成都地铁深基坑工程变形控制研究
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摘要
地铁建设带来大量的地铁深基坑开挖和支护的岩土工程问题,地铁深基坑工程的变形控制对周边环境至关重要。与沿海软土地区相比,虽然成都地区地层较好,基坑开挖所引起的周围地层变形较小,如适当控制,能很好地控制对周围环境的影响,但变形控制仍然是成都地铁设计、施工、监测的主导因素,对成都地铁深基坑变形控制进行研究,具有重要的理论意义和应用价值。本文以成都地铁2号线春熙路站深基坑为重点,结合成都地铁1号线、2号线的其他典型深基坑工程的现场实测资料,通过回归分析、统计分析和数值模拟等理论分析方法,研究成都地铁深基坑工程在不同地质条件、基坑深度、围护结构型式、以及不同施工参数条件下,基坑变形性状及其主要影响因素,研究成都地铁深基坑的变形控制方法。主要研究工作及贡献如下：
(1)成都地铁1号线、2号线贯穿成都的南北、东西向,长度分别为14.975km和22.019km,为穿越城市中心地带的线性工程,地质环境条件复杂多变,具有很好的代表性。论文在收集整理大量勘察资料的基础上,分析成都地铁深基坑边坡岩土体工程地质特性,根据地铁1号线、2号线剖面展现的地质环境条件,提出成都深基坑工程具有代表性的的三种典型地质结构模式及其亚类,为以后成都地区深基坑的稳定性、变形的分析评价提供地质依据参考。
(2)通过对成都地铁1号线、2号线的典型地铁车站深基坑的监测资料进行详细分析,概括和总结在不同基坑规模(长度、深度)、施工参数条件下,成都地铁条形深大基坑以砂卵石地层为主的不同地质结构模式与不同围护结构类型之间的相互作用、变形规律及其主要影响因素,为成都地区深基坑工程的工程实践和进一步研究提供借鉴和参考。
(3)通过对地铁2号线大型换乘站春熙路站典型实例的解剖,对变形预估、变形预测、变形控制关键技术的研究,总结成都地铁深基坑时空效应规律,提出成都地铁深基坑工程变形控制的关键要素和方法,为建立成都地铁深基坑工程变形控制方法体系提供基础。
通过数值模拟方法研究超挖对深基坑变形的影响,得到成都地区超挖会使深基坑工程发生较大的变形的结论。分析研究表明成都地铁深基坑时空效应明显,设计与施工紧密结合,施工严格按照设计提出的开挖与支撑的施工顺序及施工参数施工,加强施工监测的信息反馈和变形预测,实施动态设计和信息化施工,是成都地铁深基坑工程变形控制的有效途径。
(4)针对成都地铁深基坑工程变形预警值的确定还缺乏系统的研究,还缺乏统一的定量化指标和判别准则,限制和削弱了对可能出现的险情和事故提出警报,论文对成都地铁1号线、2号线的22个地铁深基坑监测资料进行统计分析,对不同地质条件、基坑深度、围护体系类型的深基坑变形提出变形预警值建议。
The subway construction brings a great deal geotechnical engineering problems of subway deep foundation pit excavation and support. The deformation control of the deep foundation pit engineering is very important to the peripheral environment. Compared with the coastal soft soil area, although the geologic strata is better in Chengdu area, the surrounding geologic strata deformation caused by deep foundation pit is smaller, if the appropriate control measures are adopted can control the influence to the surroundings environment nicely, but the deformation control still is the key factor to design, construction and observation of Chengdu subway. It is having important theories meaning and apply value to study the deformation control of Chengdu subway deep foundation pit. In addition, the paper studies observation data obtained in the field of other typical deep foundation pit engineerings of Chengdu subway No.1line, and No.2line, the primary contents of the paper is the Chunxi road station deep foundation pit of Chengdu subway No.2line. The paper studies the deformation characters and major influencing factors of deep foundation pit engineerings by regression analysis, statistics analysis and numerical simulation method etc, in the different geological conditions, the different depth of foundation pits, the different pattern of exterior-protected construction, and the different construction parameters. Then the paper studies the method of deformation control of deep foundation pit of Chengdu subway. The main research work and contribution as follows:
(1) Chengdu subway No.1line and No.2line cross from north to south and from east to west in Chengdu,14.975kilometer and22.019kilometer long. It is a linear engineering which cross the city center area. The geological environment is complex and multivariate, having a good representation. Based on collecting a lot of investigation data, the thesis analyses the engineering geology character of the rock-soil body of deep foundation pit of Chengdu subway. According to the geological environment of the subway No.1line and the No.2line, puts forward three kinds of typical geological structural models and subtypes of Chengdu subway deep foundation pit, to provide a geological basis reference for the stability and the deformation analysis and evaluation of deep foundation in Chengdu region.
(2) Through detailed analysing the observation data of deep foundation pit of typical stations of Chengdu subway No.1line and No.2line, the paper summarizes the interaction between various geological structural models and various patterns of exterior-protected construction, the deformation law and the major influencing factors of deep foundation pit of Chengdu subway station which is deep stripe foundation pit on the basis of sand-pebble layer, in the different foundation pit scale (length, depth), the different construction parameter condition, to provide a reference for the other analogical engineering practices and further studies on deep foundation pit of Chengdu region.
(3) By studying and analysing the deformation forecast, the deformation prediction and the deformation control technology of Chunxi road station deep foundation pit of Chengdu subway No.2line, summarizes the space-time effect law of deep foundation pit of Chengdu subway, puts forward the key elements and methods of the deformation control for the deep foundation pit of Chengdu subway, provides the basis for the establishment of the deformation control system of deep foundation pit engineering of Chengdu subway.
Research production of numerical simulation method indicates overexcavation will result in a rather large deformation for the deep foundation pit engineering in Chengdu region. The analysis shows that the space-time effect is obvious in the deep foundation pit of Chengdu subway. It is the effective way to control the deformation of deep foundation pit of Chengdu subway that combining design with construction closely, observing strictly construction program of excavation and support and the construction parameters proposed by design department, strengthenning the information feedback of construction and the deformation prediction, implementing dynamic design and information construction.
(4)How to determine the deformation warning limit is still lacking in system research on Chengdu subway deep foundation pit engineering, also lacking in unified quantitative index and the discrimination standard. It will limit and weaken to give out warning aginst the possible emergency and accident. The statistic analysis of22deep foundation pit observation data of Chengdu subway No.1line and No.2line is carried out in the paper, and the deformation warning limit is putted forward to the different geological condition, the different foundation pit depth, the different patern of exterior-protected construction of the deep foundation pit.
(1)成都地铁1号线、2号线贯穿成都的南北、东西向,长度分别为14.975km和22.019km,为穿越城市中心地带的线性工程,地质环境条件复杂多变,具有很好的代表性。论文在收集整理大量勘察资料的基础上,分析成都地铁深基坑边坡岩土体工程地质特性,根据地铁1号线、2号线剖面展现的地质环境条件,提出成都深基坑工程具有代表性的的三种典型地质结构模式及其亚类,为以后成都地区深基坑的稳定性、变形的分析评价提供地质依据参考。
(2)通过对成都地铁1号线、2号线的典型地铁车站深基坑的监测资料进行详细分析,概括和总结在不同基坑规模(长度、深度)、施工参数条件下,成都地铁条形深大基坑以砂卵石地层为主的不同地质结构模式与不同围护结构类型之间的相互作用、变形规律及其主要影响因素,为成都地区深基坑工程的工程实践和进一步研究提供借鉴和参考。
(3)通过对地铁2号线大型换乘站春熙路站典型实例的解剖,对变形预估、变形预测、变形控制关键技术的研究,总结成都地铁深基坑时空效应规律,提出成都地铁深基坑工程变形控制的关键要素和方法,为建立成都地铁深基坑工程变形控制方法体系提供基础。
通过数值模拟方法研究超挖对深基坑变形的影响,得到成都地区超挖会使深基坑工程发生较大的变形的结论。分析研究表明成都地铁深基坑时空效应明显,设计与施工紧密结合,施工严格按照设计提出的开挖与支撑的施工顺序及施工参数施工,加强施工监测的信息反馈和变形预测,实施动态设计和信息化施工,是成都地铁深基坑工程变形控制的有效途径。
(4)针对成都地铁深基坑工程变形预警值的确定还缺乏系统的研究,还缺乏统一的定量化指标和判别准则,限制和削弱了对可能出现的险情和事故提出警报,论文对成都地铁1号线、2号线的22个地铁深基坑监测资料进行统计分析,对不同地质条件、基坑深度、围护体系类型的深基坑变形提出变形预警值建议。
The subway construction brings a great deal geotechnical engineering problems of subway deep foundation pit excavation and support. The deformation control of the deep foundation pit engineering is very important to the peripheral environment. Compared with the coastal soft soil area, although the geologic strata is better in Chengdu area, the surrounding geologic strata deformation caused by deep foundation pit is smaller, if the appropriate control measures are adopted can control the influence to the surroundings environment nicely, but the deformation control still is the key factor to design, construction and observation of Chengdu subway. It is having important theories meaning and apply value to study the deformation control of Chengdu subway deep foundation pit. In addition, the paper studies observation data obtained in the field of other typical deep foundation pit engineerings of Chengdu subway No.1line, and No.2line, the primary contents of the paper is the Chunxi road station deep foundation pit of Chengdu subway No.2line. The paper studies the deformation characters and major influencing factors of deep foundation pit engineerings by regression analysis, statistics analysis and numerical simulation method etc, in the different geological conditions, the different depth of foundation pits, the different pattern of exterior-protected construction, and the different construction parameters. Then the paper studies the method of deformation control of deep foundation pit of Chengdu subway. The main research work and contribution as follows:
(1) Chengdu subway No.1line and No.2line cross from north to south and from east to west in Chengdu,14.975kilometer and22.019kilometer long. It is a linear engineering which cross the city center area. The geological environment is complex and multivariate, having a good representation. Based on collecting a lot of investigation data, the thesis analyses the engineering geology character of the rock-soil body of deep foundation pit of Chengdu subway. According to the geological environment of the subway No.1line and the No.2line, puts forward three kinds of typical geological structural models and subtypes of Chengdu subway deep foundation pit, to provide a geological basis reference for the stability and the deformation analysis and evaluation of deep foundation in Chengdu region.
(2) Through detailed analysing the observation data of deep foundation pit of typical stations of Chengdu subway No.1line and No.2line, the paper summarizes the interaction between various geological structural models and various patterns of exterior-protected construction, the deformation law and the major influencing factors of deep foundation pit of Chengdu subway station which is deep stripe foundation pit on the basis of sand-pebble layer, in the different foundation pit scale (length, depth), the different construction parameter condition, to provide a reference for the other analogical engineering practices and further studies on deep foundation pit of Chengdu region.
(3) By studying and analysing the deformation forecast, the deformation prediction and the deformation control technology of Chunxi road station deep foundation pit of Chengdu subway No.2line, summarizes the space-time effect law of deep foundation pit of Chengdu subway, puts forward the key elements and methods of the deformation control for the deep foundation pit of Chengdu subway, provides the basis for the establishment of the deformation control system of deep foundation pit engineering of Chengdu subway.
Research production of numerical simulation method indicates overexcavation will result in a rather large deformation for the deep foundation pit engineering in Chengdu region. The analysis shows that the space-time effect is obvious in the deep foundation pit of Chengdu subway. It is the effective way to control the deformation of deep foundation pit of Chengdu subway that combining design with construction closely, observing strictly construction program of excavation and support and the construction parameters proposed by design department, strengthenning the information feedback of construction and the deformation prediction, implementing dynamic design and information construction.
(4)How to determine the deformation warning limit is still lacking in system research on Chengdu subway deep foundation pit engineering, also lacking in unified quantitative index and the discrimination standard. It will limit and weaken to give out warning aginst the possible emergency and accident. The statistic analysis of22deep foundation pit observation data of Chengdu subway No.1line and No.2line is carried out in the paper, and the deformation warning limit is putted forward to the different geological condition, the different foundation pit depth, the different patern of exterior-protected construction of the deep foundation pit.
引文
[1]崔京浩.地下工程与城市防灾[M].北京：中国水利水电出版社,知识产权出版社,2007.9
[2]王曙光,温文.深基坑工程事故分析与工程实践[J].地基基础工程,2000,10(2)：1-9
[3]王曙光.深基坑支护事故处理经验录[M].北京：机械工业出版社,2005.3
[4]Peck, R.B.(1969).Deep excavations and tunneling in soft ground.Proc.,7th Int.Conf.Soil Mech.Found. Engrg.,225-281.
[5]Clough, G.W., and Reed, M.W.(1984).Measured behavior of braced wall in very soft clay.J.Geotech.Engrg., ASCE,110(1),1-19.
[6]Clough, G.W., Smith, E.M., and Sweeney, B.P.(1989).Movement control of excavation support systems by iterative design.Proc.ASCE Found.Engrg.:Current Principles and Pract.Vol.2 ASCE, New York,869-884
[7]Clough, G.W., and O'Rourke, T.D.(1990).Construction induced movements of in situ walls.Proc.ASCE Conf.on Des.and Perf.of Earth Retaining Struct., Geotech.Spec.Publ.No.25, ASCE, New York,439-470.
[8]Karlsrud, K.(1986).Performance monitoring in deep supported excavations in soft clay.Proc.,4th Int.Geo.Seminar, Field Instrumentation and In-Situ Measurement, Nanyang Technological Institute, Singapore,187-202.
[9]Ou, C.Y., Hsien, P.G., and Chiou, D.C.(1993).Characteristics of ground surface settlement during excavation.Can.Geotech.J., Ottawa,30,758-767.
[10]Wong, I.H., Poh, T.Y., and Chugh, H.L.(1997)."Performance of excavations for depressed expressway in Singapore."J.Geotech.And Geoenvir.Engrg., ASCE,123(7),617-625.
[11]刘建航.地下墙深基坑周围地层移动的预测和治理之二—基坑周围地层移动的预测[地下工程与隧道,1993年第2期,pp2--15
[12]侯学渊,陈永福(1989).深基坑开挖引起周围地基土沉陷的计算[J].岩土工程师.第卷第1期1989年7月.pp3--13.
[13]CHANG-YU OU, PIO-GO HSIEH, CHIOU D-C. Characteristics of ground surface settlement during excavation [J]. Journal of Canada Geotechnical,1993,30(758-67.
[14]WOO S-M, MOH Z C. Geotechnical Characterictics of Soils in the Taipei Basin [M]. Tenth Southeast Asian Geotechnical Conference. Taipei.1990:51-63.
[15]李琳,杨敏,熊巨华.软土地区深基坑变形特性分析[J].土木工程学报,2007,40(4)：66-72.
[16]徐中华.上海地区支护结构与主体地下结构相结合的深基坑变形形状研究[D].上海交通大学2007.
[17]孙钧,袁金荣.深大基坑施工变形的智能预测与控制[J].地下工程与隧道.2000,4 Pp12—23.
[18]钟正雄,杨林德,杨金松(2000).基坑变形的实时建模预报时序分析方法[J].工业建筑,2000,30(3)：1-3.
[19]时蓓玲.基坑变形的随机预测[J].港工技术与管理,2000,3：1-6.
[20]俞建霖,龚晓南,徐日庆(1998).基坑周围地表沉陷量的空间性状分析[J].工程力学,1998,增刊：365-357.
[21]Clough G.W., DucanJ.M. Finite Element Analysis of Retaining Wall Behavior, ASCE,1971, 97 (12):165-167.
[22]Andrew J.W. and Youssef M.A., Analysis of Deep Excavation in Boston, Journal of Geotechnical Engineering,1993,119 (1):69-89.
[23]Sunil S.kishnani and Ronaldo I., SeePage and Soil-structure Interface Effects in Braced Excavations, Journal of Geotechnical Engineering,1993,119(5):912-929
[24]Charles W. Ng and Martin L. Lings, Effects of Modeling Moil Nonlinearity and wall Installation on Back-Analysis of Deep Excavation in Stiff Clay, Journal of Geotechnical Engineering,1995, 121(10):687-695
[25]孙钧,侯学渊.地下结构(上、下册)[M].北京：科学出版社,1988
[26]Clough and Hansen. Clay Anisotropy and Braced Wall Behavior, ASCE.GT6,1981
[27]Kai S. Wong. Lateral Wall Deflections of Braced Excavations In Clay, ASCE,1989,115(6)
[28]Yang K.Y and Lee F. H. et al, Elastic-plastic Consolidation Analysis for Strutted Excavation in Clays, Computers and Geotechnics.1989 Vol.8,
[29]Anthong T.C. Behaviour of Cantilever RetainingWalls, ASCE, Journal of Geotechnical Engineering, 1993,119(11):1751-1770
[30]吴波.城市地下工程技术研究与实践[M].中国铁道出版社,2008.5
[31]赵志缙,赵帆.深基坑工程技术的进步与展望[J].建筑技术,2003,34(2)：88-93
[32]赵志缙.上海地区深基坑工程的现状与展望[J].施工技术,1998,1：16-17
[33]史佩栋.深基坑工程技术现状[J].岩土钻掘矿业工程,1998,3：8-15
[34]史佩栋.我国深基坑工程技术现状(上)[J].铁道建筑技术,1998,5：18-22
[35]史佩栋.我国深基坑工程技术现状(下)[J].铁道建筑技术,1998,6：19-23
[36]龚晓南,高有潮.深基坑工程设计施工手册[M].北京：中国建筑工业出版社,1998.7
[37]龚晓南.关于基坑工程的几点思考[J].土木工程学报,2005,38(9)：99-102
[38]龚晓南.基坑工程发展中应重视的几个问题[J].岩土工程学报,2006,Vol.28 SUPP：1321-1324
[39]李建强.成都地铁岩土工程勘察[J].隧道建设,2008,28(1)：34-39.
[40]四川省地质矿产局.城市地质学发展现状及成都市规划建设中的主要工程地质问题对策研究[M].1986.12
[41]徐则民,张倬元,刘汉超,刘俊贤,李廷强,鲍志言.成都地铁环境工程地质评价[J].中国地质灾害防治学报,2002,13(2)：63-69.
[42]张倬元,王士天,王兰生.工程地质分析原理(第二版)[M].地质出版社,1994.3
[43]刘国彬,王卫东.基坑工程手册[M].北京：中国建筑工业出版社(第二版),2009.11.
[44]王兰生.地壳浅表圈层与人类工程[M].地质出版社,2004.11
[45]中华人民共和国建设部.《建筑地基基础设计规范》(GB50007-2002)[S].北京：中国建筑工业出版社,2001.
[46]中华人民共和国建设部.中华人民共和国行业标准《建筑基坑支护技术规程》(JGJ120-99)[S].北京,1999.
[47]上海市建设和交通委员会.上海市工程建设规范《基坑工程施工监测规程》(DG/TJ08-2001-2006)[S].上海,2006.
[48]四川省质量技术监督局、四川省建设厅.四川省地方标准《成都地区建筑地基基础设计规范》(DB51/T5026-2001)[S].2001.
[49]中华人民共和国冶金工业.中华人民共和国行业标准《建筑基坑工程技术规范》(YB9258-97)[S].北京：冶金工业出版社,1997.
[50]中华人民共和国住房和城乡建设部.《建筑基坑工程监测技术规范》(GB50497-2009)[S].北京：中国计划出版社,2009.
[51]成都市勘察测绘研究院.《成都地铁2号线一期工程(1标段)详细勘察阶段春熙路站岩土工程勘察报告》,2008.1
[52]中铁二十局集团有限公司,中国建筑西南设计研究院有限公司.《成都地铁2号线一期工程施工图设计春熙路站》,2008.12
[53]党红章.成都地铁密实砂卵石地层工程地质特性及施工方法浅析[J].现代隧道技术,2007,
[54]黄强.建筑基坑支护技术规程应用手册[M].北京：中国建筑工业出版社,1999.
[55]韩理安.水平承载桩的计算[M].中南大学出版社,2004.
[56]杨光华.深基坑支护结构的实用计算方法及其应用[M].北京：地质出版社,2004.
[57]杨林,刘宜丰.成都地铁春熙路站深基坑围护结构设计[J].建筑结构,2010(9)：153-155.
[58]中铁西南科学研究院有限公司.《成都地铁1号线一期工程第三方监测A标段监测报告》,2010.12
[59]广东省重工建筑设计院有限公司.《成都地铁1号线一期工程第三方监测项目B标段监测总结报告》,2010.12
[60]赵锡宏,李蓓,杨国祥,李侃.大型超深基坑工程实践与理论[M].人民交通出版社,2005.1
[61]李俊才.软土深基坑开挖现场测试及三维数值模拟研究[D].成都理工学院(博士论文),2001.
[62]彭社琴.超深基坑支护结构与土相互作用研究[D].成都理工大学(博士论文),2009.
[63]包旭范.软土地基超大型基坑变形控制方法研究[D].西南交通大学(博士论文),2008.
[64]李国杰,龚德华.成都地铁天府广场深基坑支护的数值模拟分析[J].四川建筑,2006
[65]成璐,许模,毛邦燕.成都地铁2号线对地下水的影响评价[J].路基工程,2009,(1)128-129.
[66]苏宗贤,何川.成都地铁1号线盾构隧道下穿火车北站站场股道的数值分析[J].现代隧道技术,2006,增刊：266-269.
[67]刘润,闫澍旺,张启斌,王翠.天津地区地铁深基坑施工安全控制标准研究[J].岩土力学,2007,
[68]聂宗泉,孟少平,袁广龙,高锦林,周奇.上海地铁M8线延吉中路站基坑变形控制技术[J].施工技术,2005,34(10)：61-64
[69]彭军龙,张学民,阳军生,张起森.地铁深基坑支护的遗传神经网络位移反分析[J].岩土力学,2007,28(10)：2118-2122
[70]俞建霖,龚晓南.基坑工程变形性状研究[J].土木工程学报,2002,35(4)：86-90.
[71]夏才初,潘国荣.土木工程监测技术[M].北京：中国建筑工业出版社,2001.7
[72]刘波,韩彦辉(美国).FLAC原理、实例与应用[M].人民交通出版社.2005
[73]彭文斌.FLAC3D实用教程[M].机械工业出版社,2007
[74]陈育民,徐鼎平.FLAC/FLAC3D基础与工程实例[M].中国水利水电出版社.2009
[75]林鸣,徐伟.深基坑工程信息化施工技术[M].北京：中国建筑工业出版社.2006
[76]刘建航.软土基坑工程中时空效应理论与实践[J].地基处理,1999,37(4)：3-14.
[2]王曙光,温文.深基坑工程事故分析与工程实践[J].地基基础工程,2000,10(2)：1-9
[3]王曙光.深基坑支护事故处理经验录[M].北京：机械工业出版社,2005.3
[4]Peck, R.B.(1969).Deep excavations and tunneling in soft ground.Proc.,7th Int.Conf.Soil Mech.Found. Engrg.,225-281.
[5]Clough, G.W., and Reed, M.W.(1984).Measured behavior of braced wall in very soft clay.J.Geotech.Engrg., ASCE,110(1),1-19.
[6]Clough, G.W., Smith, E.M., and Sweeney, B.P.(1989).Movement control of excavation support systems by iterative design.Proc.ASCE Found.Engrg.:Current Principles and Pract.Vol.2 ASCE, New York,869-884
[7]Clough, G.W., and O'Rourke, T.D.(1990).Construction induced movements of in situ walls.Proc.ASCE Conf.on Des.and Perf.of Earth Retaining Struct., Geotech.Spec.Publ.No.25, ASCE, New York,439-470.
[8]Karlsrud, K.(1986).Performance monitoring in deep supported excavations in soft clay.Proc.,4th Int.Geo.Seminar, Field Instrumentation and In-Situ Measurement, Nanyang Technological Institute, Singapore,187-202.
[9]Ou, C.Y., Hsien, P.G., and Chiou, D.C.(1993).Characteristics of ground surface settlement during excavation.Can.Geotech.J., Ottawa,30,758-767.
[10]Wong, I.H., Poh, T.Y., and Chugh, H.L.(1997)."Performance of excavations for depressed expressway in Singapore."J.Geotech.And Geoenvir.Engrg., ASCE,123(7),617-625.
[11]刘建航.地下墙深基坑周围地层移动的预测和治理之二—基坑周围地层移动的预测[地下工程与隧道,1993年第2期,pp2--15
[12]侯学渊,陈永福(1989).深基坑开挖引起周围地基土沉陷的计算[J].岩土工程师.第卷第1期1989年7月.pp3--13.
[13]CHANG-YU OU, PIO-GO HSIEH, CHIOU D-C. Characteristics of ground surface settlement during excavation [J]. Journal of Canada Geotechnical,1993,30(758-67.
[14]WOO S-M, MOH Z C. Geotechnical Characterictics of Soils in the Taipei Basin [M]. Tenth Southeast Asian Geotechnical Conference. Taipei.1990:51-63.
[15]李琳,杨敏,熊巨华.软土地区深基坑变形特性分析[J].土木工程学报,2007,40(4)：66-72.
[16]徐中华.上海地区支护结构与主体地下结构相结合的深基坑变形形状研究[D].上海交通大学2007.
[17]孙钧,袁金荣.深大基坑施工变形的智能预测与控制[J].地下工程与隧道.2000,4 Pp12—23.
[18]钟正雄,杨林德,杨金松(2000).基坑变形的实时建模预报时序分析方法[J].工业建筑,2000,30(3)：1-3.
[19]时蓓玲.基坑变形的随机预测[J].港工技术与管理,2000,3：1-6.
[20]俞建霖,龚晓南,徐日庆(1998).基坑周围地表沉陷量的空间性状分析[J].工程力学,1998,增刊：365-357.
[21]Clough G.W., DucanJ.M. Finite Element Analysis of Retaining Wall Behavior, ASCE,1971, 97 (12):165-167.
[22]Andrew J.W. and Youssef M.A., Analysis of Deep Excavation in Boston, Journal of Geotechnical Engineering,1993,119 (1):69-89.
[23]Sunil S.kishnani and Ronaldo I., SeePage and Soil-structure Interface Effects in Braced Excavations, Journal of Geotechnical Engineering,1993,119(5):912-929
[24]Charles W. Ng and Martin L. Lings, Effects of Modeling Moil Nonlinearity and wall Installation on Back-Analysis of Deep Excavation in Stiff Clay, Journal of Geotechnical Engineering,1995, 121(10):687-695
[25]孙钧,侯学渊.地下结构(上、下册)[M].北京：科学出版社,1988
[26]Clough and Hansen. Clay Anisotropy and Braced Wall Behavior, ASCE.GT6,1981
[27]Kai S. Wong. Lateral Wall Deflections of Braced Excavations In Clay, ASCE,1989,115(6)
[28]Yang K.Y and Lee F. H. et al, Elastic-plastic Consolidation Analysis for Strutted Excavation in Clays, Computers and Geotechnics.1989 Vol.8,
[29]Anthong T.C. Behaviour of Cantilever RetainingWalls, ASCE, Journal of Geotechnical Engineering, 1993,119(11):1751-1770
[30]吴波.城市地下工程技术研究与实践[M].中国铁道出版社,2008.5
[31]赵志缙,赵帆.深基坑工程技术的进步与展望[J].建筑技术,2003,34(2)：88-93
[32]赵志缙.上海地区深基坑工程的现状与展望[J].施工技术,1998,1：16-17
[33]史佩栋.深基坑工程技术现状[J].岩土钻掘矿业工程,1998,3：8-15
[34]史佩栋.我国深基坑工程技术现状(上)[J].铁道建筑技术,1998,5：18-22
[35]史佩栋.我国深基坑工程技术现状(下)[J].铁道建筑技术,1998,6：19-23
[36]龚晓南,高有潮.深基坑工程设计施工手册[M].北京：中国建筑工业出版社,1998.7
[37]龚晓南.关于基坑工程的几点思考[J].土木工程学报,2005,38(9)：99-102
[38]龚晓南.基坑工程发展中应重视的几个问题[J].岩土工程学报,2006,Vol.28 SUPP：1321-1324
[39]李建强.成都地铁岩土工程勘察[J].隧道建设,2008,28(1)：34-39.
[40]四川省地质矿产局.城市地质学发展现状及成都市规划建设中的主要工程地质问题对策研究[M].1986.12
[41]徐则民,张倬元,刘汉超,刘俊贤,李廷强,鲍志言.成都地铁环境工程地质评价[J].中国地质灾害防治学报,2002,13(2)：63-69.
[42]张倬元,王士天,王兰生.工程地质分析原理(第二版)[M].地质出版社,1994.3
[43]刘国彬,王卫东.基坑工程手册[M].北京：中国建筑工业出版社(第二版),2009.11.
[44]王兰生.地壳浅表圈层与人类工程[M].地质出版社,2004.11
[45]中华人民共和国建设部.《建筑地基基础设计规范》(GB50007-2002)[S].北京：中国建筑工业出版社,2001.
[46]中华人民共和国建设部.中华人民共和国行业标准《建筑基坑支护技术规程》(JGJ120-99)[S].北京,1999.
[47]上海市建设和交通委员会.上海市工程建设规范《基坑工程施工监测规程》(DG/TJ08-2001-2006)[S].上海,2006.
[48]四川省质量技术监督局、四川省建设厅.四川省地方标准《成都地区建筑地基基础设计规范》(DB51/T5026-2001)[S].2001.
[49]中华人民共和国冶金工业.中华人民共和国行业标准《建筑基坑工程技术规范》(YB9258-97)[S].北京：冶金工业出版社,1997.
[50]中华人民共和国住房和城乡建设部.《建筑基坑工程监测技术规范》(GB50497-2009)[S].北京：中国计划出版社,2009.
[51]成都市勘察测绘研究院.《成都地铁2号线一期工程(1标段)详细勘察阶段春熙路站岩土工程勘察报告》,2008.1
[52]中铁二十局集团有限公司,中国建筑西南设计研究院有限公司.《成都地铁2号线一期工程施工图设计春熙路站》,2008.12
[53]党红章.成都地铁密实砂卵石地层工程地质特性及施工方法浅析[J].现代隧道技术,2007,
[54]黄强.建筑基坑支护技术规程应用手册[M].北京：中国建筑工业出版社,1999.
[55]韩理安.水平承载桩的计算[M].中南大学出版社,2004.
[56]杨光华.深基坑支护结构的实用计算方法及其应用[M].北京：地质出版社,2004.
[57]杨林,刘宜丰.成都地铁春熙路站深基坑围护结构设计[J].建筑结构,2010(9)：153-155.
[58]中铁西南科学研究院有限公司.《成都地铁1号线一期工程第三方监测A标段监测报告》,2010.12
[59]广东省重工建筑设计院有限公司.《成都地铁1号线一期工程第三方监测项目B标段监测总结报告》,2010.12
[60]赵锡宏,李蓓,杨国祥,李侃.大型超深基坑工程实践与理论[M].人民交通出版社,2005.1
[61]李俊才.软土深基坑开挖现场测试及三维数值模拟研究[D].成都理工学院(博士论文),2001.
[62]彭社琴.超深基坑支护结构与土相互作用研究[D].成都理工大学(博士论文),2009.
[63]包旭范.软土地基超大型基坑变形控制方法研究[D].西南交通大学(博士论文),2008.
[64]李国杰,龚德华.成都地铁天府广场深基坑支护的数值模拟分析[J].四川建筑,2006
[65]成璐,许模,毛邦燕.成都地铁2号线对地下水的影响评价[J].路基工程,2009,(1)128-129.
[66]苏宗贤,何川.成都地铁1号线盾构隧道下穿火车北站站场股道的数值分析[J].现代隧道技术,2006,增刊：266-269.
[67]刘润,闫澍旺,张启斌,王翠.天津地区地铁深基坑施工安全控制标准研究[J].岩土力学,2007,
[68]聂宗泉,孟少平,袁广龙,高锦林,周奇.上海地铁M8线延吉中路站基坑变形控制技术[J].施工技术,2005,34(10)：61-64
[69]彭军龙,张学民,阳军生,张起森.地铁深基坑支护的遗传神经网络位移反分析[J].岩土力学,2007,28(10)：2118-2122
[70]俞建霖,龚晓南.基坑工程变形性状研究[J].土木工程学报,2002,35(4)：86-90.
[71]夏才初,潘国荣.土木工程监测技术[M].北京：中国建筑工业出版社,2001.7
[72]刘波,韩彦辉(美国).FLAC原理、实例与应用[M].人民交通出版社.2005
[73]彭文斌.FLAC3D实用教程[M].机械工业出版社,2007
[74]陈育民,徐鼎平.FLAC/FLAC3D基础与工程实例[M].中国水利水电出版社.2009
[75]林鸣,徐伟.深基坑工程信息化施工技术[M].北京：中国建筑工业出版社.2006
[76]刘建航.软土基坑工程中时空效应理论与实践[J].地基处理,1999,37(4)：3-14.