h型抗滑桩力学机理及其工程应用研究
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摘要
滑坡灾害严重威胁人类生命财产安全，阻碍了社会经济建设的发展。科学合理地评价边坡稳定性、安全可靠的设计边坡加固工程已成为我国基础设施建设过程中的一个热点和难点。双排抗滑桩作为一种新型的支挡结构，其力学机理比单排桩相对复杂，而目前有关双排桩的研究主要集中在基坑工程中的双排支护桩，对应用于边坡支护的双排抗滑桩的研究相对缺乏。h型抗滑桩是双排门架式抗滑桩的改进形式，其力学机理与门架式双排桩也不尽相同，理论研究已落后于工程实践。本文将采用理论分析、模型试验、数值模拟结合工程应用等方法对h型抗滑桩的力学机理进行研究。主要研究内容及成果如下：
①系统分析h型抗滑桩所承受的坡体压力和结构计算模式，重点对滑坡推力计算的传递系数法和有限元强度折减法及结构内力计算的前后桩计算模型和上下部计算模型进行了阐述，分析各种方法的优缺点，提出了滑坡推力和结构计算的建议方法，同时提出刚性抗滑桩锚固段内力计算的悬臂梁法。然后针对半坡h型抗滑桩提出采用桩周地层极限承载力和桩前岩土体抗剪承载力共同确定锚固深度的原则，并推导了满足抗剪承载力要求的验算公式。
②针对目前仅仅根据地层性质来确定滑坡推力分布形式的情况，在室内进行不同排距和不同锚固深度的h型抗滑桩模型试验。结果表明，滑坡推力的分布形式还跟桩体抵抗侧向变形的能力有关，得出了粘聚力较大地层中h型抗滑桩所受坡体压力分布形式的变化规律，并推导了相应分布形式的压力分布函数。
③在室内模型试验的基础上，对h型抗滑桩与滑坡体的相互作用机制进行数值模拟研究，分析了抗滑桩与桩周及桩间岩土体共同抵抗滑坡推力的力学机理，提出了h型桩抗滑工程的设计建议。
④为优化h型抗滑桩设计，采用有限元方法建立数值计算模型，通过变化桩体参数分析排距、悬臂长度、后桩锚深、前桩锚深、横梁相对刚度对h型抗滑桩承载性能的影响，并提出相应的优化设计建议值。
⑤针对景星矿排土场的地质条件，根据极限分析上限定理推导层状土坡稳定性安全系数计算公式。然后对比分析单排桩、无连接双排桩、h型抗滑桩的承载性能，建议采用h型抗滑桩进行加固。最后对加固后边坡的稳定性、h型抗滑桩承载性能和锚固深度进行分析，验证了优化设计结果的可靠性。
The landslide disasters threaten the life and property safety, hindered the development of social economics. Scientific and rational evaluation of slope stability, safe and reliable design of slope reinforcement engineering is still a difficult point in the process of infrastructure construction. Double row anti-sliding piles as a new type of retaining structure, its mechanical mechanism is relatively complex than single row pile, and the research about retaining piles in foundation pit engineering is more than anti-sliding piles in slope supporting. The mechanical mechanism of h-type anti-sliding piles as improved form of portal double row piles is different with it, and its theoretical research has lagged behind the practice. In this paper, the mechanical mechanism of h-type anti-sliding piles will be studied by theory analysis, model test, numerical simulation and engineering application. The main works and achievements of the thesis can be drawn as follows:
①The slope pressure acting on h-type anti-sliding piles and structure calculation model are analyzed systematically. Transfer coefficient method and strength reduction FEM for landslide thrust calculation, fore-back pile calculation model and up-down part calculation model for structure calculation are described, and the best mothed is put forward based on analyzing the advantage and disadvantage of different methods. Then, cantilever beam method for computing the internal force of rigid anti-sliding pile anchorage section is put forward. Finally, the principal for anchorage depth design of half-slope h-type anti-sliding piles is suggested, in which the anchorage depth must meet the requirements of ultimate bearing capacity and shear bearing capacity. Then the check formula for meet shear bearing capacity is proposed.
②Now, the distribution of landslide thrust is according to stratum properties only, this is not true in reality. Therefore, the model test of h-type anti-sliding piles with different row distance and anchorage depth was performed. The results show that the distribution of landslide thrust is related to pile's resistance ability of lateral deformation, variation of slope preesure acting on h-type anti-sliding piles is concluded, and the corresponding pressure distribution function is presented.
③Based on the model test, interaction mechanism between h-type anti-sliding piles and landslide is studied by numerical simulation. The landslide thrust resistance mechanism of anti-sliding piles and rock-soil mass around pile is analized, and the design proposals of h-type anti-sliding piles is suggestted.
④In order to optimize the h-type anti-slide piles, the influence of pile parameters to performance of h-type anti-sliding piles are analyzed based on numerical simulation. The row distance, cantilever length, anchorage depth of back pile, anchorage depth of fore pile and relative rigidity of crossbeam are analyzed emphatically, and the corresponding suggested values are given.
⑤According to the geological conditions of Jing-Xing mine dump slope project. Firstly, the safety factor formula for layered soil slop is proposed based on upper-bound theorem of limit analysis. Then, the bearing capacity of single row pile, unconnected double-row piles and h-type anti-sliding piles are compared, and the h-type anti-sliding piles is proved suitable for this project. Finally, the stability of strengthened slope, bearing capacity mechanism of h-type piles and anchorage depth are analyzed, it shows that the optimization design is reliable.
①系统分析h型抗滑桩所承受的坡体压力和结构计算模式，重点对滑坡推力计算的传递系数法和有限元强度折减法及结构内力计算的前后桩计算模型和上下部计算模型进行了阐述，分析各种方法的优缺点，提出了滑坡推力和结构计算的建议方法，同时提出刚性抗滑桩锚固段内力计算的悬臂梁法。然后针对半坡h型抗滑桩提出采用桩周地层极限承载力和桩前岩土体抗剪承载力共同确定锚固深度的原则，并推导了满足抗剪承载力要求的验算公式。
②针对目前仅仅根据地层性质来确定滑坡推力分布形式的情况，在室内进行不同排距和不同锚固深度的h型抗滑桩模型试验。结果表明，滑坡推力的分布形式还跟桩体抵抗侧向变形的能力有关，得出了粘聚力较大地层中h型抗滑桩所受坡体压力分布形式的变化规律，并推导了相应分布形式的压力分布函数。
③在室内模型试验的基础上，对h型抗滑桩与滑坡体的相互作用机制进行数值模拟研究，分析了抗滑桩与桩周及桩间岩土体共同抵抗滑坡推力的力学机理，提出了h型桩抗滑工程的设计建议。
④为优化h型抗滑桩设计，采用有限元方法建立数值计算模型，通过变化桩体参数分析排距、悬臂长度、后桩锚深、前桩锚深、横梁相对刚度对h型抗滑桩承载性能的影响，并提出相应的优化设计建议值。
⑤针对景星矿排土场的地质条件，根据极限分析上限定理推导层状土坡稳定性安全系数计算公式。然后对比分析单排桩、无连接双排桩、h型抗滑桩的承载性能，建议采用h型抗滑桩进行加固。最后对加固后边坡的稳定性、h型抗滑桩承载性能和锚固深度进行分析，验证了优化设计结果的可靠性。
The landslide disasters threaten the life and property safety, hindered the development of social economics. Scientific and rational evaluation of slope stability, safe and reliable design of slope reinforcement engineering is still a difficult point in the process of infrastructure construction. Double row anti-sliding piles as a new type of retaining structure, its mechanical mechanism is relatively complex than single row pile, and the research about retaining piles in foundation pit engineering is more than anti-sliding piles in slope supporting. The mechanical mechanism of h-type anti-sliding piles as improved form of portal double row piles is different with it, and its theoretical research has lagged behind the practice. In this paper, the mechanical mechanism of h-type anti-sliding piles will be studied by theory analysis, model test, numerical simulation and engineering application. The main works and achievements of the thesis can be drawn as follows:
①The slope pressure acting on h-type anti-sliding piles and structure calculation model are analyzed systematically. Transfer coefficient method and strength reduction FEM for landslide thrust calculation, fore-back pile calculation model and up-down part calculation model for structure calculation are described, and the best mothed is put forward based on analyzing the advantage and disadvantage of different methods. Then, cantilever beam method for computing the internal force of rigid anti-sliding pile anchorage section is put forward. Finally, the principal for anchorage depth design of half-slope h-type anti-sliding piles is suggested, in which the anchorage depth must meet the requirements of ultimate bearing capacity and shear bearing capacity. Then the check formula for meet shear bearing capacity is proposed.
②Now, the distribution of landslide thrust is according to stratum properties only, this is not true in reality. Therefore, the model test of h-type anti-sliding piles with different row distance and anchorage depth was performed. The results show that the distribution of landslide thrust is related to pile's resistance ability of lateral deformation, variation of slope preesure acting on h-type anti-sliding piles is concluded, and the corresponding pressure distribution function is presented.
③Based on the model test, interaction mechanism between h-type anti-sliding piles and landslide is studied by numerical simulation. The landslide thrust resistance mechanism of anti-sliding piles and rock-soil mass around pile is analized, and the design proposals of h-type anti-sliding piles is suggestted.
④In order to optimize the h-type anti-slide piles, the influence of pile parameters to performance of h-type anti-sliding piles are analyzed based on numerical simulation. The row distance, cantilever length, anchorage depth of back pile, anchorage depth of fore pile and relative rigidity of crossbeam are analyzed emphatically, and the corresponding suggested values are given.
⑤According to the geological conditions of Jing-Xing mine dump slope project. Firstly, the safety factor formula for layered soil slop is proposed based on upper-bound theorem of limit analysis. Then, the bearing capacity of single row pile, unconnected double-row piles and h-type anti-sliding piles are compared, and the h-type anti-sliding piles is proved suitable for this project. Finally, the stability of strengthened slope, bearing capacity mechanism of h-type piles and anchorage depth are analyzed, it shows that the optimization design is reliable.
引文
[1]陈祖煜.土质边坡稳定分析—原理·方法·程序[M].北京：中国水利水电出版社,2003.
[2]段喜明,王治国,宋震勇,等.安太堡露天煤矿南排土场滑坡体稳定性及治理[J].土壤侵蚀与水土保持学报,1999,5(1)：86-91.
[3]邓世学.太和铁矿排土场滑坡分析及治理措施[J].有色矿冶,2002,18(4)：79.
[4]马惠民,王恭先,周德培编著.山区高速公路高边坡病害防治实例[M].北京：人民交通出版社,2006.
[5]Ausilio.E, Conte.E, Dente.G. Stability analysis of slopes reinforced with piles[J]. Computers and Geotechnics,2001,28(8):591-611.
[6]Chow Y. K. Analysis of piles used for slope stabilization[J]. International Journal for Numerical and Analysis methods in Geotechnics,1996,20(9):635-646.
[7]San-Shyan Lin, Jen-Cheng Liao. Lateral response evaluation of single piles using inclinometer data[J]. Journal of Geotechnical and Geoenviromental Engineering,2006,132(12):1566-1573.
[8]Begemann H-K S, DeLeeuw EH. Horizontal earth pressures on piles as a result of nearby soil fills[C]. Proc.5th ECSMFE. Madrid.1972,1:3-9.
[9]魏作安,李世海,赵颖.底端嵌固桩与滑体相互作用的物理模型试验研究[J].岩土力学,2009，30(8)：2259-2263.
[10]戴自航,张晓咏,邹胜堂,等.现场模拟水平分布式滑坡推力的抗滑桩试验研究[J].岩土工程学报,2010,32(10)：1515-1518.
[11]T ItoJ, T Matsui. Methods to estimate lateral force acting on stabilizing piles[J]. Soil and Foundations,1975,15(4):43-59.
[12]T Ito, T Matsui, W P Hong. Design method for stabilizing analysis of the slope with landing pile[J]. Soil and Foundations,1979,19(4):43-57.
[13]T Ito, T Matsui, W P Hong. Design method for stabilizing piles against landslide one row of piles [J]. Soil and Foundations,1981,21(1):21-37.
[14]许江波,郑颖人,赵尚毅,等.有限元与极限分析法计算桩后推力的分析与比较[J].岩土工程学报,2010,32(9)：1380-1385.
[15]肖世国.似土质边(滑)坡抗滑桩后滑坡推力分布模式的近似理论解析[J].岩土工程学报,2010,32(1)：120-123.
[16]Cheng Jian-jun. Performance study on three methods for landslide thrust[C]. Proceedings of the International Symposium on Geomechanics and Geotechnics:From Micro to Macro,2011,(2):1011-1019.
[17]Tan Y K. Abutment failures associated with approach embankments on soft clay[C]. Proc. Sarawak Geotechnical Symp, Kuching,1988:19-31.
[18]杨涛,周德培,张俊云,等.抗滑桩滑坡推力分布形式的计算确定[J].岩土工程学报,2006，28(3)：322-326.
[19]Matsui T, Hong W P., Ito T. Earth pressure on piles in a row due to lateral soil movements[J]. Soils and Foundations,1982,22(2):71-81.
[20]Poulos H G. Analysis of piles in soil undergoing lateral movement[J]. JSMFD ASCE1973,99(SMS):391-406.
[21]Wenz K P. Large scale tests for determination of lateral loads on piles in soft cohesive soils [C]. Proc8th Int. Conf. on soil mech and Found. Eng, Moscow,1973,110-116.
[22]聂文波,张利洁,胡江运.滑坡治理中抗滑桩设计推力计算探讨[J].岩石力学与工程学报,2004,23(增2)：5050-5052.
[23]林峰,黄润秋.滑坡推力计算的改进Janbu法[J].工程地质学报,2000,8(4)：493-496.
[24]Chen L T, Poulos H G. Piles Subjected to Lateral Soil Movements[J]. Journal of Geotechnical and Geoenvironmental Engineering,1997,123(9):802-809.
[25]赵明华,邬龙刚,刘建华.基于p-y曲线法的承重阻滑桩内力及位移分析[J].岩石力学与工程学报,2007,26(6)：1220-12250.
[26]Stewart D P. Lateral loading of piled bridge abutments due to embankment construction[D]. PhD thesis, University of Western Australia,1992.
[27]Poulos H G. Analysis of piles in soil undergoing lateral movement[J]. JSMFD. ASCE,1973,99(SM5):391-406.
[28]Lee C Y, Hull T S, Poulos H G. Simplified Pile-slope Stability Analysis[J]. Computers and Geotechnics,1995,17(1):1-16.
[29]胡晓军,谭晓惠.弹性抗滑桩全桩内力计算的地基反力荷载法[J].岩土力学,2010,31(1)：299-303.
[30]Cai F, Ugai K. Numerical analysis of the stability of a slope reinforced with piles [J]. Soils and Foundations,2000,40(1):73-84.
[31]陈昌富,肖淑君.加权残值法在抗滑桩全桩内力计算中的应用[J].水文地质工程地质,2008(4)：75-79.
[32]Fan Qiu-yan, Wang Mei-qian, Xu Sheng-cai. Calculation on the internal force of deeply buried anti-slide pile by using finite difference method based on the m-k type method[c]:3rd International Conference on Mechanical and Electronics Engineering,2011.
[33]Springman S M. Lateral loading of piles due to embankment construction[D]. Mphil thesis, University of Cambridge,1984.
[34]年廷凯,栾茂田,郑德凤,等.考虑边坡内孔隙水压力效应的抗滑桩简化分析方法[J]. 岩土力学,2008,29(4)：1067-1071.
[35]Guo Lei, Fu He-lin, Tan Han-hua. Deformation calculation of variable cross-section anti-slide piles[J]. Electronic Journal of Geotechnical Engineering,2010,(15):1295-1305.
[36]Carter J P. A numerical method for pile deformations due to nearby surface loads[A]. Proc.4th Int. Conf. Numer Mech [C]. Edmonton,1982(2):811-817.
[37]刘英朴,门玉明,蔺兴森,等.锚杆抗滑桩内力计算的初参数法研究[J].水文地质工程地质,2005,(6)：57-60.
[38]Reese L C, Cox W R, Koop F D. Analysis of Laterally Loaded Piles in sand[A]. Proc.7th Offshore Tech. Confa, Houston, Paper OTC2312-1975:671-690.
[39]戴自航,沈蒲生,彭振斌.预应力锚固抗滑桩内力计算有限差分法研究[J].岩石力学与工程学报,2003,22(3)：407-413.
[40]郑颖人,雷文杰,赵尚毅,等.抗滑桩设计中的两个问题[J].公路交通科技,2005,22(6)：46-51.
[41]周德培,肖世国,夏雄.边坡工程中抗滑桩合理桩间距的探讨[J].岩土工程学报,2004,26(1)：132-135.
[42]张永兴,董捷,文海家,等.考虑自重应力的悬臂式抗滑桩三维土拱效应及合理间距研究[J].中国公路学报,2009,22(2)：18-25.
[43]Liu Qiu-sheng, Liu Dong-feng. Study on embedded pile length in slope reinforced [J]. Applied Mechanics and Materials,2012,(105):1497-1504.
[44]LI S J, Chen J, Feng X T. Analytic solution to soil arching effect and its application based on interaction of slope soils and piles[J]. Materials Research Innovations,2011,15(suppl):578-581.
[45]刘新荣,梁宁慧,瞿万波,等.基于遗传算法的抗滑桩优化设计[J].中国地质灾害与防治学报,2006,17(4)：42-45.
[46]赵明华,廖彬彬,刘思思.基于拱效应的边坡抗滑桩桩间距计算[J].岩土力学,2010,30(4)：1212-1217.
[47]王乾坤.抗滑桩的桩间土拱和临界间距的探讨[J].武汉理工大学学报,2005,27(8)64-68.
[48]周应华,周德培,冯君.推力桩桩间土拱几何力学特性及桩间距的确定[J].岩土力学,2006，27(3)：455-457.
[49]胡晓军,王建国.边坡加固工程中抗滑桩间距的确定[J].河海大学学报(自然科学版)2007，35(3)：330-333.
[50]欧阳辉,吴雪婷.一种抗滑桩优化设计方法在工程中的应用研究[J].固体力学学报,2008,29(专辑)：115-117.
[51]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[J].工程地质 学报,2004,12(1)：98-103.
[52]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.
[53]Poulos H G. Design of reinforcing piles to increase slope stability[J]. Canadian Geotechnical Journal,1995,32(5):808-818.
[54]高长胜,魏汝龙,陈生水.抗滑桩加固边坡变形破坏特性离心模型试验研究[J].岩土工程学报,2009,31(1)：145-148.
[55]Cai F, Ugai K. Numerical analysis of the stability of a slope reinforced with piles[J]. Soils and foundations.2000,40(1):73-84.
[56]李长冬,胡新丽,汤旻烨,等.二维黄金分割法在抗滑桩截面优化设计中的应用[J].地质科技情报,2007,26(5)：91-94.
[57]Won J, You K, Jeong S, et al. Coupled effects in stability analysis of pile-slope systems [J]. Computers and Geotechnics,2005,32(4):304-315.
[58]韦立德,杨春和,高长胜.基于三维强度折减有限元的抗滑桩优化探讨[J].岩土工程学报,2005,27(11)：1350-1352.
[59]陈富坚,谭景和,陈富强.抗滑桩设计参数的敏感性分析[J].桂林工学院学报,2006,26(3)：362-365.
[60]年廷凯,栾茂田.阻滑桩加固土坡稳定性分析的上限解法[J].岩土力学,2004,25(增2)：167-173.
[61]Wu Yan-zhi. Determination of the anchorage depth of rigid anti-slide piles based on biparameter method[J]. Advanced Materials Research,2011(233):2341-2345.
[62]叶鹏.半坡桩锚固深度的研究[D].成都：西南交通大学,2009.
[63]张文居,赵其华,刘晶晶.参数变异性对抗滑桩锚固深度可靠度的影响分析[J].水文地质工程地质,2006(3)：61-63.
[64]年廷凯,栾茂田,郑德凤,等.基于极限分析下限方法的抗滑桩锚固深度检算[J].武汉理工大学学报,2007,29(8)：82-86.
[65]陈昌富,肖淑君.基于加权残值法和统一强度理论抗滑桩合理锚固深度的确定方法[J].工业建筑,2009,39(1)：85-89.
[66]吴坤铭,王建国,谭晓慧.基于强度折减的边坡抗滑桩可靠性分析[J].工业建筑,2011,41(5)：99-103.
[67]胡晓军,王建国.基于强度折减的刚性抗滑桩锚固深度确定[J].土木工程学报,2007,40(1)：65-68.
[68]李靖,任伟中,陈浩,等.抗滑钢轨桩锚固深度的优化分析[J].矿业研究与开发,2009,29(5)：37-38.
[69]年廷凯,栾茂田,郑德凤,等.抗滑桩锚固深度的极限分析下限方法[J].水利学报,2007, 38(6)：743-748.
[70]胡晓军,吴延枝.抗滑桩锚固深度的可靠度与参数敏感性[J].河海大学学报(自然科学版),2011,39(1)：50-53.
[71]张文居,赵其华,刘晶晶.抗滑桩锚固深度的可靠性设计[J].岩土工程学报,2006,28(12)：2153-2155.
[72]周春梅,殷坤龙.三峡库区滑坡治理中抗滑桩锚固深度的研究[J].武汉理工大学学报,2006，28(2)：38-41.
[73]杨明辉,汪罗成,赵明华.考虑土拱效应的双排抗滑桩桩侧土压力计算[J].公路交通科技,2011,28(10)：12-17.
[74]周翠英,刘祚秋,尚伟,等.门架式双排抗滑桩设计计算新模式[J].岩土力学,2005,26(3)：441-444.
[75]钱同辉,唐辉明.双排门式抗滑桩的空间计算模型[J].岩土力学,2009,30(4)：1137-1141.
[76]陈曦,双排抗滑桩推力计算方法研究[D].成都：西南交通大学,2010.
[77]吕美君,晏鄂川.埋入式双排抗滑桩滑坡推力分配研究[J].岩石力学与工程学报,2005,24(增1)：4866-4871.
[78]孙勇,张广栋.双排抗滑桩的机理及工程应用[J].研究矿业研究与开发,2008,28(5)23-26.
[79]申永江,吕庆,尚岳全.桩排距对双排抗滑桩内力的影响[J].岩土工程学报,2008,30(7)：1033-1037.
[80]杨波,郑颖人,赵尚毅,等.双排抗滑桩在三种典型滑坡的计算与受力规律分析[J].岩土力学,2010,31(增1)：237-244.
[81]李航飞.延安黄土边坡双排桩支护结构力学性能研究[D].西安：长安大学,2010.
[82]周应华.门架式双排桩受力位移特性分析[J].铁道工程学报,2009,(6)：30-33.
[83]姚旭东.双排桩支挡结构试验与数值分析[D].成都：西南交通大学,2008.
[84]李腾.双排桩支护结构在高边坡工程中应用分析与研究[D].西安：长安大学,2010.
[85]刘鸣,黄华,韩冰,等.延安地区某边坡双排抗滑桩支护分析[J].长安大学学报(自然科学版),2011,31(2)：63-67.
[86]胡峰.基覆式滑坡中双排全长式与沉埋式抗滑桩受力规律研究[D].成都：西南交通大学,2010.
[87]熊治文,马辉,朱海东.全埋式双排抗滑桩的受力分布[J].路基工程,2002,(3)：5-11.
[88]李果.埋入式双排抗滑桩加固大型顺层滑坡体设计计算[D].成都：西南交通大学,2010.
[89]唐芬,郑颖人,杨波.双排抗滑桩的推力分担及优化设计[J].岩石力学与工程学报,2010,29(增1)：3162-3168.
[90]邓夷明.双排抗滑桩抗滑机理的研究[D].成都：西南交通大学,2008.
[91]祁斌,常波,吴益平.双排抗滑桩滑坡推力分配影响因素分析[J].工程地质学报,2011, 19(3)：359-363.
[92]WANG Zi-han, ZHOU Jian. Three-dimensional numerical simulation and earth pressure analysis on double-row piles with consideration of spatial effects[J]. Journal of Zhejiang University:Science A,2011,12(10):758-770.
[93]李俊飞.双排埋入式抗滑桩工作机理分析与研究[D].重庆：重庆大学,2009.
[94]马清文,宋书志,孔纪名.双排抗滑桩中单桩侧向承载实验[J].地质灾害与环境保护2011，22(3)：78-83.
[95]XIAO Shi-guo, YANG Jing. Internal forces of double-row pile slope stabilization systems influenced by of pile row separation[C]. Advanced Materials Research,2011International Conference on Structures and Building Materials, Guangzhou:Trans Tech Publications,127-132.
[96]申永江,孙红月,尚岳全,等.双排抗滑桩桩顶连接方式的优化设计[J].岩石力学与工程学报,2010,29(增1)：3034-3038.
[97]毛晓光,王红梅.桩顶有无连梁的双排抗滑桩数值模拟[J].水运工程,2011,(4)：19-23.
[98]肖世国.边(滑)坡治理中h型组合抗滑桩的分析方法及工程应用[J].岩土力学,2010,31(7)：2143-2152.
[99]喻邦江,舒海明,鄢霞.h型组合抗滑桩在王家寨滑坡治理中的应用[J].工程地质学报,2011，19(supp1)：498-501.
[100]崔伟.h型抗滑桩模型试验及数值模拟研究[D].南宁：广西大学,2009.
[101]WangYu, Chai Hejun. Analysis of mechanism for h type of anti-sliding piles[C],2010International Conference on E-Product E-Service and E-Entertainment, Newyork:IEEE Computer Society,2010.
[102]马青力.h型桩板墙桩土相互作用数值分析[D].成都：成都理工大学,2006.
[103]邵启豪.h型桩板式挡土墙设计回顾[J].路基工程,1995(5)：28-30.
[104]蒋楚生.椅式抗滑桩的内力计算[J].路基工程,2004(1)：57-59.
[105]赵海玲.h形抗滑桩变形性状的研究[D].成都：四川大学,2005.
[106]张泽坤.h型抗滑桩的有限元分析[D].成都：西南交通大学,2008.
[107]陆兆成.带斜撑h形抗滑桩结构的研究与分析[D].广州：华南理工大学,2011.
[108]铁道部第二勘测设计院.抗滑桩设计与计算[M].北京：中国铁道出版社,1983.
[109]黄运飞.深基坑工程实用技术[M].北京：兵器工业出版社,1996：660.
[110]欧明喜,刘新荣,钟祖良.考虑位移影响的被动土压力计算方法[J].中国公路学报,2011，24(5)：6-10.
[111]蒋建国,邹银生,周绪红.刚性抗滑桩锚固深度的简化计算[J].工程力学,2001(增)457-460.
[112]申润植.滑坡整治理论和工程实践[M].北京：中国铁道出版社,1996.
[113]覃正刚,付建军.排桩支护的桩侧土压力计算[J].土木工程学报,2007,40(增)：100-104.
[114]戴自航.抗滑桩滑坡推力和桩前滑体抗力分布规律研究[J].岩石力学与工程学报,2002,21(4)：517-521.
[115]马建林.抗滑桩极限承载力的理论分析与模型试验[D].成都：西南交通大学,1985.
[116]李亮.粘性土中抗滑桩的试验与分析[J].路基工程,1991(6)：4-9.
[117]熊治文.深埋式抗滑桩的受力分布规律[J].中国铁道科学,2000,21(1)：48-56.
[118]曾云华,郑明新.预应力锚索抗滑桩的受力模型试验[J].华东交通大学学报,2003,20(2)：15-18.
[119]刘新荣,欧明喜,郑颖人,等.h型抗滑桩抗滑机制模型试验研究[J].土木建筑与环境工程(录用待刊)
[120]郑颖人,赵尚毅.用有限元强度折减法求边(滑)坡支挡结构的内力[J].岩石力学与工程学报,2004,23(20)：3552-3558.
[121]史海莹,龚晓南.深基坑悬臂双排桩支护的受力性状研究[J].工业建筑,2009,39(10)67-71.
[122]雷文杰,郑颖人,冯夏庭.滑坡治理中抗滑桩桩位分析[J].岩土力学,2006,27(6)950-954.
[123]中钢集团马鞍山矿院工程勘察设计有限公司.重钢景星白云石矿内口排土场规划设计[R].马鞍山：中钢集团马鞍山矿山研究院有限公司,2008.
[124]Yu H S, Salgado R, Sloan S W. Limit analysis versus limit equilibrium for slope stability[J]. Journal of Geotechnical and Geoenvironmental Engineering,1998,124(1):1-11.
[125]Chen Z Y, Morgenstern N R. Extensions to the generalized method of slices for stability analysis[J]. Canadian Geotechnical Journal,1983,20(1):104-109.
[126]Wright S G, Kulhawy F G, Duncan J M. Accuraey of equilibrium slope stability analysis[J]. Journal of the Soil Mechanics and Foundations Division, ASCE,1973,99(10):783-791.
[127]Yamagami T, Ueta Y. Search for critical slip lines in finite element stress fields by dynamic Programming [A]. In:Swoboda G ed. Proceedings of The6th International Conference on Numerical Methods in Geomechanics (in Innsbruck)[C]. Rotterdam:A A BALKEMA,1988,1347-1352.
[128]CHEN W F. Limit analysis and soil plasticity[M]. New York:Elsevier Scientific Publishing Co,1975.
[129]陈祖煜.黄文熙讲座：土力学经典问题的塑性力学上、下限解[J].岩土工程学报,2002,24(1)：1-11.
[130]李亮,于广明,褚雪松.等土坡稳定极限分析上限法中的多解性分析[J].岩土力学,2009,30(增2)：97-101.
[131]门玉明.土坡稳定性的极限分析方法[J].西安地质学院学报,1996,18(2)：58-63.
[132]Griffiths D V, Lame PA. Slope stability analysis by finite elements [J].Geotechnique,1999,49(3):387-403.
[133]Dawson E M, Roth W H, Drescher A. Slope stability analysis by strength reduction[J]. Geotechnique,1999,49(6):835-840.
[134]CHEN Zu-yu, WANG X, HABERFIELD C, et al. A three-dimensional slope stability analysis method using the upper bound theorem, Part I:Theory and methods[J].International Journal of Rock Mechanics and Mining Sciences.2001,38:369-378.
[135]CHEN Jian. Slope stability analysis using rigidelements[D]. Hong Kong:The Hong Kong Polytechnic University,2004.
[136]王根龙,伍法权,李巨文.折线型滑面边坡稳定系数计算的极限分析上限解[J].水文地质工程地质,2007(1)：62-65.
[137]王根龙,门玉明,陈志新,等.土坡稳定性塑性极限分析条分法[J].长安大学学报(自然科学版),2002,22(4)：28-42.
[138]阮沈勇,王永利,桑群芳MATLAB程序设计[M].北京：电子工业出版社,2004.
[139]Shi Y, Eberhart R C. A modified Particle swarm optimizer[C]. IEEE Int. Conf. on Evolutionary Computation, Piscataway, NJ, IEEE ServieeCenter,1998,69-73.
[140]Shi Y, Eberhart R C. Empirical study of Particle swarm optimization[C]. Procccdings of the World Multiconference on Systemics, Cybernetics and Informatics, Orlando, FL,2000,1945-1950.
[141]Eberhart R C, Shi Y H. Partical swarm optimization:Developments, applications and resources [C]. Proeeedings Congress on Evolutionary Computation2001, Piscataway, NJ: IEEE Press,2001,81-86.
[142]Fei Cai, keizo Ugai. Numerical analysis of the stability of a slope reinforced with pile [J]. Soils and Foundations,2000,40(1):73-84.
[143]Chen Chien-Yuan. Numerical analysis of slope stabilization concepts using piles [D]. LOS ANGELES:University of Southern California,2001.
[144]崔可锐,毛由田.岩土工程师实用手册[M].北京：化学工业出版社,2007.
[145]铁道部第二勘察设计院,TB10025-2006铁路路基支挡结构设计规范[S].北京：中国铁道出版社,2006.
[2]段喜明,王治国,宋震勇,等.安太堡露天煤矿南排土场滑坡体稳定性及治理[J].土壤侵蚀与水土保持学报,1999,5(1)：86-91.
[3]邓世学.太和铁矿排土场滑坡分析及治理措施[J].有色矿冶,2002,18(4)：79.
[4]马惠民,王恭先,周德培编著.山区高速公路高边坡病害防治实例[M].北京：人民交通出版社,2006.
[5]Ausilio.E, Conte.E, Dente.G. Stability analysis of slopes reinforced with piles[J]. Computers and Geotechnics,2001,28(8):591-611.
[6]Chow Y. K. Analysis of piles used for slope stabilization[J]. International Journal for Numerical and Analysis methods in Geotechnics,1996,20(9):635-646.
[7]San-Shyan Lin, Jen-Cheng Liao. Lateral response evaluation of single piles using inclinometer data[J]. Journal of Geotechnical and Geoenviromental Engineering,2006,132(12):1566-1573.
[8]Begemann H-K S, DeLeeuw EH. Horizontal earth pressures on piles as a result of nearby soil fills[C]. Proc.5th ECSMFE. Madrid.1972,1:3-9.
[9]魏作安,李世海,赵颖.底端嵌固桩与滑体相互作用的物理模型试验研究[J].岩土力学,2009，30(8)：2259-2263.
[10]戴自航,张晓咏,邹胜堂,等.现场模拟水平分布式滑坡推力的抗滑桩试验研究[J].岩土工程学报,2010,32(10)：1515-1518.
[11]T ItoJ, T Matsui. Methods to estimate lateral force acting on stabilizing piles[J]. Soil and Foundations,1975,15(4):43-59.
[12]T Ito, T Matsui, W P Hong. Design method for stabilizing analysis of the slope with landing pile[J]. Soil and Foundations,1979,19(4):43-57.
[13]T Ito, T Matsui, W P Hong. Design method for stabilizing piles against landslide one row of piles [J]. Soil and Foundations,1981,21(1):21-37.
[14]许江波,郑颖人,赵尚毅,等.有限元与极限分析法计算桩后推力的分析与比较[J].岩土工程学报,2010,32(9)：1380-1385.
[15]肖世国.似土质边(滑)坡抗滑桩后滑坡推力分布模式的近似理论解析[J].岩土工程学报,2010,32(1)：120-123.
[16]Cheng Jian-jun. Performance study on three methods for landslide thrust[C]. Proceedings of the International Symposium on Geomechanics and Geotechnics:From Micro to Macro,2011,(2):1011-1019.
[17]Tan Y K. Abutment failures associated with approach embankments on soft clay[C]. Proc. Sarawak Geotechnical Symp, Kuching,1988:19-31.
[18]杨涛,周德培,张俊云,等.抗滑桩滑坡推力分布形式的计算确定[J].岩土工程学报,2006，28(3)：322-326.
[19]Matsui T, Hong W P., Ito T. Earth pressure on piles in a row due to lateral soil movements[J]. Soils and Foundations,1982,22(2):71-81.
[20]Poulos H G. Analysis of piles in soil undergoing lateral movement[J]. JSMFD ASCE1973,99(SMS):391-406.
[21]Wenz K P. Large scale tests for determination of lateral loads on piles in soft cohesive soils [C]. Proc8th Int. Conf. on soil mech and Found. Eng, Moscow,1973,110-116.
[22]聂文波,张利洁,胡江运.滑坡治理中抗滑桩设计推力计算探讨[J].岩石力学与工程学报,2004,23(增2)：5050-5052.
[23]林峰,黄润秋.滑坡推力计算的改进Janbu法[J].工程地质学报,2000,8(4)：493-496.
[24]Chen L T, Poulos H G. Piles Subjected to Lateral Soil Movements[J]. Journal of Geotechnical and Geoenvironmental Engineering,1997,123(9):802-809.
[25]赵明华,邬龙刚,刘建华.基于p-y曲线法的承重阻滑桩内力及位移分析[J].岩石力学与工程学报,2007,26(6)：1220-12250.
[26]Stewart D P. Lateral loading of piled bridge abutments due to embankment construction[D]. PhD thesis, University of Western Australia,1992.
[27]Poulos H G. Analysis of piles in soil undergoing lateral movement[J]. JSMFD. ASCE,1973,99(SM5):391-406.
[28]Lee C Y, Hull T S, Poulos H G. Simplified Pile-slope Stability Analysis[J]. Computers and Geotechnics,1995,17(1):1-16.
[29]胡晓军,谭晓惠.弹性抗滑桩全桩内力计算的地基反力荷载法[J].岩土力学,2010,31(1)：299-303.
[30]Cai F, Ugai K. Numerical analysis of the stability of a slope reinforced with piles [J]. Soils and Foundations,2000,40(1):73-84.
[31]陈昌富,肖淑君.加权残值法在抗滑桩全桩内力计算中的应用[J].水文地质工程地质,2008(4)：75-79.
[32]Fan Qiu-yan, Wang Mei-qian, Xu Sheng-cai. Calculation on the internal force of deeply buried anti-slide pile by using finite difference method based on the m-k type method[c]:3rd International Conference on Mechanical and Electronics Engineering,2011.
[33]Springman S M. Lateral loading of piles due to embankment construction[D]. Mphil thesis, University of Cambridge,1984.
[34]年廷凯,栾茂田,郑德凤,等.考虑边坡内孔隙水压力效应的抗滑桩简化分析方法[J]. 岩土力学,2008,29(4)：1067-1071.
[35]Guo Lei, Fu He-lin, Tan Han-hua. Deformation calculation of variable cross-section anti-slide piles[J]. Electronic Journal of Geotechnical Engineering,2010,(15):1295-1305.
[36]Carter J P. A numerical method for pile deformations due to nearby surface loads[A]. Proc.4th Int. Conf. Numer Mech [C]. Edmonton,1982(2):811-817.
[37]刘英朴,门玉明,蔺兴森,等.锚杆抗滑桩内力计算的初参数法研究[J].水文地质工程地质,2005,(6)：57-60.
[38]Reese L C, Cox W R, Koop F D. Analysis of Laterally Loaded Piles in sand[A]. Proc.7th Offshore Tech. Confa, Houston, Paper OTC2312-1975:671-690.
[39]戴自航,沈蒲生,彭振斌.预应力锚固抗滑桩内力计算有限差分法研究[J].岩石力学与工程学报,2003,22(3)：407-413.
[40]郑颖人,雷文杰,赵尚毅,等.抗滑桩设计中的两个问题[J].公路交通科技,2005,22(6)：46-51.
[41]周德培,肖世国,夏雄.边坡工程中抗滑桩合理桩间距的探讨[J].岩土工程学报,2004,26(1)：132-135.
[42]张永兴,董捷,文海家,等.考虑自重应力的悬臂式抗滑桩三维土拱效应及合理间距研究[J].中国公路学报,2009,22(2)：18-25.
[43]Liu Qiu-sheng, Liu Dong-feng. Study on embedded pile length in slope reinforced [J]. Applied Mechanics and Materials,2012,(105):1497-1504.
[44]LI S J, Chen J, Feng X T. Analytic solution to soil arching effect and its application based on interaction of slope soils and piles[J]. Materials Research Innovations,2011,15(suppl):578-581.
[45]刘新荣,梁宁慧,瞿万波,等.基于遗传算法的抗滑桩优化设计[J].中国地质灾害与防治学报,2006,17(4)：42-45.
[46]赵明华,廖彬彬,刘思思.基于拱效应的边坡抗滑桩桩间距计算[J].岩土力学,2010,30(4)：1212-1217.
[47]王乾坤.抗滑桩的桩间土拱和临界间距的探讨[J].武汉理工大学学报,2005,27(8)64-68.
[48]周应华,周德培,冯君.推力桩桩间土拱几何力学特性及桩间距的确定[J].岩土力学,2006，27(3)：455-457.
[49]胡晓军,王建国.边坡加固工程中抗滑桩间距的确定[J].河海大学学报(自然科学版)2007，35(3)：330-333.
[50]欧阳辉,吴雪婷.一种抗滑桩优化设计方法在工程中的应用研究[J].固体力学学报,2008,29(专辑)：115-117.
[51]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[J].工程地质 学报,2004,12(1)：98-103.
[52]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.
[53]Poulos H G. Design of reinforcing piles to increase slope stability[J]. Canadian Geotechnical Journal,1995,32(5):808-818.
[54]高长胜,魏汝龙,陈生水.抗滑桩加固边坡变形破坏特性离心模型试验研究[J].岩土工程学报,2009,31(1)：145-148.
[55]Cai F, Ugai K. Numerical analysis of the stability of a slope reinforced with piles[J]. Soils and foundations.2000,40(1):73-84.
[56]李长冬,胡新丽,汤旻烨,等.二维黄金分割法在抗滑桩截面优化设计中的应用[J].地质科技情报,2007,26(5)：91-94.
[57]Won J, You K, Jeong S, et al. Coupled effects in stability analysis of pile-slope systems [J]. Computers and Geotechnics,2005,32(4):304-315.
[58]韦立德,杨春和,高长胜.基于三维强度折减有限元的抗滑桩优化探讨[J].岩土工程学报,2005,27(11)：1350-1352.
[59]陈富坚,谭景和,陈富强.抗滑桩设计参数的敏感性分析[J].桂林工学院学报,2006,26(3)：362-365.
[60]年廷凯,栾茂田.阻滑桩加固土坡稳定性分析的上限解法[J].岩土力学,2004,25(增2)：167-173.
[61]Wu Yan-zhi. Determination of the anchorage depth of rigid anti-slide piles based on biparameter method[J]. Advanced Materials Research,2011(233):2341-2345.
[62]叶鹏.半坡桩锚固深度的研究[D].成都：西南交通大学,2009.
[63]张文居,赵其华,刘晶晶.参数变异性对抗滑桩锚固深度可靠度的影响分析[J].水文地质工程地质,2006(3)：61-63.
[64]年廷凯,栾茂田,郑德凤,等.基于极限分析下限方法的抗滑桩锚固深度检算[J].武汉理工大学学报,2007,29(8)：82-86.
[65]陈昌富,肖淑君.基于加权残值法和统一强度理论抗滑桩合理锚固深度的确定方法[J].工业建筑,2009,39(1)：85-89.
[66]吴坤铭,王建国,谭晓慧.基于强度折减的边坡抗滑桩可靠性分析[J].工业建筑,2011,41(5)：99-103.
[67]胡晓军,王建国.基于强度折减的刚性抗滑桩锚固深度确定[J].土木工程学报,2007,40(1)：65-68.
[68]李靖,任伟中,陈浩,等.抗滑钢轨桩锚固深度的优化分析[J].矿业研究与开发,2009,29(5)：37-38.
[69]年廷凯,栾茂田,郑德凤,等.抗滑桩锚固深度的极限分析下限方法[J].水利学报,2007, 38(6)：743-748.
[70]胡晓军,吴延枝.抗滑桩锚固深度的可靠度与参数敏感性[J].河海大学学报(自然科学版),2011,39(1)：50-53.
[71]张文居,赵其华,刘晶晶.抗滑桩锚固深度的可靠性设计[J].岩土工程学报,2006,28(12)：2153-2155.
[72]周春梅,殷坤龙.三峡库区滑坡治理中抗滑桩锚固深度的研究[J].武汉理工大学学报,2006，28(2)：38-41.
[73]杨明辉,汪罗成,赵明华.考虑土拱效应的双排抗滑桩桩侧土压力计算[J].公路交通科技,2011,28(10)：12-17.
[74]周翠英,刘祚秋,尚伟,等.门架式双排抗滑桩设计计算新模式[J].岩土力学,2005,26(3)：441-444.
[75]钱同辉,唐辉明.双排门式抗滑桩的空间计算模型[J].岩土力学,2009,30(4)：1137-1141.
[76]陈曦,双排抗滑桩推力计算方法研究[D].成都：西南交通大学,2010.
[77]吕美君,晏鄂川.埋入式双排抗滑桩滑坡推力分配研究[J].岩石力学与工程学报,2005,24(增1)：4866-4871.
[78]孙勇,张广栋.双排抗滑桩的机理及工程应用[J].研究矿业研究与开发,2008,28(5)23-26.
[79]申永江,吕庆,尚岳全.桩排距对双排抗滑桩内力的影响[J].岩土工程学报,2008,30(7)：1033-1037.
[80]杨波,郑颖人,赵尚毅,等.双排抗滑桩在三种典型滑坡的计算与受力规律分析[J].岩土力学,2010,31(增1)：237-244.
[81]李航飞.延安黄土边坡双排桩支护结构力学性能研究[D].西安：长安大学,2010.
[82]周应华.门架式双排桩受力位移特性分析[J].铁道工程学报,2009,(6)：30-33.
[83]姚旭东.双排桩支挡结构试验与数值分析[D].成都：西南交通大学,2008.
[84]李腾.双排桩支护结构在高边坡工程中应用分析与研究[D].西安：长安大学,2010.
[85]刘鸣,黄华,韩冰,等.延安地区某边坡双排抗滑桩支护分析[J].长安大学学报(自然科学版),2011,31(2)：63-67.
[86]胡峰.基覆式滑坡中双排全长式与沉埋式抗滑桩受力规律研究[D].成都：西南交通大学,2010.
[87]熊治文,马辉,朱海东.全埋式双排抗滑桩的受力分布[J].路基工程,2002,(3)：5-11.
[88]李果.埋入式双排抗滑桩加固大型顺层滑坡体设计计算[D].成都：西南交通大学,2010.
[89]唐芬,郑颖人,杨波.双排抗滑桩的推力分担及优化设计[J].岩石力学与工程学报,2010,29(增1)：3162-3168.
[90]邓夷明.双排抗滑桩抗滑机理的研究[D].成都：西南交通大学,2008.
[91]祁斌,常波,吴益平.双排抗滑桩滑坡推力分配影响因素分析[J].工程地质学报,2011, 19(3)：359-363.
[92]WANG Zi-han, ZHOU Jian. Three-dimensional numerical simulation and earth pressure analysis on double-row piles with consideration of spatial effects[J]. Journal of Zhejiang University:Science A,2011,12(10):758-770.
[93]李俊飞.双排埋入式抗滑桩工作机理分析与研究[D].重庆：重庆大学,2009.
[94]马清文,宋书志,孔纪名.双排抗滑桩中单桩侧向承载实验[J].地质灾害与环境保护2011，22(3)：78-83.
[95]XIAO Shi-guo, YANG Jing. Internal forces of double-row pile slope stabilization systems influenced by of pile row separation[C]. Advanced Materials Research,2011International Conference on Structures and Building Materials, Guangzhou:Trans Tech Publications,127-132.
[96]申永江,孙红月,尚岳全,等.双排抗滑桩桩顶连接方式的优化设计[J].岩石力学与工程学报,2010,29(增1)：3034-3038.
[97]毛晓光,王红梅.桩顶有无连梁的双排抗滑桩数值模拟[J].水运工程,2011,(4)：19-23.
[98]肖世国.边(滑)坡治理中h型组合抗滑桩的分析方法及工程应用[J].岩土力学,2010,31(7)：2143-2152.
[99]喻邦江,舒海明,鄢霞.h型组合抗滑桩在王家寨滑坡治理中的应用[J].工程地质学报,2011，19(supp1)：498-501.
[100]崔伟.h型抗滑桩模型试验及数值模拟研究[D].南宁：广西大学,2009.
[101]WangYu, Chai Hejun. Analysis of mechanism for h type of anti-sliding piles[C],2010International Conference on E-Product E-Service and E-Entertainment, Newyork:IEEE Computer Society,2010.
[102]马青力.h型桩板墙桩土相互作用数值分析[D].成都：成都理工大学,2006.
[103]邵启豪.h型桩板式挡土墙设计回顾[J].路基工程,1995(5)：28-30.
[104]蒋楚生.椅式抗滑桩的内力计算[J].路基工程,2004(1)：57-59.
[105]赵海玲.h形抗滑桩变形性状的研究[D].成都：四川大学,2005.
[106]张泽坤.h型抗滑桩的有限元分析[D].成都：西南交通大学,2008.
[107]陆兆成.带斜撑h形抗滑桩结构的研究与分析[D].广州：华南理工大学,2011.
[108]铁道部第二勘测设计院.抗滑桩设计与计算[M].北京：中国铁道出版社,1983.
[109]黄运飞.深基坑工程实用技术[M].北京：兵器工业出版社,1996：660.
[110]欧明喜,刘新荣,钟祖良.考虑位移影响的被动土压力计算方法[J].中国公路学报,2011，24(5)：6-10.
[111]蒋建国,邹银生,周绪红.刚性抗滑桩锚固深度的简化计算[J].工程力学,2001(增)457-460.
[112]申润植.滑坡整治理论和工程实践[M].北京：中国铁道出版社,1996.
[113]覃正刚,付建军.排桩支护的桩侧土压力计算[J].土木工程学报,2007,40(增)：100-104.
[114]戴自航.抗滑桩滑坡推力和桩前滑体抗力分布规律研究[J].岩石力学与工程学报,2002,21(4)：517-521.
[115]马建林.抗滑桩极限承载力的理论分析与模型试验[D].成都：西南交通大学,1985.
[116]李亮.粘性土中抗滑桩的试验与分析[J].路基工程,1991(6)：4-9.
[117]熊治文.深埋式抗滑桩的受力分布规律[J].中国铁道科学,2000,21(1)：48-56.
[118]曾云华,郑明新.预应力锚索抗滑桩的受力模型试验[J].华东交通大学学报,2003,20(2)：15-18.
[119]刘新荣,欧明喜,郑颖人,等.h型抗滑桩抗滑机制模型试验研究[J].土木建筑与环境工程(录用待刊)
[120]郑颖人,赵尚毅.用有限元强度折减法求边(滑)坡支挡结构的内力[J].岩石力学与工程学报,2004,23(20)：3552-3558.
[121]史海莹,龚晓南.深基坑悬臂双排桩支护的受力性状研究[J].工业建筑,2009,39(10)67-71.
[122]雷文杰,郑颖人,冯夏庭.滑坡治理中抗滑桩桩位分析[J].岩土力学,2006,27(6)950-954.
[123]中钢集团马鞍山矿院工程勘察设计有限公司.重钢景星白云石矿内口排土场规划设计[R].马鞍山：中钢集团马鞍山矿山研究院有限公司,2008.
[124]Yu H S, Salgado R, Sloan S W. Limit analysis versus limit equilibrium for slope stability[J]. Journal of Geotechnical and Geoenvironmental Engineering,1998,124(1):1-11.
[125]Chen Z Y, Morgenstern N R. Extensions to the generalized method of slices for stability analysis[J]. Canadian Geotechnical Journal,1983,20(1):104-109.
[126]Wright S G, Kulhawy F G, Duncan J M. Accuraey of equilibrium slope stability analysis[J]. Journal of the Soil Mechanics and Foundations Division, ASCE,1973,99(10):783-791.
[127]Yamagami T, Ueta Y. Search for critical slip lines in finite element stress fields by dynamic Programming [A]. In:Swoboda G ed. Proceedings of The6th International Conference on Numerical Methods in Geomechanics (in Innsbruck)[C]. Rotterdam:A A BALKEMA,1988,1347-1352.
[128]CHEN W F. Limit analysis and soil plasticity[M]. New York:Elsevier Scientific Publishing Co,1975.
[129]陈祖煜.黄文熙讲座：土力学经典问题的塑性力学上、下限解[J].岩土工程学报,2002,24(1)：1-11.
[130]李亮,于广明,褚雪松.等土坡稳定极限分析上限法中的多解性分析[J].岩土力学,2009,30(增2)：97-101.
[131]门玉明.土坡稳定性的极限分析方法[J].西安地质学院学报,1996,18(2)：58-63.
[132]Griffiths D V, Lame PA. Slope stability analysis by finite elements [J].Geotechnique,1999,49(3):387-403.
[133]Dawson E M, Roth W H, Drescher A. Slope stability analysis by strength reduction[J]. Geotechnique,1999,49(6):835-840.
[134]CHEN Zu-yu, WANG X, HABERFIELD C, et al. A three-dimensional slope stability analysis method using the upper bound theorem, Part I:Theory and methods[J].International Journal of Rock Mechanics and Mining Sciences.2001,38:369-378.
[135]CHEN Jian. Slope stability analysis using rigidelements[D]. Hong Kong:The Hong Kong Polytechnic University,2004.
[136]王根龙,伍法权,李巨文.折线型滑面边坡稳定系数计算的极限分析上限解[J].水文地质工程地质,2007(1)：62-65.
[137]王根龙,门玉明,陈志新,等.土坡稳定性塑性极限分析条分法[J].长安大学学报(自然科学版),2002,22(4)：28-42.
[138]阮沈勇,王永利,桑群芳MATLAB程序设计[M].北京：电子工业出版社,2004.
[139]Shi Y, Eberhart R C. A modified Particle swarm optimizer[C]. IEEE Int. Conf. on Evolutionary Computation, Piscataway, NJ, IEEE ServieeCenter,1998,69-73.
[140]Shi Y, Eberhart R C. Empirical study of Particle swarm optimization[C]. Procccdings of the World Multiconference on Systemics, Cybernetics and Informatics, Orlando, FL,2000,1945-1950.
[141]Eberhart R C, Shi Y H. Partical swarm optimization:Developments, applications and resources [C]. Proeeedings Congress on Evolutionary Computation2001, Piscataway, NJ: IEEE Press,2001,81-86.
[142]Fei Cai, keizo Ugai. Numerical analysis of the stability of a slope reinforced with pile [J]. Soils and Foundations,2000,40(1):73-84.
[143]Chen Chien-Yuan. Numerical analysis of slope stabilization concepts using piles [D]. LOS ANGELES:University of Southern California,2001.
[144]崔可锐,毛由田.岩土工程师实用手册[M].北京：化学工业出版社,2007.
[145]铁道部第二勘察设计院,TB10025-2006铁路路基支挡结构设计规范[S].北京：中国铁道出版社,2006.