门架式水力插板桩抗倾覆抗滑移稳定性研究
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摘要
本文对门架式水力插板桩的抗倾覆稳定性和抗滑移稳定性进行了分析研究。
首先,本文在双排桩支护体系的研究基础上,结合有限元软件ANSYS,对门架式水力插板桩进行了二维非线性平面应变有限元分析,并就其关键问题——桩与土的相互作用进行了研究。计算过程中,土体选择弹塑性DRUKER-PRAGER本构关系,板桩采用线弹性模型,并在桩与土的接触面上设置面—面的接触单元。在有限元计算结果的基础上,建立了相应的有限空间的土压力计算公式,首次对门架式水利插板桩在软粘土中的抗倾覆进行了分析研究。结果表明,土体粘聚力和内摩擦角越大,越有利于提高门架式水力插板桩的抗倾覆稳定性。当双排桩间距为1/3～2/3开挖深度时,前后排板桩共同作用的抗倾覆能力最强。
其次,本文首次推导了门架式水利插板桩抗滑移稳定性的简化Bishop法的积分形式,并建立了抗滑移完善了极限平衡理论。将本文计算结果与土坡稳定分析软件GEO—slope的结果相比较,验证了本文计算方法的可行性。进而对门架式水力插板桩的抗滑移稳定性进行了分析研究。研究结果表明,土体的内摩擦角和粘聚力对门架式水力插板桩抗滑移稳定性影响大,增加前排桩的埋深比增加双排桩间距更能提高门架式水利插板桩的抗滑移稳定性。
The main work of this dissertation is to analyze the stability against overturning and slope of the portal water injection sheet pile..Firstly, the two-dimensional nonlinear plane-strain FEM analysis, based on the theory of the double-row piles, which emphasizes the pile-soil interaction, is developed for the portal water injection sheet piles with the finite element analysis software ANSYS. The earth satisfies the elastic and plastic nonlinear characteristics of DRUCKER-PRAGER, and the pile follows the linear and the elastic characteristics. And also, the earth pressure formulate of the finite space is obtained with the result of the FEM. Further more, the stability against overturning of the portal water injection sheet pile is analyzed. The result shows that the bigger the cohesion and the friction angle, the batter the stability against overturning of the structure. Another result is that the stability reaches the best when the space between the two piles is in the 1/3-2/3 of the excavating highest.Secondly, the integral formulate is obtained of the stability of slopes of portal water injection sheet pile, which perfects the limit equation theory. The method in this dissertation is verified to be feasibility when its result is compared with that of the software GEO-slope. Meanwhile, the analysis of slopes stability is developed to the portal water injection sheet pile. It shows in the result that the cohesion and friction angle have much influence on the stability of slopes of the structure. And the result also shows that increasing the embedded depth will improve the stability of slopes of the portal water injection sheet pile more than increasing the space between the two piles.
首先,本文在双排桩支护体系的研究基础上,结合有限元软件ANSYS,对门架式水力插板桩进行了二维非线性平面应变有限元分析,并就其关键问题——桩与土的相互作用进行了研究。计算过程中,土体选择弹塑性DRUKER-PRAGER本构关系,板桩采用线弹性模型,并在桩与土的接触面上设置面—面的接触单元。在有限元计算结果的基础上,建立了相应的有限空间的土压力计算公式,首次对门架式水利插板桩在软粘土中的抗倾覆进行了分析研究。结果表明,土体粘聚力和内摩擦角越大,越有利于提高门架式水力插板桩的抗倾覆稳定性。当双排桩间距为1/3～2/3开挖深度时,前后排板桩共同作用的抗倾覆能力最强。
其次,本文首次推导了门架式水利插板桩抗滑移稳定性的简化Bishop法的积分形式,并建立了抗滑移完善了极限平衡理论。将本文计算结果与土坡稳定分析软件GEO—slope的结果相比较,验证了本文计算方法的可行性。进而对门架式水力插板桩的抗滑移稳定性进行了分析研究。研究结果表明,土体的内摩擦角和粘聚力对门架式水力插板桩抗滑移稳定性影响大,增加前排桩的埋深比增加双排桩间距更能提高门架式水利插板桩的抗滑移稳定性。
The main work of this dissertation is to analyze the stability against overturning and slope of the portal water injection sheet pile..Firstly, the two-dimensional nonlinear plane-strain FEM analysis, based on the theory of the double-row piles, which emphasizes the pile-soil interaction, is developed for the portal water injection sheet piles with the finite element analysis software ANSYS. The earth satisfies the elastic and plastic nonlinear characteristics of DRUCKER-PRAGER, and the pile follows the linear and the elastic characteristics. And also, the earth pressure formulate of the finite space is obtained with the result of the FEM. Further more, the stability against overturning of the portal water injection sheet pile is analyzed. The result shows that the bigger the cohesion and the friction angle, the batter the stability against overturning of the structure. Another result is that the stability reaches the best when the space between the two piles is in the 1/3-2/3 of the excavating highest.Secondly, the integral formulate is obtained of the stability of slopes of portal water injection sheet pile, which perfects the limit equation theory. The method in this dissertation is verified to be feasibility when its result is compared with that of the software GEO-slope. Meanwhile, the analysis of slopes stability is developed to the portal water injection sheet pile. It shows in the result that the cohesion and friction angle have much influence on the stability of slopes of the structure. And the result also shows that increasing the embedded depth will improve the stability of slopes of the portal water injection sheet pile more than increasing the space between the two piles.
引文
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[2] Luo Yong, Guo Haiyan, Li Yunsheng. Study on the calculation method for stability against overturning of portal water injection sheet piles. Process in Safety Science and Technology. Taian, China, 2002, 430-435
[3] COYLE H M, REESE L C. Load transfer for axially load piles in clay[J] Soil Mesh Found Div Proc, ASCE, 1992 (2) : 1-12
[4] 罗勇,门架式水力插板桩的有限性元分析和优化设计,中国海洋大学硕士毕业论文,2003:1-28
[5] Liu lingyun, Guo haiyan, Sun qi, Stability Calculation against Overturning of Portal Water Injection Sheet Pile, 2005,
[6] COOKE R W. THE settlement of friction pile foundations [J]. Proc Conf On Tall Buildings Kuala Lumper, 1974
[7] Butterfield, R, Banerjeepk , P, K. The Problem of Pile-Group-Pile Cap Interaction, Geotechnique, 1971, 21 (2)
[8] Sommer, H, Wittmann, P, Ripper. , Piled raft foundation of tall building in Frankfurt clay, Proc. 11 int. Conf. On SMFE, 1985, Vol (4)
[9] Christian J. T. Soil structure-interaction for tall buildings. Planning and design of tall buildings, Lehigh u, 1972
[10] 张弘.深基坑开挖中双排桩支护结构的应用与探讨.地基处理,1993,4 (3):42-47
[11] 林栋.用双排灌注桩作深基坑围护结构的尝试.建筑施工,1994,16(4):8-9
[12] 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,1998:439-440
[13] 郭志昆,张武刚等.对当前基坑工程中几个主要问题的讨论.岩土工程界,2001,5(4):40-43
[14] 何颐华,杨斌,金宝森等.双排护坡桩试验与计算的研究.1996,17(2):58-66
[15] 余志成,施文华.深基坑支护设计与施工.北京:中国建筑工业出版社,1997.3,40-44
[16] 黄强.深基坑支护工程设计技术.北京:中国建筑工业出版社,1995,34-38
[17] 熊巨华.一类双排桩支护结构的简化计算方法.勘察科学技术,1999,2:32-34
[18] 万智.深基坑双排桩支护结构体系受力分析与计算.湖南大学硕士学位论文,2001,10
[19] 戴智敏,阳凯凯.深基坑双排桩支护结构体系受力分析与计算.信阳师范学院学报(自然科学版),2002.7,15 (3) 348-352
[20] 胡敏云,夏永承,高渠清.桩排式支护护壁桩侧土压力计算原理.岩石力学与工程学报,2000,19(3):376-379
[21] 王成华,陈永波,林立相.抗滑桩间土拱力学特性与最大桩间距分析.山地学报,2001.12,19 (6):556-559
[22] A. R. Johnson & C. J. Quigley. Frictionless geometrically nonlinear contact using quadratic programming. International journal for numerical methods in engineering, 1980, 28: 127-144
[23] H. Parisch. A consistent tangent stiffness matrix for three-dimensional non-linear contact analysis. International journal for numerical methods in engineering, 1989, 28: 1803-1812
[24] J. C. Simp. P. Wriggers. K. H. Schweizerhofand R. L. Taylor. Finite deformation post-bucking analysis involving inelasticity and contact constraints. Computer methods in applied mechanics and engineering, 1986, 23: 779-800
[25] 宰金珉.群桩与土和承台非线性共同作用分析的半解析半数值方法,建筑结构学报,1996,17(1):63-74
[26] 陈如桂,彭家泓.复杂桩土系统荷载传递特性的正反演理论及其应用.广州建筑,1997,(1):6-12
[27] 沈伟跃,赵锡宏.有限元—无限元耦合单桩弹性分析法,工程力学,1990,7(3):52-64
[28] 蔡袁强,赵永倩.软土地基深基坑中双排桩式围护结构有限元分析,浙江大学学报,1997,31(4):442-448
[29] 蔡袁强,夏元芳.软土地基深基坑开挖中双排桩式围护结构应用实录.建筑结构学报,1997,18(4):70-76
[30] 陈云.深基坑开挖双排桩支护体系的仿真计算分析.长江科学院硕士学位论文,1996,7
[31] 蔡袁强,阮连法.软粘土地基基坑开挖中双排桩式围护结构的数值分析与应用.建筑结构学报,1999,20(4):65-71
[32] 吴正平.引入摩擦元模拟桩土共同作用,南昌航空工业学院学报,2000,14(4):63-68
[33] 任祥,均质土坡稳定性的塑性极限分析方法及其应用研究,长安大学硕士毕业论文R 2001.05.
[34] 钱家欢,殷宗泽,土工原理与计算,中国水利水电出版社,2003.3 第二版 302-339。
[35] 建筑基坑工程技术规范,YB 9258-97,1998.5.1 18-20
[36] Duncan, J. M. , and Chang, C. Y. , Nonlinear analysis of stress and strain in soils, J. of Soil Mech. and Found. Div. , ASCE, 1970, 96 (5) : 1629-1653
[37] Ansys—非线性指南,北京:美国Ansys公司北京办事处,1998
[38] 王元湘.关于深基坑支护结构计算的增量法和总量法.地下空间,2000,3 (1):43-46
[39] 沈珠江,理论土力学,中国水利水电出版社,2000.5,第一版,23-75
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