公路隧道二次衬砌承载能力与优化设计研究
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摘要
目前国内隧道多采用新奥法设计与施工,与其对应的复合式衬砌是由初期支护、防水层和二次衬砌所组成,且严格要求二次衬砌必须在围岩和初期支护变形基本稳定后才开始施工。对于初期支护的设计,业界现在已达成比较一致的看法,换句话说,在相同的开挖断面、相似的地质条件下初期支护设计都是大同小异的。但对于二次衬砌的厚度、是否需要配筋的看法则有很大的不同。而二次衬砌直接关系到开挖断面的大小和工程造价。本文通过现场试验并结合数值模拟研究的方法,对围岩压力和接触压力的分布规律以及二次衬砌安全性评价和优化设计作了初探。主要结论及成果如下：
1、基于现场实测应力数据,对Ⅲ级、Ⅳ级、Ⅴ级深埋段和Ⅴ级浅埋段围岩压力和接触压力分别进行统计分析,得到围岩压力和接触压力的分布规律以及二次衬砌分担围岩压力比例；
2、通过对比Ⅲ级、Ⅳ级、Ⅴ级深埋段现场实测围岩压力与经典围岩理论计算结果,得到对应围岩级别围岩压力分别适合采用普氏理论、太沙基理论以及隧规理论计算比较符合实测情况。
3、通过有限元数值模拟方法,研究了不同侧压力系数和衬砌厚度对隧道变形和内力的影响,对二次衬砌安全性进行了评价并得出了二次衬砌的最小安全厚度；
4、以工程造价为目标函数,采用内部罚函数法建立数学模型,以结构强度和配筋率为约束条件,对二次衬砌的厚度和配筋进行优化分析。
Currently, many tunnels are designed and constructed by the New Austrian Tunneling Method. Composite lining is corresponding with this method and make up of primary support, waterproof layer and secondary lining. And the secondary lining is required strictly to construct after the deformation of surrounding rock and primary support was basic stability. To the design of primary support, the civil engineering industry has reached an identical attitude now. In other words, we have the almost same design of primary support on the same excavation of the section or the same geological conditions. However, the thickness or the need for reinforcement of view to the secondary lining is very different. But it is directly related to the excavation of the size and project cost. By means of numerical simulation and in-situ test, this article research on distribution rule of surrounding rock pressure and contact pressure and safety evaluation and design optimization of secondary linings. The main conclusions and results are as follows:
1、Based on stress tested in-situ, analyzed on surrounding rock pressure and contact pressure ofⅤ-class surrounding rock,Ⅳ-class surrounding rock,Ⅲ-class surrounding rock in deep-buried andⅤ-class surrounding rock in shallow with statistics method to have the distribution of the general laws and the shared ratio of surrounding rock pressure of secondary lining;
2、Compared surrounding rock pressure tested in-situ with classical theory results ofⅤ-class surrounding rock, IV-class surrounding rock andⅢ-class surrounding rock in deep-buried, the result from the Pu's theory, Terzaghi theory, deep-buried surrounding rock pressure formula of highway tunnel design specification is closest to the measure value respectively;
3、With the method of the finite element numerical simulations, research on different side-pressure coefficients and thickness of secondary lining to the influence of the deformation and internal force of tunnel, evaluate the security and find the optimization thickness of it;
4、Take the project cost as objective function, use the internal penalty function method to establish mathematical models with strength of structure conditions and reinforcement rate as constraints, optimize analysis on the secondary lining thickness and reinforcement.
1、基于现场实测应力数据,对Ⅲ级、Ⅳ级、Ⅴ级深埋段和Ⅴ级浅埋段围岩压力和接触压力分别进行统计分析,得到围岩压力和接触压力的分布规律以及二次衬砌分担围岩压力比例；
2、通过对比Ⅲ级、Ⅳ级、Ⅴ级深埋段现场实测围岩压力与经典围岩理论计算结果,得到对应围岩级别围岩压力分别适合采用普氏理论、太沙基理论以及隧规理论计算比较符合实测情况。
3、通过有限元数值模拟方法,研究了不同侧压力系数和衬砌厚度对隧道变形和内力的影响,对二次衬砌安全性进行了评价并得出了二次衬砌的最小安全厚度；
4、以工程造价为目标函数,采用内部罚函数法建立数学模型,以结构强度和配筋率为约束条件,对二次衬砌的厚度和配筋进行优化分析。
Currently, many tunnels are designed and constructed by the New Austrian Tunneling Method. Composite lining is corresponding with this method and make up of primary support, waterproof layer and secondary lining. And the secondary lining is required strictly to construct after the deformation of surrounding rock and primary support was basic stability. To the design of primary support, the civil engineering industry has reached an identical attitude now. In other words, we have the almost same design of primary support on the same excavation of the section or the same geological conditions. However, the thickness or the need for reinforcement of view to the secondary lining is very different. But it is directly related to the excavation of the size and project cost. By means of numerical simulation and in-situ test, this article research on distribution rule of surrounding rock pressure and contact pressure and safety evaluation and design optimization of secondary linings. The main conclusions and results are as follows:
1、Based on stress tested in-situ, analyzed on surrounding rock pressure and contact pressure ofⅤ-class surrounding rock,Ⅳ-class surrounding rock,Ⅲ-class surrounding rock in deep-buried andⅤ-class surrounding rock in shallow with statistics method to have the distribution of the general laws and the shared ratio of surrounding rock pressure of secondary lining;
2、Compared surrounding rock pressure tested in-situ with classical theory results ofⅤ-class surrounding rock, IV-class surrounding rock andⅢ-class surrounding rock in deep-buried, the result from the Pu's theory, Terzaghi theory, deep-buried surrounding rock pressure formula of highway tunnel design specification is closest to the measure value respectively;
3、With the method of the finite element numerical simulations, research on different side-pressure coefficients and thickness of secondary lining to the influence of the deformation and internal force of tunnel, evaluate the security and find the optimization thickness of it;
4、Take the project cost as objective function, use the internal penalty function method to establish mathematical models with strength of structure conditions and reinforcement rate as constraints, optimize analysis on the secondary lining thickness and reinforcement.
引文
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[6]新奥法设计施工指南(草案).日本国有铁路建设局等.铁路标准设计通讯252期,1984年
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[11]王兵.双车道公路隧道复合式衬砌研究[J].中国公路学报,1997,10(4)：64-69
[12]晏启祥等.不同开挖方式下软岩小净距隧道力学效应分析[J].现代隧道技术,2004增刊：282-286
[13]刘志春,李文江,孙明磊,朱永全.乌鞘岭隧道F4断层区段监控量测综合分析[J].岩石力学与工程学报,2006,25(7)：1502-1511
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[20]王彬译.费尔艾那隧道工程情况[J].隧道译丛.1994.(7)：22-26
[21]吴成三.及时掌握单层衬砌技术,降低隧道工程造价[J].铁道标准设计.1996.(12)：1-3
[22]T Franzen, Shotcrete for Underground Support:a State-of-the-art Report with Focus on Steel-fibre Reinforcement [J]. Tunnelling and UndergroundSpace Technology,1992,7(4),383-391
[23]周峰,郭小红.大别山隧道斜井单层衬砌的试验研究[J].中外公路.2008.(06)：167-172
[24]王建宇.隧道工程的技术进步[M].北京：中国铁道出版社.2004：96-115
[25]关宝树.隧道工程设计要点集[M].北京：人民交通出版社.2003年
[26]徐干成,白洪才,郑颖人,刘朝.地下工程支护结构[M].北京：中国水利水电出版社.2002年
[27]王后裕,陈上明,言志信.地下工程动态设计原理[M].北京：化学工业出版社.2008年
[28]刘小兵.复合衬砌支护压力的简捷推算法[J].1996.(04)：193-198
[29]张慧民,程少俊.公路隧道复合式衬砌的设计与探讨[J].1999.(02)：5-9
[30]Bieniawski,Z. T,Rock Mechanics Design in Mining and Tunneling[M].1984
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[32]李兴高,刘维宁.公路隧道防排水的安全型综合解决方案[J].2003.(01).68-72
[33]王建宇.隧道工程技术的进步[M].北京：中国铁道出版社.2004年
[34]王明年,郭军,罗禄森,杨建民,喻渝,谭忠盛.高速铁路大断面深埋黄土隧道围岩压力计算方法[J].2009.(05).53-58
[35]李志业,曾艳华.地下结构设计原理与方法[M].成都：西南交通大学出版社.2003年：14-15
[36]李围等.隧道及地下工程ANSYS实例分析[M].北京：中国水利水电出版社.2008年
[37]伍振志,王剑军.浅埋软弱围岩双连拱隧道合理复合式衬砌研究[J].2007.(02)：58-62
[38]Einar Broch, Arne M. Myrvang and Gisle Stjern. Supprot of Large Rock Caverns in Norway[J]. Tunneling and Undergroud Space Technology.1996. (11):11-19
[39]P. J. Hewitt a, L. K. Philip. Problems of clay desiccation in composite lining systems[J] Engineering Geology.1999. (53):107-113
[40]Jiang Y. Yoneda H. Tanabashi Y.Theoretical estimation of loosing pressure on tunnels in soft rocks [J]. Tunnelling and Underground Space Technology.2001 (16):99-105
[41]S. Sakurai and K. Takeuchi. Back Analysis of Measured Displacements of Tunnels [J]. Rock Mechanics and Rock Engineering,1983,(16):173-180
[42]K. Najm and Y.Ishijima. Back Analysis of Tunnel Lining Deformation:Development and Application of Passive Resistance Method[J]. Rock Mechanics and Rock Engineering.1993.(26):71-79
[43]Einar Broch, Eivind Grev, Kjell Inge Davik, The inner lining system in Norwegian traffic tunnels[J], Tunnelling and Underground Space Technology,2002,(17):305-314
[44]Kim,Hak Joon.Estimation for tunnel lining loads[M].Canada:University of Alberta,1997
[45]黄生文,邓超荣,王晓明.大跨径隧道二次衬砌优化分析[J].中外公路.2010.(01)：201-204
[46]黄小华,彭立敏；施成华.整体式隧道衬砌的非线性优化设计方法[J].现代隧道技术.2001(04)：48-51
[47]Sun Jun, Y.Y.Hu.Time-Dependent Effeets on the Tensile Strength of Saturated Granite at Three Gorges Projeet inChina[J].Int.J.Meeh.Min.Sci.1997.vol.34 (3/4):323-337
[48]Kielbassa S,Duddeek H. Stress-strain fields at the tunnelling Face-three-dimensional analysis for two-dimensional technical approaeh[J].Rock Mechanics and Rock Engineering,1998,24:115-132
[49]Arango, I G; Hacar, F; Hacar, M A; Alarcon:Function of secondary lining in the New Austrian Tunnelling Method[J]. E Proc International Symposium on Rock Support, Sudbury,16-19 June 1992P123-127
[50]F.Y. Hsiao, C.L. Wang, J.C. Chern. Numerical simulation of rock deformation for support designin tunnel intersection area[J]. Tunnelling and Underground Space Technology 24 (2009) 14-21
[51]姚勇.双洞小净距公路隧道设计方法及施工过程控制[D].西南交通大学博士学位论文,2008
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[53]GB50108-2001.地下工程防水技术规范[S].北京：中国计划出版社,2001
[54]TB10119-2000.铁路隧道防排水技术规范[S].北京：中国铁道出版社,2001
[55]JTG F60-2009.公路隧道施工技术规范[S].北京：人民交通出版社,2009
[2]中华人民共和国铁道部.TB10003—2005,铁路隧道设计规范[S].北京：中国铁道出版社,2005
[3]中华人民共和国交通部.JTG D70—2004,公路隧道设计规范[S].北京：人民交通出版社,2004
[4]陈建勋,欧阳院平,王明年.公路隧道复合式衬砌结构数值计算及分析[J].中国公路学报,2006,19(2)：74-79
[5]米勒教授在华学术报告专辑.中国科学院武汉岩体土力学研究所,1980年
[6]新奥法设计施工指南(草案).日本国有铁路建设局等.铁路标准设计通讯252期,1984年
[7]张厚美,吕国梁.圆形隧道衬砌结构计算模型综述[J].现代隧道技术,2000
[8]赵子龙,张玉琴,季良杰,邵鹤皋.南岭双线铁路隧道软岩复合式衬砌围岩压力的试验研究[J].水利学报,1985,10：29-38
[9]程桦等.软弱围岩复合式隧道衬砌力学机理非线性大变形数值分析[J].岩石力学与工程学报,1997,16(4)：327-336
[10]杜守继等.高速公路软岩隧道复合式衬砌支护机理的FLAC分析[J].中国公路学报,2003,16(2)：71-77
[11]王兵.双车道公路隧道复合式衬砌研究[J].中国公路学报,1997,10(4)：64-69
[12]晏启祥等.不同开挖方式下软岩小净距隧道力学效应分析[J].现代隧道技术,2004增刊：282-286
[13]刘志春,李文江,孙明磊,朱永全.乌鞘岭隧道F4断层区段监控量测综合分析[J].岩石力学与工程学报,2006,25(7)：1502-1511
[14]莫勋涛,金德银,张清.用隧道围岩站立时间确定复合式衬砌的荷载分配[J].岩石力学与工程学报,2001,20(3)：370-373
[15]唐颖.公路隧道模筑二次混凝土二次衬砌的设计[J].1998.(03)：65-69
[16]王友恭,李友恒.二次衬砌的功能与设计理念[J].地工技术,1980,(35)：85-97
[17]关宝树.麦倜曾翻译.日本隧道标准规范(山岭篇)及解释[M].成都：西南交通大学出版社：1988年
[18]张俊儒,仇文革.隧道单层衬砌研究现状及评述[J].地下空间与工程学报.2006.2(4)：693-699
[19]马积薪译.选择挪威法还是新奥法取决于岩体状态[J].世界隧道.1995.(5)：25-31
[20]王彬译.费尔艾那隧道工程情况[J].隧道译丛.1994.(7)：22-26
[21]吴成三.及时掌握单层衬砌技术,降低隧道工程造价[J].铁道标准设计.1996.(12)：1-3
[22]T Franzen, Shotcrete for Underground Support:a State-of-the-art Report with Focus on Steel-fibre Reinforcement [J]. Tunnelling and UndergroundSpace Technology,1992,7(4),383-391
[23]周峰,郭小红.大别山隧道斜井单层衬砌的试验研究[J].中外公路.2008.(06)：167-172
[24]王建宇.隧道工程的技术进步[M].北京：中国铁道出版社.2004：96-115
[25]关宝树.隧道工程设计要点集[M].北京：人民交通出版社.2003年
[26]徐干成,白洪才,郑颖人,刘朝.地下工程支护结构[M].北京：中国水利水电出版社.2002年
[27]王后裕,陈上明,言志信.地下工程动态设计原理[M].北京：化学工业出版社.2008年
[28]刘小兵.复合衬砌支护压力的简捷推算法[J].1996.(04)：193-198
[29]张慧民,程少俊.公路隧道复合式衬砌的设计与探讨[J].1999.(02)：5-9
[30]Bieniawski,Z. T,Rock Mechanics Design in Mining and Tunneling[M].1984
[31]Kovari,K.and Amstad,CH."Field Instrumentation in Tunneling as a Practical Design Aid",Proceeding Fourth International Congre on RokMechanics,ISRM,Motreux,A,A.Balkema,Roterdatrn, 1979(02):311-318
[32]李兴高,刘维宁.公路隧道防排水的安全型综合解决方案[J].2003.(01).68-72
[33]王建宇.隧道工程技术的进步[M].北京：中国铁道出版社.2004年
[34]王明年,郭军,罗禄森,杨建民,喻渝,谭忠盛.高速铁路大断面深埋黄土隧道围岩压力计算方法[J].2009.(05).53-58
[35]李志业,曾艳华.地下结构设计原理与方法[M].成都：西南交通大学出版社.2003年：14-15
[36]李围等.隧道及地下工程ANSYS实例分析[M].北京：中国水利水电出版社.2008年
[37]伍振志,王剑军.浅埋软弱围岩双连拱隧道合理复合式衬砌研究[J].2007.(02)：58-62
[38]Einar Broch, Arne M. Myrvang and Gisle Stjern. Supprot of Large Rock Caverns in Norway[J]. Tunneling and Undergroud Space Technology.1996. (11):11-19
[39]P. J. Hewitt a, L. K. Philip. Problems of clay desiccation in composite lining systems[J] Engineering Geology.1999. (53):107-113
[40]Jiang Y. Yoneda H. Tanabashi Y.Theoretical estimation of loosing pressure on tunnels in soft rocks [J]. Tunnelling and Underground Space Technology.2001 (16):99-105
[41]S. Sakurai and K. Takeuchi. Back Analysis of Measured Displacements of Tunnels [J]. Rock Mechanics and Rock Engineering,1983,(16):173-180
[42]K. Najm and Y.Ishijima. Back Analysis of Tunnel Lining Deformation:Development and Application of Passive Resistance Method[J]. Rock Mechanics and Rock Engineering.1993.(26):71-79
[43]Einar Broch, Eivind Grev, Kjell Inge Davik, The inner lining system in Norwegian traffic tunnels[J], Tunnelling and Underground Space Technology,2002,(17):305-314
[44]Kim,Hak Joon.Estimation for tunnel lining loads[M].Canada:University of Alberta,1997
[45]黄生文,邓超荣,王晓明.大跨径隧道二次衬砌优化分析[J].中外公路.2010.(01)：201-204
[46]黄小华,彭立敏；施成华.整体式隧道衬砌的非线性优化设计方法[J].现代隧道技术.2001(04)：48-51
[47]Sun Jun, Y.Y.Hu.Time-Dependent Effeets on the Tensile Strength of Saturated Granite at Three Gorges Projeet inChina[J].Int.J.Meeh.Min.Sci.1997.vol.34 (3/4):323-337
[48]Kielbassa S,Duddeek H. Stress-strain fields at the tunnelling Face-three-dimensional analysis for two-dimensional technical approaeh[J].Rock Mechanics and Rock Engineering,1998,24:115-132
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