封顶块位置对盾构隧道管片结构力学特征与破坏形态的影响分析
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摘要
对于盾构隧道管片衬砌结构而言,封顶块位置对其在相同荷载条件的力学响应及破坏失稳特征具有显著的影响,通过将渐进性破坏理论引入到盾构隧道管片衬砌结构病害发生及扩展过程分析中,采用相似模型试验研究方法,从盾构隧道管片的声发射数据、结构位移及内力、宏细观裂纹发生及扩展等方面,比较分析封顶块位置对盾构隧道管片从材料细观损伤到结构宏观局部破坏再到结构整体失稳的整个渐进性破坏失稳过程的影响。试验结果表明:1封顶块的位置不同,使得因环向接头的位置不同,在外荷载一样的情况下,管片与地层的协调变形不同,导致整环管片的整体刚度不同,封顶块位于拱腰时其整体刚度相对其他两组较大;2封顶块不同位置对结构失稳时的最大局部变形位置有较大影响,临界失稳时的最大位移与隧道半径之比相差不大,均在2%~3%之间;3封顶块不同位置对管片结构开始产生宏观裂缝的荷载级别及产生位置也有较大影响,封顶块位于拱腰时,开始产生宏观裂缝的荷载级别相对其他两组大,主裂缝和压溃区发生的位置较多。
For lining segments of shield tunnel under the same loading conditions,the position of key block may significantly affect the mechanical response and failure characteristic of lining structure.The progressive damage theory was firstly introduced into the disease occurrence and propagation analysis of shield tunnel segments,and a comparative study was carried out based on the similarity model test for the influence of different position of key block during the whole progressive failure process of lining segments.The acoustic emission data,displacement and internal force of lining segments as well as the crack occurrence and propagation in lining segments were analyzed comprehensively.Consequently,the results show that:1) The difference in position of key block may lead to the difference in position of hoop joint.Under the same external load,the coordinated deformations between the segments and the strata may be different so that the integral stiffness of the entire ring could be different.The integral stiffness for the case with key block located at haunch is larger than the other two cases.2) The difference in position of key block may significantly affect the position of the maximum local deformation.The ratios of the maximum displacement to the tunnel radiusat the critical buckling point do not change remarkably,and in fact,the range generally varies between 2% and 3%.3) The difference in position of key block may also have significant influence on the load levels at the occurrence of macro cracks as well as the locations of macro cracks.For the case with key block located at the haunch,the load level at the occurrence of macro cracks is larger than those for the other two cases,with much more major cracks and crushing zones.
For lining segments of shield tunnel under the same loading conditions,the position of key block may significantly affect the mechanical response and failure characteristic of lining structure.The progressive damage theory was firstly introduced into the disease occurrence and propagation analysis of shield tunnel segments,and a comparative study was carried out based on the similarity model test for the influence of different position of key block during the whole progressive failure process of lining segments.The acoustic emission data,displacement and internal force of lining segments as well as the crack occurrence and propagation in lining segments were analyzed comprehensively.Consequently,the results show that:1) The difference in position of key block may lead to the difference in position of hoop joint.Under the same external load,the coordinated deformations between the segments and the strata may be different so that the integral stiffness of the entire ring could be different.The integral stiffness for the case with key block located at haunch is larger than the other two cases.2) The difference in position of key block may significantly affect the position of the maximum local deformation.The ratios of the maximum displacement to the tunnel radiusat the critical buckling point do not change remarkably,and in fact,the range generally varies between 2% and 3%.3) The difference in position of key block may also have significant influence on the load levels at the occurrence of macro cracks as well as the locations of macro cracks.For the case with key block located at the haunch,the load level at the occurrence of macro cracks is larger than those for the other two cases,with much more major cracks and crushing zones.
引文
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[15]李围,何川.超大断面越江盾构隧道结构设计与力学分析[J].中国公路学报,2007,20(3):76-80(Li Wei,He Chuan.Mechanics analysis and structure design of rivercrossing shield tunnel of super-large section[J].China Journal of Highway and Transport,2007,20(3):76-80(in Chinese))
[16]宋成辉.软土地层地铁盾构通用环管片结构设计研究[J].地下空间与工程学报,2011,7(4):733-740(Song Chenghui.Study on structure for universal shield segment of metro in soft soil[J].Chinese Journal of Underground Space and Engineering,2011,7(4):733-740(in Chinese))
[17]于娇.水下大直径盾构隧道管片衬砌力学特性及接缝防水研究[D].北京:北京交通大学,2010(Yu Jiao.Reserch on the mechanical properties of segment and joint waterproof of large diameter underwater shield tunnel[D].Beijing:Beijing Jiaotong University,2010(in Chinese))
[18]王士民,徐国文,何薇,等.盾构隧道管片衬砌力学试验模型:中国,ZL 2013 2 0059555.4[P].2013(Wang Shimin,Xu Guowen,He Wei,et al.Model test of shieldtunnel segment lining:China,ZL 2013 2 0059555.4[P].2013(in Chinese))
[2]张凤祥,朱合华,傅德明.盾构隧道[M].北京:人民交通出版社,2004(Zhang Fengxiang,Zhu Hehua,Fu Deming.Shield tunnlling method[M].Beijing:China Communications Press,2004(in Chinese))
[3]Lee K M,Ge X W.The equivalence of a jointed shielddriven tunnel lining to a continuous ring structure[J].Journal of Canadian Geotechnical Journal,2001,38(3):461-483
[4]何川,曾东洋.砂性地层中地铁盾构隧道管片结构受力特征研究[J].岩土力学,2007,28(5):909-914(He Chuan,Zeng Dongyang.Research on mechanical characteristics of metro shield tunnel segment in sandy strata[J].Rock and Soil Mechanics,2007,28(5):909-914(in Chinese))
[5]刘庆宽,王楠,王海龙.钢筋混凝土结构耐久性及裂缝问题研究的现状[J].石家庄铁道学院报,2002,15(3):9-13(Liu Qingkuan,Wang Nan,Wang Hailong.Recent study of durability and crack of reinforced concrete structure[J].Journal of Shijiazhuang Railway Institute,2002,15(3):9-13(in Chinese))
[6]伍振志,杨林德,时蓓玲,等.裂缝对隧道管片结构耐久性影响及其模糊评价[J].地下空间与工程学报,2007,3(2):224-228(Wu Zhenzhi,Yang Linde,Shi Beiling,et al.Study on influence of crack on the durability of tunnel segments using fuzzy evaluation[J].Chinese Journal of Underground Space and Engineering,2007,3(2):224-228(in Chinese))
[7]孙钧.崇明长江隧道盾构管片衬砌结构的耐久性设计[J].建筑科学与工程学报,2008,25(1):1-9(Sun Jun.Durability design of segment lining structure in Chongming Yangtze River shield tunnel[J].Journal of Architecture and Civil Engineering,2008,25(1):1-9(in Chinese))
[8]裴利华.盾构隧道管片结构设计研究[J].铁道标准设计,2009(12):86-91(Pei Lihua.Study on the design of segment of shield tunnel[J].Railway Standard Design,2009(12):86-91(in Chinese))
[9]唐志成,何川,林刚.地铁盾构隧道管片结构力学行为模型试验研究[J].岩土工程学报,2005,27(1):85-89(Tang Zhicheng,He Chuan,Lin Gang.Study on mechanical behavior of segment of shield tunnel of metro with model test[J].Chinese Journal of Geotechnical Engineering,2005,27(1):85-89(in Chinese))
[10]杨雄.南京长江隧道超大断面管片衬砌结构相似模型试验与数值分析[D].成都:西南交通大学,2007(Yang Xiong.Model test and numerical simulation of segment lining for Nanjing Yangtze river tunnel[D].Chengdu:Southwest Jiaotong University,2007(in Chinese))
[11]封坤,何川,苏宗贤.南京长江隧道原型管片结构破坏试验研究[J].西南交通大学学报,2011,46(4):564-571(Feng Kun,He Chuan,Su Zongxian.Prototype test on failure characteristics of segmental lining structure for Nanjing Yangtze river tunnel[J].Journal of Southwest Jiaotong University,2011,46(4):564-571(in Chinese))
[12]毕湘利,柳献,王秀志,等.通缝拼装盾构隧道结构极限承载力的足尺试验研究[J].土木工程学报,2014,47(10):117-127(Bi Xiangli,Liu Xian,Wang Xiuzhi,et al.Experimental investigation on the ultimate bearing capacity of continuous-jointed segmental tunnel linings[J].China Civil Engineering Journal,2014,47(10):117-127(in Chinese))
[13]毕湘利,柳献,王秀志,等.内张钢圈加固盾构隧道结构极限承载力的足尺试验研究[J].土木工程学报,2014,47(11):128-137(Bi Xiangli,Liu Xian,Wang Xiuzhi,et al.Experimental study on the ultimate loadbearing capacity of deformed segmental tunnel linings strengthened by steel plates[J].China Civil Engineering Journal,2014,47(11):128-137(in Chinese))
[14]柳献,黄晓东.通缝拼装盾构隧道衬砌结构抗倒塌性能的试验研究[J].岩石力学与工程学报,2015,34(S2):3703-3714(Liu Xian,Huang Xiaodong.Experimental study of collapse capacity of straight joint segmental tunnel lining structure[J].Chinese Journal of Rock Mechanics and Engineering,2015,34(S2):3703-3714(in Chinese))
[15]李围,何川.超大断面越江盾构隧道结构设计与力学分析[J].中国公路学报,2007,20(3):76-80(Li Wei,He Chuan.Mechanics analysis and structure design of rivercrossing shield tunnel of super-large section[J].China Journal of Highway and Transport,2007,20(3):76-80(in Chinese))
[16]宋成辉.软土地层地铁盾构通用环管片结构设计研究[J].地下空间与工程学报,2011,7(4):733-740(Song Chenghui.Study on structure for universal shield segment of metro in soft soil[J].Chinese Journal of Underground Space and Engineering,2011,7(4):733-740(in Chinese))
[17]于娇.水下大直径盾构隧道管片衬砌力学特性及接缝防水研究[D].北京:北京交通大学,2010(Yu Jiao.Reserch on the mechanical properties of segment and joint waterproof of large diameter underwater shield tunnel[D].Beijing:Beijing Jiaotong University,2010(in Chinese))
[18]王士民,徐国文,何薇,等.盾构隧道管片衬砌力学试验模型:中国,ZL 2013 2 0059555.4[P].2013(Wang Shimin,Xu Guowen,He Wei,et al.Model test of shieldtunnel segment lining:China,ZL 2013 2 0059555.4[P].2013(in Chinese))