浸水条件下湿陷性黄土场地桩基特性研究
|
摘要
我国分布有大面积的湿陷性黄土,以覆盖广、厚度大著称于世。湿陷性黄土中的桩基在浸水后产生的桩侧负摩阻力问题早已为工程界所重视,随着国家建设规模的扩大,在大厚度湿陷性黄土中的桩基础越来越多,现有关于湿陷性黄土场地桩基负摩阻力的经验和理论已不能满足实际工程的需要,迫切需要对浸水后湿陷性黄土中的桩基承载性状进行研究。
从20世纪70年代开始至今,我国已在5个省份8个黄土场地进行了现场桩基试验研究,对于这些试验成果还缺乏系统总结。本文结合实际工程需要,进行了一个在试验规模上处于同类研究之最的现场桩基浸水试验研究,并以此为基础,结合上述前人得到的试验结果,从现场试验角度出发对浸水后湿陷性黄土中桩基承载性状的相关方面进行系统总结和研究。与浸水后湿陷性黄土中桩基承载性状相关的问题大致包括三个方面:湿陷性黄土的湿陷特征、浸水后桩的附加沉降、桩侧负摩阻力和中性点,本文主要从这三方面展开研究。
本次现场试验实测了试坑内外黄土体的湿陷变形,但实测结果和其它黄土试坑浸水试验测得的湿陷变形特征存在差别,表现在:(1)停水后的沉降比浸水过程中产生的沉降还要大;(2)浸水过程中的“沉降剖面”呈现出马鞍形。本文从渗透力学的角度解释了出现该现象的机理,分析了不同渗透系数地层组合所表现出的湿陷特征,并指出停水后的变形仍主要是湿陷变形,而不是以往认为的固结沉降。
通过试验过程中桩顶沉降的监测,结合前人研究结果,研究了不同工况下的单桩沉降特征,浸水引起的桩顶附加沉降的构成,以及不同工况下的单桩极限承载力。研究结果表明,浸水先后不影响单桩极限承载力的大小,但影响单桩沉降量;浸水过程中桩顶荷载越大,不但桩顶附加沉降越大,而且极限荷载下的桩顶沉降越大;浸水引起的附加沉降除包括桩顶荷载和下拉荷载引起的瞬时沉降外,还包括桩身混凝土在力作用下的徐变,以及桩侧土剪切蠕变引起的桩端位移。
桩侧负摩阻力是湿陷性黄土场地桩基的主要问题。本文根据实测结果,分析了中性点深度、负摩阻力大小的发生发展规律,并较全面的研究了影响中性点深度和负摩阻力大小的各种因素。中性点深度是和桩顶沉降和实际发生的自重湿陷下限深度相关的,实测中性点深度比实测自重湿陷下限深度大2～8m;负摩阻力的影响因素较多,除与湿陷强烈程度相关外,还与中性点深度、桩顶荷载、试验方法、桩型等因素有关;负摩阻力的大小基本可用有效应力法进行估算;负摩阻力与桩土相对位移关系曲线可用双曲线模型近似表达,但与常规认识不同,桩土相对极限位移不是一个定值。
本文的研究成果有一定的理论意义和实用价值。
There has a large area of collapsible loess distributing in China,and the Chinese loess is famous in the world as broad cover and great thickness.In allusion to the piles in collapsible loess,negative friction will appear when the loess immersed by water and the danger caused by negative friction has already been attended by engineering field early. With the expanding of construction scale in China,the application of pile foundation in great thickness collapsible loess becomes more and more.But the existing experiences and theories about negative friction of pile in collapsible loess can't meet the requirements of current practical engineering,it's urgent need to study the bearing behavior of the pile foundation in immersing collapsible loess.
China has carried out field water immersion test studies on piles in eight loess sites of five provinces from 1970s to now,but there has an absence of systematic analysis to these test results.We also carded out a field water immersion test study which the test scale was biggest in similar tests for a practical engineering.This article summarized and studied the bearing behaviour and its relative problems of piles in immersing collapsible loess systematically based on this test results and other test results gotten by predecessors from the point view of field tests.The relative problems of bearing behaviour in immersing collapsible loess may include the following aspects:collapse characteristic of loess,pile additional settlement caused by water immersion,pile side negative frictional resistance and neutral point.This article mainly studied on these three aspects.
The-collapse deformation of loess mass had been measured in the test carded out by author,but the measured results were different from the collapse deformation characteristic measured in other Loess Water Immersion Test,embodied in:(1)The settlement occurred after the immersion is larger than the settlement occurred in the process of immersion;(2)The Settlement Profile in the process of immersion presents the shape of saddle.The article explained the phenomena using the knowledge of Osmotic Mechanical,and analysed the different collapse characteristics corresponding to different permeability stratum assemblages,and also pointed out that the deformation occurred after the immersion should still be the Collapse Deformation,but not the Consolidation Settlement suggested in the past.
Through the monitoring to pile top settlement in the process of test,combining with other research results gotten by predecessors,this article also studied the pile settlement characteristic in different conditions,the composition of pile additional settlement caused by immersion,and the ultimate bearing capacity of single pile in different conditions.The reseach results shows that:(1)Immersion early or late do not affect the ultimate bearing capacity of single pile,but affect the pile settlement;(2)The vertical load on pile top is larger in the process of immersion,the pile additional settlement is bigger, but also the final settlement corresponding to ultimate load is bigger;(3)The additional settlement includes the concrete creep of pile body and the pile end displacement caused by shear creep of pile side soil in addition to the instant settlement caused by load on pile top and downward load.
Pile side negative frictional resistance is the main problem of pile foundation in collapsible loess site.The article analysed regularity of occurrence and development of the neutral point depth and negative frictional,resistance,and made a detailed study of their influencing factors.The neutral point depth is relative with the pile settlement and the loess collapse lower limit depth under overburden weight,the neutral point depth is 2～8m deeper than the collapse lower limit depth.The influencing factor of negative frictional resistance has many,it is relative with the violent degree of collapse,neutral point depth,load on pile top,test method,pile type etc.The negative frictional resistance may be estimated by Effective Stress Method.The relationship curve of negative frictional resistance and pile-soil relative displacement may be expressed by hyperbolic model,but the ultimate pile-soil relative displacement is not a constant which is different from the routine understanding.
The research results of this article have some theoretical significance and practical value.
从20世纪70年代开始至今,我国已在5个省份8个黄土场地进行了现场桩基试验研究,对于这些试验成果还缺乏系统总结。本文结合实际工程需要,进行了一个在试验规模上处于同类研究之最的现场桩基浸水试验研究,并以此为基础,结合上述前人得到的试验结果,从现场试验角度出发对浸水后湿陷性黄土中桩基承载性状的相关方面进行系统总结和研究。与浸水后湿陷性黄土中桩基承载性状相关的问题大致包括三个方面:湿陷性黄土的湿陷特征、浸水后桩的附加沉降、桩侧负摩阻力和中性点,本文主要从这三方面展开研究。
本次现场试验实测了试坑内外黄土体的湿陷变形,但实测结果和其它黄土试坑浸水试验测得的湿陷变形特征存在差别,表现在:(1)停水后的沉降比浸水过程中产生的沉降还要大;(2)浸水过程中的“沉降剖面”呈现出马鞍形。本文从渗透力学的角度解释了出现该现象的机理,分析了不同渗透系数地层组合所表现出的湿陷特征,并指出停水后的变形仍主要是湿陷变形,而不是以往认为的固结沉降。
通过试验过程中桩顶沉降的监测,结合前人研究结果,研究了不同工况下的单桩沉降特征,浸水引起的桩顶附加沉降的构成,以及不同工况下的单桩极限承载力。研究结果表明,浸水先后不影响单桩极限承载力的大小,但影响单桩沉降量;浸水过程中桩顶荷载越大,不但桩顶附加沉降越大,而且极限荷载下的桩顶沉降越大;浸水引起的附加沉降除包括桩顶荷载和下拉荷载引起的瞬时沉降外,还包括桩身混凝土在力作用下的徐变,以及桩侧土剪切蠕变引起的桩端位移。
桩侧负摩阻力是湿陷性黄土场地桩基的主要问题。本文根据实测结果,分析了中性点深度、负摩阻力大小的发生发展规律,并较全面的研究了影响中性点深度和负摩阻力大小的各种因素。中性点深度是和桩顶沉降和实际发生的自重湿陷下限深度相关的,实测中性点深度比实测自重湿陷下限深度大2～8m;负摩阻力的影响因素较多,除与湿陷强烈程度相关外,还与中性点深度、桩顶荷载、试验方法、桩型等因素有关;负摩阻力的大小基本可用有效应力法进行估算;负摩阻力与桩土相对位移关系曲线可用双曲线模型近似表达,但与常规认识不同,桩土相对极限位移不是一个定值。
本文的研究成果有一定的理论意义和实用价值。
There has a large area of collapsible loess distributing in China,and the Chinese loess is famous in the world as broad cover and great thickness.In allusion to the piles in collapsible loess,negative friction will appear when the loess immersed by water and the danger caused by negative friction has already been attended by engineering field early. With the expanding of construction scale in China,the application of pile foundation in great thickness collapsible loess becomes more and more.But the existing experiences and theories about negative friction of pile in collapsible loess can't meet the requirements of current practical engineering,it's urgent need to study the bearing behavior of the pile foundation in immersing collapsible loess.
China has carried out field water immersion test studies on piles in eight loess sites of five provinces from 1970s to now,but there has an absence of systematic analysis to these test results.We also carded out a field water immersion test study which the test scale was biggest in similar tests for a practical engineering.This article summarized and studied the bearing behaviour and its relative problems of piles in immersing collapsible loess systematically based on this test results and other test results gotten by predecessors from the point view of field tests.The relative problems of bearing behaviour in immersing collapsible loess may include the following aspects:collapse characteristic of loess,pile additional settlement caused by water immersion,pile side negative frictional resistance and neutral point.This article mainly studied on these three aspects.
The-collapse deformation of loess mass had been measured in the test carded out by author,but the measured results were different from the collapse deformation characteristic measured in other Loess Water Immersion Test,embodied in:(1)The settlement occurred after the immersion is larger than the settlement occurred in the process of immersion;(2)The Settlement Profile in the process of immersion presents the shape of saddle.The article explained the phenomena using the knowledge of Osmotic Mechanical,and analysed the different collapse characteristics corresponding to different permeability stratum assemblages,and also pointed out that the deformation occurred after the immersion should still be the Collapse Deformation,but not the Consolidation Settlement suggested in the past.
Through the monitoring to pile top settlement in the process of test,combining with other research results gotten by predecessors,this article also studied the pile settlement characteristic in different conditions,the composition of pile additional settlement caused by immersion,and the ultimate bearing capacity of single pile in different conditions.The reseach results shows that:(1)Immersion early or late do not affect the ultimate bearing capacity of single pile,but affect the pile settlement;(2)The vertical load on pile top is larger in the process of immersion,the pile additional settlement is bigger, but also the final settlement corresponding to ultimate load is bigger;(3)The additional settlement includes the concrete creep of pile body and the pile end displacement caused by shear creep of pile side soil in addition to the instant settlement caused by load on pile top and downward load.
Pile side negative frictional resistance is the main problem of pile foundation in collapsible loess site.The article analysed regularity of occurrence and development of the neutral point depth and negative frictional,resistance,and made a detailed study of their influencing factors.The neutral point depth is relative with the pile settlement and the loess collapse lower limit depth under overburden weight,the neutral point depth is 2～8m deeper than the collapse lower limit depth.The influencing factor of negative frictional resistance has many,it is relative with the violent degree of collapse,neutral point depth,load on pile top,test method,pile type etc.The negative frictional resistance may be estimated by Effective Stress Method.The relationship curve of negative frictional resistance and pile-soil relative displacement may be expressed by hyperbolic model,but the ultimate pile-soil relative displacement is not a constant which is different from the routine understanding.
The research results of this article have some theoretical significance and practical value.
引文
[1]冯连昌,郑晏武.中国湿陷性黄土[M].北京:中国铁道出版社,1982
[2]林天健,熊厚金,王利群.桩基础设计指南[M].北京:中国建筑工业出版社,1999.
[3]谢定义.黄土动力特性研究的现状与发展方向[C].全国黄土学术会议论文集.乌鲁木齐:新疆科技卫生出版社,1994
[4]李大展,腾延京,何颐华等.湿陷性黄土中大直径扩底桩垂直承载性状的试验研究[J].岩土工程学报,1994,16(2).11-21.
[5]何颐华,闵连太.湿陷性黄土地基桩的复摩擦力问题[J].建筑结构学报,1982,3(6):69-77.
[6]黄雪峰,陈正汉,哈 双等.大厚度自重湿陷性黄土场地湿陷变形特征的大型现场浸水试验研究[J].岩土工程学报,2006,28(3).382-389.
[7]中华人民共和国国家标准编写组.湿陷性黄土地区建筑规范(GB 50025-2004)[S].北京:中国建筑工业出版社.2004.
[8]建筑工程部建筑科学研究院地基砖木研究室.西安黄土地基浸水后变形范围的试验研究[J].建筑学报,1961,03:23-39.
[9]钱鸿缙,朱梅,谢爽.黄土地基湿陷变形的试验研究[J].西安建筑科技大学学报(自然科学版),1991,23(03):238-247.
[10]李大展,何颐华,隋国秀.Q_2黄土大面积浸水试验研究[J].岩土工程学报,1993,15(02);3-13.
[11]梁燕,谢永利,刘保健等.非饱和黄土渗透性的试验研究[J].水文地质工程地质,2006,02:33-36.
[12]涂光祉,钱鸿缙.关中地区黄土湿陷变形的试验研究[J].西部探矿工程,1996,8(增刊):10-14.
[13]卢玉东,张骏,孙建中等.灌溉条件下未饱和黄土浸水湿陷性试验研究[J].人民黄河,2007,29(1):69-71.
[14]钱鸿缙,王继唐,罗宇生等.湿陷性黄土地基[M].北京:中国建筑工业出版社,1985.
[15]张广林.国营524厂金工车间单桩负摩擦力试验[J].岩土工程技术,1998,(1):41-47.
[16]蒲城电厂扩底灌注桩试验报告[R].中国建筑科学研究院地基所,1991.
[17]宝鸡第二发电厂工程钻孔压浆桩、干作业成孔灌注桩试验报告[R].陕西省建筑科学设计研究院,1994.
[18]张献辉.黄土地区大直径桩竖向承载力试验研究[D].西安:西安建筑科技大学,1995.
[19]张献辉,高永贵.自重湿陷性黄土中大直径桩荷载传递机理试验研究[J].西安建筑科技大学学报.1996,28(4):467-471
[20]黄雪峰,孙树勋,徐毅明等.大厚度自重湿陷性黄土场地人工成孔灌注桩负摩阻力沿桩身传递特征[A].韩丽霞,莫庸.甘肃省土木建筑学会建会五十周年[C].甘肃省土木建筑学会,2002.144-150.
[21]冯忠居,谢永利,张宏光等.地面水对黄土地区桥梁桩基承载力影响试验研究[J].岩石力学与工程学报.2005,24(10):1758-1765.
[22]林新元.湿陷性黄土地区桥梁桩基承载力性状试验研究[D].西安,长安大学硕士论文,2004.
[23]李晋.黄土桩基桩土共同作用性状仿真与试验研究[D].西安,长安大学博士论文,2006.
[24]吴耀祖,赵锦明.齐静静.湿陷性黄土桩基负摩阻力的试验研究[A].第二届全国岩土与工程学术大 会论文集[C].2006,600-604.
[25]中华人民共和国行业标准编写组.建筑桩基技术规范(JGJ 94-94)[S].北京:中国建筑工业出版社,1995.
[26]孙军杰,王兰民,黄雪峰.黄土地基湿陷时桩的负摩阻力最大值出现深度研究[J].防灾减灾工程学报,2003,23(4):20-25.
[27]刘春玲.单桩负摩阻力形成机理及其时间效应研究[D].西安:长安大学,2003.
[28]魏成国.湿陷性黄土地基桩基湿陷负摩擦力计算与研究[[)].西安:西安理工大学,2006.
[29]龚晓南.复合地基[M].浙江大学出版社,1992.
[30]张晓健.桩基负摩阻力研究现状[J].地下空间与工程学报,2006(2):315-319.
[31]史佩栋.实用桩基工程手册[M].北京:中国建筑工业出版社,1999.
[32]何颐华,阂连太.湿陷性黄土地基桩的负摩阻力问题[J].建筑结构学报,1982,3(6):69-77.
[33]Johannessen J and Bjerrum L.Measurements of the.Compression of a Steel Pile to Rock due to Settlements of the Surrounding Clay[C],Proc 6th ICOSMFE.Canada 1965.(2):261-264.
[34]Seed,H.B.and Reese,L.G.,The action of soft clay along friction piles,ASCE,Transaction,1957,731-754.
[35]Poulos H G and Davis E H.Prediction of down drag forces in endearing piles[J].Journal of Geotechnical Engineering,ASCE.1975.101(2):189-204.
[36]Small J C.Finite element analysis of downdrag on piles.Proceeding of the 6~(th)International conference on numerical methods in geom.echanics.Innsbruck,1988:1109-1114
[37]魏汝龙.大面积填上对邻近桩基的影响[J].岩土工程学报,1982,4(2):132-137.
[38]王建华,陆建飞,沈为平.Biot固结理论在单桩负摩擦研究中的应用[J].岩土工程学报,2000,22(5):590-593.
[39]赵明华,邬龙刚,贺炜.桩基负摩阻力的时效分析[J].湖南科技大学学报,2005,120(3).
[40]陈福南,龚晓南,马时冬.桩的负摩阻力现场试验及三维有限元分析[J].建筑结构学报,2000,21(3):77-80.
[41]李光煜,汪彬.钢管桩负摩阻力及水平位移的测定[J].岩土力学,1988 9(2):89-97.
[42]张厚先.湿陷性黄土地基大直径单桩负摩阻力计算的试验研究[J].施工技术,1994,(9):36-38.
[43]李贵.关于桩侧负摩阻力的探讨[J].山西交通科技,2000,(1):26-27.
[44]朱百里,沈珠江.计算土力学[M],上海科学技术出版社,1990
[45]沈珠江.理论土力学[M],中国水利水电出版社,2000
[46]陈竹昌,曹名葆,张敏.Determination of the Load-Displacement Characteristics of Single Pile in Soft Soil[A],Proceeding of the International Conference on deep foundation,Beijing,Vol.1,1986
[47]曹汉志.桩的轴向荷载传递及荷载-沉降曲线的数值计算方法[J],岩土工程学报,1986,8(6):37-49
[48]周万欢.堆载固结过程中单桩负摩阻力性状研究[D],浙江大学,2005
[49]Mattes N S and Poulos H G Settlement of single compressible piles.[J]SMFD,ASCE,1969,95(1):189-207.
[50]Jeong S,Nonlinear three dimensional analysis of downdrag on pile groups[D].PhD thesis.Texas A & M University,1992
[51]Wong K S and Teh C I,Negative skin friction on piles in layered soil deposits,[J],Journal of Geotechnical Engineering ASCE,1995,121(6):457-465
[52]马时冬.桩身负摩阻力的现场测试与研究[J].岩土力学,1997,18(1):8-15.
[53]张炜,张苏民.我国黄土工程性质研究的发展[J].岩土工程学报,1995,17(6):80-88.
[54]关文章.湿陷性黄土工程性能新篇[M].西安:西安交通大学出版社,1992.
[55]刘东生等.黄土的物质成分和结构[M].北京:科学出版社,1966.
[56]郑晏武.中国黄土的湿陷性[M].北京:地质出版社,1982.
[57]李光煜.滑动测微计简介[J].岩土力学,1988,9(1):78-82.
[58]刘祖典.黄土力学与工程[M].西安:陕西科学技术出版社,1997.
[59]A.A.穆斯塔伐耶夫(著),张中兴(译),湿陷性黄土上地基与基础的计算[M],北京:水利电力出版社,1984.
[60]吕玉芳等.自重湿陷性黄土层预浸水处理的现场试验与设计.防渗技术,1991,第2期,17-25.
[61]刘保健,谢永利,于友成.黄土非饱和入渗规律原位试验研究,岩石力学与工程学报,2004,23(24),4156-4160.
[62]中华人民共和国行业标准编写组.铁路桥涵施工规范(TB 10218-2002)[S].北京:中国铁道出版社,2002.
[63]刘金砺.桩基础设计与计算[M].北京:中国建筑工业出版社,1990.
[64]唐家华,张玉坤.混凝土徐变的分析与研究[J].泰州职业技术学院学报.2005,5(6):24-26.
[65]Murayama S,Shibata T.The bearing capacity of a pile driven into soil and its new measuring method[J].Soil Found.,1960,1(2):2-11.
[66]Sharman F A.The anticipated and observed penetration resistance of some friction piles entirely in clay[A].Proe.5th Int.Conf.on Soil Mechanics and Foundation Engineering[C].Paris,France,1961,2:135-141.
[67]Yamagata K.The yield-bearing-capacity of bearing piles[A].Pro.Int.Conf.on Soil Mechanics and Foundation Engineering[C].Budapest,Hungary,1963.325-342.
[68]Bromham S B,Styles J R.An analysis of piles loading tests in a stiff clay[A].Proe.First Australian-New Zealand Conf.on Geomechanics[C].Melbourne,Australia,1971,1:256-253.
[69]Edil T B,Mochtar B.Creep response of model pile in clay[J].J.Geotech.Engng.,1988,114(11):1245-1260.
[70]Mochtar B,Edil T B.Shaft resistance of model pile in clay[J].J.Geotech.Engng.,1988,114(11):1227-1243.
[71]程泽海,陈云敏,夏建中.维持荷载作用下单桩沉降的时间效应[J].岩土力学.2006,27(9): 1571-1574.
[72]李光煜.滑动测微计简介[J].岩土力学,1988,9(1):77-82
[73]朱国甫,李光煜.确定桩侧摩阻力曲线的约束样条拟合方法[J].岩土力学,1994,15(3):1-8
[74]石怀清,章杰,茹伯勋,滑动测微技术在桩侧阻力测试中的应用与研究[J].岩土工程技术,No.4,2003:193-196
[75]韩佳明.桩基负摩阻力的计算研究[D].西安:西安科技大学,2004.
[76]张炜.黄土地基钻孔灌注桩荷载传递性状分析[J].西部探矿工程,1996,(8):60-64.
[77]龚晓南.高等土力学[M].杭州:浙江大学出版社,1996.
[78]刘祖典.黄土力学与工程[A].西安:陕西科学技术出版社.1997.
[79]张炜.隋国秀,黄土中钻孔灌注桩荷载传递性状的试验研究[A].岩土工程青年专家学术论坛文集[C].北京:中国建筑工业出版社,1998,173-181.
[80]《桩基工程手册》编委会.桩基工程手册.北京:中国建筑工业出版社,1995.
[81]钱家欢,殷宗泽.土工原理与计算(第二版),北京:中国水利电力出版社,1996.
[2]林天健,熊厚金,王利群.桩基础设计指南[M].北京:中国建筑工业出版社,1999.
[3]谢定义.黄土动力特性研究的现状与发展方向[C].全国黄土学术会议论文集.乌鲁木齐:新疆科技卫生出版社,1994
[4]李大展,腾延京,何颐华等.湿陷性黄土中大直径扩底桩垂直承载性状的试验研究[J].岩土工程学报,1994,16(2).11-21.
[5]何颐华,闵连太.湿陷性黄土地基桩的复摩擦力问题[J].建筑结构学报,1982,3(6):69-77.
[6]黄雪峰,陈正汉,哈 双等.大厚度自重湿陷性黄土场地湿陷变形特征的大型现场浸水试验研究[J].岩土工程学报,2006,28(3).382-389.
[7]中华人民共和国国家标准编写组.湿陷性黄土地区建筑规范(GB 50025-2004)[S].北京:中国建筑工业出版社.2004.
[8]建筑工程部建筑科学研究院地基砖木研究室.西安黄土地基浸水后变形范围的试验研究[J].建筑学报,1961,03:23-39.
[9]钱鸿缙,朱梅,谢爽.黄土地基湿陷变形的试验研究[J].西安建筑科技大学学报(自然科学版),1991,23(03):238-247.
[10]李大展,何颐华,隋国秀.Q_2黄土大面积浸水试验研究[J].岩土工程学报,1993,15(02);3-13.
[11]梁燕,谢永利,刘保健等.非饱和黄土渗透性的试验研究[J].水文地质工程地质,2006,02:33-36.
[12]涂光祉,钱鸿缙.关中地区黄土湿陷变形的试验研究[J].西部探矿工程,1996,8(增刊):10-14.
[13]卢玉东,张骏,孙建中等.灌溉条件下未饱和黄土浸水湿陷性试验研究[J].人民黄河,2007,29(1):69-71.
[14]钱鸿缙,王继唐,罗宇生等.湿陷性黄土地基[M].北京:中国建筑工业出版社,1985.
[15]张广林.国营524厂金工车间单桩负摩擦力试验[J].岩土工程技术,1998,(1):41-47.
[16]蒲城电厂扩底灌注桩试验报告[R].中国建筑科学研究院地基所,1991.
[17]宝鸡第二发电厂工程钻孔压浆桩、干作业成孔灌注桩试验报告[R].陕西省建筑科学设计研究院,1994.
[18]张献辉.黄土地区大直径桩竖向承载力试验研究[D].西安:西安建筑科技大学,1995.
[19]张献辉,高永贵.自重湿陷性黄土中大直径桩荷载传递机理试验研究[J].西安建筑科技大学学报.1996,28(4):467-471
[20]黄雪峰,孙树勋,徐毅明等.大厚度自重湿陷性黄土场地人工成孔灌注桩负摩阻力沿桩身传递特征[A].韩丽霞,莫庸.甘肃省土木建筑学会建会五十周年[C].甘肃省土木建筑学会,2002.144-150.
[21]冯忠居,谢永利,张宏光等.地面水对黄土地区桥梁桩基承载力影响试验研究[J].岩石力学与工程学报.2005,24(10):1758-1765.
[22]林新元.湿陷性黄土地区桥梁桩基承载力性状试验研究[D].西安,长安大学硕士论文,2004.
[23]李晋.黄土桩基桩土共同作用性状仿真与试验研究[D].西安,长安大学博士论文,2006.
[24]吴耀祖,赵锦明.齐静静.湿陷性黄土桩基负摩阻力的试验研究[A].第二届全国岩土与工程学术大 会论文集[C].2006,600-604.
[25]中华人民共和国行业标准编写组.建筑桩基技术规范(JGJ 94-94)[S].北京:中国建筑工业出版社,1995.
[26]孙军杰,王兰民,黄雪峰.黄土地基湿陷时桩的负摩阻力最大值出现深度研究[J].防灾减灾工程学报,2003,23(4):20-25.
[27]刘春玲.单桩负摩阻力形成机理及其时间效应研究[D].西安:长安大学,2003.
[28]魏成国.湿陷性黄土地基桩基湿陷负摩擦力计算与研究[[)].西安:西安理工大学,2006.
[29]龚晓南.复合地基[M].浙江大学出版社,1992.
[30]张晓健.桩基负摩阻力研究现状[J].地下空间与工程学报,2006(2):315-319.
[31]史佩栋.实用桩基工程手册[M].北京:中国建筑工业出版社,1999.
[32]何颐华,阂连太.湿陷性黄土地基桩的负摩阻力问题[J].建筑结构学报,1982,3(6):69-77.
[33]Johannessen J and Bjerrum L.Measurements of the.Compression of a Steel Pile to Rock due to Settlements of the Surrounding Clay[C],Proc 6th ICOSMFE.Canada 1965.(2):261-264.
[34]Seed,H.B.and Reese,L.G.,The action of soft clay along friction piles,ASCE,Transaction,1957,731-754.
[35]Poulos H G and Davis E H.Prediction of down drag forces in endearing piles[J].Journal of Geotechnical Engineering,ASCE.1975.101(2):189-204.
[36]Small J C.Finite element analysis of downdrag on piles.Proceeding of the 6~(th)International conference on numerical methods in geom.echanics.Innsbruck,1988:1109-1114
[37]魏汝龙.大面积填上对邻近桩基的影响[J].岩土工程学报,1982,4(2):132-137.
[38]王建华,陆建飞,沈为平.Biot固结理论在单桩负摩擦研究中的应用[J].岩土工程学报,2000,22(5):590-593.
[39]赵明华,邬龙刚,贺炜.桩基负摩阻力的时效分析[J].湖南科技大学学报,2005,120(3).
[40]陈福南,龚晓南,马时冬.桩的负摩阻力现场试验及三维有限元分析[J].建筑结构学报,2000,21(3):77-80.
[41]李光煜,汪彬.钢管桩负摩阻力及水平位移的测定[J].岩土力学,1988 9(2):89-97.
[42]张厚先.湿陷性黄土地基大直径单桩负摩阻力计算的试验研究[J].施工技术,1994,(9):36-38.
[43]李贵.关于桩侧负摩阻力的探讨[J].山西交通科技,2000,(1):26-27.
[44]朱百里,沈珠江.计算土力学[M],上海科学技术出版社,1990
[45]沈珠江.理论土力学[M],中国水利水电出版社,2000
[46]陈竹昌,曹名葆,张敏.Determination of the Load-Displacement Characteristics of Single Pile in Soft Soil[A],Proceeding of the International Conference on deep foundation,Beijing,Vol.1,1986
[47]曹汉志.桩的轴向荷载传递及荷载-沉降曲线的数值计算方法[J],岩土工程学报,1986,8(6):37-49
[48]周万欢.堆载固结过程中单桩负摩阻力性状研究[D],浙江大学,2005
[49]Mattes N S and Poulos H G Settlement of single compressible piles.[J]SMFD,ASCE,1969,95(1):189-207.
[50]Jeong S,Nonlinear three dimensional analysis of downdrag on pile groups[D].PhD thesis.Texas A & M University,1992
[51]Wong K S and Teh C I,Negative skin friction on piles in layered soil deposits,[J],Journal of Geotechnical Engineering ASCE,1995,121(6):457-465
[52]马时冬.桩身负摩阻力的现场测试与研究[J].岩土力学,1997,18(1):8-15.
[53]张炜,张苏民.我国黄土工程性质研究的发展[J].岩土工程学报,1995,17(6):80-88.
[54]关文章.湿陷性黄土工程性能新篇[M].西安:西安交通大学出版社,1992.
[55]刘东生等.黄土的物质成分和结构[M].北京:科学出版社,1966.
[56]郑晏武.中国黄土的湿陷性[M].北京:地质出版社,1982.
[57]李光煜.滑动测微计简介[J].岩土力学,1988,9(1):78-82.
[58]刘祖典.黄土力学与工程[M].西安:陕西科学技术出版社,1997.
[59]A.A.穆斯塔伐耶夫(著),张中兴(译),湿陷性黄土上地基与基础的计算[M],北京:水利电力出版社,1984.
[60]吕玉芳等.自重湿陷性黄土层预浸水处理的现场试验与设计.防渗技术,1991,第2期,17-25.
[61]刘保健,谢永利,于友成.黄土非饱和入渗规律原位试验研究,岩石力学与工程学报,2004,23(24),4156-4160.
[62]中华人民共和国行业标准编写组.铁路桥涵施工规范(TB 10218-2002)[S].北京:中国铁道出版社,2002.
[63]刘金砺.桩基础设计与计算[M].北京:中国建筑工业出版社,1990.
[64]唐家华,张玉坤.混凝土徐变的分析与研究[J].泰州职业技术学院学报.2005,5(6):24-26.
[65]Murayama S,Shibata T.The bearing capacity of a pile driven into soil and its new measuring method[J].Soil Found.,1960,1(2):2-11.
[66]Sharman F A.The anticipated and observed penetration resistance of some friction piles entirely in clay[A].Proe.5th Int.Conf.on Soil Mechanics and Foundation Engineering[C].Paris,France,1961,2:135-141.
[67]Yamagata K.The yield-bearing-capacity of bearing piles[A].Pro.Int.Conf.on Soil Mechanics and Foundation Engineering[C].Budapest,Hungary,1963.325-342.
[68]Bromham S B,Styles J R.An analysis of piles loading tests in a stiff clay[A].Proe.First Australian-New Zealand Conf.on Geomechanics[C].Melbourne,Australia,1971,1:256-253.
[69]Edil T B,Mochtar B.Creep response of model pile in clay[J].J.Geotech.Engng.,1988,114(11):1245-1260.
[70]Mochtar B,Edil T B.Shaft resistance of model pile in clay[J].J.Geotech.Engng.,1988,114(11):1227-1243.
[71]程泽海,陈云敏,夏建中.维持荷载作用下单桩沉降的时间效应[J].岩土力学.2006,27(9): 1571-1574.
[72]李光煜.滑动测微计简介[J].岩土力学,1988,9(1):77-82
[73]朱国甫,李光煜.确定桩侧摩阻力曲线的约束样条拟合方法[J].岩土力学,1994,15(3):1-8
[74]石怀清,章杰,茹伯勋,滑动测微技术在桩侧阻力测试中的应用与研究[J].岩土工程技术,No.4,2003:193-196
[75]韩佳明.桩基负摩阻力的计算研究[D].西安:西安科技大学,2004.
[76]张炜.黄土地基钻孔灌注桩荷载传递性状分析[J].西部探矿工程,1996,(8):60-64.
[77]龚晓南.高等土力学[M].杭州:浙江大学出版社,1996.
[78]刘祖典.黄土力学与工程[A].西安:陕西科学技术出版社.1997.
[79]张炜.隋国秀,黄土中钻孔灌注桩荷载传递性状的试验研究[A].岩土工程青年专家学术论坛文集[C].北京:中国建筑工业出版社,1998,173-181.
[80]《桩基工程手册》编委会.桩基工程手册.北京:中国建筑工业出版社,1995.
[81]钱家欢,殷宗泽.土工原理与计算(第二版),北京:中国水利电力出版社,1996.