箱筒型基础结构地基沉降研究
|
摘要
在软土的沉降分析中,必须考虑软土的蠕变特性,否则分析结果就可能会出现较大的偏差。箱筒型结构是一种适合于软土地基上的基础结构,它具有结构重量轻、稳定性易于满足、施工方便、工程费用低等特点,有良好的推广前景,但关于这种结构沉降量特性的研究比较少。本文将在较为系统地阐述土的流变理论的基础上,以天津港北大防波堤延伸工程为背景,以箱筒型结构室内沉降实验为基础,采用PLAXIS 3D FOUNDATON有限元软件建立有限元模型,来分析箱筒型基础的沉降变形随着结构宽度深度和土体参数等影响因素变化的规律,这对工程设计有重要意义。
研究过程中,本文进行了平板型、方筒型和圆筒型基础结构的室内沉降试验,然后结合PLAXIS软件,使用软土蠕变模型对室内试验进行模拟,模拟结果较好的符合试验数据。接着,采用有限元软件分析研究了结构形式(平板、方筒、单圆筒、箱筒型)、结构尺寸(包括箱筒型基础结构的宽度和入土深度)、外部荷载、土体参数(包括渗透系数、初始固结度、粘聚力和内摩擦角、土与界面单元摩擦参数、修正压缩、膨胀、蠕变指数等)、以及边界条件对箱筒型基础沉降量的影响,并得出相应的结论。同时还模拟了三维结构延伸至二维的情况,模拟了持久水平力作用下的位移响应情况。分析表明,采用箱筒型基础结构形式,适当增加入土深度,控制结构宽度(20m-26m),减缓加载速度,提高土体渗透系数,提高土体强度等对于控制和减小结构最终沉降量有着非常明显的作用。
文章最后提出了箱筒型基础的沉降计算进行简化方法。运用土力半径确定影响范围并引入沉降折减系数,同时运用规范所推荐的分层总和法计算沉降、并结合箱筒型基础和等底埋深的刚性基础的模拟结果的对比,进行求解折减系数。计算结果表明,折减系数随着结构宽度和深度的增加而变大。这一思路能够较好解释所模拟的现象。这为估算箱筒型基础沉降量提供了参考,也为以后研究做了铺垫。但是这方面更加深入的研究有待继续。
In the settlement analysis, the creep of soft soil should be considered, otherwise the deviation may be occurred. Box is a tube-type structure, suitable for soft ground on the infrastructure. It is a light weight structure, which is easy to meet the stability to facilitate the construction and thus to make the cost low. Given these traditions, it has a good promotion prospects, but the study of such a structure on the settlement is quite few. On the basis of the indoor settlement study of the box structure, this paper, with the Tianjin harbor breakwater serving as the engineering background, will analysis the law that deformation of the settlement changes as the depth and width of the structure and soil parameters changes through using systematical theory of the evolution soil and PLAXIS 3D FOUNDATON models. The results will be far-reaching for engineering design.
During the study, first, flat type, the tube and cylinder-type settlement infrastructure indoor tests is carried out, second, then, PLAXIS 3D FOUNDATON models are built to simulate the tests. The simulation results are quite agree with the test data. Then, the type and size of the structure, external loads, soil parameters and the impact of boundary conditions for box and bucket foundation settlement are analysised by using finite element analysis software. Meanwhile, tests that three-dimensional structure extended to the two-dimensional one and the response to the displacement responses to the sustaining horizontal level power on the structure are simulated. The analysis show that the use of tube-shaped boxes of infrastructure to appropriately increase entering soil depth, the control structure width (20m-26m), slow loading speed and improve soil permeability coefficient, improve soil strength lead a significant role in controlling and reducing the structure of final settlement.
In conclusion, the paper proposes methods to simplify the settlement calculation of the box and bucket foundation. The reduction factor is figured out by using soil mechanics radius to determine the affected areas, introducing the settlement reduction Coefficient, using hierarchical integrated methods, and comparing the box and bucket foundation to the same depth rigid foundation. The result shows that reduction factor is in linear growth as the width and depth increases. This line of thought can be better explained by the simulation of the phenomenon. The phenomenon can be better explained by this line of thought. It will support some recommendation for settlement calculation of box and bucket foundation. But in this respect more in-depth study is to be continued.
研究过程中,本文进行了平板型、方筒型和圆筒型基础结构的室内沉降试验,然后结合PLAXIS软件,使用软土蠕变模型对室内试验进行模拟,模拟结果较好的符合试验数据。接着,采用有限元软件分析研究了结构形式(平板、方筒、单圆筒、箱筒型)、结构尺寸(包括箱筒型基础结构的宽度和入土深度)、外部荷载、土体参数(包括渗透系数、初始固结度、粘聚力和内摩擦角、土与界面单元摩擦参数、修正压缩、膨胀、蠕变指数等)、以及边界条件对箱筒型基础沉降量的影响,并得出相应的结论。同时还模拟了三维结构延伸至二维的情况,模拟了持久水平力作用下的位移响应情况。分析表明,采用箱筒型基础结构形式,适当增加入土深度,控制结构宽度(20m-26m),减缓加载速度,提高土体渗透系数,提高土体强度等对于控制和减小结构最终沉降量有着非常明显的作用。
文章最后提出了箱筒型基础的沉降计算进行简化方法。运用土力半径确定影响范围并引入沉降折减系数,同时运用规范所推荐的分层总和法计算沉降、并结合箱筒型基础和等底埋深的刚性基础的模拟结果的对比,进行求解折减系数。计算结果表明,折减系数随着结构宽度和深度的增加而变大。这一思路能够较好解释所模拟的现象。这为估算箱筒型基础沉降量提供了参考,也为以后研究做了铺垫。但是这方面更加深入的研究有待继续。
In the settlement analysis, the creep of soft soil should be considered, otherwise the deviation may be occurred. Box is a tube-type structure, suitable for soft ground on the infrastructure. It is a light weight structure, which is easy to meet the stability to facilitate the construction and thus to make the cost low. Given these traditions, it has a good promotion prospects, but the study of such a structure on the settlement is quite few. On the basis of the indoor settlement study of the box structure, this paper, with the Tianjin harbor breakwater serving as the engineering background, will analysis the law that deformation of the settlement changes as the depth and width of the structure and soil parameters changes through using systematical theory of the evolution soil and PLAXIS 3D FOUNDATON models. The results will be far-reaching for engineering design.
During the study, first, flat type, the tube and cylinder-type settlement infrastructure indoor tests is carried out, second, then, PLAXIS 3D FOUNDATON models are built to simulate the tests. The simulation results are quite agree with the test data. Then, the type and size of the structure, external loads, soil parameters and the impact of boundary conditions for box and bucket foundation settlement are analysised by using finite element analysis software. Meanwhile, tests that three-dimensional structure extended to the two-dimensional one and the response to the displacement responses to the sustaining horizontal level power on the structure are simulated. The analysis show that the use of tube-shaped boxes of infrastructure to appropriately increase entering soil depth, the control structure width (20m-26m), slow loading speed and improve soil permeability coefficient, improve soil strength lead a significant role in controlling and reducing the structure of final settlement.
In conclusion, the paper proposes methods to simplify the settlement calculation of the box and bucket foundation. The reduction factor is figured out by using soil mechanics radius to determine the affected areas, introducing the settlement reduction Coefficient, using hierarchical integrated methods, and comparing the box and bucket foundation to the same depth rigid foundation. The result shows that reduction factor is in linear growth as the width and depth increases. This line of thought can be better explained by the simulation of the phenomenon. The phenomenon can be better explained by this line of thought. It will support some recommendation for settlement calculation of box and bucket foundation. But in this respect more in-depth study is to be continued.
引文
[1]孙钧著,岩土材料流变及其工程运用,北京:中国建筑工业出版社,1999
[2]张学言,闫澍旺,岩土塑性力学,天津:天津大学出版社,2006
[3]王成华,土力学原理,天津:天津大学出版社,2002
[4]龚晓南,高等土力学,浙江:浙江大学出版社,1996.
[5]龚晓南,土塑性力学,杭州:浙江大学出版社,1999
[6]维亚洛夫(苏)著,杜余培译,土力学的流变原理,1987
[7]黄文熙著,土的工程性质,水利电力出版社,1983
[8]天津港务局,天津大学建筑工程学院编,箱型基础防波堤结构试验研究,2002
[9]天津港(集团)有限公司,天津大学编,插入式箱筒型基础防波堤结构研究及应用,2004
[10]别社安,可移动圆筒基础防波堤结构,专利号:02253146.7,2003-08-20
[11]中港第一航务工程局第一工程公司,天津大学建筑工程学院编,天津港箱筒型基础防波堤结构试验工程技术总结,2004
[12]别社安,软土地基上筒型基础深水重力式码头结构,专利号:02121373.9,2005-04-30
[13] Terzaghi,K.,Erdbaumechanik auf Bodenphysika1ischer Grund1age. Verlag Franz Deutiche,Leipzig und Wein l925
[14] Terzaghi,K.,and Frohlich. O,K,Theorie der SetZung von Tonschichten,Verlag Franz Deuticke. Leipzig und Wein.
[15] Buisuman K. Result of long duration settlernent tests. In: Proc. 1st ICSMFE vol. 1,1936
[16] Slngh A,Mitehell JK. General stress-strain-time function for soils. J. Soil Mech. Found. Div.,ASCE,1968,94 (1):21. 46.
[17] Kondner RL. Hyperbolic stress-strain-time function for soils. J. Soil Mech. Found. Div. ,ASCE,1963,89(1):115-143
[18] Yin,J.H.,and Graham,J. Viscous-elastic-plastic modeling of one-Dimensional time-dependent behavior of clays,Canadian Geotechnical Journal,1989,vol. 2 9,1 99-209
[19] Vermeer P. A. and Neher H. P. A soft soil model that account for creep,10 Years of PLAXIS International,Balkema,Rotterdam,ISBN 90 5809 040X,1999
[20]陈宗基,Sciatia Sinica,1959
[21]袁龙慰,流变学概论,上海:上海科技出版社,1961
[22]李四光,地质力学方法,北京:科学出版社
[23]詹美礼,钱家欢等,软土流变特性试验及流变模型,岩土工程学报,1993,15-3
[24]钱家欢,粘弹性理论在土力学方面的应用,高等学校自然科学学报,土木建筑水利版,1966,Vol.2, No.1
[25]中国土木工程学会第三届土力学及基础工程学术会议论文选集中国土木工程学会编辑,1981
[26]中国土木工程学会第四届土力学及基础工程学术会议论文选集中国土木工程学会编辑,1986
[27]郑颖人,沈珠江,龚晓南著,岩土塑性力学原理,北京:中国建筑工业出版社,2002
[28]杨顺安,冯晓腊,张聪辰,软土理论与工程,北京:地质出版社,2000
[29] D.R.J.欧文, E.辛顿(英)著,曾国平,刘忠等译,塑性力学有限元理论与应用,北京:兵器工业出版社,1989
[30]中交第一航务勘察设计院编,天津港防波堤延伸工程初步设计,2005
[31]别社安,横卧圆筒体的海上路基结构,专利号:200510013243.X,2005-09-07
[32]港口工程地基规范JTJ250-98,北京:人民交通出版社,1998
[33]建筑地基基础设计规范(GB5007-2002),北京:中国建筑工业出版社,2002
[34]软土地区工程地质勘察规范(JGJ83-91),北京:中国建筑工业出版社,1992
[35]公路软土地基路堤设计与施工技术规范(JTJ017-96),北京:人民交通出版社,1997
[36]钱家欢,殷宗泽.土工原理与计算.北京:中国水利水电出版社,1996.
[37]许俊超,童小东,潘卫东,基于固结度等效的软土地基沉降预测方法探讨,路基工程,2006,5:78-80
[38]王猛,岳建伟,刘占通,软土地基沉降量计算方法探讨,河南大学学报(自然科学版),2004-09,34(3):98-101
[39]郭丽菊,张钦喜,地基沉降计算方法的分析与改进,山西建筑,2006-11,32(22):109-111
[40]夏江,严平,庄一舟等,基于遗传算法的软土地基沉降预测,岩土力学,2004-07,25(7):1131-1134
[41]于元峰,刘志凯,翟银波,几种软土地基沉降计算方法的分析探讨,山西建筑,2005-04,31(7):49-50
[42]赵志勇,软土地基沉降监测回归分析数学模型的比较,云南水电技术,2002,3:51-54
[43]宋桂华,李俊才,软土地区公路地基沉降的分析预测,江苏建筑,2006,5:40-47
[44]岳红字,王良国,软土地基沉降预估的实用计算方法,华东公路,2002-02-20,1:23-26
[45]潘林有,谢新宇,用曲线拟合的方法预测软土地基沉降,岩土力学,2004-07,25(7),1053-1057
[46]王猛,软土地基沉降量组成及其计算方法分析,工程力学,2003:958-961
[47]邱长林,吴晓梅,闫澍旺,天津港回填土地基蠕变问题的有限元分析,中国港湾建设,2006-04,2:8-10
[48]何跃平,朱合华,付艳斌等,软土地基三维粘弹性反演分析与变形预测研究,上海地质,2005,2:16-23
[49]朱伯芳,有限单元法原理与应用,北京:水利电力出版社,1979
[50]陈文苏,软土蠕变沉降的数值模拟:[硕士学位论文],天津;天津大学,2005
[51]于芳,非线性流变结构性软粘土弹粘塑性固结理论及砂井地基沉降计算:[博士学位论文],南京;河海大学,2005
[52]何燕云,土的渗透性试验究及其应用性探讨:[硕士学位论文],南京;南京大学,2002
[53]吴晓梅,回填土软土地基蠕变问题的有限元分析:[硕士学位论文],天津;天津大学,2006
[54]刘志峰,粘性土流变特性及其在桥梁桩基工程中的应用:[硕士学位论文],上海;同济大学,2007
[55]朱鸿鹄,软土固结蠕变耦合效应的试验研究及有限元分析:[硕士学位论文],广东;暨南大学,2005
[56]扬斐,连云港海相软土流变特性试验及双屈服面流变模型:[硕士学位论文],南京;东南大学,2005
[57]范广勤著,岩土工程流变力学,北京:煤炭工业出版社,1993.8
[58]李广信,高等土力学,北京:清华大学出版社,2004
[59]谢宁,孙均,土体非线性流变及其工程应用,岩土工程学报,VOL(17),NO.4, 1995
[60]谢宁,孙钧,上海地区饱和软粘土流变特性,同济大学学报:自然科学版,1996,024(003),233-237
[61] Introductory version of PLAXIS code:[程序说明书],2000
[62] PLAXIS 3D Foundation Part 3 Material Model Manual:[材料模型手册],2004
[63] PLAXIS 3D Foundation Part 2 Reference Manual:[参考手册],2004
[64] PLAXIS 3D Foundation Part 1 Tutorial Manual:[指导手册],2004
[65] http://www.plaxis.nl
[66] http://www.yantubbs.com
[67] Goodman RE,Taylor RL,Brekke TL,A model for the mechanics of jointed rock[J] J.Soil Mech.and Found.,Engrg. Div.,ASCE,l968,99(5):637~660
[68] Van Langen,H. and Vermeer,P.A. (1991). Interface elements for singular plasticity points [J]. Int. J. Num. Analyt. Meth. in Geomech. 15,301~315
[69] Hird, C.C. and Kwok, C.M. (1989). Finite element studies of interface behaviour in reinforced embankments on soft grounds [J]. Computers and Geotechnics.8,111~113
[70]李守德,俞洪良,Goodman.接触单元的修正与探讨,岩土力学与工程学报, 2004,23(15):2628~2631
[71] Vaid,Y. ,Campanella,R.G.,Time-dependent behavior of undisturbed clay. ASCE Journal of the Geotechnical Engineering Division,l977,103(GT7),693- 709
[72] Sun Jun et al, The Rheological Mechanism of Composit Dilatant Water-Osmotic Surrounding Rock Tunnel-Supporting System and its Viscous Elastic-Plastic Effects, Proc.Int.Conf.on. Hydropower in Oslo,Norway, pp.670～688,June,1987
[73] Brinkgreve R B J.PLAXIS-finite element code for soil and rock analyses, 2D-Version 8[M]. Rotterdam; Balkema A A.2002.
[74] New Perspectives on Soil Creep- by Matthew R. Kuhn and James K. Mitchell Journal of Geotechnical Engineering, Vol. 119, No. 3, March 1993, pp. 507-524
[75] Measuring and Modeling Time Dependent Soil Behavior by Thomas C. Sheahan and Victor N. Kaliakin, New York: Geotechnical Special Publication No. 61
[76] Soil Creep and Creep Testing of Highly Weathered Tropical Soils by Peter G. Nicholson Philip W. Russell, and Clint F. Fujii pp. 195-213
[77] Bjerrum,L.1967. Engineering geology of Norwegian normally-consolidated marine clays as related to settlements of buildings. Seventh Rankine Lecture. Geotechnique No. 17,81-118.
[78] Garlanger,J. E. ,The consolidation of soils exhibiting creep under constant effective stress. Geotechnique 1972,No. 22,71-78.
[79] Butterfield,R.,A natural compression law for soils (an advance on e-log).Geotechnique 1979,No. 29,469-480.
[80] Den Haan,E. J. ,Vertical Compression of soils. Thesis,Delft University. 1994
[81] Janbu,N. ,The resistance concept applied to soils. Proceedings of the7th ICSMFE,Mexico City,1969,No. 1,191-196.
[82] Roscoe,K.B. and J. B. Burland,On the generalized stress-strain behavior of‘wet’olay,in Ennineorina Plasticity,J. Heyman and F. A. Leokie. Rds. ,Cambridge Univ. Press Cambridge,1968,535-608
[83] Brinkgreve,R.B. J. ,Geomaterial Models and Numerical Analysis of softening,Dissertation,Delft University of Technology,l994
[84]天津港湾工程研究所编,天津港北大防波堤东、南外堤现场观测分析报告,2004
[85]宫云增,阚卫明,天津港北大防波堤工程半圆体沉降观测和初步分析,中国港湾建设,2003,(006)
[86]中国石油天然气管道工程有限公司编,张东进海路人工进场工程(进海路部分)岩土工程勘察报告,2006
[87]中国石油天然气管道工程有限公司编,张东进海路人工进场工程(人工井场部分)岩土工程勘察报告,2006
[88]重力式码头设计与施工规范JTJ290-98,北京:人民交通出版社,1998
[2]张学言,闫澍旺,岩土塑性力学,天津:天津大学出版社,2006
[3]王成华,土力学原理,天津:天津大学出版社,2002
[4]龚晓南,高等土力学,浙江:浙江大学出版社,1996.
[5]龚晓南,土塑性力学,杭州:浙江大学出版社,1999
[6]维亚洛夫(苏)著,杜余培译,土力学的流变原理,1987
[7]黄文熙著,土的工程性质,水利电力出版社,1983
[8]天津港务局,天津大学建筑工程学院编,箱型基础防波堤结构试验研究,2002
[9]天津港(集团)有限公司,天津大学编,插入式箱筒型基础防波堤结构研究及应用,2004
[10]别社安,可移动圆筒基础防波堤结构,专利号:02253146.7,2003-08-20
[11]中港第一航务工程局第一工程公司,天津大学建筑工程学院编,天津港箱筒型基础防波堤结构试验工程技术总结,2004
[12]别社安,软土地基上筒型基础深水重力式码头结构,专利号:02121373.9,2005-04-30
[13] Terzaghi,K.,Erdbaumechanik auf Bodenphysika1ischer Grund1age. Verlag Franz Deutiche,Leipzig und Wein l925
[14] Terzaghi,K.,and Frohlich. O,K,Theorie der SetZung von Tonschichten,Verlag Franz Deuticke. Leipzig und Wein.
[15] Buisuman K. Result of long duration settlernent tests. In: Proc. 1st ICSMFE vol. 1,1936
[16] Slngh A,Mitehell JK. General stress-strain-time function for soils. J. Soil Mech. Found. Div.,ASCE,1968,94 (1):21. 46.
[17] Kondner RL. Hyperbolic stress-strain-time function for soils. J. Soil Mech. Found. Div. ,ASCE,1963,89(1):115-143
[18] Yin,J.H.,and Graham,J. Viscous-elastic-plastic modeling of one-Dimensional time-dependent behavior of clays,Canadian Geotechnical Journal,1989,vol. 2 9,1 99-209
[19] Vermeer P. A. and Neher H. P. A soft soil model that account for creep,10 Years of PLAXIS International,Balkema,Rotterdam,ISBN 90 5809 040X,1999
[20]陈宗基,Sciatia Sinica,1959
[21]袁龙慰,流变学概论,上海:上海科技出版社,1961
[22]李四光,地质力学方法,北京:科学出版社
[23]詹美礼,钱家欢等,软土流变特性试验及流变模型,岩土工程学报,1993,15-3
[24]钱家欢,粘弹性理论在土力学方面的应用,高等学校自然科学学报,土木建筑水利版,1966,Vol.2, No.1
[25]中国土木工程学会第三届土力学及基础工程学术会议论文选集中国土木工程学会编辑,1981
[26]中国土木工程学会第四届土力学及基础工程学术会议论文选集中国土木工程学会编辑,1986
[27]郑颖人,沈珠江,龚晓南著,岩土塑性力学原理,北京:中国建筑工业出版社,2002
[28]杨顺安,冯晓腊,张聪辰,软土理论与工程,北京:地质出版社,2000
[29] D.R.J.欧文, E.辛顿(英)著,曾国平,刘忠等译,塑性力学有限元理论与应用,北京:兵器工业出版社,1989
[30]中交第一航务勘察设计院编,天津港防波堤延伸工程初步设计,2005
[31]别社安,横卧圆筒体的海上路基结构,专利号:200510013243.X,2005-09-07
[32]港口工程地基规范JTJ250-98,北京:人民交通出版社,1998
[33]建筑地基基础设计规范(GB5007-2002),北京:中国建筑工业出版社,2002
[34]软土地区工程地质勘察规范(JGJ83-91),北京:中国建筑工业出版社,1992
[35]公路软土地基路堤设计与施工技术规范(JTJ017-96),北京:人民交通出版社,1997
[36]钱家欢,殷宗泽.土工原理与计算.北京:中国水利水电出版社,1996.
[37]许俊超,童小东,潘卫东,基于固结度等效的软土地基沉降预测方法探讨,路基工程,2006,5:78-80
[38]王猛,岳建伟,刘占通,软土地基沉降量计算方法探讨,河南大学学报(自然科学版),2004-09,34(3):98-101
[39]郭丽菊,张钦喜,地基沉降计算方法的分析与改进,山西建筑,2006-11,32(22):109-111
[40]夏江,严平,庄一舟等,基于遗传算法的软土地基沉降预测,岩土力学,2004-07,25(7):1131-1134
[41]于元峰,刘志凯,翟银波,几种软土地基沉降计算方法的分析探讨,山西建筑,2005-04,31(7):49-50
[42]赵志勇,软土地基沉降监测回归分析数学模型的比较,云南水电技术,2002,3:51-54
[43]宋桂华,李俊才,软土地区公路地基沉降的分析预测,江苏建筑,2006,5:40-47
[44]岳红字,王良国,软土地基沉降预估的实用计算方法,华东公路,2002-02-20,1:23-26
[45]潘林有,谢新宇,用曲线拟合的方法预测软土地基沉降,岩土力学,2004-07,25(7),1053-1057
[46]王猛,软土地基沉降量组成及其计算方法分析,工程力学,2003:958-961
[47]邱长林,吴晓梅,闫澍旺,天津港回填土地基蠕变问题的有限元分析,中国港湾建设,2006-04,2:8-10
[48]何跃平,朱合华,付艳斌等,软土地基三维粘弹性反演分析与变形预测研究,上海地质,2005,2:16-23
[49]朱伯芳,有限单元法原理与应用,北京:水利电力出版社,1979
[50]陈文苏,软土蠕变沉降的数值模拟:[硕士学位论文],天津;天津大学,2005
[51]于芳,非线性流变结构性软粘土弹粘塑性固结理论及砂井地基沉降计算:[博士学位论文],南京;河海大学,2005
[52]何燕云,土的渗透性试验究及其应用性探讨:[硕士学位论文],南京;南京大学,2002
[53]吴晓梅,回填土软土地基蠕变问题的有限元分析:[硕士学位论文],天津;天津大学,2006
[54]刘志峰,粘性土流变特性及其在桥梁桩基工程中的应用:[硕士学位论文],上海;同济大学,2007
[55]朱鸿鹄,软土固结蠕变耦合效应的试验研究及有限元分析:[硕士学位论文],广东;暨南大学,2005
[56]扬斐,连云港海相软土流变特性试验及双屈服面流变模型:[硕士学位论文],南京;东南大学,2005
[57]范广勤著,岩土工程流变力学,北京:煤炭工业出版社,1993.8
[58]李广信,高等土力学,北京:清华大学出版社,2004
[59]谢宁,孙均,土体非线性流变及其工程应用,岩土工程学报,VOL(17),NO.4, 1995
[60]谢宁,孙钧,上海地区饱和软粘土流变特性,同济大学学报:自然科学版,1996,024(003),233-237
[61] Introductory version of PLAXIS code:[程序说明书],2000
[62] PLAXIS 3D Foundation Part 3 Material Model Manual:[材料模型手册],2004
[63] PLAXIS 3D Foundation Part 2 Reference Manual:[参考手册],2004
[64] PLAXIS 3D Foundation Part 1 Tutorial Manual:[指导手册],2004
[65] http://www.plaxis.nl
[66] http://www.yantubbs.com
[67] Goodman RE,Taylor RL,Brekke TL,A model for the mechanics of jointed rock[J] J.Soil Mech.and Found.,Engrg. Div.,ASCE,l968,99(5):637~660
[68] Van Langen,H. and Vermeer,P.A. (1991). Interface elements for singular plasticity points [J]. Int. J. Num. Analyt. Meth. in Geomech. 15,301~315
[69] Hird, C.C. and Kwok, C.M. (1989). Finite element studies of interface behaviour in reinforced embankments on soft grounds [J]. Computers and Geotechnics.8,111~113
[70]李守德,俞洪良,Goodman.接触单元的修正与探讨,岩土力学与工程学报, 2004,23(15):2628~2631
[71] Vaid,Y. ,Campanella,R.G.,Time-dependent behavior of undisturbed clay. ASCE Journal of the Geotechnical Engineering Division,l977,103(GT7),693- 709
[72] Sun Jun et al, The Rheological Mechanism of Composit Dilatant Water-Osmotic Surrounding Rock Tunnel-Supporting System and its Viscous Elastic-Plastic Effects, Proc.Int.Conf.on. Hydropower in Oslo,Norway, pp.670～688,June,1987
[73] Brinkgreve R B J.PLAXIS-finite element code for soil and rock analyses, 2D-Version 8[M]. Rotterdam; Balkema A A.2002.
[74] New Perspectives on Soil Creep- by Matthew R. Kuhn and James K. Mitchell Journal of Geotechnical Engineering, Vol. 119, No. 3, March 1993, pp. 507-524
[75] Measuring and Modeling Time Dependent Soil Behavior by Thomas C. Sheahan and Victor N. Kaliakin, New York: Geotechnical Special Publication No. 61
[76] Soil Creep and Creep Testing of Highly Weathered Tropical Soils by Peter G. Nicholson Philip W. Russell, and Clint F. Fujii pp. 195-213
[77] Bjerrum,L.1967. Engineering geology of Norwegian normally-consolidated marine clays as related to settlements of buildings. Seventh Rankine Lecture. Geotechnique No. 17,81-118.
[78] Garlanger,J. E. ,The consolidation of soils exhibiting creep under constant effective stress. Geotechnique 1972,No. 22,71-78.
[79] Butterfield,R.,A natural compression law for soils (an advance on e-log).Geotechnique 1979,No. 29,469-480.
[80] Den Haan,E. J. ,Vertical Compression of soils. Thesis,Delft University. 1994
[81] Janbu,N. ,The resistance concept applied to soils. Proceedings of the7th ICSMFE,Mexico City,1969,No. 1,191-196.
[82] Roscoe,K.B. and J. B. Burland,On the generalized stress-strain behavior of‘wet’olay,in Ennineorina Plasticity,J. Heyman and F. A. Leokie. Rds. ,Cambridge Univ. Press Cambridge,1968,535-608
[83] Brinkgreve,R.B. J. ,Geomaterial Models and Numerical Analysis of softening,Dissertation,Delft University of Technology,l994
[84]天津港湾工程研究所编,天津港北大防波堤东、南外堤现场观测分析报告,2004
[85]宫云增,阚卫明,天津港北大防波堤工程半圆体沉降观测和初步分析,中国港湾建设,2003,(006)
[86]中国石油天然气管道工程有限公司编,张东进海路人工进场工程(进海路部分)岩土工程勘察报告,2006
[87]中国石油天然气管道工程有限公司编,张东进海路人工进场工程(人工井场部分)岩土工程勘察报告,2006
[88]重力式码头设计与施工规范JTJ290-98,北京:人民交通出版社,1998
© 2004-2018 中国地质图书馆版权所有 京ICP备05064691号 京公网安备11010802017129号 地址：北京市海淀区学院路29号 邮编：100083 电话：办公室：(+86 10)66554848；文献借阅、咨询服务、科技查新：66554700 |