双排抗滑桩抗滑机理的研究
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摘要
作为一种有效的工程措施,抗滑桩在边坡加固工程、滑坡地质灾害防治中得到了广泛应用。然而,由于问题的复杂性,关于抗滑桩的工作机理、桩-土相互作用规律等问题并没有很好地解决,其设计理论与计算方法,还处于半经验半理论的不成熟阶段,特别是对于双排抗滑桩的研究,落后于工程实践。
本论文的主要目的是研究双排抗滑桩的作用机理,计算采用Abaqus有限元软件,滑体假定为理想弹塑性材料,并服从Mohr-Coulomb屈服准则,滑带简化为接触面,作为接触问题采用罚函数方法求解。根据计算结果,分析了前、后桩在不同排距、不同抗弯刚度时,桩的弯矩、剪力等内力的变化规律、滑坡推力在两桩上的分配比率。并应用上述研究成果,对一实际工程的抗滑桩进行了设计计算。
通过研究得到以下主要结论:
1.有限元法可较为合理地解决前排、后排桩受力分配的问题,这是传统计算方法达到的。
2.排距的变化影响弯矩、剪力和推力的大小。但不影响内力沿桩的分布形态。
3.前、后桩相同刚度时,通常后排桩所承受的推力、内力较前排桩大,且随排距的增大而减小,而前排桩的推力随排距的增大而增大。
4.前、后排桩刚度分别变化时,刚度变化的桩自身弯矩、推力增大且变化明显,而另外一排桩弯矩、推力减小。
As a kind of enginnering measure, anti-slide pile has obtained widely application in slope reinforcement engineering and treatment of landslide geological disasters. However, there are many problems corcerning the mechanics of anti-slide pile such as the interaction effect between pile and soil to be sloved . The design of anti-slide piles has to depend on the experience of the engineerers, especially in the design of double row piles.The main aim of this paper is to study the mechanism of double row piles. The software of Abaqus was used for the finite element calculation. Elasto-plastic model following Mohr-Coulomb law was employed for the sliding body, and the slip band was taken as contact interface. Taken as contact problem, the problem was sloved with penalty function method. The influences of spacing between fore row and after row piles, the size of piles on the thrust force and internal forces of piles were analyzed. Finally, the resluts of the research were demonstrated to design an double row anti-slide piles. Following conclusions are obtained :
1. The thrust force and internal forces of piles can by solved with FEM more exactly than the conventional calculating method in present design.
2. The spacing between fore and after piles has more influences on the magnitude of internal forces and thrust force of the piles, less influences on the distributing form of them.
3. Generally, under the condition of same sizes for the fore and after piles, the internal forces and thrust force of the after pile are larger than those of the fore pile and the forces of after pile will decrease as the spacing increase.
4. The variation of the sizes of pile will change the forces of pile itself more prominently than those of pile at the other row.
本论文的主要目的是研究双排抗滑桩的作用机理,计算采用Abaqus有限元软件,滑体假定为理想弹塑性材料,并服从Mohr-Coulomb屈服准则,滑带简化为接触面,作为接触问题采用罚函数方法求解。根据计算结果,分析了前、后桩在不同排距、不同抗弯刚度时,桩的弯矩、剪力等内力的变化规律、滑坡推力在两桩上的分配比率。并应用上述研究成果,对一实际工程的抗滑桩进行了设计计算。
通过研究得到以下主要结论:
1.有限元法可较为合理地解决前排、后排桩受力分配的问题,这是传统计算方法达到的。
2.排距的变化影响弯矩、剪力和推力的大小。但不影响内力沿桩的分布形态。
3.前、后桩相同刚度时,通常后排桩所承受的推力、内力较前排桩大,且随排距的增大而减小,而前排桩的推力随排距的增大而增大。
4.前、后排桩刚度分别变化时,刚度变化的桩自身弯矩、推力增大且变化明显,而另外一排桩弯矩、推力减小。
As a kind of enginnering measure, anti-slide pile has obtained widely application in slope reinforcement engineering and treatment of landslide geological disasters. However, there are many problems corcerning the mechanics of anti-slide pile such as the interaction effect between pile and soil to be sloved . The design of anti-slide piles has to depend on the experience of the engineerers, especially in the design of double row piles.The main aim of this paper is to study the mechanism of double row piles. The software of Abaqus was used for the finite element calculation. Elasto-plastic model following Mohr-Coulomb law was employed for the sliding body, and the slip band was taken as contact interface. Taken as contact problem, the problem was sloved with penalty function method. The influences of spacing between fore row and after row piles, the size of piles on the thrust force and internal forces of piles were analyzed. Finally, the resluts of the research were demonstrated to design an double row anti-slide piles. Following conclusions are obtained :
1. The thrust force and internal forces of piles can by solved with FEM more exactly than the conventional calculating method in present design.
2. The spacing between fore and after piles has more influences on the magnitude of internal forces and thrust force of the piles, less influences on the distributing form of them.
3. Generally, under the condition of same sizes for the fore and after piles, the internal forces and thrust force of the after pile are larger than those of the fore pile and the forces of after pile will decrease as the spacing increase.
4. The variation of the sizes of pile will change the forces of pile itself more prominently than those of pile at the other row.
引文
[1]吴恒立.计算推力桩的综合刚度原理和双参数法(第2版).北京:人民交通出版社,2000
[2]铁道部第二勘测设计院.抗滑桩设计与计算.北京:中国铁道出版社,1983
[3]戴自航.抗滑桩滑坡推力和桩前滑体抗力分布规律的研究.岩石力学与工程学报,2002(4):517-521
[4]张利洁,唐辉明,聂文波.抗滑桩设计推力计算探讨.三峡大学学报,2002(6):490-492
[5]戴自航,彭振斌.地基系数法在岩体抗滑桩内力计算中的应用.湖南大学学报,2002(1):111-118
[6]戴自航,沈蒲生,彭振斌.弹性抗滑桩内力计算新模式及其有限差分解法.土木工程学报,2003(4):99-104
[7]杨佑发.弹性抗滑桩内力计算的(?)差分“m-k”法.重庆建筑大学学报,2002(1):13-18
[8]戴自航,沈蒲生,张建伟.水平梯形分布荷载桩双参数法的数值解.岩石力学与工程学报,2004(15):2632-2638
[9]张友良,陈从新,夏元友.杆件有限单元法在抗滑桩设计中的应用研究.中国地质灾害与防治学报,2000(1):37-40
[10]胡庆安,夏水旭,赵子胜.抗滑桩滑坡治理工程数值模拟研究.长安大学学报,2003(4):8-12
[11]张友良,冯夏庭,范建海,方晓睿.抗滑桩与滑坡体相互作用的研究.岩石力学与工程学报,2002(6):839-842
[12]吴恒立.推力桩计算方法的研究.土木工程学报,1995(2):20-28
[13]吴恒立.推力桩非线性全过程分析及控制性设计.重庆交通学院学报,2000(2):77-82
[14]王湛,刘冰花.双排桩计算方法探讨.东北地震研究,2001(2):104-110
[15]刘鸿.双排抗滑桩计算方法研究.西南交通大学硕士论文,2007
[16]刘小丽.新型桩锚结构设计计算理论研究.西南交通大学博士论文,2003
[17]何颐华,杨斌.双排护坡桩试验与计算的研究.建筑结构报.1996(2):58-66
[18]郑刚,李欣,刘畅,高喜峰.考虑桩土相互作用的双排桩分析.建筑结构学报,2004(1):99-106
[19]杨涟,胡岱文,张永涛.桩土共同作用机理的初步试验研究.地下空间,2004(3):344-349
[20]王成华,陈水波,林立相.抗滑桩间土拱特性及最大桩间距分析.山地学报,2001(6):556-559
[21]王士川,陈立新.抗滑桩间距的下限解.工业建筑,1997(10):32-36
[22]周翠英,刘柞秋,尚伟,陈恒,温少荣.门架式双排桩抗滑桩设计计算新模式.岩土力学,2005(3):441-449
[23]贺建清.弹性抗滑桩设计中几个问题的探讨.岩石力学与工程学报,1999(5):497-502
[24]周国然.新型双排桩结构桩-土共(?)作用理论与应用.上海同济大学博士论文,2003
[25]李广信.高等土力学.北京:清华大学出版社,2005
[26]潘家铮.建筑物的抗滑稳定和滑坡分析.北京:水利出版社,1980
[27]郑颖人.岩土塑性力学原理.北京:中国建筑工业出版社,2002
[28]蔡美峰.岩石力学与工程.北京:科学出版社,2002
[29]罗冲.三峡库区重庆市万州区近水平地层滑坡成因机理研究.中国地质大学硕士论文,2006
[30]董必昌,邱红胜.双排桩(?)边坡稳定影响分析的仿真研究.武汉理工大学学报,2007(3):503-505
[31]朱伯芳.有限单元法原理及应用(第二版).北京:中国水利水电出版社,1998
[32]江见鲸等.混凝土结构有限元分析.北京:清华大学出版社,2005
[33]古浩.边坡稳定及抗滑桩加固研究.河海大学硕士论文,2006
[34]李海光等.新型支挡结构设计与工程实例.北京:人民交通出版社,2004
[35]朱百里.计算土力学.上海:上海科学技术出版社,1990
[36]赵尚毅,郑颖人.用有限单元强度折减法求边坡稳定安全系数.岩土工学报,2002(3):343-346
[37]周德培.工程岩体力学.成都:西南交通大学出版社,1999
[38]Sharmajs,Boloton M D.Centrifugalal and numberical modeling of reinforced embankment on soft clay installed with wick drains.Geotextiles and Geomembranes,2001,19,23-44
[39]龚小南主编.土工计算机分析原理.北京:中国建筑工业出版社,2000
[40]连镇营,韩国城,孔宪京.强度折减有限元法开挖边坡的稳定性.岩土工学报,2001(4):407-411
[41]Andraws,K.Z.etal.Tension resistent inclusions in soils,J.Geotech.Div.ASCE,1980,106(12):1313-1326
[42]Gourc J P.Design of fabric retaining walls:"displacement method".Proc of the 3rd Inter Cont ofGeotextiles,Au 1986:1067-1072
[43]石亦平,周玉蓉.ABAQUS有限元分析实例详解.机械工业出版社.2006
[44]王恭先等.滑坡学与滑坡防治技术.中国铁道出版社,2004
[45]李海光等.新型支挡结构设计与实例.人民交通出版社,2003
[46]ABAQUS Version 6.5 Documentation
[47]S Murugesan,M D Mukesh,Geogrid Reinforced Embankments.http://is2.dal.ca/～mmukesh/pubs/geogrid.pdf
[48](英)M.J.汤姆林森著.朱世杰译.桩的设计与施工,北京:人民交通出版社,1984
[49]杨晶.双排桩支护结构的数值分析.(硕士学位论文),天津:天津大学.2003
[50]韦世桌.公路路堑边坡滑坡治理.中南公路工程,2003(4):92-94
[51]沈军.抗滑桩设计与滑坡治理有限元分析.太原理工大学硕士学位论文,2007
[2]铁道部第二勘测设计院.抗滑桩设计与计算.北京:中国铁道出版社,1983
[3]戴自航.抗滑桩滑坡推力和桩前滑体抗力分布规律的研究.岩石力学与工程学报,2002(4):517-521
[4]张利洁,唐辉明,聂文波.抗滑桩设计推力计算探讨.三峡大学学报,2002(6):490-492
[5]戴自航,彭振斌.地基系数法在岩体抗滑桩内力计算中的应用.湖南大学学报,2002(1):111-118
[6]戴自航,沈蒲生,彭振斌.弹性抗滑桩内力计算新模式及其有限差分解法.土木工程学报,2003(4):99-104
[7]杨佑发.弹性抗滑桩内力计算的(?)差分“m-k”法.重庆建筑大学学报,2002(1):13-18
[8]戴自航,沈蒲生,张建伟.水平梯形分布荷载桩双参数法的数值解.岩石力学与工程学报,2004(15):2632-2638
[9]张友良,陈从新,夏元友.杆件有限单元法在抗滑桩设计中的应用研究.中国地质灾害与防治学报,2000(1):37-40
[10]胡庆安,夏水旭,赵子胜.抗滑桩滑坡治理工程数值模拟研究.长安大学学报,2003(4):8-12
[11]张友良,冯夏庭,范建海,方晓睿.抗滑桩与滑坡体相互作用的研究.岩石力学与工程学报,2002(6):839-842
[12]吴恒立.推力桩计算方法的研究.土木工程学报,1995(2):20-28
[13]吴恒立.推力桩非线性全过程分析及控制性设计.重庆交通学院学报,2000(2):77-82
[14]王湛,刘冰花.双排桩计算方法探讨.东北地震研究,2001(2):104-110
[15]刘鸿.双排抗滑桩计算方法研究.西南交通大学硕士论文,2007
[16]刘小丽.新型桩锚结构设计计算理论研究.西南交通大学博士论文,2003
[17]何颐华,杨斌.双排护坡桩试验与计算的研究.建筑结构报.1996(2):58-66
[18]郑刚,李欣,刘畅,高喜峰.考虑桩土相互作用的双排桩分析.建筑结构学报,2004(1):99-106
[19]杨涟,胡岱文,张永涛.桩土共同作用机理的初步试验研究.地下空间,2004(3):344-349
[20]王成华,陈水波,林立相.抗滑桩间土拱特性及最大桩间距分析.山地学报,2001(6):556-559
[21]王士川,陈立新.抗滑桩间距的下限解.工业建筑,1997(10):32-36
[22]周翠英,刘柞秋,尚伟,陈恒,温少荣.门架式双排桩抗滑桩设计计算新模式.岩土力学,2005(3):441-449
[23]贺建清.弹性抗滑桩设计中几个问题的探讨.岩石力学与工程学报,1999(5):497-502
[24]周国然.新型双排桩结构桩-土共(?)作用理论与应用.上海同济大学博士论文,2003
[25]李广信.高等土力学.北京:清华大学出版社,2005
[26]潘家铮.建筑物的抗滑稳定和滑坡分析.北京:水利出版社,1980
[27]郑颖人.岩土塑性力学原理.北京:中国建筑工业出版社,2002
[28]蔡美峰.岩石力学与工程.北京:科学出版社,2002
[29]罗冲.三峡库区重庆市万州区近水平地层滑坡成因机理研究.中国地质大学硕士论文,2006
[30]董必昌,邱红胜.双排桩(?)边坡稳定影响分析的仿真研究.武汉理工大学学报,2007(3):503-505
[31]朱伯芳.有限单元法原理及应用(第二版).北京:中国水利水电出版社,1998
[32]江见鲸等.混凝土结构有限元分析.北京:清华大学出版社,2005
[33]古浩.边坡稳定及抗滑桩加固研究.河海大学硕士论文,2006
[34]李海光等.新型支挡结构设计与工程实例.北京:人民交通出版社,2004
[35]朱百里.计算土力学.上海:上海科学技术出版社,1990
[36]赵尚毅,郑颖人.用有限单元强度折减法求边坡稳定安全系数.岩土工学报,2002(3):343-346
[37]周德培.工程岩体力学.成都:西南交通大学出版社,1999
[38]Sharmajs,Boloton M D.Centrifugalal and numberical modeling of reinforced embankment on soft clay installed with wick drains.Geotextiles and Geomembranes,2001,19,23-44
[39]龚小南主编.土工计算机分析原理.北京:中国建筑工业出版社,2000
[40]连镇营,韩国城,孔宪京.强度折减有限元法开挖边坡的稳定性.岩土工学报,2001(4):407-411
[41]Andraws,K.Z.etal.Tension resistent inclusions in soils,J.Geotech.Div.ASCE,1980,106(12):1313-1326
[42]Gourc J P.Design of fabric retaining walls:"displacement method".Proc of the 3rd Inter Cont ofGeotextiles,Au 1986:1067-1072
[43]石亦平,周玉蓉.ABAQUS有限元分析实例详解.机械工业出版社.2006
[44]王恭先等.滑坡学与滑坡防治技术.中国铁道出版社,2004
[45]李海光等.新型支挡结构设计与实例.人民交通出版社,2003
[46]ABAQUS Version 6.5 Documentation
[47]S Murugesan,M D Mukesh,Geogrid Reinforced Embankments.http://is2.dal.ca/～mmukesh/pubs/geogrid.pdf
[48](英)M.J.汤姆林森著.朱世杰译.桩的设计与施工,北京:人民交通出版社,1984
[49]杨晶.双排桩支护结构的数值分析.(硕士学位论文),天津:天津大学.2003
[50]韦世桌.公路路堑边坡滑坡治理.中南公路工程,2003(4):92-94
[51]沈军.抗滑桩设计与滑坡治理有限元分析.太原理工大学硕士学位论文,2007