黄土地区地铁车站基坑围护结构变形规律监测与数值模拟研究
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摘要
地铁车站基坑围护结构设计及其稳定性分析研究是黄土地区城市地铁建设中的关键课题之一,开展黄土地区地铁车站深基坑围护结构变形规律研究具有重要的价值。本文以某城市地铁车站深基坑工程为依托,采用理论分析、现场监测和有限元模拟相结合的方法,对地铁车站深基坑稳定性及其围护体系变形规律进行了研究。主要工作有:
(1)研究了深基坑的变形机理及破坏模式,分析了影响深基坑稳定的主要因素。结果表明,在开挖过程中,基坑围护结构的应力、变形随着时间、空间的变化不断变化,即深基坑开挖过程中存在明显的空间效应。影响基坑围护结构变形的主要因素为:土压力、水文地质条件、支撑条件、围护结构的刚度、土层强度、地下水等。
(2)完成了对基坑围护结构方案及监测方案的设计,对基坑的围护结构变形规律进行了现场监测研究。重点分析了基坑施工过程中围护结构的变形规律、基坑周围地表竖向变形随基坑开挖深度和时间的变化规律。监测结果表明:钢支撑和围护结构对围护结构侧向变形有一定限制作用,围护桩的水平位移、地表竖向沉降均小于设计值,围护结构的设计偏于保守,但对于工程来说是安全的。
(3)采用弹塑性有限元分析方法建立模型对地铁车站深基坑开挖进行了施工仿真模拟,将围护结构水平变形及基坑周围地表竖向变形计算结果与实际监测结果进行了对比,二者比较吻合,说明有限元计算的结果是可信的。
(4)采用有限元法研究了围护桩入土深度、钢支撑架设的位置和土层的力学特性对地铁车站深基坑稳定性的影响规律。
The study of design and stability analysis of retaining structure in subway station deep foundation-pit in loess area is one of the key subjects of construction of subway station in loess area.The study of deformation law of retaining structure in urban subway station foundation-pit in loess area has important value. This article is based on some urban subway station foundation-pit project, use the manner of combine assume study of theory, deformation law of retaining structure in urban subway station foundation-pit is studied by in-situ monitoring and FEM simulation. The main jobs are as follows:
(1)The deformation mechanics and destroy pattern of deep foundation-pit is studied; the main impact factor of deep foundation-pit stabilization is analysised. When the excavation begins, the deformation and earth pressure of the retaining structure in the foundation-pit will change accompany to the time and space’s changes. It is to say that the process of the foundation pit excavation existences time and three-dimensional effect. The result indicates that: the main impact factors of retaining structure of retaining structure are earth press hydrographic geology condition, poling condition, retaining structure stiffness, strength of soil horizon, ground water condition and so on.
(2)The design of monitor scheme and retaining structure in foundation-pit scheme is completed,in-situ monitoring of deformation law of retaining structure in deep foundation-pit is preceded.The deformation law of retaining structure construct process is emphasis analysised,alteration law of the veritical deformation of ground surface soil body follow the depth and time of deep foundation-pit excavation .the result indicates that the steel shotcrete and retaining structure have limite action to soil body lateral deformation.In the process of excavation of the foundation-pit, the horizontal displacement of fender post and vertical displacement of ground surface are all less than design value, it illustracts that the design scheme is comparatively conservatism, but it’s safe to the engineering.
(3)Elasto-plasticity finite element analysis method is given to model to simulate construction process for subway station deep foundation-pit excavation.Compare the calculation result to practice monitor result of retaining structure horizon deformation and vertical deformation of ground surface soil body, they are anastomotic, the result counted by FEM is credibility.
(4) The FEM simulation is used to study the law of the effect of urban subway station deep foundation-pit stabilition in loess area by changing of the foundation-pit fender post depth in the soil, the position of the steel shotcrete and soil body mechanics character of loess .
(1)研究了深基坑的变形机理及破坏模式,分析了影响深基坑稳定的主要因素。结果表明,在开挖过程中,基坑围护结构的应力、变形随着时间、空间的变化不断变化,即深基坑开挖过程中存在明显的空间效应。影响基坑围护结构变形的主要因素为:土压力、水文地质条件、支撑条件、围护结构的刚度、土层强度、地下水等。
(2)完成了对基坑围护结构方案及监测方案的设计,对基坑的围护结构变形规律进行了现场监测研究。重点分析了基坑施工过程中围护结构的变形规律、基坑周围地表竖向变形随基坑开挖深度和时间的变化规律。监测结果表明:钢支撑和围护结构对围护结构侧向变形有一定限制作用,围护桩的水平位移、地表竖向沉降均小于设计值,围护结构的设计偏于保守,但对于工程来说是安全的。
(3)采用弹塑性有限元分析方法建立模型对地铁车站深基坑开挖进行了施工仿真模拟,将围护结构水平变形及基坑周围地表竖向变形计算结果与实际监测结果进行了对比,二者比较吻合,说明有限元计算的结果是可信的。
(4)采用有限元法研究了围护桩入土深度、钢支撑架设的位置和土层的力学特性对地铁车站深基坑稳定性的影响规律。
The study of design and stability analysis of retaining structure in subway station deep foundation-pit in loess area is one of the key subjects of construction of subway station in loess area.The study of deformation law of retaining structure in urban subway station foundation-pit in loess area has important value. This article is based on some urban subway station foundation-pit project, use the manner of combine assume study of theory, deformation law of retaining structure in urban subway station foundation-pit is studied by in-situ monitoring and FEM simulation. The main jobs are as follows:
(1)The deformation mechanics and destroy pattern of deep foundation-pit is studied; the main impact factor of deep foundation-pit stabilization is analysised. When the excavation begins, the deformation and earth pressure of the retaining structure in the foundation-pit will change accompany to the time and space’s changes. It is to say that the process of the foundation pit excavation existences time and three-dimensional effect. The result indicates that: the main impact factors of retaining structure of retaining structure are earth press hydrographic geology condition, poling condition, retaining structure stiffness, strength of soil horizon, ground water condition and so on.
(2)The design of monitor scheme and retaining structure in foundation-pit scheme is completed,in-situ monitoring of deformation law of retaining structure in deep foundation-pit is preceded.The deformation law of retaining structure construct process is emphasis analysised,alteration law of the veritical deformation of ground surface soil body follow the depth and time of deep foundation-pit excavation .the result indicates that the steel shotcrete and retaining structure have limite action to soil body lateral deformation.In the process of excavation of the foundation-pit, the horizontal displacement of fender post and vertical displacement of ground surface are all less than design value, it illustracts that the design scheme is comparatively conservatism, but it’s safe to the engineering.
(3)Elasto-plasticity finite element analysis method is given to model to simulate construction process for subway station deep foundation-pit excavation.Compare the calculation result to practice monitor result of retaining structure horizon deformation and vertical deformation of ground surface soil body, they are anastomotic, the result counted by FEM is credibility.
(4) The FEM simulation is used to study the law of the effect of urban subway station deep foundation-pit stabilition in loess area by changing of the foundation-pit fender post depth in the soil, the position of the steel shotcrete and soil body mechanics character of loess .
引文
[1] 赵锡宏等.大型超基坑工程实践与理论,北京:人民交通出版社, 2004
[2] 黄强编著.基坑围护工程设计技术,北京:中国建材工业出版社,1999
[3] 陈忠汉等.基坑工程,北京:机械工程出版社,1999
[4] 刘建航,侯学渊等.基坑施工时空效应理论与实践,上海:上海市地铁总公司/同济大学编印, 1997
[5] 范益群.软土基坑考虑时空效应的三维动态设计与过程控制,上海:上海科学普及出版社, 2005
[6] 刘祖典.黄土力学与工程,陕西科技出版社,1996
[7] 杨鸿贵.黄土基坑坑壁自立稳定高度的计算分析,陕西建筑,2007,(143)
[8] 王天武,王耀武.黄土深基坑土钉支护结构设计参数研究,甘肃科学学报. 2007, 19 (3):136~139
[9] 王晓强.黄土地区某土钉支护基坑工程事故分析,山西建筑,2007,33(4):119~120
[10] 王太灵,吴玉涛.某湿陷性黄土边坡变形处理实例,岩土工程界.2007,10(5):81~82
[11] 李爱民,胡春林等.高层建筑基坑开挖施工期的监测和险情预报,岩土力学,1996,17(2):64～69
[12] 胡钧等.基坑测斜监测技术及计算方法改进,大坝观测与土工监测,1997,21(2):31~34
[13] 钟正雄等.基坑工程监测数据库管理系统的设计及应用,地下空间,1998,18:323~329
[14] 杨林德等.基坑围护位移和安全性监测的动态预报,土木工程学报,1999,32(2):9~13
[15] 李爱民.关于基坑水平位移监测方案的探讨,测绘学院学报,2000,17(1):1921
[16] 吴泳川,陈琦.基坑工程现场监测的回顾与展望,天津城市建设学院学报,2001,7(2):88~90
[17] 陈军.基坑围护工程的设计、施工与监测,湖南大学学报,2002,29(3):117~121
[18] 孙凯,许振刚,刘庭金.基坑的施工监测及其数值模拟分析,岩石力学与工程学报,2004,23(2):293~298
[19] 袁宝远等.排桩冻结法基坑施工监测与反馈分析,2005,13(4):533~537
[20] 潘林有.基坑开挖地质灾害分析及智能监测系统研究,自然灾害学报,2005,14(3):130~134
[21] 李明峰,陈国兴,安庆军.顾及模型误差的基坑位移监测数据处理方法,防灾减灾土工程学报,2005,25(4):468~470
[22] 刘建航,侯学渊等.基坑工程手册,北京:中国建筑工业出版社,1997
[23] 龚晓南.土的塑性力学(第二版),杭州:浙江大学出版社,1997
[24] 钱家欢,殷宗泽.土工原理与计算,中国水利水电出版社,1999
[25] 黄强.深基坑支护结构实用内力计算手册,中国建筑工业出版社,1997
[26] 沈珠江.理论土力学,中国水利水电出版社,2000
[27] Lin. Stress-Strain-Time Function of Clay, Journal of Geotechnical and Geoenvironmental Engineering. Vol. 124, No.4,1998
[28] Chang-Yu On,Dar-Chang Chiou, and Tzong-Shiann Wu,Three-dimensional finite element analysis of deep excavations, Journal of Geotechnical Engineering.Vol. 122, No.5, May, 1996
[29] Chang C Y, Duncan J M. Analysis of soil movement around a deep excavation [J] .Journal of the Soil Mechanics and Foundations Division, ASCE, 1970, 96(SMS):1629~1653.
[30] Duncan J M, Chang C Y. Nonlinear analysis of stress and strain in soils[J] .Journal of the Soil Mechanics and Engineering Foundations Division, ASCE,1970,94(SM3): 637~659.
[31] Mana A I, Clough G W. Predication of movement for brace cuts in clay [J]. Journal of Geotechnical Engineering Division, ASCE, 1981, 107(GT6): 759~778.
[32] Potts D M, Fourite A.B., The behavior of a popped retaining wall, Result of a Numerical Experiment, Geotechnique, 1984, 34(3)
[33] Borja R I,Analysis of incremental excavation based on critical state theory. Journal of Geotechnical Engineering Division,ASCE, 1990,116(6):964~985
[34] 俞建霖,赵荣欣,龚晓南.软土地基基坑开挖地表沉降量的数值研究,浙江大学学报,1998,32(1):95～101
[35] 俞建霖,龚晓南.基坑工程变形性状研究,土木工程学报,2002,35(4):86~90
[36] 刘祚秋等.边坡稳定及加固分析的有限元强度折减法.岩土力学,2005,26(4):558~561
[37] 张鲁渝等.有限元强度折减系数法计算土坡稳定安全系数的精度研究,水利学报, 2003,(1):21～27
[38] 吴春秋等.边坡稳定临界破坏状态的动力学评判方法,岩土力学,2005,26(5):784~788
[39] Ugai K. A method of calculation of total factor of safety of slopes by elasto-plastic FEM. Soils and Foundations, 1989,29(2):190~195
[40] Mateur T, San K C. Finite element slope stability analysis by shear strength reduction. Soils and Foundation1992,32(1):59~70
[41] Ugai K, Leshchinsky D. Three-dimensional limit equilibrium and finite elementanalysis:a comparison of results. Soils and Forndations, 1995,35(4):1~7
[42] Griffiths D V, Lane P A. Solpe stability analysis by finite elements. Geotechnique, 1999,49(3):387~403
[43] Dawson E M, Roth W H, Drecher A. Slope stability analysis by strength reduction. Geothchnbique, 1999,49(6):835~840
[44] Manzari M T, Nour M A. Significance of soil dilatancy in slope stability analysis. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 2000,123(1):75~80
[45] 宋二祥.土工结构安全系数的有限元计算,岩土工程学报,1997,19(2):1~7
[46] 连镇营等.强度折减有限元研究开挖边坡的稳定性.岩土工程学报, 2001,23(4):407~411
[47] 郑宏等.求解安全系数的有限元法.岩土工程学报,2002,24(5):626~628
[48] 赵尚毅等.用有限元强度折减法求边坡稳定安全系数,岩土工程学报, 2002,24(3):343~346
[49] 杨林德.岩土工程问题的反演理论与工程实践,北京:科学出版社.1996
[50] 杨林德.基坑围护位移和安全性监测的动态预报,土木工程学报,1999,32(2):9~13
[51] 朱合华.基坑工程动态施工反演分析与变形预报,岩土工程学报,1998,20(4):30~35
[52] 焦远俊,邵化用,秦建设.位移反分析在基坑开挖分析中的应用,建筑工程,27(2):15~17
[53] 赵新铭,刘宁,张剑.岩土力学反分析的数值反演方法,水利水电科技进展,2003,23(2):55~58
[54] 吴立军,刘迎曦,韩国城.多参数位移反分析优化设计与约束反演,大连理工大学学报,2002,42(4):413~418
[55] 杨敏,熊巨华,冯又全.基坑工程中的位移反分析技术与应用,工业建筑,1998,28(9):16
[56] 刘勇健,李子生.岩土工程位移反分析的智能反演综述,地下空间,2004,24(1):84~88
[57] 王永焱,林在贯.黄土的结构与物理力学性质,北京:科学出版社,1990.
[58] 苗天德,王正贵.考虑微结构失稳的湿陷性和黄土变形机理,中国科学,1990,(1):86~96
[59] 陈正汉,刘祖典.黄土的湿陷变形机理,岩土工程学报,1986(2)
[60] 刘祖典.关于黄土和黄土状土湿陷性评价问题,岩土工程学报,1986(4)
[61] 徐坤,杨更社,马静嵘.土钉围护在黄土基坑工程中的应用,西安科技学院学报,2004,24(2):166~169
[62] 祁恩强.西安高新开发区国际商务中心基坑边坡喷锚围护施工技术,岩土钻掘工程实录选辑,2002 增刊,204~207
[63] 雷祥义.中国黄土的孔隙类型与湿陷性,中国科学(B 辑),1987,(2l):1309~1316
[64] 王永众,林在贯等.中国黄土的结构特征及物理力学性质,科学出版社,1990
[65] 李辉.大型基坑支护体系计算模型的分析与比较,[硕士学位论文] 上海:同济大学,2003
[66] 朱育宏.地铁五号线[猎德站]综合基坑支护优化技术,广东建材,2007(3)
[67] 建筑基坑工程技术规范,中华人民共和国冶金工业部发布,1997
[68] 王阳.长春市远东石化大厦基坑围护设计与优化,[硕士学位论文] 长春:吉林大学,2004
[69] 刘斌.高层建筑基坑工程数值分析及围护结构优化设计研究,[硕士学位论文] 南京:南京理工大学,2003
[70] 周波,彭社琴,赵其华.基坑土钉墙的数值模拟,水土研究保持,2006,13(2):72~73
[71] 陈希哲.土力学地基基础,北京:清华大学出版社,1998
[72] 赵明华主编.土力学与基础工程,武汉:武汉工业大学出版社,2000
[73] 刘起霞,邹剑峰.土力学与地基基础,北京:中国水利水电出版社,知识产权出版社, 2006
[74] 赵志绪,应惠清.简明基坑工程设计施工手册,北京:中国建筑工业出版社,2000
[75] 龚晓南,高有潮.基坑工程设计施工手册,中国建筑工业出版社,1998
[76] 顾慰慈. 挡土墙土压力计算手册,中国建材工业出版社,2004
[77] 龚晓南.土的塑性力学(第二版),杭州:浙江大学出版社,1997
[78] 刘祖典,党发宁.土的弹塑性理论基础,世界图书出版公司,2002
[79] 沈珠江.结构性粘土的弹塑性损伤模型,岩土工程学报,1993,15(3):21~28.
[80] Shen C K,Bang S,Romstad K M,etal.Field measurements of an earth support system.Journal of the Geotechnical Engineering Division,ASCE,1981,107(GT12) :1625~1642
[2] 黄强编著.基坑围护工程设计技术,北京:中国建材工业出版社,1999
[3] 陈忠汉等.基坑工程,北京:机械工程出版社,1999
[4] 刘建航,侯学渊等.基坑施工时空效应理论与实践,上海:上海市地铁总公司/同济大学编印, 1997
[5] 范益群.软土基坑考虑时空效应的三维动态设计与过程控制,上海:上海科学普及出版社, 2005
[6] 刘祖典.黄土力学与工程,陕西科技出版社,1996
[7] 杨鸿贵.黄土基坑坑壁自立稳定高度的计算分析,陕西建筑,2007,(143)
[8] 王天武,王耀武.黄土深基坑土钉支护结构设计参数研究,甘肃科学学报. 2007, 19 (3):136~139
[9] 王晓强.黄土地区某土钉支护基坑工程事故分析,山西建筑,2007,33(4):119~120
[10] 王太灵,吴玉涛.某湿陷性黄土边坡变形处理实例,岩土工程界.2007,10(5):81~82
[11] 李爱民,胡春林等.高层建筑基坑开挖施工期的监测和险情预报,岩土力学,1996,17(2):64～69
[12] 胡钧等.基坑测斜监测技术及计算方法改进,大坝观测与土工监测,1997,21(2):31~34
[13] 钟正雄等.基坑工程监测数据库管理系统的设计及应用,地下空间,1998,18:323~329
[14] 杨林德等.基坑围护位移和安全性监测的动态预报,土木工程学报,1999,32(2):9~13
[15] 李爱民.关于基坑水平位移监测方案的探讨,测绘学院学报,2000,17(1):1921
[16] 吴泳川,陈琦.基坑工程现场监测的回顾与展望,天津城市建设学院学报,2001,7(2):88~90
[17] 陈军.基坑围护工程的设计、施工与监测,湖南大学学报,2002,29(3):117~121
[18] 孙凯,许振刚,刘庭金.基坑的施工监测及其数值模拟分析,岩石力学与工程学报,2004,23(2):293~298
[19] 袁宝远等.排桩冻结法基坑施工监测与反馈分析,2005,13(4):533~537
[20] 潘林有.基坑开挖地质灾害分析及智能监测系统研究,自然灾害学报,2005,14(3):130~134
[21] 李明峰,陈国兴,安庆军.顾及模型误差的基坑位移监测数据处理方法,防灾减灾土工程学报,2005,25(4):468~470
[22] 刘建航,侯学渊等.基坑工程手册,北京:中国建筑工业出版社,1997
[23] 龚晓南.土的塑性力学(第二版),杭州:浙江大学出版社,1997
[24] 钱家欢,殷宗泽.土工原理与计算,中国水利水电出版社,1999
[25] 黄强.深基坑支护结构实用内力计算手册,中国建筑工业出版社,1997
[26] 沈珠江.理论土力学,中国水利水电出版社,2000
[27] Lin. Stress-Strain-Time Function of Clay, Journal of Geotechnical and Geoenvironmental Engineering. Vol. 124, No.4,1998
[28] Chang-Yu On,Dar-Chang Chiou, and Tzong-Shiann Wu,Three-dimensional finite element analysis of deep excavations, Journal of Geotechnical Engineering.Vol. 122, No.5, May, 1996
[29] Chang C Y, Duncan J M. Analysis of soil movement around a deep excavation [J] .Journal of the Soil Mechanics and Foundations Division, ASCE, 1970, 96(SMS):1629~1653.
[30] Duncan J M, Chang C Y. Nonlinear analysis of stress and strain in soils[J] .Journal of the Soil Mechanics and Engineering Foundations Division, ASCE,1970,94(SM3): 637~659.
[31] Mana A I, Clough G W. Predication of movement for brace cuts in clay [J]. Journal of Geotechnical Engineering Division, ASCE, 1981, 107(GT6): 759~778.
[32] Potts D M, Fourite A.B., The behavior of a popped retaining wall, Result of a Numerical Experiment, Geotechnique, 1984, 34(3)
[33] Borja R I,Analysis of incremental excavation based on critical state theory. Journal of Geotechnical Engineering Division,ASCE, 1990,116(6):964~985
[34] 俞建霖,赵荣欣,龚晓南.软土地基基坑开挖地表沉降量的数值研究,浙江大学学报,1998,32(1):95～101
[35] 俞建霖,龚晓南.基坑工程变形性状研究,土木工程学报,2002,35(4):86~90
[36] 刘祚秋等.边坡稳定及加固分析的有限元强度折减法.岩土力学,2005,26(4):558~561
[37] 张鲁渝等.有限元强度折减系数法计算土坡稳定安全系数的精度研究,水利学报, 2003,(1):21～27
[38] 吴春秋等.边坡稳定临界破坏状态的动力学评判方法,岩土力学,2005,26(5):784~788
[39] Ugai K. A method of calculation of total factor of safety of slopes by elasto-plastic FEM. Soils and Foundations, 1989,29(2):190~195
[40] Mateur T, San K C. Finite element slope stability analysis by shear strength reduction. Soils and Foundation1992,32(1):59~70
[41] Ugai K, Leshchinsky D. Three-dimensional limit equilibrium and finite elementanalysis:a comparison of results. Soils and Forndations, 1995,35(4):1~7
[42] Griffiths D V, Lane P A. Solpe stability analysis by finite elements. Geotechnique, 1999,49(3):387~403
[43] Dawson E M, Roth W H, Drecher A. Slope stability analysis by strength reduction. Geothchnbique, 1999,49(6):835~840
[44] Manzari M T, Nour M A. Significance of soil dilatancy in slope stability analysis. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 2000,123(1):75~80
[45] 宋二祥.土工结构安全系数的有限元计算,岩土工程学报,1997,19(2):1~7
[46] 连镇营等.强度折减有限元研究开挖边坡的稳定性.岩土工程学报, 2001,23(4):407~411
[47] 郑宏等.求解安全系数的有限元法.岩土工程学报,2002,24(5):626~628
[48] 赵尚毅等.用有限元强度折减法求边坡稳定安全系数,岩土工程学报, 2002,24(3):343~346
[49] 杨林德.岩土工程问题的反演理论与工程实践,北京:科学出版社.1996
[50] 杨林德.基坑围护位移和安全性监测的动态预报,土木工程学报,1999,32(2):9~13
[51] 朱合华.基坑工程动态施工反演分析与变形预报,岩土工程学报,1998,20(4):30~35
[52] 焦远俊,邵化用,秦建设.位移反分析在基坑开挖分析中的应用,建筑工程,27(2):15~17
[53] 赵新铭,刘宁,张剑.岩土力学反分析的数值反演方法,水利水电科技进展,2003,23(2):55~58
[54] 吴立军,刘迎曦,韩国城.多参数位移反分析优化设计与约束反演,大连理工大学学报,2002,42(4):413~418
[55] 杨敏,熊巨华,冯又全.基坑工程中的位移反分析技术与应用,工业建筑,1998,28(9):16
[56] 刘勇健,李子生.岩土工程位移反分析的智能反演综述,地下空间,2004,24(1):84~88
[57] 王永焱,林在贯.黄土的结构与物理力学性质,北京:科学出版社,1990.
[58] 苗天德,王正贵.考虑微结构失稳的湿陷性和黄土变形机理,中国科学,1990,(1):86~96
[59] 陈正汉,刘祖典.黄土的湿陷变形机理,岩土工程学报,1986(2)
[60] 刘祖典.关于黄土和黄土状土湿陷性评价问题,岩土工程学报,1986(4)
[61] 徐坤,杨更社,马静嵘.土钉围护在黄土基坑工程中的应用,西安科技学院学报,2004,24(2):166~169
[62] 祁恩强.西安高新开发区国际商务中心基坑边坡喷锚围护施工技术,岩土钻掘工程实录选辑,2002 增刊,204~207
[63] 雷祥义.中国黄土的孔隙类型与湿陷性,中国科学(B 辑),1987,(2l):1309~1316
[64] 王永众,林在贯等.中国黄土的结构特征及物理力学性质,科学出版社,1990
[65] 李辉.大型基坑支护体系计算模型的分析与比较,[硕士学位论文] 上海:同济大学,2003
[66] 朱育宏.地铁五号线[猎德站]综合基坑支护优化技术,广东建材,2007(3)
[67] 建筑基坑工程技术规范,中华人民共和国冶金工业部发布,1997
[68] 王阳.长春市远东石化大厦基坑围护设计与优化,[硕士学位论文] 长春:吉林大学,2004
[69] 刘斌.高层建筑基坑工程数值分析及围护结构优化设计研究,[硕士学位论文] 南京:南京理工大学,2003
[70] 周波,彭社琴,赵其华.基坑土钉墙的数值模拟,水土研究保持,2006,13(2):72~73
[71] 陈希哲.土力学地基基础,北京:清华大学出版社,1998
[72] 赵明华主编.土力学与基础工程,武汉:武汉工业大学出版社,2000
[73] 刘起霞,邹剑峰.土力学与地基基础,北京:中国水利水电出版社,知识产权出版社, 2006
[74] 赵志绪,应惠清.简明基坑工程设计施工手册,北京:中国建筑工业出版社,2000
[75] 龚晓南,高有潮.基坑工程设计施工手册,中国建筑工业出版社,1998
[76] 顾慰慈. 挡土墙土压力计算手册,中国建材工业出版社,2004
[77] 龚晓南.土的塑性力学(第二版),杭州:浙江大学出版社,1997
[78] 刘祖典,党发宁.土的弹塑性理论基础,世界图书出版公司,2002
[79] 沈珠江.结构性粘土的弹塑性损伤模型,岩土工程学报,1993,15(3):21~28.
[80] Shen C K,Bang S,Romstad K M,etal.Field measurements of an earth support system.Journal of the Geotechnical Engineering Division,ASCE,1981,107(GT12) :1625~1642