全风化花岗岩边坡桩间土拱效应研究
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摘要
全风化花岗岩边坡在我国南方分布较广,这种边坡“保留或部分继承了原岩的结构面等其它岩体特征且未经二次堆积,稳定特性明显区别于均质土边坡及岩质边坡”,边坡介质多具有较高的摩擦角,在抗滑桩支挡下会形成较明显的土拱效应。
本文通过模型试验、数值模拟及理论分析方法研究该类边坡的土拱效应及其主要影响因素,得出了如下研究成果：
(1)通过现场调研,将全风化花岗岩边坡按边坡的结构组合特征分成四种类型,总结了该类边坡破坏方式的几种不同方式。
(2)提出研究土拱效应的常规物理模型试验方法并研制了试验仪器。通过模型试验研究和数值模拟相结合,得出了全风化花岗岩边坡的土拱效应特征及其影响因素。分析了土拱高度与桩间净距、桩宽、土体性质间的关系,认为土拱高度主要与桩间净距和土体内摩擦角有关；桩宽决定了拱体厚度,影响土拱拱体的强度,从而影响土拱效应；粘聚力对土拱高度影响不大,但影响土拱拱体强度,从而影响土拱效应的强弱。
(3)引入勃郎特-维西克(Prandtl-Vesic)地基承载力理论,提出了土拱的形状及土拱高度计算方法。土拱形状可认为是等腰三角形,得出其函数方程,在此基础上进行了全风化花岗岩边坡桩间土拱高度的计算,经与模型试验得出的拱高相比,证明该计算方法是可行的。
(4)依据试验结果指导全风化花岗岩边坡的桩与桩间结构物设计
Completely weathered granite residual soil slope has a wide distribution in the south of China.This slope retains or partly inherits other rock features,eg structural plane of the original rock,etc and without a secondary deposit, and also has stability characteristics that is significantly different from the homogeneous soil slope and rock slope. And has a high friction angle, the structural engineering Supporting and Retaining in the anti-slide piles will form soil arching effects.
This paper use model test, numerical simulation and theoretical analysis for study of soil arching effect of this slope and its main affecting factors research, results obtained are as followings:
(1) Based on-site survey,the completely decomposed granite residual soil slope can be divided into four types according to the slope structure assemblage characteristics, and summed up several different failure mode of this soil cutting slope type.
(2) Conventional physical model test method is proposed for soil arching effect study, and test instrument is developed. According to model experiments combined with numerical simulation study, the characteristics of completely decomposed granite residual soil slope arching effect and its impact factors is presented.Also the relationship between the soil arch height and pile spacing,pile width,soil properties is analyzed. The results indicated that soil arching height is maily affected by pile spacing and soil friction angle.while pile width determines the arch thickness which affecting the strength of soil-arch-arch body, thus affecting the strength of soil arching effect. Soil arching height is little affected by cohesion of the soil, but the soil-arch-arch body strength can be affected thus affecting the strength of soil arching effect.
(3) Based on the Bo Prandtl-Vesic foundation bearing capacity theory,the calculation method of soil arching shape and arching height is proposed.lt is confirmed that soil arch can be considered as an isosceles triangle shape, and its functional equation is presented. The height of soil arching in Completely weathered granite residual soil slope is calculated with this theory.Compared with the model test result, it is concluded that this method is feasible.
(4) Based on the experimental result,it can give euidance to the design of pile and structure between pile on the completely weathered granite slope.
本文通过模型试验、数值模拟及理论分析方法研究该类边坡的土拱效应及其主要影响因素,得出了如下研究成果：
(1)通过现场调研,将全风化花岗岩边坡按边坡的结构组合特征分成四种类型,总结了该类边坡破坏方式的几种不同方式。
(2)提出研究土拱效应的常规物理模型试验方法并研制了试验仪器。通过模型试验研究和数值模拟相结合,得出了全风化花岗岩边坡的土拱效应特征及其影响因素。分析了土拱高度与桩间净距、桩宽、土体性质间的关系,认为土拱高度主要与桩间净距和土体内摩擦角有关；桩宽决定了拱体厚度,影响土拱拱体的强度,从而影响土拱效应；粘聚力对土拱高度影响不大,但影响土拱拱体强度,从而影响土拱效应的强弱。
(3)引入勃郎特-维西克(Prandtl-Vesic)地基承载力理论,提出了土拱的形状及土拱高度计算方法。土拱形状可认为是等腰三角形,得出其函数方程,在此基础上进行了全风化花岗岩边坡桩间土拱高度的计算,经与模型试验得出的拱高相比,证明该计算方法是可行的。
(4)依据试验结果指导全风化花岗岩边坡的桩与桩间结构物设计
Completely weathered granite residual soil slope has a wide distribution in the south of China.This slope retains or partly inherits other rock features,eg structural plane of the original rock,etc and without a secondary deposit, and also has stability characteristics that is significantly different from the homogeneous soil slope and rock slope. And has a high friction angle, the structural engineering Supporting and Retaining in the anti-slide piles will form soil arching effects.
This paper use model test, numerical simulation and theoretical analysis for study of soil arching effect of this slope and its main affecting factors research, results obtained are as followings:
(1) Based on-site survey,the completely decomposed granite residual soil slope can be divided into four types according to the slope structure assemblage characteristics, and summed up several different failure mode of this soil cutting slope type.
(2) Conventional physical model test method is proposed for soil arching effect study, and test instrument is developed. According to model experiments combined with numerical simulation study, the characteristics of completely decomposed granite residual soil slope arching effect and its impact factors is presented.Also the relationship between the soil arch height and pile spacing,pile width,soil properties is analyzed. The results indicated that soil arching height is maily affected by pile spacing and soil friction angle.while pile width determines the arch thickness which affecting the strength of soil-arch-arch body, thus affecting the strength of soil arching effect. Soil arching height is little affected by cohesion of the soil, but the soil-arch-arch body strength can be affected thus affecting the strength of soil arching effect.
(3) Based on the Bo Prandtl-Vesic foundation bearing capacity theory,the calculation method of soil arching shape and arching height is proposed.lt is confirmed that soil arch can be considered as an isosceles triangle shape, and its functional equation is presented. The height of soil arching in Completely weathered granite residual soil slope is calculated with this theory.Compared with the model test result, it is concluded that this method is feasible.
(4) Based on the experimental result,it can give euidance to the design of pile and structure between pile on the completely weathered granite slope.
引文
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[15]Pieter A. Vermeer, Ankana Punlor, Nico Ruse, Arching effects behind a soldier Pile wall, Computer sand Geotechnies,2001 (28):379-396.
[16]张建华、谢强、张照秀,抗滑桩结构的土拱效应及其数值模拟[J],岩石力学与J二程学报,2004,23(4)：698-703.
[17]张建勋、陈福全、简洪钮,被动桩中土拱效应问题的数值分析[J],岩土力学,2004,25(2)：174-179.
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[23]赵建军、王思敬、尚彦军、岳中琦.全风化花岗岩抗剪强度影响因素分析[J].岩土力学.2005(Vol.26.No.4):624-628
[24]赵晓彦胡厚田用离心模型试验研究花岗岩边坡的破坏特性[J]工程地质学报2005／13(03)410-414
[25]赵晓彦类土质边坡特性及其锚固设计理论研究[D]西南交通大学博士论文
[26]Terzaghi.K., stability and stiffness of celluklar eofferdams, transaetions Asce 1945(110):2253.
[27]贾海莉王成华李江洪关于土拱效应的几个问题[J],西南交通大学学报,2003,38(4)：395-402.
[28]贾海莉、王成华、李江洪基于土拱效应的抗滑桩与护壁桩的桩间距分析工程地质学报2004／12(01)98-103
[29]厚美英,陆坤权.奇异的颗粒物质IJI.新材料产业.2001,(20)：26-38
[30]R. L. Handy The arch in soil arching Journal of Geotechnical Engineering ASCE 1985(3)302-318
[31]K. Harrop-Williams, Diseussion of "The arch in soil arching Journal of Geotechnical Engineering ASCE 1989 115(3):415-419.
[32]吴子树等 土拱的形成机理及存在条件的探讨[J]成都科技大学学报,1995(2)：15-19
[33]尤昌龙.加筋土中的土拱[J].路基工程,1996,(4)：47-51.
[34]Donaldl, Chen. Slopes tability analysis by the uP2 per bound approaeh: fundamentals And methods[J]. Canadian Geotechnieal Journal,1997 34(6):853-862.
[35]R. L. Handy The arch in soil arching Journal of Geotechnical Engineering ASCE 1985(3)302-318
[36]K. Harrop-Williams, Diseussion of "The arch in soil arching Journal of Getechnical Engineering ASCE 1989115(3):415-419.
[37]地质灾害防治工程设计规范(DB50/5028-2004)渝建发(2004)26号
[38]杨明 姚令侃 王广军 桩间土拱效应离心模型试验及数值模拟研究[J]岩土力学2008(3)817-822
[39]杨明 姚令侃 王广军 抗滑桩宽度与桩间距对桩间土拱效应的影响研究[J]岩土工程学报2207(10)1477-1482
[40]罗斌,胡厚田,卢才金等.清连公路沿线坡面冲刷研究报[J].中国地质害与防治学,2000,9(1)：48-51
[41]铁道部第二勘测设计院抗滑桩的设计与技术[M]北京：中国铁道出版社P1-2
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[2]栗茂田、年廷凯、赵少飞,土工建筑物与边坡工程研究进展评述(大会综述报告)[C],第九届全国土力学及岩土工程学术会议论文集,北京：清华大学出版社,2003：37-55.
[3]铁道部第二勘察设计院,抗滑桩设计与计算(第一版)[M],.北京：中国铁道出版社,1983.
[4]赵明阶、何光春、王多垠,边坡工程处置技术[M],北京：人民交通出版社,2003.
[5]殷跃平,长江三峡工程库区滑坡防治工程设计与施工技术规程[M],北京：地质出版社,2003.
[6]林宗元,岩土工程勘察设计手册[M],沈阳：辽宁科学技术出版社,1996.
[7]沈珠江,桩的抗滑阻力和抗滑桩的极限设计[J],岩土工程学报,1992,14(1)：51-55.
[8]常保平,抗滑桩的桩间土拱和临界间距问题探讨[J],滑坡文集第十三集,北京：中国铁道出版社,1997：73-78.
[9]王士川、陈立新,抗滑桩间距的下限解[J],工业建筑,1997,27(10)：32-36.
[10]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[J],山地学报,2001,19(6)：556-559.
[11]冯君、吕和林、王成华,普氏理论在确定抗滑桩间距中的应用[J],中国铁道科学,2003,24(6)：79-81.
[12]周德培肖世国等,边坡工程中抗滑桩合理桩间距的探讨,岩土工程学报[J],2004,26(1)：132-135.
[13)叶晓明、孟凡涛、许年春,土层水平卸荷拱的形成条件,岩石力学与工程学报[J],2002,21(5)：745-748.
[14]蒋良潍、黄润秋、蒋忠信,粘性土桩间土拱效应计算与桩间距分析,岩土力学[J],2006,27(3)：445-450
[15]Pieter A. Vermeer, Ankana Punlor, Nico Ruse, Arching effects behind a soldier Pile wall, Computer sand Geotechnies,2001 (28):379-396.
[16]张建华、谢强、张照秀,抗滑桩结构的土拱效应及其数值模拟[J],岩石力学与J二程学报,2004,23(4)：698-703.
[17]张建勋、陈福全、简洪钮,被动桩中土拱效应问题的数值分析[J],岩土力学,2004,25(2)：174-179.
[18]韩爱民、肖军华、梅国雄,被动桩中土拱形成机理的平面有限元分析[J],南京工业大学学报,2005,27(3)：89-93.
[19]Chen Chien-yuan, Numerieal analysis of slope stabilization eoncepts using piles[D], The University of Southern California,2001.
[20]魏克和,刘殿选.闽粤沿海花岗岩风化分带方法及地基承载力的研究[J].河海大学学报,199.7：76-84.
[21]翟阳、罗锦添、李悼芬.不排水条件下饱和全风化花岗岩填土的工程性能[J].烟台大学学报(自然科学与工程版).2002 (Vol.15. No.1):52-56
[22]陈晓明.广东沿海花岗岩风化剖面及其差异风化现象的特征分析[J].广东公路勘察设计,2002(2)：34-40
[23]赵建军、王思敬、尚彦军、岳中琦.全风化花岗岩抗剪强度影响因素分析[J].岩土力学.2005(Vol.26.No.4):624-628
[24]赵晓彦胡厚田用离心模型试验研究花岗岩边坡的破坏特性[J]工程地质学报2005／13(03)410-414
[25]赵晓彦类土质边坡特性及其锚固设计理论研究[D]西南交通大学博士论文
[26]Terzaghi.K., stability and stiffness of celluklar eofferdams, transaetions Asce 1945(110):2253.
[27]贾海莉王成华李江洪关于土拱效应的几个问题[J],西南交通大学学报,2003,38(4)：395-402.
[28]贾海莉、王成华、李江洪基于土拱效应的抗滑桩与护壁桩的桩间距分析工程地质学报2004／12(01)98-103
[29]厚美英,陆坤权.奇异的颗粒物质IJI.新材料产业.2001,(20)：26-38
[30]R. L. Handy The arch in soil arching Journal of Geotechnical Engineering ASCE 1985(3)302-318
[31]K. Harrop-Williams, Diseussion of "The arch in soil arching Journal of Geotechnical Engineering ASCE 1989 115(3):415-419.
[32]吴子树等 土拱的形成机理及存在条件的探讨[J]成都科技大学学报,1995(2)：15-19
[33]尤昌龙.加筋土中的土拱[J].路基工程,1996,(4)：47-51.
[34]Donaldl, Chen. Slopes tability analysis by the uP2 per bound approaeh: fundamentals And methods[J]. Canadian Geotechnieal Journal,1997 34(6):853-862.
[35]R. L. Handy The arch in soil arching Journal of Geotechnical Engineering ASCE 1985(3)302-318
[36]K. Harrop-Williams, Diseussion of "The arch in soil arching Journal of Getechnical Engineering ASCE 1989115(3):415-419.
[37]地质灾害防治工程设计规范(DB50/5028-2004)渝建发(2004)26号
[38]杨明 姚令侃 王广军 桩间土拱效应离心模型试验及数值模拟研究[J]岩土力学2008(3)817-822
[39]杨明 姚令侃 王广军 抗滑桩宽度与桩间距对桩间土拱效应的影响研究[J]岩土工程学报2207(10)1477-1482
[40]罗斌,胡厚田,卢才金等.清连公路沿线坡面冲刷研究报[J].中国地质害与防治学,2000,9(1)：48-51
[41]铁道部第二勘测设计院抗滑桩的设计与技术[M]北京：中国铁道出版社P1-2
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