Abstract: The pre-bored grouting planted nodular (PGPN) pile is a type of composite pile foundation that is considered to be environmentally friendly and economical. A simplified approach, which considers the two interfaces of the pile shaft, was proposed to analyze the load-displacement response of a single PGPN pile. An elastic-failure model, based on the shear test results, was used to simulate the shearing behavior of the concrete-cemented soil interface. A hyperbolic nonlinear model, considering the influence of cement paste injection, was created to simulate the behavior between the skin friction and the relative displacement developed along the cemented soil-soil interface. A linear model and a nonlinear model that considers the reduction in the shearing stiffness were used to simulate the PGPN pile base load-displacement responses in a field test and in a model test, respectively. Comparisons between the calculated and measured load-displacement responses revealed relatively good agreement. The proposed approach is thus shown to be efficient and suitable for the analysis of a single PGPN pile embedded in layered soils, and is used to analyze the factors influencing its behavior. Enlarged cemented soil base is considered to be effective in promoting the behavior of a short PGPN pile, while increasing the diameter of cemented soil along the shaft is efficient in promoting the compressive bearing capacity of a long PGPN pile.

一种静钻根植竹节桩非线性简化沉降计算方法

[1]Ai, Z.Y., Han, J., 2009. Boundary element analysis of axially loaded piles embedded in a multi-layered soil. Computers and Geotechnics, 36(3):427-434.

[2]Clough, G.W., Duncan, J.M., 1971. Finite element analysis of retaining wall behavior. Journal of the Soil Mechanics and Foundation Division, 97(SM12):1657-1673.

[3]Comodromos, E.M., Papadopoulou, M.C., Rentzeperis, I.K., 2009. Pile foundation analysis and design using experimental data and 3-D numerical analysis. Computers and Geotechnics, 36(5):819-836.

[4]Duncan, J.M., Chang, C.Y., 1970. Nonlinear analysis of stress and strain in soils. Journal of the Soil Mechanics and Foundation Division, 96(5):1629-1653.

[5]Frank, R., Zhao, S.R., 1982. Estimation par les Parametres Pressiometriques de L’enfoncement sous Charge Axiale de Pieux Fores Dans des Sols Fins. Bull Liaison Lab Ponts Chauss (in French).

[6]Han, J., Ye, S.L., 2006. A field study on the behavior of micropiles in clay under compression or tension. Canadian Geotechnical Journal, 43(1):19-29.

[7]Horiguchi, T., Karkee, M.B., 1995. Load tests on bored PHC nodular piles in different ground conditions and the bearing capacity based on simple soil parameters. Proceedings of Technical Report of Japanese Architectural Society, 1:89-94 (in Japanese).

[8]Karkee, M.B., Kanai, S., Horiguchi, T., 1998. Quality assurance in bored PHC nodular piles through control of design capacity based on loading test data. Proceedings of the 7th International Conference and Exhibition, Piling and Deep Foundations, 1(24):1-9.

[9]Kondner, R.L., 1963. Hyperbolic stress-strain response: cohesive soils. Journal of Geotechnical Engineering Division, 89(1):115-143.

[10]Kraft, L.M.Jr., Ray, R.P., Kagawa, T., 1981. Theoretical t-z curves. Journal of Geotechnical Engineering Division, 107(11):1543-1561.

[11]Kulhawy, F.H., 1984. Limiting tip and side resistance: fact or fallacy? Proceeding of Analysis and Design of Pile Foundations, p.80-98.

[12]Lee, K.M., Xiao, Z.R., 2001. A simplified nonlinear approach for pile group settlement analysis in multilayered soils. Canadian Geotechnical Journal, 38(5):1063-1080.

[13]Mandolini, A., Viggiani, C., 1997. Settlement of piled foundations. Geotechnique, 47(4):791-816.

[14]Randolph, M.F., Wroth, C.P., 1978. Analysis of deformation of vertically loaded pile. Journal of Geotechnical Engineering Division, 104(12):1465-1488.

[15]Randolph, M.F., Wroth, C.P., 1979. An analysis of the vertical deformation of pile groups. Geotechnique, 29(4):423-439.

[16]Said, I., De, G.V., Frank, R., 2009. Axisymmetric finite element analysis of pile loading tests. Computers and Geotechnics, 36(1-2):6-19.

[17]Sheng, D.C., Eigenbrod, K.D., Wriggers, P., 2005. Finite element analysis of pile installation using large-slip frictional contact. Computers and Geotechnics, 32(1):17-26.

[18]Zhou, J.J., Wang, K.H., Gong, X.N., et al., 2013. Bearing capacity and load transfer mechanism of a static drill rooted nodular pile in soft soil areas. Journal of Zhejiang University-SCIENCE A (Applied Physics & Engineering), 14(10):705-719.

[19]Zhou, J.J., Gong, X.N., Wang, K.H., et al., 2015. A field study on the behavior of static drill rooted nodular piles with caps under compression. Journal of Zhejiang University-SCIENCE A (Applied Physics & Engineering), 16(12):951-963.

[20]Zhou, J.J., Gong, X.N., Wang, K.H., et al., 2016. A model test on the behavior of a static drill rooted nodular pile under compression. Marine Georesources & Geotechnology, 34(3):293-301.

[21]Zhou, J.J., Gong, X.N., Wang, K.H., et al., 2017. Testing and modeling the behavior of pre-bored grouting planted piles under compression and tension. Acta Geotechnica, 12(5):1061-1075.