湿陷性黄土地区挤密桩复合地基沉降计算
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摘要
针对当前复合地基沉降计算理论和方法的不足,依托郑西客运专线湿陷黄土地基处理现场实体试验,基于工程地质学和复合地基桩土共同作用原理,以挤密桩复合地基为例,以实测沉降变形监测资料为依据和校核标准,综合采用理论分析、数值试验和数值计算,分析了挤密桩复合地基沉降变形特征,探讨了复合地基作用机理,研究了复合地基的复合模量,讨论了复合地基沉降的计算方法。
以实测地基沉降变形为依据,对复合地基沉降变形展开研究。(1)采用基于正交设计的数值试验方法,分析了复合地基沉降变形计算的影响因素(破坏准则、材料参数、置换率、桩形和计算方法),其中材料参数和置换率对地基沉降变形影响较大。(2)综合实体试验挤密桩试验区实测沉降变形、数值试验和数值计算,对复合地基桩土作用机理进行探讨。复合地基作用机理体现在复合地基位移场和应力场分布特征上,表现为3区(复合地基区、复合地基外围天然地基区和下卧层区)分布,各区的应力分布特征以及变形特征不完全相同,应力呈“竖向条状横向相间”分布,桩体和桩间土体在上部荷载作用下相互影响,桩土协调变形并共同承担上部荷载。复合地基作用机理取决于桩体和桩间土体的力学性质差异程度,桩土模量差异越大,复合地基中桩土作用机理越复杂,反之越简单。(3)针对复合地基复合模量,以实测沉降变形为依据和校核标准,采用复合式数值计算方法,得出复合地基复合模量与桩体、桩间土体之间为非线性关系公式,也表明了复合地基作用机理的复杂性。(4)湿陷性黄土地区复合地基沉降计算,采用分离式数值计算方法、复合式数值计算方法和分层总和法讨论了复合地基的沉降变形,只要选取合理的复合模量,采用简单的复合式数值计算方法可获得与实测沉降变形基本相同的计算结果。
通过对湿陷性黄土地区挤密桩复合地基作用机理和沉降计算方法的研究,在立足于桩土作用机理的基础上,合理的选取复合地基沉降计算方法,可对地基的合理设计提供依据。
This article makes an analysis on the settlement characteristics of compaction pile composition foundation, probes into the principle of composite foundation, makes a studying on the complex modulus of the foundation, and discusses the calculation methods of composite foundation, because of the shortcomings of the current theories and methods of settlement calculation. The study relies on the scene entity tests in the disposal of collapsible loess foundation along on the Zhengzhou-Xi'an Passenger Line, bases on the engineering geology and the principle of the combined pile-soil effect of the composite foundation, takes the compaction pile composite foundation as an example, the measured settlement data as an basis and check standards, and adopts the methods of theoretical analysis numerical experiment and numerical calculation.
The basis of study on the settlement of composite foundation is measured foundation settlement. (1) The numerical methods base on the orthogonal design has been used to analyze the influencing factors of the settlement calculation of the composite foundation, among which material parameters and replacement rate have larger impact on the foundation settlement. (2) The discussion has been made on the composite foundation by combining the measured settlement, numerical experiment and numerical calculation in the entity-test compaction piles test area. The characteristics of the displacement field and stress field distribution are the embodiment of the action mechanism in the composite foundation. The distribution has three areas, the characteristics of the stress distribution and deformation in each area are not exactly the same, the stress is distributed with the characteristics of "strip in the vertical direction and alternation in the horizontal direction", there is interaction between piles and the soils among piles under the upper load, piles and soils distorts in the coordination, sharing the upper load together. The action mechanism of composite foundation depends on the differences extent of the mechanical properties between the piles and the soils among them, the greater the difference of pile-soil modulus, the more complex of the action mechanism in the composite composition, contrarily, the simpler. (3) Taking the measured settlement as a basis and calibration standard, using the separate calculation method, the non-linear relationship expression between the complex modulus and piles and soils among piles has been drawn, which shows the complexity of the action mechanism of the composite foundation. (4) The separate numerical calculation method, composite numerical calculation method and layer wise summation method have been used to calculate the settlement in the composite foundation in the collapsible loess areas to discuss the settlement in the composite foundation. A calculation result is essentially same to the measured settlement, when using a simple composite numerical calculation method, as long as a selection of a reasonable complex modulus.
Through the study on the action mechanism and the settlement calculation method of the composite foundation in the collapsible loess areas, a reasonable selection of calculation method for the composite foundation provide a basis for the rational design of the foundation, based on the foundation of the action mechanism on piles and soils.
以实测地基沉降变形为依据,对复合地基沉降变形展开研究。(1)采用基于正交设计的数值试验方法,分析了复合地基沉降变形计算的影响因素(破坏准则、材料参数、置换率、桩形和计算方法),其中材料参数和置换率对地基沉降变形影响较大。(2)综合实体试验挤密桩试验区实测沉降变形、数值试验和数值计算,对复合地基桩土作用机理进行探讨。复合地基作用机理体现在复合地基位移场和应力场分布特征上,表现为3区(复合地基区、复合地基外围天然地基区和下卧层区)分布,各区的应力分布特征以及变形特征不完全相同,应力呈“竖向条状横向相间”分布,桩体和桩间土体在上部荷载作用下相互影响,桩土协调变形并共同承担上部荷载。复合地基作用机理取决于桩体和桩间土体的力学性质差异程度,桩土模量差异越大,复合地基中桩土作用机理越复杂,反之越简单。(3)针对复合地基复合模量,以实测沉降变形为依据和校核标准,采用复合式数值计算方法,得出复合地基复合模量与桩体、桩间土体之间为非线性关系公式,也表明了复合地基作用机理的复杂性。(4)湿陷性黄土地区复合地基沉降计算,采用分离式数值计算方法、复合式数值计算方法和分层总和法讨论了复合地基的沉降变形,只要选取合理的复合模量,采用简单的复合式数值计算方法可获得与实测沉降变形基本相同的计算结果。
通过对湿陷性黄土地区挤密桩复合地基作用机理和沉降计算方法的研究,在立足于桩土作用机理的基础上,合理的选取复合地基沉降计算方法,可对地基的合理设计提供依据。
This article makes an analysis on the settlement characteristics of compaction pile composition foundation, probes into the principle of composite foundation, makes a studying on the complex modulus of the foundation, and discusses the calculation methods of composite foundation, because of the shortcomings of the current theories and methods of settlement calculation. The study relies on the scene entity tests in the disposal of collapsible loess foundation along on the Zhengzhou-Xi'an Passenger Line, bases on the engineering geology and the principle of the combined pile-soil effect of the composite foundation, takes the compaction pile composite foundation as an example, the measured settlement data as an basis and check standards, and adopts the methods of theoretical analysis numerical experiment and numerical calculation.
The basis of study on the settlement of composite foundation is measured foundation settlement. (1) The numerical methods base on the orthogonal design has been used to analyze the influencing factors of the settlement calculation of the composite foundation, among which material parameters and replacement rate have larger impact on the foundation settlement. (2) The discussion has been made on the composite foundation by combining the measured settlement, numerical experiment and numerical calculation in the entity-test compaction piles test area. The characteristics of the displacement field and stress field distribution are the embodiment of the action mechanism in the composite foundation. The distribution has three areas, the characteristics of the stress distribution and deformation in each area are not exactly the same, the stress is distributed with the characteristics of "strip in the vertical direction and alternation in the horizontal direction", there is interaction between piles and the soils among piles under the upper load, piles and soils distorts in the coordination, sharing the upper load together. The action mechanism of composite foundation depends on the differences extent of the mechanical properties between the piles and the soils among them, the greater the difference of pile-soil modulus, the more complex of the action mechanism in the composite composition, contrarily, the simpler. (3) Taking the measured settlement as a basis and calibration standard, using the separate calculation method, the non-linear relationship expression between the complex modulus and piles and soils among piles has been drawn, which shows the complexity of the action mechanism of the composite foundation. (4) The separate numerical calculation method, composite numerical calculation method and layer wise summation method have been used to calculate the settlement in the composite foundation in the collapsible loess areas to discuss the settlement in the composite foundation. A calculation result is essentially same to the measured settlement, when using a simple composite numerical calculation method, as long as a selection of a reasonable complex modulus.
Through the study on the action mechanism and the settlement calculation method of the composite foundation in the collapsible loess areas, a reasonable selection of calculation method for the composite foundation provide a basis for the rational design of the foundation, based on the foundation of the action mechanism on piles and soils.
引文
[1]龚晓南.复合地基理论及工程研究[M].北京:中国建筑工业出版社,2002
[2]张远荣.京沪高速铁路软土路基允许工后沉降的研究[J].铁道建筑,2000(9):24-26
[3]罗朝基.CFG桩加固京津高速铁路软基施工技术[J].路基工程,2006(3):89-91
[4]王保龙,庄玉明,刘松玉,等.宁杭高速公路溧水段沉降变形特性研究[J].路基工程,2005(2):30-32
[5]葛忻声.高层建筑刚性桩复合地基性状[D].杭州:浙江大学,2003
[6]Yoshikuni,H.Design and Control of Construction in the Vertical Drain Method[M].Gihoudou Publishing Co.Ltd.,1979
[7]Yoshikuni,H.and Nakanodo,H.Consolidation of a clay cylinder with external radial drainage[J].Soils andFoundations,1975,15(1):17-27
[8]Onoue A.Consolidation by vertical drains taking well resistance and swear into consolidation[J].Soils and foundations,1998,28(4):165-174
[9]Tang X W,Onitsuka K.Rigorous solutions of vertical drains considering radical and vertical flow under equal condition[A].31st Annual Conference of Japanese Geotechnical Society[C],1996:633-634
[10]Tang X W.A study for consolidation of ground with drains system[D].Japan Saga..Saga university,1998
[11]Tang X W,Onitsuka K.Analytical solution of consolidation of double-layered grounded with vertical drains[A].Proceedings of 52rid Annual Conference of JSCE[C],1997:350-351
[12]Majorana C,Mazzalai P,Odorizzi S.Prediction oft he settlement of steel petroleum tanks resting on stone columns soil[A].Proceedings of the Eighth European Conference of Soilsmechanics and Foundation Engineering[C],1983:271-274
[13]Taiebat H A,Carter J P.A semi-anaiysis finite elementmethod for three-dimensionai consolidation analysis[J].Computer andGeotechnics,2001(28):55-78
[14]Hansbo S,Jamiolkowskim,Kok L.Consolidation by vertical drains[J].Geotechnique,1981,31(1):45-66
[15]Charles J A,Watts K S.Compressibility of soft clay reinforcement with granular columns[A].Proceedings of the Eighth European Conference of Soilsmechanics and Foundation Engineering[C],1983:1983
[16]Chai J C,Norihikomiura.Investigation of factors affecting vertical drains behavior[J].Journal ot Geotechnical and Geoenvironmental Engineering,1999(3):216-226
[17]Al-Khafaji Z A,Craig W H.Drainage and reinforcement of soft clay tank foundation by sand Columns[J].Geotechnique,2000,50(6):709-713
[18]Priebe H J.The design of vibro replacement[J].GroundEngng,1995,28(10):31-37
[19]Parbaha A,Pradhan T.B.S.,Kishida T.Static response of fly ash columnar improvement ground[J].Can Geotech,2001(38):276-286
[20]张建立.复合地基在湿陷性黄土桥基中的应用研究[D].西安:长安大学,2001
[21]万家勤,屠和月,林新良.废渣混凝土桩在湿陷性黄土复合地基的应用[J].西部探矿工程,2006(6):64-66
[22]罗伟,田敏.复合载体夯扩桩在湿陷性黄土地基处理防空洞中的应用[J].探矿工程,2006(2): 39-41
[23]金铭.灰土挤密桩复合地基处理湿陷性黄土地基[J].洛阳工业高等专科学校学报,1999(9):19-21
[24]潘卫东.灰土桩复合地基法处理湿陷性黄土地基的理论与实践[D].兰州:兰州理工大学,2004
[25]王卫东.湿陷性黄土地区夯实水泥土桩复合地基的研究与实践[D].天津:天津大学,2004
[26]张世荣.湿发性黄土地区一种新型复合地基的应用[J].甘肃科技,2004,20(10):131-133
[27]章定文,刘松玉.路堤荷载下柔性桩复合地基沉降实用计算方法[J].岩土力学,2007,28(6):1133-1138
[28]龚晓南.复合地基理论及工程研究[M].北京:中国建筑工业出版社,2002
[29]龚晓南.复合地基[M].杭州:浙江大学出版社,1992
[30]张爱军,谢定义.复合地基三维数值分析[M].北京:科学出版社,2004
[31]阎明礼.地基处理技术[M].北京:中国环境科学出版社,1996
[32]苏谦,刘昌清,李安洪,等.郑西客运专线深厚湿陷黄土地基DDC法分析及沉降计算研究[J].铁道标准设计,2006(5):23.25
[33]苏谦,孙莺,王迅.郑西客运专线深厚湿陷性黄土地基DDC法及沉降控制研究[A].见:铁路客运专线建设技术交流会论文集[C],2005:440-442
[34]杨慧.双层地基和复合地基压力扩散角比较分析[D].杭州:浙江大学,2000
[35]宋连河,杜海金.基于三层模量法的深搅桩复合地基沉降分析[J].西部探矿工程,2006,123(7):46-48
[36]尚新生,林银飞,谢定义,等.多元复合地基承载力的确定方法[J].华北水利水电学院学报,2007,28(3):75-77
[37]郑俊杰,郭嘉,刘勇.多元复合地基承载力可靠度计算[J].华中科技大学学报(自然科学版),2007,35(10):119-121
[38]丁邦颖,刘杰,曾庆国.多元复合地基荷载传递的试验研究[J].中南公路工程,2007,32(2):32-35
[39]吴慧明.不同刚度基础下复合地基性状研究[D].杭州:浙江大学,2000
[40]俞建霖,朱普遍,刘红岩,等.基础刚度对刚性桩复合地基性状的影响分析[J].岩土力学,2007,28(增):833-838
[41]赵捷,崔梦一,鲍鹏.基础刚度对刚性桩复合地基三维性状影响分析[J].天津城市建设学院学报,2008,14(2):89-94
[42]龚晓南,褚航.基础刚度对复合地基性状的影响[J].工程力学,2003,20(4):67-73
[43]张忠坤,殷宗泽,曹正康.复合地基临界桩长的研究[J].岩土工程学报,1999,21(2):185-188
[44]张华丰,张芙蓉.复合地基有效桩长的计算方法[J].山西建筑2006,32(5):92-93
[45]顾尧章,周焕乔.水泥搅拌桩承载力与临界桩长[A].见:第三届全国地基处理学术讨论会论文集[C].杭州.浙江大学出版社,1992,170-173
[46]Randoph M F,Wroth C P.An analysis of deformation of verticalloaded piles[J].Geotechnical Division,ASCE,1978:1465-1488
[47]肖武权,冷伍明,律文田.深层搅拌法加固软弱土层的室内实验研究[J].中南大学学报:自然科学版,2004,35(3):490-494
[48]刘静,胡焕校.旋喷桩在桥梁基础中的新应用[J].中南工业大学学报:自然科学版,2000,31(3):199-201
[49]曾友金,章为民.水泥搅拌桩有效桩长的确定[J].水利水运工程学报,2002(3):15-20
[50]张忠坤,李海斌,殷宗泽,等.路堤下复合地基临界桩长探讨[J].岩石力学与工程学报,2004,23(3):522-526
[51]陈善雄.柔性桩荷载传递特性与有效桩长分析[J].岩土工程师,1996,7(3):1-7
[52]段继伟,龚晓南,曾国熙.水泥搅拌桩的荷载传递规律[J].岩土工程学报,1994,16(4):1-8
[53]王春青,贾明彦.由P-S曲线确定摩擦桩单桩的有效桩长[J].西安科技学院学报,2001,21(1):24-26
[54]徐超,廖星樾,叶观宝,等.利用荷载试验研究水泥土搅拌桩的有效桩长[J].水文地质工程地质,2005(3):105-106
[55]陈华。长短桩复合地基变形性状解析方法研究[D].武汉:武汉理工大学,2007
[56]葛忻声,龚晓南,张先明.长短桩复合地基有限元分析及设计计算方法探讨[J].建筑结构学报,2003(8):91-96
[57]陆文哲,谢康和.长短桩复合地基变形性状的有限元分析[J].低温建筑技术,2005(2):83-84
[58]赵明华,张玲,李立新,等.长短桩复合地基沉降计算方法研究[J].沈阳建筑大学学报(自然科学版),2005,21(4):310-314
[59]杨桦.长短桩组合桩基础工作性状及工程设计问题研究[D].上海:同济大学,2006
[60]王从才,孙秋荣.长短桩的联合应用[J].徐州建筑职业技术学院学报,2007,7(2):8-10
[61]李永宽,崔江余,钟文涛.桩长、桩径及桩的刚度对极限承载力的影响[J].西部探矿工程,2005(9):193-194
[62]张建辉,张素芬,邓安福.变桩径、桩长群桩桩.土体系相互作用分析模型[J].重庆建筑大学学报,2007,29(6):67-71
[63]张建辉,靳元峻,余晓雅,等.不同桩长、桩径桩筏基础的分析方法[J].岩土工程学报,2006,28(11):1958-1963
[64]阎明礼,张东刚.CFG桩复合地基技术及其工程实践[J].北京:中国水利水电出版社,2000
[65]池跃君,宋二祥,高文新,等.刚性复合地基承载及变形特性试验研究[J].中国矿业大学学报,2002,31(3):237-241
[66]郭明田,丁勇.利用正交试验分析进行CFG桩复合地基优化设计[J].岩土工程技术,2003(4):233-236
[67]刘志丰,周振国,孟伟金.面积置换率和加固层厚度对复合地基变形的影响[J].工程质量,2001(2):27-28
[68]刘志丰,周振国,孟伟金.面积置换率和桩长对复合地基的应力和变形的影响[J].工业建筑,2001,31(11):18-19
[69]郭忠贤.桩长、面积置换率对复合地基设计参数的影响[J].四川建筑科学研究,2006,32(6):132-136
[70]李华伟.大直径、高置换率振冲碎石桩复合地基桩土应力特征试验分析[J].岩土工程技术,2008,22(1):51-54
[71]张建立.复合地基在湿陷性黄土桥基中的应用研究[D].西安:长安大学,2001
[72]王中平.散体材料桩复合地基理论在电力工程中的应用研究[D].长春:吉林大学,2004
[73]张玉国.散体材料桩复合地基固结理论研究[D].杭州:浙江大学,2005
[74]田殿宏,张忠伟,张龙生,等.CFG桩复合地基作用机理及工程应用[J].建井技术,2001,22(1):37-38
[75]许富华.对复合地基作用机理的剖析[J].山西建筑,2006,32(14):78-79
[76]夏瀛,金玉杰.水泥土桩复合地基的作用机理分析[J].吉林建筑工程学院学报,2002,19(1):27-30
[77]孙微微,刘远才.碎石桩复合地基的作用机理[J].林业建设,2007(3):56-58
[78]张定.碎石桩复合地基的作用机理分析及沉降计算[J].岩土力学,1999,20(2):81-86
[79]黄绍铭,裴捷,贾宗元,等.软土中桩基沉降估算[A].见:第四届全国土力学及基础工程学 术会议论文选集[C].北京:中国建筑工业出版社,1986:124-129
[80]黄绍铭.减少沉降量桩基的设计与初步实践[A].见:第六届全国土力学及基础工程学术会议论文集[C].上海:同济大学出版社,1991
[81]Geddes J.D.Stresses in Foundation Soils Due to Vertical Subsurface Load[J].Geotechnique,1966,16:231
[82]王兴业,唐羽章.复合材料力学性能[M].长沙:国防科技大学出版社,1988
[83]林琼.水泥搅拌桩复合地基试验研究[D].杭州:浙江大学,1989
[84]Priebe H,Abschatzung des setzungsverhaltens eines durch stopfer-dichtung verbesserten baugroiundes[M].Die bautechnik.Mai,1976
[85]Gouhnour R,R.Settlement of vertically loaded stone columns in soft ground[J].Proc of 8th ECSMEF,1983(1):59-71
[86]王启铜.柔性桩的沉降特性及荷载传递规律[D].杭州:浙江大学,199
[87]赵树德.土力学[M].北京:高等教育出版社,2001
[88]董必昌,王靖涛,易宙子.CFG桩复合地基沉降计算与数字仿真[J].工业建筑,2005,35(增):458-460
[89]杨涛,徐永福.复合地基沉降计算的复合本构有限元法适应性研究[J].岩土力学,2004,25(增):243-246
[90]刘丽萍,黄义,李向阳,等.复合地基沉降计算的半解析元法[J].岩土力学,2006,27(10):1685-1688
[91]乔京生,陶龙光,刘波,等.复合地基沉降计算新方法-桩体沉降法[J].辽宁工程技术大学学报(自然科学版),2008,27(1):63.65
[92]乔京生,王喜强,牛宝云.基于差异沉降的复合地基沉降计算方法研究[J].湖南科技大学学报(自然科学版),2007,22(3):61-65
[93]周建.复合地基加固区沉降计算的一种新方法[J].浙江大学学报(工学版),2000,34(1):83-87
[94]翟建华.CFG桩复合地基工作机理及沉降计算方法研究[D].北京:中国地质大学,2006
[95]王慧萍.刚性桩复合地基沉降计算方法的研究及其工作性状的有限元分析[D].天津:天津大学,2005
[96]张淑花.钢筋混凝土桩网复合地基沉降计算方法探讨[J].路基工程,2007(4):66-68
[97]王律明,陆华东,吴慧明.柔性基础复合地基沉降计算[J].中南公路工程,2005,30(3):77-80
[98]许成祥,吴军民.水泥土搅拌桩复合地基沉降计算[J].江汉石油学院学报,2000,22(1):35-37
[99]任鹏,邓荣贵,于志强.CFG桩复合地基试验研究[J].岩土力学,2008,29(1):81-86
[100]Clough G W,Duncan J M.Finite element analysis of retaining wall behavior[J].Journal of the soil mechanics and foundations division,1971,97(12):1657-1674
[101]Goodman R F,Taylor R L,Brekke T L.A model for the mechanics of jointed rock[J].Journal of the soil mechanics and foundations division,1968,98(3):1637-1647
[102]Brandt J R T.Behavior of soil-concrete interfaces[J].Canada:The University of Alberta,1985
[103]Boulon M,Nova R.Modeling of structure interface behavior:A comparison between elastoplastic and rate-type laws[J].Computers and Geotechnics,1990(9):21-46
[104]张士桥,等.水泥土桩复合地基复合模量计算[A].见:第三届地基处理学术讨论会论文集[C].杭州:浙江大学出版社,1992
[105]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,2002
[106]Omine K,Ohno S.Deformation analysis of composite ground by homogenization method[A].Proceedings of the Fourteenth International Conference on Soilmechanics and Foundation Engineering[C].Rotterdam:BalkemaAA,1997:719-722
[107]张捷.地基处理中双层地基的应力与变形分析[D].上海:同济大学,1995
[108]徐洋,卢廷浩,董海洲,等.考虑沉桩及群桩间相互影响的复合模量计算方法[J].岩土力学,2001,22(4):486-489
[109]王凤池,朱浮声,王晓初.复合地基复合模量的理论修正[J].东北大学学报,2003,24(5):491-494
[110]郑俊杰,区剑华,袁内镇,等.一种求解复合地基压缩模量的新方法[J].铁道工程学报,2003(1):117-120
[111]黄文熙.土的工程性质[M].北京:科学出版社,1981
[112]黄绍铭,王迪民,裴捷,等.按沉降量控制的复合桩基设计方法(上)[J].工业建筑,1992,22(7):34-36
[113]黄绍铭,王迪民,裴捷,等.按沉降量控制的复合桩基设计方法(下)[J].工业建筑,1992,22(7):41-44
[114]李静文.水泥搅拌桩复合地基沉降计算[D].杭州:浙江大学,1992
[115]张小平,俞仲泉.用Mindlin解推求复合地基中附加应力的计算公式[J].河海大学学报,1999,27(2):35-39
[116]宫全美.基于Min.dlin位移解的群桩沉降计算[J].地下空间,2001,21(3):167-172
[117]秦建庆,叶观宝,费涵昌.Mindlin解在水泥土桩复合地基变形计算中的应用[J].岩土工程技术,2000(1):17-20
[118]孙志东.层状地基中单桩沉降分析[J].江苏建筑,1995(4):30-32
[119]张永谋,杨敏.层状地基中单桩荷载与沉降的数值模拟[J].工程勘察,1999(2):1-4
[120]艾智勇,杨敏.广义Mindlin解在多层地基单桩分析中的应用[J].土木工程学报,2001,34(2):90-95
[121]佐滕悟.基桩承载力机理[J].土木技术,1965,20(1):1-5
[122]陈明中,龚晓南,严平.单桩沉降的一种解析解法[J].水利学报,2000(8):70-74
[123]杨从军,单华刚.摩擦桩沉降变形规律及承载力确定的探讨[J].岩土力学,2000,21(2):167-169
[124]段继伟.柔性桩复合地基的数值分析[D].杭州:浙江大学,1993
[125]马克生,杨晓军,龚晓南.柔性桩沉降的随机响应[J].土木工程学报,2000,33(3):75-77
[126]Randolph,M.F.AND Wroth,C.P.An Analysis of the Vertical Deformation of Pile Groups[J].Geotechnique,1979,29(4):423-439
[127]LEE C.Y.Pile grou Psettlement Analysis by Hybrid Layer Approach[J].J.Geo.Eng,1993,119(6):984-997
[128]Mandolini,A.&Viggiani,C.Settlement ofPiledFoundations[J].Geotechnique,1997,47(4):791-816
[129]COOKE,R.W.,PRJCE.G.AND TARR,K.Jacked Piles in London Clay-intemaction and Grou Pbehaviour under Working Conditions[J].Geoteehnique,1997,30(2):97-136
[130]兰州大学.郑西客运专线湿陷性黄土复合地基沉降计算方法研究[R].兰州:2009
[131]付攀升,刘高,梁昌玉.岩土体变形位移等维动态实时预报模型研究[J].中国科技论文在线
[132]王述红,唐春安,朱万成,等.数值试验在岩石力学试验教学中的应用[J].实验技术与管理,2003,140-143
[133]北京大学数学力学系概率统计组.正交设计法[M].北京:石油化学工业出版社,1976
[134]毛新生,张玉灯,郑涛.基于正交设计的边坡稳定性影响因素敏感性分析[J].华北水利水电学院学报,2008,29(2):76-79
[135]李云鹏,韩常领,唐明明,等.小间距隧道围岩力学参数正交设计反演[J].公路交通科技, 2008,25(9):107-111
[136]程培峰,李圜栋.正交设计在加固土试验研究中的应用[J].低温建筑技术,2008(3):72-73
[137]北京交通大学.孔内深层强夯法技术规程(CECSl97:2006)[S].北京:中国计划出版社,2006
[2]张远荣.京沪高速铁路软土路基允许工后沉降的研究[J].铁道建筑,2000(9):24-26
[3]罗朝基.CFG桩加固京津高速铁路软基施工技术[J].路基工程,2006(3):89-91
[4]王保龙,庄玉明,刘松玉,等.宁杭高速公路溧水段沉降变形特性研究[J].路基工程,2005(2):30-32
[5]葛忻声.高层建筑刚性桩复合地基性状[D].杭州:浙江大学,2003
[6]Yoshikuni,H.Design and Control of Construction in the Vertical Drain Method[M].Gihoudou Publishing Co.Ltd.,1979
[7]Yoshikuni,H.and Nakanodo,H.Consolidation of a clay cylinder with external radial drainage[J].Soils andFoundations,1975,15(1):17-27
[8]Onoue A.Consolidation by vertical drains taking well resistance and swear into consolidation[J].Soils and foundations,1998,28(4):165-174
[9]Tang X W,Onitsuka K.Rigorous solutions of vertical drains considering radical and vertical flow under equal condition[A].31st Annual Conference of Japanese Geotechnical Society[C],1996:633-634
[10]Tang X W.A study for consolidation of ground with drains system[D].Japan Saga..Saga university,1998
[11]Tang X W,Onitsuka K.Analytical solution of consolidation of double-layered grounded with vertical drains[A].Proceedings of 52rid Annual Conference of JSCE[C],1997:350-351
[12]Majorana C,Mazzalai P,Odorizzi S.Prediction oft he settlement of steel petroleum tanks resting on stone columns soil[A].Proceedings of the Eighth European Conference of Soilsmechanics and Foundation Engineering[C],1983:271-274
[13]Taiebat H A,Carter J P.A semi-anaiysis finite elementmethod for three-dimensionai consolidation analysis[J].Computer andGeotechnics,2001(28):55-78
[14]Hansbo S,Jamiolkowskim,Kok L.Consolidation by vertical drains[J].Geotechnique,1981,31(1):45-66
[15]Charles J A,Watts K S.Compressibility of soft clay reinforcement with granular columns[A].Proceedings of the Eighth European Conference of Soilsmechanics and Foundation Engineering[C],1983:1983
[16]Chai J C,Norihikomiura.Investigation of factors affecting vertical drains behavior[J].Journal ot Geotechnical and Geoenvironmental Engineering,1999(3):216-226
[17]Al-Khafaji Z A,Craig W H.Drainage and reinforcement of soft clay tank foundation by sand Columns[J].Geotechnique,2000,50(6):709-713
[18]Priebe H J.The design of vibro replacement[J].GroundEngng,1995,28(10):31-37
[19]Parbaha A,Pradhan T.B.S.,Kishida T.Static response of fly ash columnar improvement ground[J].Can Geotech,2001(38):276-286
[20]张建立.复合地基在湿陷性黄土桥基中的应用研究[D].西安:长安大学,2001
[21]万家勤,屠和月,林新良.废渣混凝土桩在湿陷性黄土复合地基的应用[J].西部探矿工程,2006(6):64-66
[22]罗伟,田敏.复合载体夯扩桩在湿陷性黄土地基处理防空洞中的应用[J].探矿工程,2006(2): 39-41
[23]金铭.灰土挤密桩复合地基处理湿陷性黄土地基[J].洛阳工业高等专科学校学报,1999(9):19-21
[24]潘卫东.灰土桩复合地基法处理湿陷性黄土地基的理论与实践[D].兰州:兰州理工大学,2004
[25]王卫东.湿陷性黄土地区夯实水泥土桩复合地基的研究与实践[D].天津:天津大学,2004
[26]张世荣.湿发性黄土地区一种新型复合地基的应用[J].甘肃科技,2004,20(10):131-133
[27]章定文,刘松玉.路堤荷载下柔性桩复合地基沉降实用计算方法[J].岩土力学,2007,28(6):1133-1138
[28]龚晓南.复合地基理论及工程研究[M].北京:中国建筑工业出版社,2002
[29]龚晓南.复合地基[M].杭州:浙江大学出版社,1992
[30]张爱军,谢定义.复合地基三维数值分析[M].北京:科学出版社,2004
[31]阎明礼.地基处理技术[M].北京:中国环境科学出版社,1996
[32]苏谦,刘昌清,李安洪,等.郑西客运专线深厚湿陷黄土地基DDC法分析及沉降计算研究[J].铁道标准设计,2006(5):23.25
[33]苏谦,孙莺,王迅.郑西客运专线深厚湿陷性黄土地基DDC法及沉降控制研究[A].见:铁路客运专线建设技术交流会论文集[C],2005:440-442
[34]杨慧.双层地基和复合地基压力扩散角比较分析[D].杭州:浙江大学,2000
[35]宋连河,杜海金.基于三层模量法的深搅桩复合地基沉降分析[J].西部探矿工程,2006,123(7):46-48
[36]尚新生,林银飞,谢定义,等.多元复合地基承载力的确定方法[J].华北水利水电学院学报,2007,28(3):75-77
[37]郑俊杰,郭嘉,刘勇.多元复合地基承载力可靠度计算[J].华中科技大学学报(自然科学版),2007,35(10):119-121
[38]丁邦颖,刘杰,曾庆国.多元复合地基荷载传递的试验研究[J].中南公路工程,2007,32(2):32-35
[39]吴慧明.不同刚度基础下复合地基性状研究[D].杭州:浙江大学,2000
[40]俞建霖,朱普遍,刘红岩,等.基础刚度对刚性桩复合地基性状的影响分析[J].岩土力学,2007,28(增):833-838
[41]赵捷,崔梦一,鲍鹏.基础刚度对刚性桩复合地基三维性状影响分析[J].天津城市建设学院学报,2008,14(2):89-94
[42]龚晓南,褚航.基础刚度对复合地基性状的影响[J].工程力学,2003,20(4):67-73
[43]张忠坤,殷宗泽,曹正康.复合地基临界桩长的研究[J].岩土工程学报,1999,21(2):185-188
[44]张华丰,张芙蓉.复合地基有效桩长的计算方法[J].山西建筑2006,32(5):92-93
[45]顾尧章,周焕乔.水泥搅拌桩承载力与临界桩长[A].见:第三届全国地基处理学术讨论会论文集[C].杭州.浙江大学出版社,1992,170-173
[46]Randoph M F,Wroth C P.An analysis of deformation of verticalloaded piles[J].Geotechnical Division,ASCE,1978:1465-1488
[47]肖武权,冷伍明,律文田.深层搅拌法加固软弱土层的室内实验研究[J].中南大学学报:自然科学版,2004,35(3):490-494
[48]刘静,胡焕校.旋喷桩在桥梁基础中的新应用[J].中南工业大学学报:自然科学版,2000,31(3):199-201
[49]曾友金,章为民.水泥搅拌桩有效桩长的确定[J].水利水运工程学报,2002(3):15-20
[50]张忠坤,李海斌,殷宗泽,等.路堤下复合地基临界桩长探讨[J].岩石力学与工程学报,2004,23(3):522-526
[51]陈善雄.柔性桩荷载传递特性与有效桩长分析[J].岩土工程师,1996,7(3):1-7
[52]段继伟,龚晓南,曾国熙.水泥搅拌桩的荷载传递规律[J].岩土工程学报,1994,16(4):1-8
[53]王春青,贾明彦.由P-S曲线确定摩擦桩单桩的有效桩长[J].西安科技学院学报,2001,21(1):24-26
[54]徐超,廖星樾,叶观宝,等.利用荷载试验研究水泥土搅拌桩的有效桩长[J].水文地质工程地质,2005(3):105-106
[55]陈华。长短桩复合地基变形性状解析方法研究[D].武汉:武汉理工大学,2007
[56]葛忻声,龚晓南,张先明.长短桩复合地基有限元分析及设计计算方法探讨[J].建筑结构学报,2003(8):91-96
[57]陆文哲,谢康和.长短桩复合地基变形性状的有限元分析[J].低温建筑技术,2005(2):83-84
[58]赵明华,张玲,李立新,等.长短桩复合地基沉降计算方法研究[J].沈阳建筑大学学报(自然科学版),2005,21(4):310-314
[59]杨桦.长短桩组合桩基础工作性状及工程设计问题研究[D].上海:同济大学,2006
[60]王从才,孙秋荣.长短桩的联合应用[J].徐州建筑职业技术学院学报,2007,7(2):8-10
[61]李永宽,崔江余,钟文涛.桩长、桩径及桩的刚度对极限承载力的影响[J].西部探矿工程,2005(9):193-194
[62]张建辉,张素芬,邓安福.变桩径、桩长群桩桩.土体系相互作用分析模型[J].重庆建筑大学学报,2007,29(6):67-71
[63]张建辉,靳元峻,余晓雅,等.不同桩长、桩径桩筏基础的分析方法[J].岩土工程学报,2006,28(11):1958-1963
[64]阎明礼,张东刚.CFG桩复合地基技术及其工程实践[J].北京:中国水利水电出版社,2000
[65]池跃君,宋二祥,高文新,等.刚性复合地基承载及变形特性试验研究[J].中国矿业大学学报,2002,31(3):237-241
[66]郭明田,丁勇.利用正交试验分析进行CFG桩复合地基优化设计[J].岩土工程技术,2003(4):233-236
[67]刘志丰,周振国,孟伟金.面积置换率和加固层厚度对复合地基变形的影响[J].工程质量,2001(2):27-28
[68]刘志丰,周振国,孟伟金.面积置换率和桩长对复合地基的应力和变形的影响[J].工业建筑,2001,31(11):18-19
[69]郭忠贤.桩长、面积置换率对复合地基设计参数的影响[J].四川建筑科学研究,2006,32(6):132-136
[70]李华伟.大直径、高置换率振冲碎石桩复合地基桩土应力特征试验分析[J].岩土工程技术,2008,22(1):51-54
[71]张建立.复合地基在湿陷性黄土桥基中的应用研究[D].西安:长安大学,2001
[72]王中平.散体材料桩复合地基理论在电力工程中的应用研究[D].长春:吉林大学,2004
[73]张玉国.散体材料桩复合地基固结理论研究[D].杭州:浙江大学,2005
[74]田殿宏,张忠伟,张龙生,等.CFG桩复合地基作用机理及工程应用[J].建井技术,2001,22(1):37-38
[75]许富华.对复合地基作用机理的剖析[J].山西建筑,2006,32(14):78-79
[76]夏瀛,金玉杰.水泥土桩复合地基的作用机理分析[J].吉林建筑工程学院学报,2002,19(1):27-30
[77]孙微微,刘远才.碎石桩复合地基的作用机理[J].林业建设,2007(3):56-58
[78]张定.碎石桩复合地基的作用机理分析及沉降计算[J].岩土力学,1999,20(2):81-86
[79]黄绍铭,裴捷,贾宗元,等.软土中桩基沉降估算[A].见:第四届全国土力学及基础工程学 术会议论文选集[C].北京:中国建筑工业出版社,1986:124-129
[80]黄绍铭.减少沉降量桩基的设计与初步实践[A].见:第六届全国土力学及基础工程学术会议论文集[C].上海:同济大学出版社,1991
[81]Geddes J.D.Stresses in Foundation Soils Due to Vertical Subsurface Load[J].Geotechnique,1966,16:231
[82]王兴业,唐羽章.复合材料力学性能[M].长沙:国防科技大学出版社,1988
[83]林琼.水泥搅拌桩复合地基试验研究[D].杭州:浙江大学,1989
[84]Priebe H,Abschatzung des setzungsverhaltens eines durch stopfer-dichtung verbesserten baugroiundes[M].Die bautechnik.Mai,1976
[85]Gouhnour R,R.Settlement of vertically loaded stone columns in soft ground[J].Proc of 8th ECSMEF,1983(1):59-71
[86]王启铜.柔性桩的沉降特性及荷载传递规律[D].杭州:浙江大学,199
[87]赵树德.土力学[M].北京:高等教育出版社,2001
[88]董必昌,王靖涛,易宙子.CFG桩复合地基沉降计算与数字仿真[J].工业建筑,2005,35(增):458-460
[89]杨涛,徐永福.复合地基沉降计算的复合本构有限元法适应性研究[J].岩土力学,2004,25(增):243-246
[90]刘丽萍,黄义,李向阳,等.复合地基沉降计算的半解析元法[J].岩土力学,2006,27(10):1685-1688
[91]乔京生,陶龙光,刘波,等.复合地基沉降计算新方法-桩体沉降法[J].辽宁工程技术大学学报(自然科学版),2008,27(1):63.65
[92]乔京生,王喜强,牛宝云.基于差异沉降的复合地基沉降计算方法研究[J].湖南科技大学学报(自然科学版),2007,22(3):61-65
[93]周建.复合地基加固区沉降计算的一种新方法[J].浙江大学学报(工学版),2000,34(1):83-87
[94]翟建华.CFG桩复合地基工作机理及沉降计算方法研究[D].北京:中国地质大学,2006
[95]王慧萍.刚性桩复合地基沉降计算方法的研究及其工作性状的有限元分析[D].天津:天津大学,2005
[96]张淑花.钢筋混凝土桩网复合地基沉降计算方法探讨[J].路基工程,2007(4):66-68
[97]王律明,陆华东,吴慧明.柔性基础复合地基沉降计算[J].中南公路工程,2005,30(3):77-80
[98]许成祥,吴军民.水泥土搅拌桩复合地基沉降计算[J].江汉石油学院学报,2000,22(1):35-37
[99]任鹏,邓荣贵,于志强.CFG桩复合地基试验研究[J].岩土力学,2008,29(1):81-86
[100]Clough G W,Duncan J M.Finite element analysis of retaining wall behavior[J].Journal of the soil mechanics and foundations division,1971,97(12):1657-1674
[101]Goodman R F,Taylor R L,Brekke T L.A model for the mechanics of jointed rock[J].Journal of the soil mechanics and foundations division,1968,98(3):1637-1647
[102]Brandt J R T.Behavior of soil-concrete interfaces[J].Canada:The University of Alberta,1985
[103]Boulon M,Nova R.Modeling of structure interface behavior:A comparison between elastoplastic and rate-type laws[J].Computers and Geotechnics,1990(9):21-46
[104]张士桥,等.水泥土桩复合地基复合模量计算[A].见:第三届地基处理学术讨论会论文集[C].杭州:浙江大学出版社,1992
[105]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,2002
[106]Omine K,Ohno S.Deformation analysis of composite ground by homogenization method[A].Proceedings of the Fourteenth International Conference on Soilmechanics and Foundation Engineering[C].Rotterdam:BalkemaAA,1997:719-722
[107]张捷.地基处理中双层地基的应力与变形分析[D].上海:同济大学,1995
[108]徐洋,卢廷浩,董海洲,等.考虑沉桩及群桩间相互影响的复合模量计算方法[J].岩土力学,2001,22(4):486-489
[109]王凤池,朱浮声,王晓初.复合地基复合模量的理论修正[J].东北大学学报,2003,24(5):491-494
[110]郑俊杰,区剑华,袁内镇,等.一种求解复合地基压缩模量的新方法[J].铁道工程学报,2003(1):117-120
[111]黄文熙.土的工程性质[M].北京:科学出版社,1981
[112]黄绍铭,王迪民,裴捷,等.按沉降量控制的复合桩基设计方法(上)[J].工业建筑,1992,22(7):34-36
[113]黄绍铭,王迪民,裴捷,等.按沉降量控制的复合桩基设计方法(下)[J].工业建筑,1992,22(7):41-44
[114]李静文.水泥搅拌桩复合地基沉降计算[D].杭州:浙江大学,1992
[115]张小平,俞仲泉.用Mindlin解推求复合地基中附加应力的计算公式[J].河海大学学报,1999,27(2):35-39
[116]宫全美.基于Min.dlin位移解的群桩沉降计算[J].地下空间,2001,21(3):167-172
[117]秦建庆,叶观宝,费涵昌.Mindlin解在水泥土桩复合地基变形计算中的应用[J].岩土工程技术,2000(1):17-20
[118]孙志东.层状地基中单桩沉降分析[J].江苏建筑,1995(4):30-32
[119]张永谋,杨敏.层状地基中单桩荷载与沉降的数值模拟[J].工程勘察,1999(2):1-4
[120]艾智勇,杨敏.广义Mindlin解在多层地基单桩分析中的应用[J].土木工程学报,2001,34(2):90-95
[121]佐滕悟.基桩承载力机理[J].土木技术,1965,20(1):1-5
[122]陈明中,龚晓南,严平.单桩沉降的一种解析解法[J].水利学报,2000(8):70-74
[123]杨从军,单华刚.摩擦桩沉降变形规律及承载力确定的探讨[J].岩土力学,2000,21(2):167-169
[124]段继伟.柔性桩复合地基的数值分析[D].杭州:浙江大学,1993
[125]马克生,杨晓军,龚晓南.柔性桩沉降的随机响应[J].土木工程学报,2000,33(3):75-77
[126]Randolph,M.F.AND Wroth,C.P.An Analysis of the Vertical Deformation of Pile Groups[J].Geotechnique,1979,29(4):423-439
[127]LEE C.Y.Pile grou Psettlement Analysis by Hybrid Layer Approach[J].J.Geo.Eng,1993,119(6):984-997
[128]Mandolini,A.&Viggiani,C.Settlement ofPiledFoundations[J].Geotechnique,1997,47(4):791-816
[129]COOKE,R.W.,PRJCE.G.AND TARR,K.Jacked Piles in London Clay-intemaction and Grou Pbehaviour under Working Conditions[J].Geoteehnique,1997,30(2):97-136
[130]兰州大学.郑西客运专线湿陷性黄土复合地基沉降计算方法研究[R].兰州:2009
[131]付攀升,刘高,梁昌玉.岩土体变形位移等维动态实时预报模型研究[J].中国科技论文在线
[132]王述红,唐春安,朱万成,等.数值试验在岩石力学试验教学中的应用[J].实验技术与管理,2003,140-143
[133]北京大学数学力学系概率统计组.正交设计法[M].北京:石油化学工业出版社,1976
[134]毛新生,张玉灯,郑涛.基于正交设计的边坡稳定性影响因素敏感性分析[J].华北水利水电学院学报,2008,29(2):76-79
[135]李云鹏,韩常领,唐明明,等.小间距隧道围岩力学参数正交设计反演[J].公路交通科技, 2008,25(9):107-111
[136]程培峰,李圜栋.正交设计在加固土试验研究中的应用[J].低温建筑技术,2008(3):72-73
[137]北京交通大学.孔内深层强夯法技术规程(CECSl97:2006)[S].北京:中国计划出版社,2006