软黏土中碎石桩成桩过程模拟及成桩后固结分析
|
摘要
碎石桩复合地基以其良好的处治效果在工程实践中应用广泛,但由于受力状态和环境的复杂性,其承载力机理和计算理论尚未臻成熟。碎石桩加荷前、后应力状态的理论研究和试验研究都鲜有报道,其成桩过程及随后的排水固结过程对桩周土体的影响尚缺乏定量的认识。国内外进行的大量室内模型和现场试验研究结果表明:土体的应力历史、原位应力状态、成桩过程引起的超孔隙水压力、残余应力及随后的固结过程对软黏土中桩基础的实验结果有很大的影响。人们逐渐认识到一个完整而合理的桩基础设计应当考虑成桩过程、固结过程及加载过程的影响。
将碎石桩的成桩过程看成圆柱形孔的不排水扩张过程,基于修正剑桥模型得到圆孔扩张问题的弹塑性解答,以此求解不同超固结比时圆孔扩张过程中桩侧有效应力场、超孔隙水压力和径向位移。因成桩后桩侧超静孔压只能通过数值方法求解,本文分别拟合正常固结及超固结土中成桩后桩侧孔压的解析函数,并与数值分析结果进行了比较。推导建立成桩后桩周土体的固结方程,求解超静孔压沿径向消散的解答,并结合算例分析土体应力历史、刚度对孔压消散的影响。
考虑符合原状土体沉积的K0固结过程,以波士顿蓝黏土为例,运用有限差分程序Flac2D(5.0)对成桩及随后的固结过程进行数值模拟。模拟过程前,首先分析不同应力历史土体的原位有效应力,并对剪切模量的取值方法进行合理性探讨。得到四种超固结比时成桩后桩侧的孔压分布及有效应力场,并与已有的研究成果进行比较;孔压消散后,得到四种超固结比情形下桩侧的有效应力场。比较不同应力历史土体中孔压完全消散时,桩侧不同区域土体不排水抗剪强度的提高幅度。分析初始含水量、剪切模量两个因素对固结完成后桩侧土体不排水抗剪强度的影响,探讨了土体的结构性对成桩过程及固结过程的影响。针对桩侧土体原位有效应力沿深度增加但在成桩过程及随后固结过程中具有相似应力路径这一特点,本文给出考虑空间性的办法。
Stone column composite foundation is widely used in projects with its excellent treatment, but owing to complexity of stress condition and environment, its loading mechanism and design method have not matured. The research on stress condition of soil around stone column before and after loading is still rarely covered, the effect of installation and subsequent consolidation to soil is far from qualitatively recognized. A lot of model and in situ test research on jacked piles at home and abroad revealed that excess pore pressure ,residual stress induced in the process of installation and subsequent consolidation can largely influence performance of piles. People began to have the concept that a complete and rational pile design should include installation, consolidation and loading process.
Installation of stone column has been modeled as undrained expansion of a cylindrical cavity. Based on modified Cam-clay model, the elastic-plastic solution of cavity expansion considering stress history is obtained, including effective stress field, excess pore pressure and radial deformation. However the radial distribution of excess pore pressure is get through a sophisticated numerical method. Two analytical functions are fitted for normally consolidated and overconsolidated clay separately, which are compared with numerical results.The governing equation of consolidation is derived based on elastic deformation of soil skeleton. Combing pre-established initial condition and boundary condition, a solution of radical dissipation of excess pore pressure is obtained through variable separation approach, and a parametric study is made considering the effect of stress history and rigidity index.
(3)Fast Lagrangian Code Flac 2D(5.0) is used to simulate pile installation and subsequent consolidation in boston blue clay considering one dimensional compression which is completely different from isotropic compression assumed before. Parameters such as initial stress condition and shear modulus of different stress history chosen for Flac code is discussed from different perspective. Effective stress field and excess pore pressure of different overconsolidation ratio around pile after installation is obtained ,which is compared with results deduced from ideal elastic-plastic hypotheses by early works. After completely dissipation of excess pore pressure ,effective stress field around pile is again generated.Undrained shear strength of soil with different stress history at regions around stone column is also compared. The effect of initial water content ,initial shear modulus to undrained shear strength after consolidation is investigated, and the influence of soil structure to pile installation and consolidation is also discussed. In-situ effective stress around pile increases with depth ,which has similar stress path in the process of expansion and subsequent consolidation, and three dimensional nature of this problem is considered.
将碎石桩的成桩过程看成圆柱形孔的不排水扩张过程,基于修正剑桥模型得到圆孔扩张问题的弹塑性解答,以此求解不同超固结比时圆孔扩张过程中桩侧有效应力场、超孔隙水压力和径向位移。因成桩后桩侧超静孔压只能通过数值方法求解,本文分别拟合正常固结及超固结土中成桩后桩侧孔压的解析函数,并与数值分析结果进行了比较。推导建立成桩后桩周土体的固结方程,求解超静孔压沿径向消散的解答,并结合算例分析土体应力历史、刚度对孔压消散的影响。
考虑符合原状土体沉积的K0固结过程,以波士顿蓝黏土为例,运用有限差分程序Flac2D(5.0)对成桩及随后的固结过程进行数值模拟。模拟过程前,首先分析不同应力历史土体的原位有效应力,并对剪切模量的取值方法进行合理性探讨。得到四种超固结比时成桩后桩侧的孔压分布及有效应力场,并与已有的研究成果进行比较;孔压消散后,得到四种超固结比情形下桩侧的有效应力场。比较不同应力历史土体中孔压完全消散时,桩侧不同区域土体不排水抗剪强度的提高幅度。分析初始含水量、剪切模量两个因素对固结完成后桩侧土体不排水抗剪强度的影响,探讨了土体的结构性对成桩过程及固结过程的影响。针对桩侧土体原位有效应力沿深度增加但在成桩过程及随后固结过程中具有相似应力路径这一特点,本文给出考虑空间性的办法。
Stone column composite foundation is widely used in projects with its excellent treatment, but owing to complexity of stress condition and environment, its loading mechanism and design method have not matured. The research on stress condition of soil around stone column before and after loading is still rarely covered, the effect of installation and subsequent consolidation to soil is far from qualitatively recognized. A lot of model and in situ test research on jacked piles at home and abroad revealed that excess pore pressure ,residual stress induced in the process of installation and subsequent consolidation can largely influence performance of piles. People began to have the concept that a complete and rational pile design should include installation, consolidation and loading process.
Installation of stone column has been modeled as undrained expansion of a cylindrical cavity. Based on modified Cam-clay model, the elastic-plastic solution of cavity expansion considering stress history is obtained, including effective stress field, excess pore pressure and radial deformation. However the radial distribution of excess pore pressure is get through a sophisticated numerical method. Two analytical functions are fitted for normally consolidated and overconsolidated clay separately, which are compared with numerical results.The governing equation of consolidation is derived based on elastic deformation of soil skeleton. Combing pre-established initial condition and boundary condition, a solution of radical dissipation of excess pore pressure is obtained through variable separation approach, and a parametric study is made considering the effect of stress history and rigidity index.
(3)Fast Lagrangian Code Flac 2D(5.0) is used to simulate pile installation and subsequent consolidation in boston blue clay considering one dimensional compression which is completely different from isotropic compression assumed before. Parameters such as initial stress condition and shear modulus of different stress history chosen for Flac code is discussed from different perspective. Effective stress field and excess pore pressure of different overconsolidation ratio around pile after installation is obtained ,which is compared with results deduced from ideal elastic-plastic hypotheses by early works. After completely dissipation of excess pore pressure ,effective stress field around pile is again generated.Undrained shear strength of soil with different stress history at regions around stone column is also compared. The effect of initial water content ,initial shear modulus to undrained shear strength after consolidation is investigated, and the influence of soil structure to pile installation and consolidation is also discussed. In-situ effective stress around pile increases with depth ,which has similar stress path in the process of expansion and subsequent consolidation, and three dimensional nature of this problem is considered.
引文
[1] Hughes J M O,Withers N J.Reinforcing of soft cohesive soils with stone column.Ground Engineering,1974,7(3):42-49.
[2]叶书麟,叶观宝.地基处理(第二版).北京:中国建筑工业出版社,2004,43-53.
[3]盛崇文.软土地基用碎石桩加固后的极限承载力计算.水利水运科学研究,1980,2:13-16.
[4]林孔锱.碎石桩地基的承载力与沉降计算.1983年振冲加固法经验交流学术讨论会论文选编.北京:水利电力出版社,1984.
[5]郭蔚东,钱鸿缙.振冲碎石桩地基承载力计算的若干途径.地基处理,1990,1(1): 38-46.
[6]龚晓南.复合地基理论及工程应用.北京:中国建筑工业出版社,2002,20-140.
[7] Hughes J M O,Withers N J,Greenwood D A.A field trial of the reinforcing effect of a stone column in soil.Geotechnique,1975,25(1):453-461.
[8]盛崇文,王盛源,方永凯,郑培成.南通天生港电厂地基用碎石桩加固及其观测.岩土工程学报,1983,5(1):43-50.
[9] Priebe H J.The design of vibro replacement.Ground engineering,1995,26(12): 31-37.
[10] Goughnour R R. Settlement of vertically loaded stone columns in soft ground.In:Proc.of 8 ECSMFE,1983.
[11]盛崇文.碎石桩复合地基的沉降计算.土木工程学报,1986,19(1):41-46.
[12]龚晓南.复合地基引论(四).地基处理,1992,3(3):25-30.
[13] Mitchell J K,Timthy R H.Performance of stone column foundation. Journal of geotechnical engineering,ASCE, 1985,111(2): 205-223.
[14] Poorooshasb H B,Meyerhof G G.Analysis of behavior of stone column and lime columns.Computers and Geotechnics,1997,20(1):47-70.
[15]赵明华,马缤辉,张玲.碎石桩复合地基桩土应力比的实效分析.中南大学学报(自然科学版),2008,39(4):831-837.
[16]赵明,赵明华,陈昌富.确定碎石桩复合地基桩土应力比的一种新方法.湖南大学学报(自然科学版),2002,29(2):112-116..
[17]杨明辉,赵明华,姚琪阳.碎石桩复合地基桩土应力比计算.湖南大学学报(自然科学版),2006,33(5):6-9.
[18]马君伟.碎石桩传力特性的实验研究及理论分析:[兰州大学硕士学位论文].兰州:兰州大学,2007,12-20
[19] Wood D M,Hu W,Nash D F T.Group effects in stone column foundations:model tests.Geotechnique,2000,50(6):689-698.
[20] Juran I,Guermazi A.Settlement response of soft soils reinforced by compacted sand columns.Journal of geotechnical engineering,ASCE, 1988,114(8): 930 -943.
[21]陈艳平,赵明华,陈昌富,姚琪阳.土工格室碎石垫层-碎石桩复合地基相似模型试验.中国公路学报,2006,19(1):17-22.
[22] Vesic A S.Expansion of cavities in infinite soil mass.Journal of Soil Mechanics and Foundations Division,1972,98(3): 265-289.
[23] Carter J P,Randolph M F,Worth C P.Stress and pore pressure changes in clay during and after the expansion of a cylindrical cavity.International Journal for Numerical and Analytical Method in Geomechanics,1979,3: 305-322.
[24] Roscoe K H,Burland J B.On the generalized stress-strain behavior of‘wet clay’. London:Cambridge University Press,1968.
[25] Randolph M F,Carter J P,Worth C P.Driven piles in clay-the effects of installation and subsequent consolidation.Geotechnique,1979,29(4):361-393.
[26] Collins I F,H S YU.Undrained cavity Expansions in Critical State Soils. International Journal for Numerical and Analytical Method in Geomechanics, 1996,20:489-516.
[27] Carter J P,Booker J R,Yeung S K. Cavity expansion in cohesive frictional soils. Geotechnique,1986,36(3):349-358.
[28] Cao L F,Teh C I,Chang M F.Undrained cavity expansion in modified Cam clayΙ:Theoretical analysis.Geotechnique,2001,51(4):323-334.
[29] Chang M F,Teh C I,Cao L F.Undrained cavity expansion in modified Cam clayΠ:Application to the interpretation of the pizecone test. Geotechnique, 2001,51(4):335-350.
[30] Baligh M M.Strain path method.Journal of geotechnical engineering,ASCE, 1985,111(9): 1108-1136.
[31] Baligh M M.Undrained deep penetrationΙ:shear stress.Geotechnique,1986,36(4):471-485.
[32] Baligh M M.Undrained deep penetrationΠ:pore pressure.Geotechnique,1986,36(4):486-501.
[33] Baligh M M,Levadoux J N.Consolidation after undrained piezocone penetrationΠ:interpretation.Journal of Geotechnical Engineering,1986,112(7):727-745.
[34] Sagaseta C.Analysis of Undraineds Soil Deformation Due to Ground Loss.Geotechnique,1987,37(3):301-320.
[35]罗战友,龚晓南,朱向荣.考虑施工顺序及遮拦效应的静压群桩挤土位移场研究.岩土工程学报,2008,30(6):824-829.
[36] Chopra M B, Dargush G F.Finite-element analysis of time-dependent large- deformation problems.International Journal of numerical and analytical methods in Geomechanics,1992,16:101-130.
[37]鲁祖统.软粘土地基中静力压桩挤土效应的数值模拟:[浙江大学博士学位论文].杭州:浙江大学,1998,41-77.
[38] Orrje O,Broms B B.Effects of pile driving on soil properties. Journal of soil mechanics and foundation division,ASCE, 1967,93(5): 59-73.
[39] Hageryty D J,Peck R B.Heave and lateral movements due to pile driving. Journal of soil mechanics and foundation division,ASCE,1971,97(11):1513 -1532.
[40] Pestana J M,Hunt C E,Bray J D.Soil deformation and excess pore pressure field around a closed-ended pile.Journal of geotechnical and geoenvironmental engineering,2002,128(1):1-12.
[41]唐世栋,何连生,傅纵.软土地基中单桩施工引起的超孔隙水压力.岩土力学,2002 ,23(6):725-729.
[42]王伟,宰金珉,王旭东.沉桩引起的三维超静孔隙水压力计算及其应用.岩土力学,2004 ,25(5):774-778.
[43] Randolph M F,Wroth C P.An analytical solution for the consolidation around a driven pile.International Journal for Numerical and Analytical Methods in Geomechnics,1979,3:217-229.
[44]刘加才,宰金珉,梅国雄,高鸿.桩周黏弹性土体固结分析.岩土工程学报, 2009,31(9):1361-1365.
[45] Azzouz A S,Balish M M,Whittle A J.Shaft resistance of piles in clay.Journal of geotechnical engineering,1990,116(2):205-221.
[46] Seed H B,Reese L C.The action of soft clay along friction piles.Transactions, American society of civil engineers,122,731-754.
[47] Han J,Ye S L.Simplified method for consolidation rate of stone column reinforced foundations.Journal of Geotechnical Engineering,2001,127(7): 597-603
[48] Han J,Ye S L.A theoretical solution for consolidation rates of stone column reinforced foundations accounting for smear and well resistance effects. International Journal of Geomechanics,2002,2(2):135-152.
[49] Palmer A C.Undrained plane-strain expansion of a cylindrical cavity in clay:a simple interpretation of pressuremeter test.Geotechnique,1972,22(3):451 -457.
[50] Henkle D J.The effect of overconsolidation on the behaviour of clays during shear.Geotechnique,1958,6(4):139-150.
[51] Wood D M.Soil behaviour and critical state soil mechanics.London, Cambridge University Press,1990.
[52] Zytynski M,Randolph M F,Nova R and Wroth C P. On modelling the unloading–reloading behavior of soils.International Journal for Numerical and Analytical Methods in Geomechanics,1978,2,87-94.
[53]胡中雄.饱和软黏土中单桩承载力随时间的增长.岩土工程学报,1985,7(3):58–61.
[54]徐永福,傅德明.结构性软土中打桩引起的超孔隙水压力.岩土力学,2000, 21(1):52-55.
[55] Gibson R E and Anderson W F.In-situ measurement of soil properties with the pressuremeter.Civ.Eng.and Public Work Rev.56,No.658(1963)
[56] Mayne P W. Cam-clay predictions of undrained strength.Journal of Geotechnical Engineering, 1980,106(11):1219-1242.
[57] Ohta H,Nishihara A. Anisotropy of undrained shear strength of clays under axi-symmetric loading conditions.Soils and Foundations,1985,25(2):78-86.
[58] Becker D E,Crooks J H A,Been K,et al.Work as a criterion for determing in situ and yield stresses in clays.Canadian Geotechnical Journal,1987, 24(4): 549 -564.
[59] Houlsby G T,Wroth C P.The variation of shear modulus of a clay with pressure and overconsolidation ratio.Soils and Foundations,1991,31(3):138 -143.
[60] Itasca,Consulting Group,Inc.Fast Language Analysis of continua in 2 dimensions,verion 5.0,uer’s mannul.Itasca Consulting Group,Inc,2005.
[61] Mayne P W,Kulhawy F H.K0-OCR Realtionships in Soil.Journal of Geotechnical Engineering,1982,108(6):851-872.
[62] Ladd C C,Foott R.New design procedure for stability of sofr clays.Journal of Geotechnical Engineering,1974,100(7):763-786.
[63] Ladd C C,Foott R, Ishihara K,etal.Stress-deformation and strength characteristics//Proceedings of the 9th International Conference on Soil Mechanics and Foundation Engineering. Tokyo, 1977 : 421-494.
[64]陈育民,徐鼎平.Flac/Flac3D基础与工程实例.北京:中国水利水电出版社.2009,208-259.
[65] Bond A J,Jardine R J.Effects of installing displacement piles in a high OCRclay.Geotechnique,1991,41(3):341-363.
[66] Ladd C C.Stability evaluation during staged construction.Journal of Geotechnical Engineering,1991,117(4):540-615.
[67] Leroueil S,Vaughan P R.The general and congruent effects of structure in natural soils and weak rocks.Geotechnique,1990,40(3):467-488.
[68]龚晓南,熊传祥,项可祥,侯永峰.粘土结构性对其力学特性的影响及形成原因分析.水利学报.2000,22(10):43-47.
[69] Randolph M F,Wroth C P.Analysis of deformation of vertically loaded piles. Journal of Geotechnical Engineering,1978,104(12):1465-1488.
[70] Lambe T W,Marr W A.Stress path method:second edition.Journal of Geotechnical Engineering,1979,105(6):727-738.
[71]任佳丽,文松林,张家发,姜志全.碎石桩处理深厚红粘土地基的实验研究.土工基础.2008,22(6):18-22.
[72] Terzaghi K,Peck R B. Soil Mechanics in Engineering Practice.2nd ed, John Wiley&Sond,Inc,New York,1967,1-729.
[73] Schofield A.N. and Wroth C P.Critical state soil mechanics.London: McGraw-Hill,1968,1-310.
[74]陈文,施建勇,龚友平,周林根.饱和粘土中静压桩挤土效应的离心模型试验研究.河海大学学报.1999,27(6):103-109.
[75]陈文.饱和粘土中静压桩沉桩挤土效应理论分析与试验研究:[河海大学硕士学位论文].南京:河海大学,1999.
[2]叶书麟,叶观宝.地基处理(第二版).北京:中国建筑工业出版社,2004,43-53.
[3]盛崇文.软土地基用碎石桩加固后的极限承载力计算.水利水运科学研究,1980,2:13-16.
[4]林孔锱.碎石桩地基的承载力与沉降计算.1983年振冲加固法经验交流学术讨论会论文选编.北京:水利电力出版社,1984.
[5]郭蔚东,钱鸿缙.振冲碎石桩地基承载力计算的若干途径.地基处理,1990,1(1): 38-46.
[6]龚晓南.复合地基理论及工程应用.北京:中国建筑工业出版社,2002,20-140.
[7] Hughes J M O,Withers N J,Greenwood D A.A field trial of the reinforcing effect of a stone column in soil.Geotechnique,1975,25(1):453-461.
[8]盛崇文,王盛源,方永凯,郑培成.南通天生港电厂地基用碎石桩加固及其观测.岩土工程学报,1983,5(1):43-50.
[9] Priebe H J.The design of vibro replacement.Ground engineering,1995,26(12): 31-37.
[10] Goughnour R R. Settlement of vertically loaded stone columns in soft ground.In:Proc.of 8 ECSMFE,1983.
[11]盛崇文.碎石桩复合地基的沉降计算.土木工程学报,1986,19(1):41-46.
[12]龚晓南.复合地基引论(四).地基处理,1992,3(3):25-30.
[13] Mitchell J K,Timthy R H.Performance of stone column foundation. Journal of geotechnical engineering,ASCE, 1985,111(2): 205-223.
[14] Poorooshasb H B,Meyerhof G G.Analysis of behavior of stone column and lime columns.Computers and Geotechnics,1997,20(1):47-70.
[15]赵明华,马缤辉,张玲.碎石桩复合地基桩土应力比的实效分析.中南大学学报(自然科学版),2008,39(4):831-837.
[16]赵明,赵明华,陈昌富.确定碎石桩复合地基桩土应力比的一种新方法.湖南大学学报(自然科学版),2002,29(2):112-116..
[17]杨明辉,赵明华,姚琪阳.碎石桩复合地基桩土应力比计算.湖南大学学报(自然科学版),2006,33(5):6-9.
[18]马君伟.碎石桩传力特性的实验研究及理论分析:[兰州大学硕士学位论文].兰州:兰州大学,2007,12-20
[19] Wood D M,Hu W,Nash D F T.Group effects in stone column foundations:model tests.Geotechnique,2000,50(6):689-698.
[20] Juran I,Guermazi A.Settlement response of soft soils reinforced by compacted sand columns.Journal of geotechnical engineering,ASCE, 1988,114(8): 930 -943.
[21]陈艳平,赵明华,陈昌富,姚琪阳.土工格室碎石垫层-碎石桩复合地基相似模型试验.中国公路学报,2006,19(1):17-22.
[22] Vesic A S.Expansion of cavities in infinite soil mass.Journal of Soil Mechanics and Foundations Division,1972,98(3): 265-289.
[23] Carter J P,Randolph M F,Worth C P.Stress and pore pressure changes in clay during and after the expansion of a cylindrical cavity.International Journal for Numerical and Analytical Method in Geomechanics,1979,3: 305-322.
[24] Roscoe K H,Burland J B.On the generalized stress-strain behavior of‘wet clay’. London:Cambridge University Press,1968.
[25] Randolph M F,Carter J P,Worth C P.Driven piles in clay-the effects of installation and subsequent consolidation.Geotechnique,1979,29(4):361-393.
[26] Collins I F,H S YU.Undrained cavity Expansions in Critical State Soils. International Journal for Numerical and Analytical Method in Geomechanics, 1996,20:489-516.
[27] Carter J P,Booker J R,Yeung S K. Cavity expansion in cohesive frictional soils. Geotechnique,1986,36(3):349-358.
[28] Cao L F,Teh C I,Chang M F.Undrained cavity expansion in modified Cam clayΙ:Theoretical analysis.Geotechnique,2001,51(4):323-334.
[29] Chang M F,Teh C I,Cao L F.Undrained cavity expansion in modified Cam clayΠ:Application to the interpretation of the pizecone test. Geotechnique, 2001,51(4):335-350.
[30] Baligh M M.Strain path method.Journal of geotechnical engineering,ASCE, 1985,111(9): 1108-1136.
[31] Baligh M M.Undrained deep penetrationΙ:shear stress.Geotechnique,1986,36(4):471-485.
[32] Baligh M M.Undrained deep penetrationΠ:pore pressure.Geotechnique,1986,36(4):486-501.
[33] Baligh M M,Levadoux J N.Consolidation after undrained piezocone penetrationΠ:interpretation.Journal of Geotechnical Engineering,1986,112(7):727-745.
[34] Sagaseta C.Analysis of Undraineds Soil Deformation Due to Ground Loss.Geotechnique,1987,37(3):301-320.
[35]罗战友,龚晓南,朱向荣.考虑施工顺序及遮拦效应的静压群桩挤土位移场研究.岩土工程学报,2008,30(6):824-829.
[36] Chopra M B, Dargush G F.Finite-element analysis of time-dependent large- deformation problems.International Journal of numerical and analytical methods in Geomechanics,1992,16:101-130.
[37]鲁祖统.软粘土地基中静力压桩挤土效应的数值模拟:[浙江大学博士学位论文].杭州:浙江大学,1998,41-77.
[38] Orrje O,Broms B B.Effects of pile driving on soil properties. Journal of soil mechanics and foundation division,ASCE, 1967,93(5): 59-73.
[39] Hageryty D J,Peck R B.Heave and lateral movements due to pile driving. Journal of soil mechanics and foundation division,ASCE,1971,97(11):1513 -1532.
[40] Pestana J M,Hunt C E,Bray J D.Soil deformation and excess pore pressure field around a closed-ended pile.Journal of geotechnical and geoenvironmental engineering,2002,128(1):1-12.
[41]唐世栋,何连生,傅纵.软土地基中单桩施工引起的超孔隙水压力.岩土力学,2002 ,23(6):725-729.
[42]王伟,宰金珉,王旭东.沉桩引起的三维超静孔隙水压力计算及其应用.岩土力学,2004 ,25(5):774-778.
[43] Randolph M F,Wroth C P.An analytical solution for the consolidation around a driven pile.International Journal for Numerical and Analytical Methods in Geomechnics,1979,3:217-229.
[44]刘加才,宰金珉,梅国雄,高鸿.桩周黏弹性土体固结分析.岩土工程学报, 2009,31(9):1361-1365.
[45] Azzouz A S,Balish M M,Whittle A J.Shaft resistance of piles in clay.Journal of geotechnical engineering,1990,116(2):205-221.
[46] Seed H B,Reese L C.The action of soft clay along friction piles.Transactions, American society of civil engineers,122,731-754.
[47] Han J,Ye S L.Simplified method for consolidation rate of stone column reinforced foundations.Journal of Geotechnical Engineering,2001,127(7): 597-603
[48] Han J,Ye S L.A theoretical solution for consolidation rates of stone column reinforced foundations accounting for smear and well resistance effects. International Journal of Geomechanics,2002,2(2):135-152.
[49] Palmer A C.Undrained plane-strain expansion of a cylindrical cavity in clay:a simple interpretation of pressuremeter test.Geotechnique,1972,22(3):451 -457.
[50] Henkle D J.The effect of overconsolidation on the behaviour of clays during shear.Geotechnique,1958,6(4):139-150.
[51] Wood D M.Soil behaviour and critical state soil mechanics.London, Cambridge University Press,1990.
[52] Zytynski M,Randolph M F,Nova R and Wroth C P. On modelling the unloading–reloading behavior of soils.International Journal for Numerical and Analytical Methods in Geomechanics,1978,2,87-94.
[53]胡中雄.饱和软黏土中单桩承载力随时间的增长.岩土工程学报,1985,7(3):58–61.
[54]徐永福,傅德明.结构性软土中打桩引起的超孔隙水压力.岩土力学,2000, 21(1):52-55.
[55] Gibson R E and Anderson W F.In-situ measurement of soil properties with the pressuremeter.Civ.Eng.and Public Work Rev.56,No.658(1963)
[56] Mayne P W. Cam-clay predictions of undrained strength.Journal of Geotechnical Engineering, 1980,106(11):1219-1242.
[57] Ohta H,Nishihara A. Anisotropy of undrained shear strength of clays under axi-symmetric loading conditions.Soils and Foundations,1985,25(2):78-86.
[58] Becker D E,Crooks J H A,Been K,et al.Work as a criterion for determing in situ and yield stresses in clays.Canadian Geotechnical Journal,1987, 24(4): 549 -564.
[59] Houlsby G T,Wroth C P.The variation of shear modulus of a clay with pressure and overconsolidation ratio.Soils and Foundations,1991,31(3):138 -143.
[60] Itasca,Consulting Group,Inc.Fast Language Analysis of continua in 2 dimensions,verion 5.0,uer’s mannul.Itasca Consulting Group,Inc,2005.
[61] Mayne P W,Kulhawy F H.K0-OCR Realtionships in Soil.Journal of Geotechnical Engineering,1982,108(6):851-872.
[62] Ladd C C,Foott R.New design procedure for stability of sofr clays.Journal of Geotechnical Engineering,1974,100(7):763-786.
[63] Ladd C C,Foott R, Ishihara K,etal.Stress-deformation and strength characteristics//Proceedings of the 9th International Conference on Soil Mechanics and Foundation Engineering. Tokyo, 1977 : 421-494.
[64]陈育民,徐鼎平.Flac/Flac3D基础与工程实例.北京:中国水利水电出版社.2009,208-259.
[65] Bond A J,Jardine R J.Effects of installing displacement piles in a high OCRclay.Geotechnique,1991,41(3):341-363.
[66] Ladd C C.Stability evaluation during staged construction.Journal of Geotechnical Engineering,1991,117(4):540-615.
[67] Leroueil S,Vaughan P R.The general and congruent effects of structure in natural soils and weak rocks.Geotechnique,1990,40(3):467-488.
[68]龚晓南,熊传祥,项可祥,侯永峰.粘土结构性对其力学特性的影响及形成原因分析.水利学报.2000,22(10):43-47.
[69] Randolph M F,Wroth C P.Analysis of deformation of vertically loaded piles. Journal of Geotechnical Engineering,1978,104(12):1465-1488.
[70] Lambe T W,Marr W A.Stress path method:second edition.Journal of Geotechnical Engineering,1979,105(6):727-738.
[71]任佳丽,文松林,张家发,姜志全.碎石桩处理深厚红粘土地基的实验研究.土工基础.2008,22(6):18-22.
[72] Terzaghi K,Peck R B. Soil Mechanics in Engineering Practice.2nd ed, John Wiley&Sond,Inc,New York,1967,1-729.
[73] Schofield A.N. and Wroth C P.Critical state soil mechanics.London: McGraw-Hill,1968,1-310.
[74]陈文,施建勇,龚友平,周林根.饱和粘土中静压桩挤土效应的离心模型试验研究.河海大学学报.1999,27(6):103-109.
[75]陈文.饱和粘土中静压桩沉桩挤土效应理论分析与试验研究:[河海大学硕士学位论文].南京:河海大学,1999.
© 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 |