基于水平受荷桩p-y曲线的桩锚支护结构位移分析
|
摘要
基于位移控制的深基坑支护结构设计方法已经被广泛采用,为了更准确地计算出围护桩的水平位移,本文引入水平受荷桩的p-y曲线模型,推导得出水平反力系数k_s与基坑开挖深度和围护桩水平位移的关系,结合土体与围护桩共同变形的挠曲线方程,建立差分方程,并编写Matlab计算程序,通过编程解得围护桩的水平位移。通过实例分析,将编程计算位移与有限元分析软件分析得到的位移以及实测相比较,本文方法所算得的位移更符合实际情况。
The design method of deep foundation pit retaining structure based on displacement control has been widely used. In order to calculate the horizontal displacement of retaining pile more accurately, the p-y curve model of horizontally loaded pile is introducesd, the horizontal reaction coefficient k_s and the relationship with the excavation depth of the foundation pit and the horizontal displacement of the retaining pile are derived. Combined with the deflection curve equation of the common deformation of the soil and the retaining pile, the difference equation is established, and the Matlab calculation program is accomplished to solve the horizontal displacement of the retaining pile through programming. Through the example analysis, the programmed displacement is compared with the displacement obtained by the finite element analysis software and the measured displacement, the displacement calculated by the method is more in line with the actual situation.
The design method of deep foundation pit retaining structure based on displacement control has been widely used. In order to calculate the horizontal displacement of retaining pile more accurately, the p-y curve model of horizontally loaded pile is introducesd, the horizontal reaction coefficient k_s and the relationship with the excavation depth of the foundation pit and the horizontal displacement of the retaining pile are derived. Combined with the deflection curve equation of the common deformation of the soil and the retaining pile, the difference equation is established, and the Matlab calculation program is accomplished to solve the horizontal displacement of the retaining pile through programming. Through the example analysis, the programmed displacement is compared with the displacement obtained by the finite element analysis software and the measured displacement, the displacement calculated by the method is more in line with the actual situation.
引文
[1] 梅国雄,宰金珉,赵维炳.土体侧限压缩模量简易计算方法及其应用[J].岩土力学,2003,24(6):1057-1060
[2] 周勇,朱亚薇.深基坑桩锚支护结构和土体之间协同作用[J].岩土力学,2018,39(9):3246-3252
[3] 朱彦鹏,魏升华.深基坑支护桩与土相互作用的研究[J].岩土力学,2010,31(9):2840-2844
[4] 邓子胜,邹银生,王贻荪.考虑位移非线性影响的挡土墙土压力计算模型研究[J].中国公路学报,2004,17(2):24-27
[5] JGJ 120—2012,建筑基坑支护技术规程[S]
[6] 王卫东,刘国彬.基坑工程手册(第二版)[M].北京:中国建筑工业出版社,2009
[7] 王保建,熊巨华,朱碧堂.围护结构变形模式对土压力的影响[J].岩土工程学报,2006,28(S1):1475-1480
[8] 刘成禹,郑智享.改进的基于p-y曲线的基坑围护结构计算方法[J].岩土力学,2018,39(S1):446-452
[9] Tak Kim B,et al.Experimental load-transfer curves of laterally loaded piles in Nak-Dong River Sand[J].Journal of Geotechnical and Geoenvironmental Engineering,2004,130(4):416-425
[10] 李琳,杨敏,熊巨华.软土地区深基坑变形特性分析[J].土木工程学报,2007,40(4):66-72
[11] 杨光华.深基坑支护结构的实用计算方法及其应用[J].岩土力学,2004,25(12):1885-1896
[12] 梅国雄,宰金珉.考虑位移影响的土压力近似计算方法 [J].岩土力学,2001,22(4):83-85
[13] 李洪江,刘松玉,童立元.基于应力增量的单桩p-y曲线分析方法[J].岩土力学,2017,38(10):2916-2922
[14] 严薇,曾友谊,王维说.深基坑桩锚支护结构变形和内力分析方法探讨[J].重庆大学学报,2008,31(3):344-348
[15] 张建伟,刘汉龙,戴自航.分布荷载推力桩计算的p-y曲线法研究[J].岩土力学,2008,29(12):3370-3374
[2] 周勇,朱亚薇.深基坑桩锚支护结构和土体之间协同作用[J].岩土力学,2018,39(9):3246-3252
[3] 朱彦鹏,魏升华.深基坑支护桩与土相互作用的研究[J].岩土力学,2010,31(9):2840-2844
[4] 邓子胜,邹银生,王贻荪.考虑位移非线性影响的挡土墙土压力计算模型研究[J].中国公路学报,2004,17(2):24-27
[5] JGJ 120—2012,建筑基坑支护技术规程[S]
[6] 王卫东,刘国彬.基坑工程手册(第二版)[M].北京:中国建筑工业出版社,2009
[7] 王保建,熊巨华,朱碧堂.围护结构变形模式对土压力的影响[J].岩土工程学报,2006,28(S1):1475-1480
[8] 刘成禹,郑智享.改进的基于p-y曲线的基坑围护结构计算方法[J].岩土力学,2018,39(S1):446-452
[9] Tak Kim B,et al.Experimental load-transfer curves of laterally loaded piles in Nak-Dong River Sand[J].Journal of Geotechnical and Geoenvironmental Engineering,2004,130(4):416-425
[10] 李琳,杨敏,熊巨华.软土地区深基坑变形特性分析[J].土木工程学报,2007,40(4):66-72
[11] 杨光华.深基坑支护结构的实用计算方法及其应用[J].岩土力学,2004,25(12):1885-1896
[12] 梅国雄,宰金珉.考虑位移影响的土压力近似计算方法 [J].岩土力学,2001,22(4):83-85
[13] 李洪江,刘松玉,童立元.基于应力增量的单桩p-y曲线分析方法[J].岩土力学,2017,38(10):2916-2922
[14] 严薇,曾友谊,王维说.深基坑桩锚支护结构变形和内力分析方法探讨[J].重庆大学学报,2008,31(3):344-348
[15] 张建伟,刘汉龙,戴自航.分布荷载推力桩计算的p-y曲线法研究[J].岩土力学,2008,29(12):3370-3374