Similar articles

Abstract: Long-pile groups of railway foundation undergo excessive settlements after groundwater reductions, which may exceed the settlement limit and threaten the safe operation of high-speed trains. However, the effect of groundwater reduction on a long-pile group (greater than 20 m in length) has not been fully understood, especially in respect of repeated reductions. In this study, a centrifuge test was conducted to investigate the responses of pile groups in silty soils subjected to repeated falls in the water table. The behavior of the piles was discussed based both on the test and on 3D numerical analyses. With the derived coefficient β for the axial force evaluation of the pile, the effect of lowering the water table on the railway pile foundation could be seen. Results of the tests and numerical analyses indicated that the water table decline significantly increased the down-drag and axial force of the pile, causing significant settlement. A longer pile presented a larger axial force at the neutral point. Nevertheless, the incremental percentage of the axial force decreased with increasing pile length with the same water table reduction. Because of group effect, the displacement of soil next to the center pile was smaller than that near the corner piles and showed a similar trend as the axial force of the pile. As the water table fell, the static load ratio affecting the progress of pile settlement increased disadvantageously, possibly inducing excessive pile settlement. A design method for railway pile foundations taking account of lowering groundwater was proposed with an example application, which provided a reference for similar projects.

通过离心模型试验和数值模拟研究地下水位降低对高铁桩基础的影响

[1]Bian XC, Jiang HG, Cheng C, et al., 2014. Full-scale model testing on a ballastless high-speed railway under simulated train moving loads. Soil Dynamics and Earthquake Engineering, 66:368-384.

[2]Bransby MF, Springman SM, 1996. 3-D finite element modelling of pile groups adjacent to surcharge loads. Computers and Geotechnics, 19(4):301-324.

[3]Bransby MF, Springman SM, 1997. Centrifuge modelling of pile groups adjacent to surcharge loads. Soils and Foundations, 37(2):39-49.

[4]Brinkgreve RB, Vermeer PA, 1998. PLAXIS Finite Element Code for Soil and Rocks Analysis, 8th Edition. Brookfield, Rotterdam, the Netherlands.

[5]Brinkgreve RBJ, Swolfs WMBL, 2007. PLAXIS 3D Foundation Material Models Manual, 2nd Edition. PLAXIS BV, Delft, the Netherlands.

[6]Burland JB, 1973. Shaft friction of piles in clay–a simple fundamental approach. Ground Engineering, 6(3):30-42.

[7]Chai JC, Shrestha S, Hino T, et al., 2015. 2D and 3D analyses of an embankment on clay improved by soil–cement columns. Computers and Geotechnics, 68:28-37.

[8]Chen L, Poulos HG, 1993. Analysis of pile-soil interaction under lateral loading using infinite and finite elements. Computers and Geotechnics, 15(4):189-220.

[9]Chen RP, Ren Y, Chen YM, 2015. Design method for piles subjected to cyclic axial loading for control of permanent accumulated settlement. Chinese Journal of Geotechnical Engineering, 37(4):622-628 (in Chinese).

[10]Chen YM, Ma SN, Ren Y, et al., 2021. Experimental study on cyclic settlement of piles in silt soil and its application in high-speed railway design. Transportation Geotechnics, 27:100496.

[11]Comodromos EM, Bareka SV, 2005. Evaluation of negative skin friction effects in pile foundations using 3D nonlinear analysis. Computers and Geotechnics, 32(3):210-221.

[12]Dong L, Niu B, Hu ST, et al., 2016. Research on the influence law of bridge foundation settlement with seasonal underground water level change on high speed railway. Japanese Geotechnical Society Special Publication, 2(39):1407-1411.

[13]El-Mossallamy YM, Hefny AM, Demerdash MA, et al., 2013. Numerical analysis of negative skin friction on piles in soft clay. HBRC Journal, 9(1):68-76.

[14]Fellenius BH, 1972. Down-drag on piles in clay due to negative skin friction. Canadian Geotechnical Journal, 9(4):323-337.

[15]Fellenius BH, 1989. Unified design of piles and pile groups. Transportation Research Record, 1169:75-82.

[16]Fellenius BH, 2004. Unified design of piled foundations with emphasis on settlement analysis. American Society of Civil Engineers Contributions in Honor of George G. Gobel, p.253-275.

[17]Fellenius BH, 2006. Results from long-term measurement in piles of drag load and downdrag. Canadian Geotechnical Journal, 43(4):409-430.

[18]Garnier J, Gaudin C, Springman SM, et al., 2007. Catalogue of scaling laws and similitude questions in geotechnical centrifuge modelling. International Journal of Physical Modelling in Geotechnics, 7(3):1-23.

[19]Hong Y, Ng CWW, Chen YM, et al., 2016. Field study of downdrag and dragload of bored piles in consolidating ground. Journal of Performance of Constructed Facilities, 30(3):04015050.

[20]Indraratna B, Balasubramaniam AS, Phamvan P, et al., 1992. Development of negative skin friction on driven piles in soft Bangkok clay. Canadian Geotechnical Journal, 29(3):393-404.

[21]Ishikawa A, Zhou YG, Shamoto Y, et al., 2015. Observation of post-liquefaction progressive failure of shallow foundation in centrifuge model tests. Soils and Foundations, 55(6):1501-1511.

[22]Jeong S, Seo D, Lee J, et al., 2004. Time-dependent behavior of pile groups by staged construction of an adjacent embankment on soft clay. Canadian Geotechnical Journal, 41(4):644-656.

[23]Jeong S, Seo D, Kim Y, 2009. Numerical analysis of passive pile groups in offshore soft deposits. Computers and Geotechnics, 36(7):1164-1175.

[24]Jeong S, Ko JY, Lee C, et al., 2014. Response of single piles in marine deposits to negative skin friction from long-term field monitoring. Marine Georesources & Geotechnology, 32(3):239-263.

[25]Jiang HG, Bian XC, Chen YM, et al., 2015. Impact of water level rise on the behaviors of railway track structure and substructure: full-scale experimental investigation. Transportation Research Record: Journal of the Transportation Research Board, 2476(1):15-22.

[26]Jiang HG, Bian XC, Jiang JQ, et al., 2016. Dynamic performance of high-speed railway formation with the rise of water table. Engineering Geology, 206:18-32.

[27]Johannessen IJ, Bjerrum L, 1965. Measurement of the compression of a steel pile to rock due to settlement of the surrounding clay. Proceedings of the Soil Mechnics & Foundaton Engineering Conference, p.261-264.

[28]Karlsrud K, Nadim F, Haugen T, 1986. Piles in clay under cyclic axial loading-field tests and computational modeling. Proceedings of the 3rd International Conference on Numerical Methods in Offshore Piling.

[29]Kelesoglu MK, Springman SM, 2011. Analytical and 3D numerical modelling of full-height bridge abutments constructed on pile foundations through soft soils. Computers and Geotechnics, 38(8):934-948.

[30]Lam SY, Ng CWW, Leung CF, et al., 2009. Centrifuge and numerical modeling of axial load effects on piles in consolidating ground. Canadian Geotechnical Journal, 46(1):10-24.

[31]Lee CJ, Chen CR, 2003. Negative skin friction on piles due to lowering of groundwater table. Geotechnical Engineering, 34(1):13-25.

[32]Lee CJ, Ng CWW, 2004. Development of downdrag on piles and pile groups in consolidating soil. Journal of Geotechnical and Geoenvironmental Engineering, 130(9):905-914.

[33]Lee CJ, Bolton MD, Al-Tabbaa A, 2002. Numerical modelling of group effects on the distribution of dragloads in pile foundations. Géotechnique, 52(5):325-335.

[34]Lee CJ, Lee JH, Jeong S, 2006. The influence of soil slip on negative skin friction in pile groups connected to a cap. Géotechnique, 56(1):53-56.

[35]Liu JC, Xiong G, Zhu B, et al., 2015. Bearing capacity and deflection behaviors of large diameter monopile foundations in sand seabed. Rock and Soil Mechanics, 36(2):591-599 (in Chinese).

[36]Liu JY, Gao HM, Liu HL, 2012. Finite element analyses of negative skin friction on a single pile. Acta Geotechnica, 7(3):239-252.

[37]McAnoy R, Chasman A, Purvis D, 1982. Cyclic tensile testing of a pile in glacial till. Proceedings of the 2nd International Conference on Numerical Methods in Offshore Piling.

[38]Ng CWW, Poulos HG, Chan VSH, et al., 2008. Effects of tip location and shielding on piles in consolidating ground. Journal of Geotechnical and Geoenvironmental Engineering, 134(9):1245-1260.

[39]Nie RS, Tang SM, Leng WM, et al., 2017. Field measurement of high-speed train-induced vertical loads on bridge pile foundations. Journal of the China Railway Society, 39(9):148-154 (in Chinese).

[40]NRA (National Railway Administration of the People’s Republic of China), 2014. Code for Design of High Speed Railway, TB 10621-2014. NRA, Beijing, China (in Chinese).

[41]Omer JR, 2012. Integrating finite element and load-transfer analyses in modelling the effects of dewatering on pile settlement behaviour. Canadian Geotechnical Journal, 49(5):512-521.

[42]Poulos HG, 2008. A practical design approach for piles with negative friction. Proceedings of the Institution of Civil Engineers-Geotechnical Engineering, 161(1):19-27.

[43]Randolph MF, Wroth CP, 1981. Application of the failure state in undrained simple shear to the shaft capacity of driven piles. Géotechnique, 31(1):143-157.

[44]SBQTS (The State Bureau of Quality and Technical Supervision), MOHURD (Ministry of Housing and Urban-Rural Development of the People’s Republic of China), 1999. Standard for Soil Test Method, GB/T 50123-1999. Standardization Administration of China, Beijing, China (in Chinese).

[45]Schanz T, Vermeer PA, Bonnier PG, 1999. The hardening soil model: formulation and verification. In: Brinkgreve RBJ (Ed.), Beyond 2000 in Computational Geotechnics. Taylor & Francis, London, UK, p.281-296.

[46]Shen RF, 2008. Negative Skin Friction on Single Piles and Pile Groups. PhD Thesis, National University of Singapore, Kent Ridge, Singapore.

[47]Springman SM, 1989. Lateral Loading on Piles Due to Simulated Embankment Construction. PhD Thesis, University of Cambridge, Cambridge, UK.

[48]Stevens J, 1978. Prediction of pile response to vibratory loads. Proceedings of the 10th Annual Offshore Technology Conference, p.2213-2218.

[49]Surarak C, Likitlersuang S, Wanatowski D, et al., 2012. Stiffness and strength parameters for hardening soil model of soft and stiff Bangkok clays. Soils and Foundations, 52(4):682-697.

[50]Teh CI, Wong KS, 1995. Analysis of downdrag on pile groups. Géotechnique, 45(2):191-207.

[51]Wang LZ, Chen KX, Hong Y, et al., 2015. Effect of consolidation on responses of a single pile subjected to lateral soil movement. Canadian Geotechnical Journal, 52(6):769-782.

[52]Wang LZ, Wang H, Zhu B, et al., 2018. Comparison of monotonic and cyclic lateral response between monopod and tripod bucket foundations in medium dense sand. Ocean Engineering, 155:88-105.

[53]Wong KS, Teh CI, 1995. Negative skin friction on piles in layered soil deposits. Journal of Geotechnical Engineering, 121(6):457-465.

[54]Wong KS, Ng CWW, Chen YM, et al., 2012. Centrifuge and numerical investigation of passive failure of tunnel face in sand. Tunnelling and Underground Space Technology, 28:297-303.

[55]Xia LN, Miao YD, Tan TQ, 2012. Three-dimensional finite element analysis of negative skin friction behaviors in pile groups with cap. Rock and Soil Mechanics, 33(3):887-891.

[56]Zhou YG, Meng D, Ma Q, et al., 2019. Centrifuge modeling of dynamic response of high fill slope by using generalized scaling law. Engineering Geology, 260:105213.

[57]Zhu B, Xiong G, Liu JC, et al., 2013. Centrifuge modelling of a large-diameter single pile under lateral loads in sand. Chinese Journal of Geotechnical Engineering, 35(10):1807-1815 (in Chinese).

[58]Zhu B, Wen K, Li T, et al., 2019. Experimental study on lateral pile–soil interaction of offshore tetrapod piled jacket foundations in sand. Canadian Geotechnical Journal, 56(11):1680-1689.

[59]Zhu L, Gong HL, Li XJ, et al., 2015. Land subsidence due to groundwater withdrawal in the northern Beijing plain, China. Engineering Geology, 193:243-255.