施工中须特别注意;联络通道开挖容易使主隧道管片处于受拉状态,且拉应力多分布在开口环的对侧。
Taking 3 connection passage(ioint construction with pump house) of Hengqin tunnel Finance Island Station to 3~# work well interval section in Zhuji(Zhuhai City-Zhuhai Airport) intercity railway as the engineering background,FLAC 3D was used to simulate the freezing method construction according to the complex-shaped frozen soil curtain structure formed by freezing method construction of connecting passage,and the deformation characteristics,stress distribution characteristics of frozen curtain and segment stress redistribution around the tunnel caused by excavation were obtained by comparisons and analysis with field monitoring data. The results show that pre-reinforcement of soil in connecting passage before excavation can effectively improve the stress state of arch roof and arch bottom,the bell mouth is the weakest part of the whole frozen soil curtain and special attention should be paid to it in construction,the main tunnel segment is easy to be tensioned by the connecting passage excavation,and the tension stress is mostly divided on the opposite side of the split ring.
Taking 3 connection passage(ioint construction with pump house) of Hengqin tunnel Finance Island Station to 3~# work well interval section in Zhuji(Zhuhai City-Zhuhai Airport) intercity railway as the engineering background,FLAC 3D was used to simulate the freezing method construction according to the complex-shaped frozen soil curtain structure formed by freezing method construction of connecting passage,and the deformation characteristics,stress distribution characteristics of frozen curtain and segment stress redistribution around the tunnel caused by excavation were obtained by comparisons and analysis with field monitoring data. The results show that pre-reinforcement of soil in connecting passage before excavation can effectively improve the stress state of arch roof and arch bottom,the bell mouth is the weakest part of the whole frozen soil curtain and special attention should be paid to it in construction,the main tunnel segment is easy to be tensioned by the connecting passage excavation,and the tension stress is mostly divided on the opposite side of the split ring.
引文
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[12]周晓敏,王梦恕,陶龙光,等.北京地铁隧道水平冻结和暗挖施工模型试验与实测研究[J].岩土工程学报,2003,25(6):676-679.
[13]LAI Y M,ZHANG X F,YU W B,et al.Three-dimensional Nonlinear Analysis for the Coupled Problem of the Heat Transfer of the Surrounding Rock and the Heat Convection Between the Air and the Surrounding Rock in Cold-region Tunnel[J].Tunnelling and Underground Space Technology,2005,20(4):323-332.
[14]曾丰姿,李兆平,刘军.区间盾构隧道联络通道施工对隧道结构和周围地层安全性影响的研究[J].中国安全科学学报,2006,16(3):93-97.
[15]胡向东,赵飞.主隧道结构散热对联络通道冻结效果的影响[J].岩石力学与工程学报,2009,28(增1):3109-3115.
[2]卢亦焱,张宏,魏龙海,等.管幕冻结法冻结过程温度场数值模拟[J].铁道建筑,2017,57(12):52-55.
[3]岳丰田,仇培云,杨国祥,等.复杂条件下隧道联络通道冻结施工设计与实践[J].岩土工程学报,2006,28(5):660-663.
[4]冯硕,王保贵.地铁盾构区间联络通道冷冻法施工[J].低碳世界,2016(9):208-209.
[5]苏恒宇.地铁隧道工程中人工冻结法关键技术及应用[D].淮南:安徽理工大学,2016.
[6]杨平,陈瑾,张尚贵,等.软弱地层联络通道冻结法施工温度及位移场全程实测研究[J].岩土工程学报,2017,39(12):2226-2234.
[7]陈生.天津地铁隧道联络通道冻结法施工力学模拟分析[J].公路,2015,60(3):228-231.
[8]刘波,李东阳,陈立,等.复杂地层旁通道冻结施工过程的模拟与实测分析[J].中国安全生产科学技术,2010,6(5):11-17.
[9]武亚军,杨敏,李大勇.大连路隧道联络通道冻土帷幕数值分析[J].岩土力学,2006,27(3):487-490.
[10]王晖,李大勇,李健,等.地铁联络通道冻结法施工三维数值模拟分析[J].地下空间与工程学报,2011,7(增2):1589-1593.
[11]李开文,毛勇,孙闯,等.越江隧道联络通道冻结法施工力学模拟分析[J].长江科学院院报,2011,28(7):57-61.
[12]周晓敏,王梦恕,陶龙光,等.北京地铁隧道水平冻结和暗挖施工模型试验与实测研究[J].岩土工程学报,2003,25(6):676-679.
[13]LAI Y M,ZHANG X F,YU W B,et al.Three-dimensional Nonlinear Analysis for the Coupled Problem of the Heat Transfer of the Surrounding Rock and the Heat Convection Between the Air and the Surrounding Rock in Cold-region Tunnel[J].Tunnelling and Underground Space Technology,2005,20(4):323-332.
[14]曾丰姿,李兆平,刘军.区间盾构隧道联络通道施工对隧道结构和周围地层安全性影响的研究[J].中国安全科学学报,2006,16(3):93-97.
[15]胡向东,赵飞.主隧道结构散热对联络通道冻结效果的影响[J].岩石力学与工程学报,2009,28(增1):3109-3115.