三排微型桩内力分布的数值模拟
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摘要
该文将强度折减法与有限差分程序FLAC~(3D)相结合,对同一排内均匀布置且具有纵向联系梁的桩心配筋微型桩进行数值分析。在利用实体单元和理想弹塑性本构模型模拟桩体得出加桩边坡的稳定系数后,采用可以直接得到弯矩和剪力等内力的结构单元Pile对桩体进行模拟,Beam单元模拟连系梁,得到了三排微型桩在破坏前不同滑坡推力下的内力分布规律。桩体受最大弯矩与剪力均位于滑带处,滑坡推力较小时第一排桩所受弯矩和剪力最大,第二排其次,第三排最小;滑坡推力较大、接近破坏时最大弯矩分配为第一排最大,第三排其次,第二排最小,剪力为第一排和第三排较大,第二排最小。
A row of micropiles with reinforcement centered, evenly arranged and longitudinally connected are numerically analyzed with combined methods of strength reduction and finite difference program FLAC3D. Solid elements and ideal elasto-plastic constitutive model are used to simulate piles and get stability coefficient of slope with piles, structural unite Pile where internal forces like bending moment and shear force are presented is used to simulate pile, and unite Beam is used to simulate connecting beam, internal force distribution rule of three-row micropiles before destruction under different thrust forces is obtained. The pile is under the largest bending moment and shear force in the slip zone, but the first piles under the largest bending moment and shear force are under less slope thrust force with the forces of the second row and the third row ordinally decrease, and when the slope thrust force is comparatively large and close to destruction, the largest bending moment of the first row, the third row and the second row ordinally decrease and the largest shear force of the first row and the third row is comparatively large than the second row.
A row of micropiles with reinforcement centered, evenly arranged and longitudinally connected are numerically analyzed with combined methods of strength reduction and finite difference program FLAC3D. Solid elements and ideal elasto-plastic constitutive model are used to simulate piles and get stability coefficient of slope with piles, structural unite Pile where internal forces like bending moment and shear force are presented is used to simulate pile, and unite Beam is used to simulate connecting beam, internal force distribution rule of three-row micropiles before destruction under different thrust forces is obtained. The pile is under the largest bending moment and shear force in the slip zone, but the first piles under the largest bending moment and shear force are under less slope thrust force with the forces of the second row and the third row ordinally decrease, and when the slope thrust force is comparatively large and close to destruction, the largest bending moment of the first row, the third row and the second row ordinally decrease and the largest shear force of the first row and the third row is comparatively large than the second row.
引文
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[2]Sadek M,Shahrour I,,Mroueh H.Influence of Micro-Pile Inclination on the Performance of a Micro-Pile Network[J].Ground Improvement,2006,10(4):165-172.
[3]陈正,梅岭,梅国雄.柔性微型桩水平承载力数值模拟[J].岩土力学,2011,32(7):2219-2224.
[4]冯君,周德培,江南,等.微型桩体系加固顺层岩质边坡的内力计算模式[J].岩石力学与工程学报,2006,25(2):284-288.
[5]阎金凯.滑坡微型桩防治技术大型物理模型试验研究[D].西安:长安大学,2010.
[6]刘凯.注浆微型钢管组合桩抗滑机制及计算方法研究[D].青岛:中国海洋大学,2010.
[7]郑颖人,赵尚毅,张鲁渝.用有限元强度折减法进行边坡稳定分析[J].中国工程科学,2002,4(10):57-62.
[8]赵尚毅,郑颖人,张玉芳.极限分析有限元法讲座Ⅱ——有限元强度折减法中边坡失稳的判据探讨[J].岩土力学,2005,26(2):332-336.
[9]赵尚毅,郑颖人,王建华,等.基于强度折减安全系数的边坡岩土侧压力计算方法探讨[J].岩石力学与工程学报,2010,29(9):1760-1766.
[10]郑颖人,叶海林,黄润秋.地震边坡破坏机制及其破裂面的分析探讨[J].岩石力学与工程学报,2009,28(8):1714-1722.
[11]郑颖人,肖强,叶海林,等.地震隧洞稳定性分析探讨[J].岩石力学与工程学报,2010,29(6):1081-1088.
[12]肖强,郑颖人,叶海林.静力无衬砌黄土隧洞稳定性探讨[J].地下空间与工程学报,2010,6(6):1136-1141.
[13]Itasca Consulting Group,Inc..Fast Lagrangian analysis of continua in three dimensions(version3.0),users’manual[R].[S l]:Itasca Consulting Group,Inc.,2003.
[14]ZHENG Y R,DEN C J,TANG X S,et al.Develop-ment of finite element limiting analysis method and its application in geotechnical engineering[J].Engineering Sciences,2007,3(5):10-36.
[15]ZHENG Y R,TANG X S,ZHAO S Y,et al.Strength reduction and step-loading finite element approaches in geotech-nical engineering[J].Journal of Rock Mechanics and Geotechnical Engineering,2009,1(1):21-30.
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