Finite element modelling types for rigid pile composite foundation under geosynthetic-reinforced embankment

JIANG Yan-bin; HE Ning; WANG Zhang-chun; HE Bin; QIAN Ya-jun

doi:10.11779/CJGE202011016

Volume 42 Issue 11

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Chinese Journal of Geotechnical Engineering > 2020 > 42(11): 2106-2114. > DOI: 10.11779/CJGE202011016

JIANG Yan-bin, HE Ning, WANG Zhang-chun, HE Bin, QIAN Ya-jun. Finite element modelling types for rigid pile composite foundation under geosynthetic-reinforced embankment[J]. Chinese Journal of Geotechnical Engineering, 2020, 42(11): 2106-2114. DOI: 10.11779/CJGE202011016

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Finite element modelling types for rigid pile composite foundation under geosynthetic-reinforced embankment

1.
School of Architectural Engineering, Jinling Institute of Technology, Nanjing 211169, China
2.
Geotechnical Engineering Department, Nanjing Hydraulic Research Institute, Nanjing 210024, China

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Received Date: November 24, 2019
Available Online: December 05, 2022

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Abstract

Abstract

Based on the in-situ test section of CFG pile composite foundation under geosynthetic-reinforced embankment, the finite element models for a single pile, group piles and full section are established, respectively, and the influences of the geometric model, pile-soil contact and other conditions on system deformation, stress distribution and load transfer are discussed. Mostly due to the influences of embankment boundary effect, the settlement and load distribution of the full-section model are both developed in time as the in-situ test results. The stress ratio (n) and the load-sharing efficiency of pile (E) both reach the maximum near the inner side of the embankment shoulder and are 15.7% and 5.2% higher than those in the center of the embankment, respectively. At the toe of the slope, the displacement vector angle of the pile top, the horizontal load and bending moment of the pile are quite significant. Under the surcharge with the same equal thickness, the single-pile model has similar performance with the group-pile model, and the settlement development of both is relatively slow and slightly lower than that of the full-section model. In each model, the predicted results show that n, E and the equal settlement surface height are all directly proportional to the differential settlement of soil-pile on the subsurface at the final computing time. The distribution of non-uniform vertical stress on the subsurface is shown according to the numerical results. According to the statistic results, the deviation between the test load and the theoretical load can be -35.1% to 58.5% within single-pile reinforced area. Setting the contact interaction to enable the relative displacement of pile and soil will increase both the settlement and the height of the equal settlement surface, and also affect the stress of the shallow pile shaft. The full-section finite element model with pile-soil interaction is recommended to investigate the composite foundation under reinforced embankment.
- rigid pile composite foundation,
- geometric modelling,
- stress distribution,
- settlement of pile and soil,
- embankment boundary effect

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[1]	娄炎, 何宁, 娄斌. 高速公路深厚软基工后沉降控制成套技术[M]. 北京: 人民交通出版社, 2011: 91-104. LOU Yan, HE Ning, LOU Bin. Complete Settlement Control Technology for Deep Soft Foundation of Expressway[M]. Beijing: China Communications Press, 2011: 91-104. (in Chinese)
[2]	姜彦彬, 何宁, 林志强, 等. 路堤深厚软基管桩复合地基数值模拟[J]. 水利水运工程学报, 2018(2): 43-51. https://www.cnki.com.cn/Article/CJFDTOTAL-SLSY201802006.htm JIANG Yan-bin, HE Ning, LIN Zhi-qing, et al. Numerical study on pipe pile composite foundation of deep soft foundation under embankment[M]. Hydro-science and Engineering, 2018(2): 43-51. (in Chinese) https://www.cnki.com.cn/Article/CJFDTOTAL-SLSY201802006.htm
[3]	JENCK O, DIAS D, KASTNER R. Three-dimensional numerical modeling of a piled embankment[J]. Int J Geomech, 2009, 9: 102-112. doi: 10.1061/(ASCE)1532-3641(2009)9:3(102)
[4]	ARIYARATHNE P, LIYANAPATHIRANA D S. Review of existing design methods for geosynthetic-reinforced pile-supported embankments[J]. Soils and Foundations, 2015, 55: 17-34. doi: 10.1016/j.sandf.2014.12.002
[5]	KHABBAZIAN M, KALIAKIN V N, MEEHAN C L. Column supported embankments with geosynthetic encased columns: validity of the unit cell concept[J]. Geotechnical and Geological Engineering, 2015, 33(3): 425-442. doi: 10.1007/s10706-014-9826-8
[6]	HEWLETT W J, RANDOLPH M F. Analysis of piled embankments[J]. Ground Eng, 1988, 21(3): 12-18.
[7]	LIU W Z, QU S, ZHANG H, et al. An integrated method for analyzing load transfer in geosynthetic-reinforced and pile-supported embankment[J]. KSCE Journal of Civil Engineering, 2017, 21(3): 687-702. doi: 10.1007/s12205-016-0605-3
[8]	LIU H L, NG C W W, FEI K. Performance of a geogrid-reinforced and pile-supported highway embankment over soft clay: case study[J]. Journal of Geotechnical and Geoenvironmental Engineering, 2007, 133(12): 1483-1493. doi: 10.1061/(ASCE)1090-0241(2007)133:12(1483)
[9]	ZHUANG Y, WANG K Y. Finite-element analysis on the effect of subsoil in reinforced piled embankments and comparison with theoretical method predictions[J]. International Journal of Geomechanics, 2016, 16(5): 1-15.
[10]	LIU H L, KONG G Q, DING X M, et al. Performances of large-diameter cast-in place concrete pipe pile and pile group under lateral loads[J]. Journal of Performance of Constructed Facilities, 2013, 27(2): 191-202.
[11]	CHEN R P, XU Z Z, CHEN Y M. Field tests on pile-supported embankments over soft ground[J]. Journal of Geotechnical and Geoenvironmental Engineering, 2010, 136(6): 777-785. doi: 10.1061/(ASCE)GT.1943-5606.0000295
[12]	BRIANÇON L, SIMON B. Performance of pile-supported embankment over soft soil: full-scale experiment[J]. Journal of Geotechnical and Geoenvironmental Engineering, 2012, 138(4): 551-561.
[13]	LIU H L, KONG G Q, CHU J, et al. Grouted gravel column-supported highway embankment over soft clay: case study[J]. Canadian Geotechnical Journal, 2015, 52(11): 1725-1733. doi: 10.1139/cgj-2014-0284
[14]	ZHOU M, LIU H L, CHEN Y M, et al. First application of cast-in-place concrete large-diameter pipe (PCC) pile- reinforced railway foundation: a field study[J]. Canadian Geotechnical Journal, 2016, 53(4): 708-716. doi: 10.1139/cgj-2014-0547
[15]	CHENG Q G, WU J J, ZHANG D X, et al. Field testing of geosynthetic-reinforced and column-supported earth platforms constructed on soft soil[J]. Frontiers of Structural and Civil Engineering, 2014, 8(2): 124-139. doi: 10.1007/s11709-014-0255-9
[16]	CAO W Z, ZHENG J J, ZHANG J, et al. Field test of a geogrid-reinforced and floating pile-supported embankment[J]. Geosynthetics International, 2016, 23(5): 348-361. doi: 10.1680/jgein.16.00002
[17]	郑俊杰, 张军, 马强, 等. 路桥过渡段桩承式加筋路堤现场试验研究[J]. 岩土工程学报, 2012, 34(2): 355-362. https://www.cnki.com.cn/Article/CJFDTOTAL-YTGC201202030.htm ZHENG Jun-Jie, ZHANG Jun, MA Qiang, et al. Experimental investigation of geogrid-reinforced and pile-supported embankment at bridge approach[J]. Chinese Journal of Geotechnical Engineering, 2012, 34(2): 355-362. (in Chinese) https://www.cnki.com.cn/Article/CJFDTOTAL-YTGC201202030.htm
[18]	夏唐代, 王梅, 寿旋, 等. 筒桩桩承式加筋路堤现场试验研究[J]. 岩石力学与工程学报, 2010, 29(9): 1929-1936. https://www.cnki.com.cn/Article/CJFDTOTAL-YSLX201009025.htm XIA Tang-dai, WANG Mei, SHOU Xuan, et al. Field test study of reinforced embankment supported by cast-in-situ thin-wall tubular piles[J]. Chinese Journal of Rock Mechanics and Engineering, 2010, 29(9): 1929-1936. (in Chinese) https://www.cnki.com.cn/Article/CJFDTOTAL-YSLX201009025.htm
[19]	LOW B K, TANG S K, CHOA V. Arching in piled embankments[J]. Journal of Geotechnical Engineering, 1994, 120(11): 1917-1938.

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