Abstract:The p-y curve method is one of the most commonly used approaches in the analysis and design of piles under horizontal loadings. A p-y model is proposed within the framework of bounding surface elasto-plastic theory. In comparison with the traditional p-y curves, the model can simulate p-y relationships with different degrees of nonlinearity by choosing appropriate values for the model parameters, and can also simulate the soil-pile interaction under cyclic loadings. By adopting the incremental finite element method for beams on nonlinear foundation incorporating the proposed elasto-plastic p-y model, a finite element program is formulated. Soil-pile systems in the field or in the laboratory tests under monotonic or cyclic horizontal loadings are analyzed by use of the finite element program. By comparing the calculated and measured results, the capacity of the method and the proposed elasto-plastic p-y model in modeling the nonlinear response of the piles is demonstrated.
苏栋. 弹塑性p–y模型及非线性地基梁的增量有限元法[J]. 岩土工程学报, 2012, 34(8): 1469-1474.
SU Dong. Elasto-plastic p-y model and incremental finite element method for beams on nonlinear foundation. Chinese J. Geot. Eng., 2012, 34(8): 1469-1474.
[1] 叶万灵, 时蓓玲. 桩的水平承载力实用非线性计算方法-NL法[J]. 岩土力学, 2000, 21(2): 97–101. (YE Wan-ling, SHI Bei-ling. A practical non-linear calculation method of pile's lateral bearing capacity-NL method[J]. Rock and Soil Mechanics, 2000, 21(2): 97–101. (in Chinese))[2] 周洪波, 杨 敏, 杨 桦. 水平受荷桩的耦合算法[J]. 岩土工程学报, 2005, 27(4): 432–436. (ZHOU Hong-bo, YANG Min, YANG Hua. A coupling analytical solution of piles subjected lateral loads[J]. Chinese Journal of Geotechnical Engineering, 2005, 27(4): 432–436. (in Chinese))[3] 赵明华, 汪 优, 黄 靓. 水平受荷桩的非线性无网格法分析[J]. 岩土工程学报, 2007, 29(6): 907–912. (ZHAO Ming-hua, WANG You, HUANG Liang. Nonlinear analysis of meshless method for piles under horizontal load[J]. Chinese Journal of Geotechnical Engineering, 2007, 29(6): 907–912. (in Chinese))[4] LI X S. A sand model with state-dependent dilatancy[J]. Géotechnique, 2002, 52(3): 173–186.[5] TERZAGHI K. Evaluation of coefficients of subgrade reaction[J]. Géotechnique, 1955, 5(5): 297–326.[6] American Petroleum Institute (API). Recommended practice for planning, designing, and constructing fixed offshore platforms Platforms — Working Stress Design[S]. 2000.[7] KIM B T, KIM N K, LEE W J. 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.[8] ISMAEL N F. Behavior of laterally loaded bored piles in cemented sands[J]. Journal of Geotechnical Engineering, ASCE, 1990, 116(11): 1678–1699.[9] BROMS B B. The lateral resistance of piles in cohesionless soils[J]. Journal of Soil Mechanics and Foundation Engineering, ASCE, 1964, 90(3): 123–156.[10] KONDNER R L. Hyperbolic stress-strain response: Cohesive soils[J]. Journal of Soil Mechanics and Foundation Engineering, ASCE, 1963, 89(1): 115–144.[11] 戴自航, 陈林靖. 多层地基中水平荷载桩计算m法的两种数值解[J]. 岩土工程学报, 2007, 29(5): 690–696. (DAI Zi-hang, CHEN Lin-jing. Two numerical solutions of laterally loaded piles installed in multi-layered soils by m method[J]. Chinese Journal of Geotechnical Engineering, 2007, 29(5): 690–696. (In Chinese))[12] REESE L C, COX W R, KOOP F D. Analysis of laterally loaded piles in sand[C]// Proceedings, Sixth Annual Offshore Technology Conference. Paper No. 2080, OTC. Houston, 1974: 473–483.[13] WALSH J M. Full-scale lateral load test of 3x5 pile group in sand[D]. Brigham: Brigham Young University, 2005.